Občina Log Dragomer Flood plan - ss1.spletnik.siss1.spletnik.si/4_4/000/000/46e/b04/poplavna_studija.pdfSCS metoda, TR55, TR20, GPDM (Graphical Peak Discharge Method), Multipni hidrografi,

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AquaData

Poplavna študija Občina Log Dragomer Flood plan

November 2009

Hidrološka HidravličččČČČČČČČčČČČČČcna Analiza Vodotokov

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Projektant Projektant: AquaData, Niko Antončič s.p. 1370 Logatec, Tovarniška 16

Študijo izdelal: Niko Antončič, univ.dipl.ing. gr.

Štev. študije: P-10/09 Kraj in datum: Logatec, november 2009 P-10:



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V s e b i n a :

P O G L A V J E I Uvod Splošni opis problematike

P O G L A V J E i I EU Direktive Poplavna Direktiva – Flood Directive

P O G L A V J E I I I Reka Ljubljanica in Barje

Osnovni podatki o problematiki poplav

P O G L A V J E I V Hidrologija in Hidravlika

Hidrološko in hidravlično modeliranje vodotokov

P O G L A V J E V Poplave v občini Dragomer

Poplavna nevarnost in možne rešitve

P O G L A V J E V I Ekologija in vodotoki

Problematika neurejene kanalizacije in ČN



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P O G L A V J E V I I BMP Best Management Practice

BMP Najboljše prakse ravnanja s padavinsko vodo

P O G L A V J E V I I I Zaključek

P O G L A V J E I X Grafične priloge

Karta prispevnih ploskev M 1:5000

Karta poplavne ogroženosti M 1:5000

Kataster vodotokov M 1:1000

P O G L A V J E X Hidrološki in Hidravlični izračuni



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P O G L A V J E I

Uvod

Osnovni podatki o problematiki Poplavni nevarnosti in ogroženosti se v preteklosti ni posvečalo dovolj pozornosti. To ugotavlja tudi EU, zato je leta 2007 sprejela takoimenovano Poplavno Direktivo, ki državam članicam nalaga bolj sistematični pristop pri urejanju tega problema. Ta dokument je preliminarni izračun poplavne nevarnosti občine Log-Dragomer in predlog možnih rešitev na nivoju študije. Občina Log-Dragomer ima le manjše potoke s povirjem v lastni občini, ki pa ob ekstremnih padavinah lahko poplavijo nekaj 10 stavb zaradi poddimenzioniranosti vodotoka in/ali napačnih tehničnih rešitev. Odvodnjavanje zalednih vod je sestavni del urbane odvodnje. Skupen pristop je nujen v primerih, ko zaledne vode gravitirajo direktno v urbani del in se v tam šele formira tudi odvodnik. Na količino Q25,50,100 v občini Log-Dragomer pomembno vpliva tudi urbani del. To se na prvi pogled zdi povsem logično, vendar iz pregledane obstoječe dokumentacije to ni razvidno. Npr. količina Qmax 3.6m3/s za Snežak je dobljena samo za zgornji del, ne pa tudi urbani del naselja. Nova vrednost Q100 za Snežak je 9.5m3/s v profilu regionalne ceste, kar daje problemu povsem drugo dimenzijo. Odtočna števila CN (caracteristic number) za urbani del so bistveno večja (75) kot za zaledje z dobrim gozdom (55). Kanalizacija je dimenzionirana samo na 1 letni naliv. Poleg tega je sama zasnova mešane kanalizacije taka (DN300), da večino vode iz zgornjega dela sistema Dragomera prelije direktno v Snežak brez RUB bazena. Bistveno pa je dejstvo, da večina vode sploh ne pride v Snežak (premajhen profil DN800, ni vtokov ali so premajhni) ampak se ob ekstremnih nalivih cesta ob Snežaku spremeni v nevaren vodotok z nekaj m3/s pretoka. Projektanti večinoma navajajo smernice HMZ iz 60-ih let kot izhodišče. Podobno je tudi pri projektih za AC, ki se je gradila leta 1975 . Nazoren je primer največjega potoka Malenšce, kjer se je do sedaj navajalo Qmax 6.5m3/s. Pretok Q100, ki smo ga izračunali po SCS pa je 14.5m3/s.



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Na srečo so leta 1948 ob rekonstrukciji regionalne ceste povečali propuste. Tudi pri AC so propuste povečali za varnostno višino, medtem ko samo dimenzioniranje ni narejeno za propust (culvert) ampak kot kanal s prosto gladino. Nazoren je primer Dragomerskega potoka. Strokovno mnenje in hidravlični izračun datira iz leta 1938 (Kraljevina Jugoslavija). Uradnik navaja tri avtorje in količine 0.59, 0.52 in 13m3/s potem pa vse tri vrednosti sešteje in deli s tri, nakar dobi 4.72m3/s?! S tem dokaže da jarek širine 1.5m in višine 1m z naklonom brežin 1:1 ustreza?

Zanimivo je sedaj soočit „strokovno“ oceno uradnika z opisom poplavnega dogodka leta 1937 g.Frančiška Čudna, ki se nenavadnega dogodka še zelo dobro spominja. Poleti leta 1937 se je popoldne utrgal oblak. Vode je bilo toliko, da je prišla do vrha stare regionalne ceste, ki je bila ca 20-25 cm nižja ko sedaj (ca 295.40mNN). Hud naliv je trajal od 1-1.5h potem je voda počasi odtekala do polnoči. Povsod je bilo polno vode, Snežak pa je s sabo nosil tudi hlode in veje. Dragomerska cesta je bila do domačije (križišče pri malnu) poplavljena, tako da smo se otroci s karjolo kot čolnom vozili do regionalne ceste. Skozi štalo je tekla voda, ki jo je bilo živini do vampa. Vsekakor zelo nazoren opis, ki na prvi pogled deluje neverjetno. Z izračunom na 100 letne vode smo dobili sicer več kot 1m nižji nivo vendar se je leta 1948 rekonstruirala regionalna cesta, povečali so se tudi propusti. Cesto so gradili nemški ujetniki, ki so imeli tudi nadzor. Verjetno so tudi dimenzionirali propuste, vendar tega dela projekta ni v dokumentaciji DARS. Višina Dragomerskega propusta 2.5m (1.15x2.5) pa govori o tem da, so se zelo dobro zavedali problematike. Da se lahko napolni volumen 200000m3 je potreben dotok Qmax ranga ca 25m3/s. Iz navedenega sledi, da so strokovne hidrološke osnove celotnega področja stare in nezadostne in je potrebna nova ocena hidravličnih obremenitev pri ekstremnih padavinah. Izbrali smo metodo SCS TR-55, TR-20. SCS je najpogosteje uporabljena metoda pri nas pri računu manjših prispevnih površin zalednih vod. Metoda pomeni poleg CN števil in enotnega hidrograma odtoka tudi neugodno distribucijo naliva. Naliv ne pade enakomerno v 6 urah ampak ima konično obliko kar povedo tudi IDF krivulje. Npr. naliv ki je povzročil poplave na Vrhniki (174mm) se je zgodil praktično v 2 urah.



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Pri novih izhodiščih smo dobili ca 2-3 krat večji Q100 kot je bila uporabljen do sedaj. Pri tem smo uporabili relativno nizek CN za zaledje 55 (dober gozd) in srednja omočenost

od predhodnih nalivov. Izbrali smo CN, ki je nekoliko nad B tipom zemljine, ker je deloma prisotna tudi glina nekaj pa je tudi depresij. Iz tega lahko sklepamo, da je problematika ekstremnih poplav precej večja kot je bilo prepričanje do sedaj. Pri ekstremnih poplavah je mišljena poplava leta 1926. Iz poročil tistega časa je razvidno, da so takratne nalive ocenjevali kot 50 letne, ker se je podobno zgodilo leta 1933 s centrom naliva na krimskem področju. Poplave leta 1937 so bile bolj lokalne narave in so obsegale področje Dragomera in sosednje občine Vrhnika.

Problem padavinskih in zalednih (poplavnih) vod rešujemo s pomočjo ameriškega software-a SoftDesk, ki obsega tudi hidrološke modele: SCS metoda, TR55, TR20, GPDM (Graphical Peak Discharge Method), Multipni hidrografi, Detenzijski/retenzijski bazeni (DB) – dimenzioniranje in izvoz 3D modela v HEC-RAS.

3D prikaz celotnega področja z Barjem in Horjulsko dolino (6.75x6km)



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Hidrološki model po posameznih vodotokih. Iz detalnega modela je narejen logičen hidrološki model več kot 100 prispevnih ploskev.

Tokovnice vode in nakloni zemljišč v različnih barvah. Nakloni zemljišč so poleg tipa in uporabe zemljišča (CN number) najpomembnejši faktor določitve količine vode. Pri urbani in neurbani odvodnji je problem propustov (Culvert) dokaj pogost. Ta problem se navezuje na zajezbe za cesto. Propuste se dimenzionira drugače kot kanalizacijo. Uporabljen je izračun SoftDesk in FHWA (ameriško združenje za ceste).



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Izračun prevodnosti propusta za Dragomerski potok z dimenzijami 1,15x2.5m.

Propust ima totalno prevodnost več kot 6m3/s(vrh)-12m3/s(cesta), kar je vsekakor pokazatelj, da so leta 1948, ko se je obnavljala stara cesta Ljubljana-Vrhnika verjetno operirali z večjimi poplavnimi količinami kot npr. pri projektu AC (samo1.5-1.7m3/s). Podobno lahko trdimo tudi skoraj za vse ostale propuste na stari regionalni cesti. Problem nekaterih propustov je, da so previsoki zaradi nizkega terena. Poleg tega pa ni možno bistveno povečevati prevodnost, ker so tudi regulacije vodotokov pod AC dimenzionirane na relativno nizke količine. Zato je v takih primerih večinoma najprimernejša (najcenejša) rešitev z akumulacijo(ami) gorvodno. Tukaj gre za lokalne akumulacije za lokalni namen, kar je v svetu povsem običajna rešitev in spada med takoimenovane BMP (Best Management Practice). Bistveno je da akumulacije praviloma že obstajajo ob regionalni cesti R409. Naloga te študije je, da se oceni velikost poplavnih površin in volumnov, ter poda alternativne rešitve. Alternativa so akumulacije gorvodno oziroma kombinacija, ter tehnično urejen način razbremenjevanja, da ne bo nepotrebnega poplavljanja objektov. Praktično vsi vodotoki so že regulirani, zato je razbremenjevanje v prvotno strugo neke vrste naravna renaturacija. Poleg tega vsekakor ni primerno zmanjševati dimenzije propustov tako kot je predvideno v IP rekonstrukcije regionalne ceste R-409 (DN600 za Karlovški potok in celo Molšco)



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EU Direktive Poplavna Direktiva – Flood Directive

Cilj Vodne direktive iz l. 2000 je ohraniti in izboljšati stanje voda in vodnega okolja v EU. Direktiva je uvedla načelo čezmejnega usklajevanja znotraj povodij, da bi dosegli visoko kakovost voda, vendar ni določila nobenega cilja v zvezi z obvladovanjem tveganja poplav. Med leti 1998 in 2005 je Evropo prizadelo več kot 100 hudih poplav, v katerih je umrlo približno 700 ljudi, 500.000 se jih je moralo izseliti, povzročene je bilo za ca. 25 milijard EUR škode. Evropski parlament in Svet sta 23.10.2007 sprejela Poplavno direktivo – Flood Directive (Direktivo ocenjevanju in obvladovanju poplav), ki pomeni velik napredek k obvladovanju tveganja poplav znotraj EU. Direktiva o ocenjevanju in obvladovanju poplav predvideva izdelavo Predhodne ocene poplavne ogroženosti do 22.12.2011.Poplavna ogroženost pomeni kombinacijo verjetnosti nastopa poplavnega dogodka in morebitnih s poplavo povezanih škodljivih posledic za zdravje ljudi, okolje, kulturno dediščino in gospodarske dejavnosti. Na podlagi Predhodne ocene se opredelijo tista območja, za katera država članica ugotovi, da obstaja možnost pomembne poplavne ogroženosti ali verjetnost, da bi se ta lahko pojavila. Za ta območja je nato potrebno pripraviti karte poplavne nevarnosti in karte poplavne ogroženosti. Karte morajo biti dokončane najkasneje do 22.12.2013. Posodabljajo se vsakih 6 let. (Svet EU, 2007) Države članice določijo ustrezne cilje za obvladovanje poplavne ogroženosti s poudarkom na zmanjšanju morebitnih škodljivih posledic poplav za zdravje ljudi, okolje, kulturno dediščino in gospodarske dejavnosti ter, če je to primerno, s poudarkom na ne gradbenih ukrepih in/ali na ukrepih za zmanjšanje verjetnosti nastopa poplavljanja. Načrti za obvladovanje tveganja poplav so izdelani za vsako območje posebej. Obravnavani morajo biti vsi vidiki obvladovanja poplavne ogroženosti, s poudarkom na preprečevanju, varstvu in pripravljenosti, vključno z napovedovanjem poplav in sistemi za zgodnje opozarjanje pred poplavami. Načrti za obvladovanje tveganja poplav morajo biti dokončani in objavljeni najkasneje do 22.12.2015. Posodabljajo se vsakih 6 let. (Svet EU, 2007)



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V Sloveniji je poplavno je ogroženih več kot 3000 km2 oziroma slabih 15 % površine. Polovica poplavnih območij je v porečju Save, v porečju Drave štiri desetine, v Posočju pa 4 %. Poplave ogrožajo predvsem hudourniške grape, dolinska dna in aluvialne ravnice, ki so marsikje pozidane. Kar 25 km2 pozidanih površin je ogroženih. Naše ozemlje so poplave prizadele v letih 1998, 1990, 1972, 1954, 1933, 1926, 1925, 1923, 1910, 1901, 1851 in 1550. (ZRC-SAZU). Drugi viri navajajo znatno nižje vrednosti poplavnih površin, med 430 in 630 km2, t.j. ca. 3% površine državnega ozemlja. (Brilly, 1994). Intenzivna raba prostora zahteva tudi urejen vodotok, ki ga ne ogrožajo poplave, kar pa je praktično težko dosegljiv cilj, ker popolne zaščite pred poplavami ni. Lahko si le prizadevamo kar najbolj omejiti škodo in zavarovati ljudi. Tako je zaščita pred poplavami neposredno vezana na ogrožene gospodarske dejavnosti oziroma škodo, ki bi jo poplave lahko povzročile. Cilj zaščite pred poplavami oziroma gospodarjenja s škodo, ki bi jo poplave povzročile je zmanjšanje posledic poplav na družbeno sprejemljivo raven. (Brilly, 1994). Žal se prag tolerance do naravnih nesreč oz. pojavov, z razvojem civilizacije oz. materialnih dobrin, vedno bolj niža. Ob poplavah beremo o "podivjanih rekah" in podobno, ne pomislimo pa, da bi bilo morda bolj inteligentno bivati izven poplavnih območij oz. delovanje in bivanje v poplavnih območjih prilagoditi razmeram...Tudi družbeni spomin na poplave je izredno kratek, saj se že nekaj let po dogodku nadaljujejo dejavnosti na poplavnih območjih, kakor da se ni nič zgodilo. Ukrepe za zaščito pred poplavami delimo, glede na vrsto posega, na: vodogradbene, ki zajemajo gradnjo hidrotehničnih objektov, izvedbo regulacij itd. alternativne, ki zajemajo upravno zakonske ukrepe, prilagojeno prostorsko načrtovanje, prepoved ali omejevanje posameznih dejavnosti, podporo željenim dejavnostim (pogozdovanje, protipoplavna gradnja), zavarovalna politika, usklajena raba prostora. Glede na način delovanja pa na: aktivne, s katerimi vplivamo na obliko in naravo pojava (akumulacije, pogozdovanje,...) pasivne, s katerimi se ščitimo pred posledicami (nasipi, evakuacija,...) Poplavna območja so integralni deli vodotokov, ki pomembno vplivajo na oblikovanje vodnega režima. Pri analizi oziroma izvajanju različnih ukrepov je zato potrebno upoštevati celovitost vodnega režima (problema ne smemo reševati parcialno) in povodje kot najmanjšo enoto. (Brilly, 1994) Ločimo različne vrste poplav in razmerami v okolju, ki prispevajo k potenciranju problema. Tako npr. obstajajo velike razlike med hitrim poplavljanjem na povirnih območjih, kjer je za zmanjševanje tveganja potreben širši obseg inovativnih rešitev, primernih za uporabo na ožjem območju, in med poplavami v nižinah, kjer sta opozorilni čas in trajanje poplav daljša in kjer je treba sprejeti ukrepe za širša območja. (Najboljše prakse, 2003).



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Poplave so naravni pojavi, ki jih ni mogoče popolnoma preprečiti. Potrebno je narediti premik v razmišljanju - od zaščitnih ukrepov v smeri prilagajanja načina življenja naravnim pojavom. V skladu s sodobnimi smernicami in spoznanji ne govorimo več o varstvu pred poplavami temveč o obvladovanju poplavnih škod oz. obvladovanju tveganja. Nujno je, da ljudje spoznajo, da so poplave del njihovega okolja. Skupnosti se morajo zavedati, da so ogrožene. Zavedati se tveganja pomeni, da ga ljudje prepoznajo, se z njim seznanijo oziroma ga proučijo, ne pozabijo nanj ali ga potisnejo iz zavesti in da ga pravilno upoštevajo pri svojem delovanju. Če se javnost ne zaveda nevarnosti, ne bodo pomagale nobene pobude. Če ljudje še niso doživeli poplav, jih je treba seznaniti s tveganjem s pomočjo kart poplavne ogroženosti, drugih informacij in z izobraževanjem. Nujno je, da ljudje poznajo nevarnost z vsemi njenimi pomembnimi parametri, kakršni so vrsta poplav (statične, dinamične), verjetnost, intenziteta (globina poplavljanja, hitrost toka) in obseg vplivov. Zanesljive informacije te vrste morajo dobiti vsi vpleteni. (Najboljše prakse, 2003) Informacije o intenziteti pojava ter druge relevantne informacije, je mogoče ugotoviti s pomočjo matematičnega modeliranja. Potrebnih je več raziskav, s katerimi bi dosegli boljše razumevanje učinkovitih ukrepov za preprečevanje in obvladovanje poplav. V raziskave bi morali vključiti modeliranje in izmenjavo podatkov, pa tudi napovedovanje. Pri sistemih za zgodnje obveščanje obstaja nevarnost lažnega alarma, do katerega pride, če precenimo ali podcenimo nevarnost. Negotovost izhaja iz velike izbire vrednosti parametrov za hidrološki model in model rečnega toka in zaradi pogosto slabega poznavanja razmer v preteklosti. Zato je treba za porečje voditi evidence o poplavnih dogodkih. (Najboljše prakse, 2003) Potrebno je izdelati hidrološko-hidravlični model celotnega Barja, s katerim se bo upravljalo vodni režim na celotnem barju in Krajinskem parku Barje. Človeška dejavnost prispeva k povečanju verjetnosti pojava poplav in njihovih škodljivih posledic. Obseg in pogostost poplav se bosta v prihodnosti verjetno povečala zaradi podnebnih sprememb, neprimernega upravljanja povodij in gradnje na poplavno ogroženih območjih. Hkrati prihaja do povečanja ranljivosti zaradi števila ljudi in ekonomskih sredstev, ki so na poplavno ogroženih območjih. (Svet EU, 2007) Določiti je treba neposredna poplavna območja in jih z zakonom označiti kot površine, namenjene zadrževanju vode, ali površine, s pomočjo katerih se ponovno zagotovi možnost naravne dinamike voda. Treba je odvračati prebivalstvo od utrjevanja brežin, gradnje visokorodnih nasipov, zajezitev in drugih uravnalnih objektov in ureditev ter na splošno od vseh del in gradnje, ki motijo naravni tok vodotokov, razen tistih del, ki zagotavljajo varnost gosto naseljenih območij.(Najboljše prakse, 2003)



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P O G L A V J E I I I Ljubljanica in Barje Reka Ljubljanica in poplave na Barju

Ljubljanica s Krasom in Barjem je ena najbolj zanimivih in hidrološko/hidravlično najbolj kompliciranih rek na svetu. Plovna pot je znana že iz antike (Argonautis). Iz rimskega časa je poznana tudi regulacija Ljubljanice (plovne poti) pri Podpeči. Prvi znani načrti o poplavni regulaciji Ljubljanice segajo v leto 1554, ko je mestni svet Ljubljane zaradi stalnih poplav in škod na mlinih, objektih in kmetijstvu najel strokovnjake iz severne Italije, ki so tiste dni veljali za najboljše hidravlike. Leta 1770 je Gabriel Gruber po nalogu Marije Terezije izdelal načrte za prekop. Gradnja je potekala med leti 1772 in 1782. Prekop je bil poddimenzioniran, zato se je do sedaj vsaj 2 krat poglabljal. Kljub vsemu so Ljubljano in Barje doleteli dve katastrofalni poplavi leta 1926 in 1933. Problem je v temu, da v času načrtovanja Grubarjevega prekopa niso razumeli povezave med retenzijo in pretoki, ker še niso poznali diferecialnega računa. Ljubljanica do VP Moste ima prispevno površino 1762.5km2. Ljubljanica bi imela brez kraških in barjanske retenzije maksimalen pretok ca 2000 m3/s.

Za poplave Ljubljanskega Barja je najbolj pomembno, kje se nahaja center padavin. Največja voda na Ljubljanici je bila leta 1933. Takrat naj bi bil ocenjen povprečni 8h dotok na Barje ca 790 m3/s, medtem ko je bil izmerjen odtok skozi Ljubljano (VP Moste) 372 m3/s. Razlika je bila akumulirana na Barju. Na Gradaščici (največji Ievi pritok) je bila največja visoka voda leta 1926, ko naj bi odtekalo 298 m3/s. Najbolj nazorno je oba dogodka opisal starejši občan. »33 leta je bilo toliko vode, da je tekla čez Ižanko, 26 leta pa toliko, da je en dan tekla proti Vrhniki«. Za Barje je bistveno delovanje zapornic na Ambroževem trgu in Grubarjevem prekopu Vzdolžni profil (HEC-RAS) prikazuje profil Ljubljanice od Južne obvoznice AC (pritok Išce) do Fužinskega gradu pri 100 letnem pretoku ca 450m3/s.



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3D model reke Ljubljanice in pomebnih objektov. Pomembne ovire so poleg ozkih korit tudi zožitve pri mostovih (Karlovški, Šuštarski, Tromostovje, zapornice..),

Vodotoki občine Dragomer se navezujejo na Cornovc 3 ta pa na Barjansko Ljubljanico, ki je desni pritok Save. Ljubljanica je tipični kraški vodotok. Strugo Ljubljanice v zadnjem delu delimo na več delov.

1. Barjanska Ljubljanica od izvirov na Vrhniki do Špice (Grubarjev kanal). Struga Ljubljanskega barja je nekoliko poglobljena. Špica predstavlja prag na koti ca 283.0mNN. Nad (levim) pritokom Gradaščice, poteka struga z raznolikim naklonom (+/-) preko Ljubljanskega Barja. Pod vtokom Gradaščice je struga vrezana v prodno nasipino Ljubljanskega polja. Tudi ta del Ljubljanice razdelimo na dva dela, ker na zgornji del bistveno vpliva železniška proga Ljubljana-Trst in propust/most Preserje, ki pomembno vpliva na nivoje gorvodno in posledično tudi dolvodno.

2. Mestna Ljubljanica se na Špici razdeli na Mestno Ljubljanico in umetni Grubarjev prekop kot njen desni del. Oba kraka se v Mostah združita in tako definirata ta del Ljubljane kot otok. Za zagotovitev stalne kote Ljubljanice in stabilnosti Barja, imata oba kraka zapornico ki zagotavljata zajezbo na koti 285.60 mNN. Mestna Ljubljanica ima zapornico pri Cukrarni (130 m dolvodno od Šetpeterskega mosta - Ambrožev trg), Grubarjev prekop pa na začetku Roške ceste (ca 85 m dolvodno od mosta za peš pot z Golovca).

3. Grubarjev prekop – Grubarjev prekop je bil zgrajen leta 1870 zaradi razbremenitve Ljubljanice. Dolg je ca 3.01 km. Na G. prekopu je na stacionaži 0.58 km zgrajena zapornica, ki zadržuje vodo na koti 285.6 mNN.

4. Skupna Ljubljanica Skupna Ljubljanica nastane po združitvi Mestne Ljubljanice in Grubarjevega prekopa. Ta del ima večinoma naravno/neurejeno strugo. Pri Fužinskem gradu je struga zajezena (HE Fužine-papirnica Vevče) na mestu naravne kaskade. Od HE Fužine do sotočja s Savo je še ca 10.08 km naravne struge.



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Pri poplavi leta 1933 je bila max izmerjena kota Ljubljanice na Špici 288.09 mNN. Slika prikazuje kote (<287 – črna, 287-288 temno modri barvi, 288-288.25 modro, 288.25-288.5 svetlo modro > 288.5 zeleni odtemki (3). Pri AC (2500 m od Špice) in višje je bila kota > 288.5. Torej je bila vso modro področje pod vodo, kar pomeni, da je voda tekla paralelno po jarkih v Zg. Galjevec in Ljubljanico. Za določitev visokih voda barjanske Ljubljanice (VGI) so bili upoštevani pretoki: Q2 = 274 m3/s, Q10 = 337 m3/s, Q50 = 426 m3/s, Q100 = 450 m3/s In kote visoke vode za V.P. Špica H10 286.95 in H100 287.80mNN Ti dve koti določata gladino Ljubljanice gorvodno od Špice. V kolikor bi se gladina na Špici znižaIa bi bil vpliv Ljubljanice na pritoke gorvodno manjši.



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Barje leži na skrajnem južnem delu Ljubljanske kotline, na površini 163 km2. Osrednji del kotline je poplavnega značaja. Krajinsko sliko Barja sestavlja obsežna ravnina, iz katere se vzdigujejo osamelci. Podobo barjanske krajine dopolnjujejo vodni jarki, ki določajo njeno geometrijsko zgradbo, drobno parcelacijo in nastanek grmovnih in drevesnih združb. V vplivno območje Ljubljanskega barja vključujemo tudi njegov reliefni rob to je hribovje ki ga obdaja in vodotoki. Predvsem je izrazit njegov južni rob Krimom. Mnogi osamelci in vrhovi so razgledne točke, od koder se odpirajo pogledi na barjansko ravnico. Glavni vodotok Ljubljanskega barja je Ljubljanica s številnimi pritoki. Zaradi koncentracije kmetijstva in poselitve je večina vodotokov reguliranih. Ob njih je ohranjenega nekaj obvodnega rastja. Prisotni so tudi stoječe vode - jezerca, bajerji in ribniki. Krajinski posebnosti sta jezero pri Podpeči in ribniki v Dragi. Za barje so značilni melioracijski jarki, ki sledijo parcelaciji in se ponekod zaradi opuščanja pridelave ne obnavljajo več. Zaradi nepropustne podlage voda ob močnejših deževjih prestopi bregove in začasno poplavi okoliška območja. Poplave imajo velik vpliv na značilnosti Barja. Pojavijo se nekajkrat letno, predvsem v jesensko-zimskem času, včasih tudi spomladi. Vsakoletne poplave pokrijejo okoli 15 % površine, ob izjemno velikih prilivih je poplavljena polovica Barja. Poplave večjega obsega imajo povratno dobo 5 – 10 let. Geološka slika območja kaže na večjo prepletenost površinskega in podzemnega sistema voda kot jo poznana drugod. Rečni režim na karti iz leta 1780 je povsem drugačen kot danes. Mreža vodotokov se zadnji dve stoletji spreminja. Stalnica je le Ljubljanica. Relief južno od Ljubljanice v smeri Iga je bil v preteklosti bistveno bolj napet. Teren se je z izgradnjo Gruberjevega kanala (1769 - 1785) posedel tudi do 3 metre. Zaradi šotne industrije in rečne sedimentacije se je osrednje barje iz konveksne spremenilo v konkavno površino. Še danes se jedro območja poseda medtem, ko se rob dviguje. Posedanje je deloma naravno, deloma antropogeno pogojeno. Bilanca vod se od leta 1762 ves čas spreminja in zadrževalna kapaciteta območja se zmanjšuje. Gre za kompleksen vodonosni sistem različnih geoloških starosti in globin, ki je dobro raziskan, pri tem pa ostaja še veliko odprtih vprašanj. Predvsem južni del območja je izrazito kraški, Podpeško jezero in zaledje z izjemnimi pojavi. Reka Ljubljanica se naravno poglablja, območje se letno posede do 2,5 mm. V območju habitatne direktive velikem približno 114 km² in ptičje direktive v velikosti 127 km², je 740 km kanalov, od tega 160 km velikih in 580 km malih. Vodonosnik je na vzhodnem delu pod tlakom, na zahodnem delu pa je razmeroma plitev in prazen. Vodna direktiva določa eno vodno telo podzemnih vod na območju Ljubljanskega barja pa vse do Savske kotline. Upravljanje z vodami Barja je osnovni pogoj za ohranitev večine habitatov na območju krajinskega parka. Usmerja se v ohranjanje nivoja podtalnice (ali celo dvig nivoja), ohranjanje vseh poplavnih in vlažnih površin, preprečevanje nasipavanja zemljišč in



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zasipavanja kanalov, sonaravnost vodotokov (razgibanost struge, zaraščenost, sukcesivna zarast ob odvodnikih, vodni režim), vzdrževanje vodotokov izven sezone etc. Strokovnjaki menijo (Globevnik, Šuker idr), da je redno vzdrževanje in čiščenje jarkov nujno pomembno za vzdrževanje stanja vodostaja, saj je stanje v prostoru tako kot je, posledica dolgotrajnega izvajanja ukrepov za pridobitev površin za kmetijsko rabo. Vzdrževanje vodnega režima že sedaj presega občinske meje, ker celotno območje obravnava ko enotno vodno telo. Predvsem so pomembni mokri travniki in druge poplavne površine ter ustrezen način vzdrževanja mreže površinskih vodotokov (Sovinc, 1995). Za simulacijo vodnih razmer in analizo različnih scenarijev, ki bi bili lahko uspešno orodje tudi pri komunikaciji z javnostjo, se predlaga izdelavo hidrološkega modela formiranja odtokov, pretokov in toka talne vode Barja. Vizualizacija procesov bi pripomogla k razumevanju pomena vode kot ekološkega in oblikovalskega elementa Krajinskega parka Barje (Globevnik, 2007). Izdelava hidrološko hidravličnega modela za simulacijo dogajanja obsega tudi izdelavo posnetka realnega stanja vodotokov, podzemne vode in samega barja - 3D model terena, geodetske meritve, par vodnjakov ali piezometrov za merjenje višine vode in zračnega tlaka, dve ali tri letne zvezne meritve in modeliranje), Predvidena je tudi izdelava podrobnih vodnih načrtov na podlagi predpisov o urejanju voda. Na hidrologijo je pomemben vpliv klimatskih sprememb, urbanizacije Barja in zaledja (naselja, ceste, parkirišča) povzroča hitrejše odtoke voda, manjšanje vodnih zalog in slabšanje kakovosti vseh voda. Pomembno je vzdrževanje in vzpostavljanje naravnega stanja vodotokov ter vodnega režima, ki je ugoden za ohranitev biotske raznovrstnosti, posebej v kritičnih obdobjih. Ravno tako je pomembno ohranjanje ali vzpostavitev naravne rečne dinamike (obrežni pasovi, poplavni prostori), - ohranjanje življenjskega prostora rastlinskih in živalskih vrst in ohranjanje krajinskih značilnosti.



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P O G L A V J E I V

Hidrologija in Hidravlika Hidrološki in hidravlični model vodotokov

Log Dragomer leži na zahodnem robu Ljubljanskega barja. V sami občini ni padavinske merske postaje. Najbližja je privatna merska postaja na Vrhniki. Dragomer meji na občino Horjul, kjer je zaradi problematike poplavne nevarnosti Gradaščice bistveno več podatkov. Problematika se intenzivno spremlja vse od leta 1926, ko so ekstremne padavine povzročile katastrofalne poplave v Ljubljani (viška cerkev je bila 1m v vodi). Takrat naj bi padlo 208mm dežja v 1 dnevu. Količina padavin narašča iz Ljubljane proti zahodu. Po podatkih ARSO se intenziteta poveča iz 165mm za Ljubljano do 210mm na zahodnem robu povodja Gradaščice. VGI navaja povprečje 180mm/24h za povodje Gradaščice. Iz priložene karte linij enakih 100 letnih padavin (ARSO) lahko odčitamo ravno tako 180mm saj linija prečka prispevne ploskve potokov ravno po sredini. Pri analizi nove obrtne cone je uporabljena količina 170mm/dan, prispevne ploskve glavnih vodotokov so višje in nekoliko bolj zahodno in mejijo na Hurjulščico, zato menimo, da je



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180 mm ustrezen podatek za 100 letne 24h nalive. V Angliji so zaradi vremenskih sprememb pri analizi poplavnih razmer obstoječe statistične vrednosti povečali za 20%.

Ker gre za male prispevne ploskve (Small Watersheet) smo uporabili enotno intenziteto padavin za celotno površino, ker je celotna površina v jedru naliva. Za izračun odtočnih količin smo uporabili SCS metodo TR-55 (SoftDesk). Enake rezultate dobimo tudi z HEC-HMS.(US Army Corps). Pri izboru SCS distribucije naliva smo se odločili za ta tip naliva, ker najbolj nazorno odraža razmere ko se »utrga oblak« in v zelo kratkem času pade večina padavin. Iz pripovedovanja g. Frančiška Čudna lahko ugotovimo, da se je katastrofalni naliv leta 1937 zgodil v 1-1.5h. Nekaj podobnega nam je zatrdil privatni lastnik meteorološke postaje na Vrhniki, ki navaja da je 174mm dežja leta 2007 padlo praktično v 2 urah. Nalinearna (npr. trikotna) distribucija padavin pa pomeni praktično 2 krat večje pretoke.

Graf SCS distribucije naliv0v

Tabela prikazuje količine nalivov 2-500 let v 24h in krajših intervalih.



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Občina Log-Dragomer je bila razdeljena na več kot 100 prispevnih ploskev, kar je relativno veliko za tako ‘malo’ površino. Prispevne ploskve so prikazane grafično na karti prispevnih površin M 1:5000.

Med izdelavo hidrološkega modela smo se konzultirali tudi z dr.Mojco Šraj s hidrološkega odseka FGG (prof Brilly). Skupna ugotovitev je, da uporaba pravokotnega hidrograma distribucije padavin da 2 krat manjše konične obremenitve, kot pa trikotna obremenitev, ki je veliko bližja naravnim pojavom. SCS distribucija nalivov pa zajema niz nalivov ob ekstremnih dogodkih, kjer se glavnina zgodi v 1-2urah. To področje pri nas še ni raziskano, zato se namerava fakulteta temu problemu intenzivno posvetiti.

Geologija

CP-Glinast skrilavec, alevrolit,peščenjak in konglomerat



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P2/2 Grodenski skladi, zeleno siv peščenjak, alevrolit, prehodi v skrilavec in konglomerat (sosijska stopnja-srednji perm) T1 laporasti apnenec, dolomit, peščen skrilavec, oolitni apnenec Geološka podlaga je podobna kot V Horjulski dolini zelo pestra in polna prelomov. Na relativno kratkih podlagah se mešajo plasti različnih dolomitov in apnencev s skrilavci, peščenjaki, laporji in konglomerati. Zaradi neobstojnosti kamnin in strmih pobočij so hudourniki izredno prodonosni.

Hidravlična analiza vodotokov in kontrola objektov

Pri hidravlični analizi Snežaka je bil uporabljen PCSWMM-GIS model. SWWM5 (Storm Water Management Model), ki ga je razvila ameriška agencija za okolje EPA. Interface in GIS pa kanadski hidravlični inštitut - CHI. Snežak je specifičen primer saj praktično ne gre za vodotok ampak kanal (DN800-DN1400), zato ga nismo preverjali s HEC-RAS modelom. Podobno je tudi z Ajdkovim potokom (kanalom) ki je v spodnjem delu ravno tako skoraj v celoti zacevljen. HEC-RAS je hidravlični model za modeliranje vodotokov. Model je razvil Hidrološki Center pri US Army Corps, podobno kot hidrološki model HEC-HMS. Pri izračunih smo uporabljali tudi hidrološki modele TR-55 (20) firme SoftDesk. Ta software je uporabljen tudi za izračun struktur in objektov. Za dimenzioniranje in kontrolo propustov pa je uporabljen model Culvert ameriškega združenja za ceste FHWA (Federal HighWay Administration). Metodologija FHWA dimenzioniranja propustov je integrirana tudi v model HEC-RAS in SoftDesk. Kataster in geodetski posnetek vodotokov je pomenben temelj vsake hidravlične analize. Zaradi pomanjkljivih in netočnih podatkov je bilo potrebno vložiti precej dodatnega dela in časa, da se je vzpostavila minimalna osnova za račun. Problem vodotokov v občini Dragomer je dokaj specifičen saj gre praviloma za regulirane potoke, ki potekajo pod hribom, kot drenažni jarki, ki običajno ščitijo kmetijske površine (Q1-Q5), pri večjih pretokih pa se prelivajo k svoji naravni strugi. Indikativen je primer največjega potoka Malenšce, ki poteka do starega mlina, kjer tok ob samem objektu zavije za 90°. Dejansko gre preliv preko naselja v Dragomerski potok. Preliv je brez struge in poteka po cesti naselja, ki je v križišču ca 30 cm nižja, kot pa je teren ob propustu DN1400. Podobno je pri Molšci in ostalih potokih. Med samo izdelavo poplavne študije smo se srečali tudi s predstavniki Hidrotehnika, kjer smo ugotovili, da so tudi njihove ocene pretokov Q100 bistveno večje kot so veljale do sedaj. Pri Malenšici je do sedaj veljala (projekt AC) maksimalna količina 6.5m3/s. Po SCS TR-55 metodi dobimo Q100 14.5m3/s. Podobne rezultate dobi Hidrotehnik tudi po Kresnikovi formuli. Po Kresniku se dobi samo grobo oceno za Qmax ne pa volumnov (časovna razporeditev odtoka). Iz hidrološke in hidravlične analize je razvidno, da so vodotoki praviloma preobremenjeni, zato prihaja do poplav dokaj pogosto. Ponekod celo pri Q1-Q5. Pri konceptu reševanja problematike smo izhajali iz obstoječega stanja, ker so dolvodni jarki pod RC in objekti AC dimenzionirani na do sedaj veljavne količine (Malenšča 6.5m3/s, Molšca 3m3/s). Stara RC v bistvu služi kot pregrada »naravnih« zadrževalnih bazenov. To stanje je



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identično že od rimske ceste, izkustveno se je povečevala samo velikost propustov. V bistvu že imamo akumulacije, gre samo za to, da se jih del akumulacij preseli gorvodno in deloma renaturira že obstoječe retenzije (npr. bajer na Malenšci).



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P O G L A V J E V

Poplave v občini Dragomer Poplavna nevarnost in možne rešitve

1. Petrov potok Maksimalni pretok Q100 Petrovega potoka za prispevno področje 54.5ha (do regionalne ceste R409 Ljubljana-Vrhnika) je v projektu AC Ljubljana-Vrhnika ocenjen na 2m3/s oziroma 3m3/s. Na to količino so dimenzionirani tudi jarki in ostali objekti. Pod regionalno cesto (RC) R409 je dovolj padca, zato spodnji del hidravlično ne vpliva na področje nad RC. Propust v trasi stare železnice je poddimenzioniran, medtem ko propust v AC prevaja 100 letne vode. Po SCS TR-55 metodi in 100 letnem nalivu 180mm/24h je Q100 ca 5.33m3/s. Propust v RC ima dimenzijo B/H 1,4x 1.5m in prevaja preko 5m3/s. V primeru prvotne izvedbe v jarku obstoječ propust pri globini 2m prevaja 100 letne vode. V tem primeru bi bila zajezba ravno na nivoju okoliškega terena 297.95mNN.

Propust B/H 1.4x1.5m pod R-409 prevaja 100 letne vode. Pred obstoječim propustom v RC B/H 1,40x 1.5m je bil obstoječ vodotok leta 2006 zacevljen z BC DN800, ki prevaja ca 1.25 (1.5) m3/s. Dodatna cev DN600 je po podatkih domačinov slepa in ni v funkciji. Stanje je kritično in ga je potrebno v čimprej sanirati, ker ogroža varnost občanov in premoženja. Praktično so ogroženi zadnji trije nizi hiš (32 hiš). Kota preliva pri propustu DN800 je na višini 298.65mNN. Zaradi premajhne prevodnosti propusta DN800 se lahko voda dvigne ca 40 cm nad teren in poplavi sosednje objekte.



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Poplava 2.7.2007



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Hidravličen model HEC-RAS je narejen za Petrov potok v dolžini 623m (od začetka urbanega dela do AC). Iz modela je razvidno, da je prevodnost obstoječega propusta DN1000 ca 2m3/s. Kritičen je prvi propust DN600, prvi DN1000 (negativni naklon) in novi propust DN800.100 letna voda poplavi celotni spodnji del naselja v višini do 40 cm (<0.5m). Voda večinoma teče po vrtovih in cestah v smeri vzhoda (proti Ljubljani). Obstoječa lokalna cesta je v bistvu preliv, da se voda steka v dva večja propusta Petrov-1 B/H 1.2x2.05m in RaStouke B/H 1.5x1.8m. Oba propusta lahko prevajata ca 5 m3/s. Ker je RaStovke nižji se poplavna voda prek njivskih površin z jarki steka v tega. Q50 4.43m3/s, Q25 3.36m3/s, Q10 2.57 in Q5 1.81m3/s. Po informacijah krajanov se težave manjših poplav pojavljajo dokaj pogosto (na 5 let). 100 letne vode pa pomenijo 2-3 krat večje količine, kar ima za posledico bistveno večjo poplavno ogroženost in škodo.



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Vzdolžni profil HEC-RAS Petrovega potoka pri 100 letnem nalivu

Poplavno področje Petrov jarek (Jordanov kot) do RaStovke



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Potrebno bo vzpostaviti odprt profil s pretočnostjo vsaj 2.5-3m3/s plus povečanje prevodnosti obstoječih propustov DN1000 (izboljšave na vtočnem in iztočnem delu, propusta, poglobitev). Dodatno je potrebno za razliko 2.3m3/s zagotoviti akumulacijo ca 3435 m3 pred strnjenim delom naselja (pri varovanju na 100 letne vode). Na začetku strnjenega naselja (profil 17) je pretok Q100 ca 4.78m3/s. Pri zagotavljanju manjše varnosti (50 let) se zmanjša tudi volumen akumulacije na ca 1500m3.



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Prikazan je izračun odprtega jarka namesto DN800. Jarek je nadaljevanje obstoječega v enaki širini ca 1.6m. Pri normalni globini vode 0.8m je prevodnost 3.09m3/s. Pri 1.17m je prevodnost 5.37m3/s.

Potrebni volumen detenzijskega bazene je ca 3425m3 (Q100)



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2. Ajdkov potok

Hidravličen model HEC-RAS (47 profilov) Ajdkovega potoka Problem poplav na Ajdkovem potoku je prisoten praktično vsako leto.



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Prispevno področje je veliko 52.64 ha. Hidravlična obremenitev je podobna kot pri Petrovem potoku ,Q100 je 5.12m3/s. Propusti DN800 na lokaciji Rožnik prevajajo le ca 1m3/s vse ostalo teče po cesti, travniku in dvoriščih. Pri ekstremnih nalivih preliva prek Rimske ceste, ker propust/kanal DN1000 prevaja le ca 1.8m3/s. Voda se teče na vzporedno cesto (s kanalom). Poplavna voda se kasneje preliva v sosednji Rotovški potok. Glede na poplavno ogroženost je potrebno čim prej sanirati obstoječe stanje. Rotovški potok ima sicer propust B/H 1.2x1.5m vendar je na drugi strani zacevljen z veliko manjšim profilom, kar bistveno poslabšuje stanje. Predvidena je akumulacija(e) gorvodno in sanacija propustov in jarkov ter obstoječe zacevitve.



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Kritični objekt je tudi daljši propust/kanal DN1000

Propust Ajdkov B/H 1.4x0.8m prevaja (do roba ceste) ca 3m3/s vendar ta voda ne pride do propusta



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Simulacija Q100 5.12 m3/s s prelivanjem 3.12m3/s proti Rotovškemu potoku. Predvsem so ogrožene hiše ob cesti v srednjem delu (Rožnik) pred propustom/kanalom DN1000 (Rimska cesta).

Težave/poplave se pojavijo že pri 5 letnem nalivu Q 1.6m3/s



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Pretoki Q50, Q25, Q10, Q5 so 4.07, 3.05, 2.31, 1.6 m3/s . Glede na to, da so praktično vsi pretoki vsaj 2x večji kot so podani v obstoječi dokumentaciji je smiselno ostati v teh robnih pogojih saj so tudi jarki, ki prečkajo AC dimenzionirani na manjše količine. Razliko se zagotovi z detenzijskimi bazeni pred ali na začetku naselja. Na sliki so prikazani potrebni volumni za tri različne količine Qiztoka=2.05, 3.07, 4.10. Pri pretoku Qo=2.05 m3/s je potreben volumen detenzije 5900 m3/s. Pri 3 m3/s pa 2500m3. Pri pretoku Qo je 3 m3/s je smiselno del pretoka peljati proti propustu Rotovški. Možno je tudi v RaStovke, ki ima dovolj kapacitete in je najnižji. To bi bil odprti kanal, medtem ko obstoječi propust DN1000 postane razbremenilni kanal. Akumulacija se zgradi v srednjem delu pred profilom 28. Del volumna se glede na razpoložljive prostorske možnosti zgradi tudi na ploskvi A-5 (močvirno področje pred urbanim delom), ker tudi stranski propust DN600 nima ustrezne dimenzije. Pred profilom 47 se zgradi tudi prodno pregrado z akumulacijo zaradi velike prodonosnosti potoka. Glede na to, da je po prostorskem planu na tem področju predvidena dodatna poselitev je potrebno akumulacije ca 2500m3 uskladit in vgradit v zazidalni načrt področja. Potrebno je sanirat propuste v srednjem delu na 3m3/s.



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3. Molšca



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Molšca ima celo nekoliko višjo hidravlično obremenitev kot prva dva potoka. Q100 za Molšco je 6.72m3/s. V projektu AC je računano s 3m3/s. Propusti AC so dimenzionirani na normalen tok (ne kritičen) vendar je projektant izbral dovolj veliko varnost. Prevodnost propustov DN800 na Molšci je samo ca 1m3/s. Ker je vodotok poddimenzioniran Molšca poplavlja in odteka med hišami v Potok/jarek pod Postajo, ki teče ob nogometnem igrišču. Težave Molšce se začnejo že na začetku (stacion 71), ker obstoječi propust DN800 pod obrtno delavnico ne pokriva 100 letnih vod. Del vode iz travnika in ceste teče mimo in praktično vsako leto erodira cesto. Namesto obstoječe cevi DN250 je potrebno povečati profil vsaj na DN600 in urediti vtočni del. Na tem delu je možna tudi akumulacija DB-0. Q100 letni dotok je ca 2m3/s, zato bi bil boljši skupni volumen na lokaciji DB-1,100m dolvodno, kjer Q100 zaradi stranskih pritokov naraste na 3.69m3/s. Problem so tudi stranski dotoki. Prispevna ploskev Mo-3 ima površino 12.5 ha in na spodnjem delu samo ovalni profil 40x60, zato poplavlja sosedne hiše. Pri stacionu 45 (ing.Filipič) se stalno pojavljajo težave in voda odteka po cesti Dolomitskega odreda na spodnji plato. Naslednja večja težava je v srednjem delu, kjer so propusti DN800 daljši in bolj položni. V zadnjem spodnjem delu Molšca preliva tako v smeri Potoka pod Postajo kot tudi v smeri Karlovškega potoka in propusta pri Šoli.

Hidravličen profil propusta DN800 na Molšci. Pri pretoku 1.5m/s propust prevaja 0.99m3/s vse ostalo gre preko preliva po cesti in med objekti.



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Iz vzdolžnega profila HEC-RAS modela Molšce je razvidno da se Molšca poplavlja srednji del že pri pretoku 1.5 m3/s.

Propust B/H 2x0.75m v glavni cesti je poddimenzioniran. Že pri pretoku 3m/s je voda že kot 40cm nad temenom odprtine. Propust je potrebno pri rekonstrukciji povečati vsaj na 1m višine z dodatnimi izboljšavami na vtočnem in iztočnem delu (wingwall, poglobitev)..



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Več kot 60% 100 letnih vod se prelije v sosednji depresiji (Pod Postajo in Karlovški) Glede na samo konfiguracijo potoka, ki poteka pod hribom in pretoki naraščajo zvezno znotraj naselja je rešitev z akumulacijo na začetku sicer možna, vendar ni zadostna rešitev. Boljša je rešitev, ki jo je narava poiskala sama. To pomeni, da se ob ekstremnih nalivih izkoristi naravna akumulacija/depresija ob nogometnem igrišču. Sama Molšca pa se 2 krat razbremeni v potok Pod Postajo. Praktično to pomeni, da se na tehnični način uredijo razbremenitve v jarkih in kanalih tako, da ne bo poplavljalo hiš in posesti. Prva razbremenitev je pri profilu 55 druga pa pri profilu 35. Samo Molšco skozi naselje je potrebno tehnično urediti tako, da bodo propusti prepuščali vsaj 2-2.5m3/s (sedaj samo 1m3/s).

Propust 2xDN600 preliva



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4. Potok pod Postajo (ob nogometnem igrišču) Potok pod Postajo ob nogometnem igrišču sodi med manjše saj ima zaledje ca 17 ha in Q100 2.56 m3/s. Potok Molšca poteka pod hribom in je precej višji. Propust v R-409 je ca 1.4m globlji od propusta Molšce. To je v bistvu stara struga Molšce po dnu doline, Molšca pa je vzdolžni drenažni jarek pod hribom. Taka struktura vodotokov/jarkov je bila zgrajena zaradi izkoriščanja kmetijskih zemljišč. Ker Molšca ni dimenzionirana na poplavne pretoke, zato se voda pri ekstremnih nalivih preliva v nižjo strugo in poplavlja tudi stanovanjske objekte ob Cesti na Mole.

Q/H krivulja propusta Pod Postajo v R-409. Propust ima dimenzijo B/H 0.9x2.0m. Pri pretoku 2.25m3/s dobimo koto zajezbe ca 293.6mNN.



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Ker se vode iz Molšce prelivajo na spodnji nivo je narejen kompozitni hidrogram. Maksimalen dotok v Potok pod Postajo je 5.64m3/s z diferencialnim računom po SIM metodi dobimo volumen zajezbe ca 5400 m3 in koto 100 letne vode 293.6mNN.

Na sliki je prikazano poplavno področje Molšce in Potoka pod Postajo pri 100 letnem nalivu. Akumulacija ima volumen 5400m3. Voda je globoka < 0.5m, ranljivost je minimalna, zato je tudi poplavna ogroženost majhna. S tehničnimi ukrepi (nasipi, poglobitev, razbremenitev) je moč zmanjšati obseg poplave. Detenzijski bazen se vključi tudi v bodočo urbanistično rešitev. Bazen/bajer ima lahko na delu tudi stalno ojezeritev in se ga vključi v športni park.



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5. Karlovški potok Na obravnavanem področju sta pod regionalno cesto zgrajena dva propusta enakih dimenzij B/H 0.9×1.5m, ki lahko odvajata znatne količine vode (>4m3/s). Hidravlični računi in grafi so podani v zadnjem delu analize. Prvi propust je namenjen za Karlovški potok in zaledje, drugi pa za padavinske vode OŠ in JV del področja ob OŠ. Zaledje Karlovškega potoka (Ka) je veliko 7.46 ha, področje šole (So) pa 1.64 ha zato so tudi količine Q100 relativno majhne 1.2 in 0.42 m3/s.

Obravnavano prispevno področje z vrisano lokacijo objekta HICD in dovozno potjo. OŠ in igrišče sta prikazana s rdečo in sivo barvo. Objekt HICD (Nefrodial) je lociran v neposredni bližini OŠ Log-Dragomer in regionalne ceste R2-409 Ljubljana-Vrhnika. Objekt ima dovozno cesto iz ceste ob osnovni šoli (pod hribom Strmec). Račun poplavne nevarnosti je narejen po SCS metodi TR-55, ki upošteva tudi SCS distribucijo 24-h padavin (distribucija padavin je podobna trikotniku). Ekstremni



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padavinski dogodek se zgodi praktično v 1-2 urah. Za to področje je izbran 24 urni 100 letni naliv 180mm iz karte nalivov ARSO. Kot smo omenili gre za nekoliko širši problem, zato je na naslovnici slika 3D širšega področja Log-Dragomer. Na sliki se vidijo tri depresije (Dargomerska, Karlovška, Log-Mole). Obravnavana lokacija leži na srednjem najvišjem platoju, ki je poplavno najmanj ogrožen. Najbolj je poplavno ogroženo področje ob Dragomerskem potoku, ki je najnižje in ima daleč največje zaledje. To področje je bilo že izpostavljeno izjemnim poplavam (leta 1937), ko je voda akumulacije segala do regionalne ceste, ki je bila takrat ca 20-25cm nižja. Povečali so se tudi nekateri propusti v R-409. Volumni tega Dragomerskega področja so >200000m3, kar samo priča o izjemnosti tega poplavnega dogodka. Iz slike se vidi, da oba največja potoka Malenšca in Molšca potekata ob robu hriba in celo v nasipu. Malenšca se ne preliva v srednji plato, medtem ko je možno prelivanje dela vode iz Molšce na poplavne travnike srednjega platoja. V računu je upoštevano prelivanje 1m3/s, kar je max. tudi ob vplivu usedlin na propust. Molšca ima pretok Q100 6.72 m3/s in prevodnost samo 1.5-2m3/s v srednjem delu, kjer najbolj poplavlja. Večina poplavne vode Molšce se preliva proti Jarku ob Postaji (ob nogometnem igrišču). Količina prelivanja je bila določena na podlagi modela in poplavnih dogodkov v zadnjih 40-50 letih.

Hidrografi pretoka Q100 za Molšco in Karlovški potok Iz samega hidravličnega računa je razvidno da je Q100 Karlovškega potoka 1.2m3/s, kar je bistveno manj, kot je zmogljivost propusta. Izdelan je tudi skupen hidrogram odtoka 2.2m3/s. Karlovški propust ima teoretično višino zajezbe H1=0.96m pri pretoku 1.2 m3/s in H2= 1.42m pri pretoku 2.2m3/s. Ker so jarki plitvi se na področju tvori manjša plitva akumulacija, ki zmanjša maksimalne odtoke proti barju. Zniža se tudi poplavni nivo. Pretoki skozi propust se zmanjšajo iz 2.2 na 1.4m3/s. Račun je narejen po diferencialni enačbi (Storage Indikation Method).



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SIM račun za akumulacije ob Karlovškem propustu Kota dna Karlovškega propusta je 292.90mNN (B/H 0.9/1.5m) pri dotoku 2.2m3/s bo dosežena max. kota 293.95 mNN (H=1.05m). Brez akumulacije bi bila globina zajezbe 1.42m. To pa pomeni, da je praktično celotni del poplavnih travnikov ob Karlovškem potoku v minimalni poplavni nevarnosti (< 0.5m). Pretok Q100 skozi propust pod OŠ (B/H 0.9/1.5m) je bistveno manjši 0.42m3, ker gre samo za lokalni propust. Kota propusta je 293.20mNN in globina odtoka 0.5m. To pa pomeni, da lahko pri 100 letnem nalivu ta propust sodeluje s Karlovškim in povečuje varnost področja. Vpliv HICD na poplavno varnost področja Področje HICD ima površino ca 4200m2. Predvidena je sprememba odvodnje, saj se del vode iz HICD preusmeri iz Karlovškega v propust ob šoli (So-1). V Karlovškem potoku ostane praktično enak dotok Q100 kot do sedaj(1.2+1m3/s), medtem ko se v propust ob šoli poveča poplavni dotok Q100 (SCS metoda poveča se CN) iz 0.42 na 0.53 m3/s. Maksimalna višina vode pri propustu ob šoli je 0.56m, kar pa še vedno pomeni, da pri ekstremnih padavinah lahko Karlovški potok minimalno preliva v propust pod šolo in ne obratno. Glede na naše ugotovitve in pogoje soglasodajalca (ponikanje, akumulacije) je možno zmanjšanje konične obremenitve dotokov padavinskih voda. Maksimalna poplavna kota je 293.95mNN medtem ko je kota platoja HICD 295.50mNN, kar je na nivoju regionalne in dovozne ceste. Razlika višin je 1.5m. Predvsem je možno izkoristiti prostor med šolo in HICD. Glede na razliko višin je možno tudi ponikanje. Tehnično je možnih več variant od propustnih parkingov, mulde, rigole z večjimi infiltratorji, manjši bajer za padavinske vode in ostale BMP. Objekti za ponikanje se po ATV običajno dimenzionirajo na 5-10 letne nalive.



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V pregledanih projekt HICD zasnova odvodnje padavinske vode predvideva njeno zbiranje iz strešnih in drugih utrjenih površin. Čisto vodo iz strešin je možno tudi reuporabiti za sanitarne potrebe in zalivanje zelenic. Največkrat prihaja do klasične koncentracije padavinske vode zaradi prepričanja, da tako zbrane padavinske vode zaključene z (end of pipe) lovilcem olja najbolj ugodno vplivajo na okolje. V tujini (Nemčija, US) je prepričanje in praksa drugačna saj voda iz parkingov z majhno frekvenco ni problematična. Račun za poplavno nevarnost Q100 je bil narejen po SCS metodi (Soil Conservation Service). CN števila so od 55 za gozd s podrastjem do 98 za utrjene površine in ceste. Za travnike z njivami je CN 65. Podani so tudi kompozitni izračuni za kombinirano rabo. Sama padavinska kanalizacija se po EU normah dimenzionira na bistveno manjše nalive kot Q100. Zato pri ekstremnih padavinah voda teče tudi po cesti, ker sama kanalizacija ni dimenzionirana na take nalive. Za manjša območja se lahko z zadovoljivo natančnostjo uporablja racionalna metoda. Urbana odvodnja zazidalnega območja, mora biti dimenzionirana na osnovi evropskih pravil za dreniranje urbanih območij (EN 752-2). Ta smernica določa, da se kanalski sistemi iz stanovanjskih področij dimenzionirajo na nalive s povratno dobo 2 leti. Dolžina trajanja naliva je odvisna od časa koncentracije (Tc). Poplavno varnost urbane odvodnje se za ruralna področja kontrolira na 10 letne nalive, za stanovanjska področja pa na 20 letne nalive. Iz računov poplavne nevarnosti je razvidno, da je celotno področje manj poplavno ogroženo, kot je bilo pričakovano. Razlogov je več (majhna prispevna površina, Malenšca zaradi dvignjenega terena ob šoli ne more več poplavljati tega predela, Molšca lahko poplavlja tudi v to smer vendar samo v omejenih količinah (1m3/s). Razlog sta tudi dva večja propusta. Maksimalna 100 letna poplavna kota je 293.95mNN, kar pomeni, da je praktično celotno področje sodi med področja majhne poplavne nevarnosti (Hv<0.5m). Padavinska kanalizacija v urbanih predelih se dimenzionira na naliv s povratno dobo 2 leti. Ponikovalnice pa po ATV na 5(10) let. Torej ti objekti običajno niso dimenzionirani na poplavne nalive, zato v ekstremnih nalivih del akumulacije teče po cestah in parcelah. Ravno iz tega razloga je površinsko ovajanje padavinske vode v travnatih jarkih in muldah vedno bolj zaželeno, ker imajo bistveno večjo akumulacijo kot navadna kanalizacija. Možna je tudi izvedba akumulacij/cistern ob objektih, ki bi služile za zalivanje vrtov in čiščenje utrjenih površin ali sanitarne namene. Decentralni način odvodnje pomeni tudi izvedba različnih terenskih depresij na samih parcelah (mulde, rigole, bioretenzije, raingarden, manjši bazeni,…) Zaradi delne nepropustnosti zemljine in visoke podtalnice na nivoju dna jarkov ter poplavne kote je možnost ponikanja omejena. To velja za spodnji nivo ne pa za vmesno področje (1.5m).



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Predlagana tehnična rešitev odvodnjavanja področja HICD je ponikovalni bazen/laguna (shema). Poleg tega je predvidena zelena izvedba parkingov s propustnim tlakom. Račun je narejen na 5 letni 15min naliv (ATV) in na 100 letni SCS poplavni naliv (180mm/24h) z dinamičnim modelom PCSWMM (CHI).

Razlika pri klasični odvodnji področja HICD med pre/post izvedbo je 108 l/s (531-423 l/s). Iz grafov je razvidno, da je možno vso vodo (Q100) zadržat v ponikovalnem bazenu/laguni, kar bistveno izboljša stanje na obravnavanem področju, ker se na laguno priključi tudi del šole, ki gravitira na depresijo. Iztok iz sistema je samo ponikanje (0-12 l/s). Volumen depresije do kote 295.25mNN je 434m3. Za HICD je izkoriščeno 330m3. To pomeni globino 1.09m in max koto 295.1 mNN. Povprečna globina je ca 0.5m. Iz navedenega lahko zaključimo, da je poplavna ogroženost področja po izgradnji OPm-malo ogroženo. Enako velja tudi za poplavno nevarnost (Hv>0.5m). Ranljivost je zelo majhna.



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Karta poplavne ogroženosti po izgradnji objekta in ponikovalnega bazena. Praktično celotno področje je OPm (malo ogroženo) saj je tako poplavna nevarnost (Hv<0.5m) kot ranljivost minimalna. Vpliv na okolje se izboljša saj se praktično vsa voda zadrži.



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6. Malenšica

Malenšica je največji vodotok nad regionalno cesto R 409 in AC v občini Log-Dragomer s površino zaledja 186.2 ha. Maksimalni pretok po SCS metodi TR-55 je Q100 14.53m3/s. Po dosedanjih podatkih je Qmax 6.5 m3/s. Dejansko so pretoki bistveno večji, zato je možna poplava širšega področja. Dejansko poplavna voda ne pride do propusta v RC, ker preliva že pri starem malnu v smeri Dragomerskega potoka (po cesti). Enako je dolvodno pri Pošti (Telekom), kjer so na obeh robovih (Stacion 50-54) zgrajeni drenažni



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kanali za prelivne vode Malenšce. Naravni padec terena je proti Dragomerskemu potoku. Propust Dragomerskega potoka je na koti 291.5 mNN, kar pomeni 1.77 metra nižje od propusta Malenšce na koti 293.27mNN.



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Iz tabele prevodnosti propusta Malenšca R409 je razvidno, da je robni pogoj iztok (outlet control) ne pa vtok (Inlet control). To z drugimi besedami pomeni, da je iztok preveč položen. Npr. s povečanjem naklona iz 0.3% na 2% se znatno zniža nivo vode na vtoku. Tudi z dodatnimi tehničnimi ukrepi na vtoku in iztoku je moč povečati prevodnost propusta. Iz simulacije HEC-RAS pa vidimo možnost pojava kritičnega toka ravno pred propustom, kar lahko pomeni težave pri stabilnosti brežine in kamnite obloge. Iz podatkov krajanov lahko ugotovimo, da je bila maksimalna obremenitev propusta ca 5m3/s. Prevodnost Malenšce na najožjem delu je samo 2.5-3.0m/s ostala voda je tekla po cesti, vse ostale poplavne količine pa prelivajo v smeri Dragomerskega potoka.

Poplave v spodnjem delu Malenšce so reden pojav (Perpar)



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3D model Malenšce iz katerega se vidi da je poplavno ogroženo področje ob starem mlinu do Pošte (Telekoma) in odsek pri OŠ do regionalne ceste R409

Potrebna minimalna dimenzija novega jarka za pretok 6.5m3/s je B=2m, višina je 1.4m in naklon 0.8%. (Beton obložen s kamnom). Ostala količina vode Q100 pa se retenzira gorvodno v celoti ali pa deloma preliva v obstoječo retenzijo Dragomerski potok.



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Dimenzija detenzijskega bazena bo ca 22400m3. V kolikor ne bo možno zagotoviti takega volumna se zgradi manjšega V ca 10100 m3, del vode pri starem malnu pa se odvede v smeri Dragomerskega potoka (ca 3m3/s). Možne so dve trase, direktna ali pa skozi križišče Dragomerske.



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Hidrograf odtoka Malenšce z grafičnim vrisom zmanjšanja koničnega odtoka (Qmax) zaradi akumulacije. Krivulja odtoka iz prikazom detenzijskega bazena je odvisna od iztočnega objekta (riser) in iztočnih odprtin. Objekt ima tudi rešetke za preprečitev zamašitve.



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7. Dragomerski potok

Dragomerski potok ima zaledje 63.89ha in Q100 9.22m3/s. Potok leži na dnu depresije, zato se vanj prelivata dobršen del poplavnih voda Malenšce in Snežaka. Pri ekstremnem nalivu 1937 se je praktično 75% vode Malenšce prelilo proti Dragomerskemu potoku. Podobno je bilo tudi s Snežakom.



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Na sliki je poplavna linija leta 1937 označena s temno modro barvo, 100 letna izračunana površina pa je šrafirana rumeno. Akumulacija leta 1937 je imela volumen ca 200,000 m3, kar priča o izjemnem padavinskem dogodku. Gre za več kot 100 letne vode, ker so bile padavine nad 200mm/24h, kajti pri 180mm je vsota vseh treh volumnov potokov v 15 urah ca 225000m3. Izračunana 100 letna akumulacija za propustom pa je ca 46,200m3. Prerez propusta se je sicer bistveno povečal ob rekonstrukciji regionalne ceste (48), vendar samo to ne opravičuje velike razlike v volumnih. Možno je tudi da so bili odtoki v smeri primarnih potokov še manjši zaradi erozije, pa tudi propust je bil verjetno deloma zamašen zaradi dreves in vejevja.

Dotok se zaradi prelivov poveča iz 9.22m3/s na 25.0 m3/s. Akumulacija (propust) pa zmanjša pretok samo na 6.24 m3/s zato dolvodno ni tako škodljivih vplivov kot bi sicer bili ob takem pretoku.

Problematika in dosedanje nezadostne količine Dragomerskega potoka so deloma že opisane. Volumen akumulacije za RC pri Q100 dobimo na podlagi kombiniranega hidrograma (Qmax 25m3/s) in SIM metode. Poplavna kota obstoječega stanja H100 je 294.05mNN, kar je 5cm nad zgornjim robom propusta B/H 1.15/2.5m. Z izboljšanjem razmer na Malenšci in Snežaku se zniža tudi bodoča poplavna kota. Če ne bi bilo prelivanja iz obeh potokov, bi bila zajezba na koti 293.45mNN to pomeni ca 60 cm nižje (Va 12450m3).



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Propust B/H 1.15x2.5m Dragomerskega potoka v R409 ima prevodnost 12m3/s, ko je voda do nivoja regionalne ceste. Pri 0.5 m nižjem nivoju je prevodnost 10m3/s.

Pri pretoku 7.5 m3/s je kota 294.4mNN. Propust v AC, ki sledi Dragomerskemu je dimenzije B/H 2.0mx2.15 in ima nekoliko višjo prevodnost, zato so za dimenzioniranje akumulacije izbrane karakteristike prvega.



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,Propust Dragomerskega potoka v AC pri obremenitvi 12m3/s



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HEC-RAS profil Dragomerskega potoka z pri max koti 294.05. Globina 2.55m. Vidna je tudi zajezba na AC propustu.



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7. Snežak

Snežak je hudourniški potok z zaledjem 100.1 ha in Q100 ca 9.5m3. Prispevne ploskve so dokaj strme, velika je tudi nevarnost erozije saj je potok precej prodonosen. Problem Snežaka je najhujši v zgornjem delu, kjer obstoječa dimenzija kanala DN800 ne zadošča in lahko posameznikom ob trasi povzroči veliko škodo. DN1400 v spodnjem delu prevaja ca 5.7 m3/s,v zadnjem delu (prek avtoceste) pa ima kanal DN1400 zmanjšan profil za



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10-15cm. Prvotni podatki o dimenzijah kanalov DN1000, DN1200 in DN1600 so se izkazali za netočne. Ekipa JKP Vrhnika (Wolf) je ponovno preverila traso in ugotovila, da je profil Snežaka v spodnjem delu enotne dimenzije DN 1400. Pri hidrološkem računu (3.6m3/s) je bil v preteklosti upoštevan samo zgornji del prispevne ploskve (zaledje) ne pa tudi urbani del. Razlika je ca 236%, celo ob upoštevanju 1m3/s iztoka v mešan sistem. Potrebno je zagotoviti akumulacijo 3500 m3, ki zmanjša dotok iz zaledja v naselje iz 5.31m3/s na 3.6m3/s. Akumulacija je razdeljena na dve manjši 2500m3 in 1000m3 glede na prispevni ploskvi (70/30). Akumulaciji sta potrebni tudi zaradi velike prodonosnosti Snežaka. V kolikor iz tehničnih razlogov (naklon terena, omejenost prostora, parcele) ne bo moč zagotoviti ustreznega volumna se poveča škatlast profil vodotoka. Pri računu prevodnosti kanalov DN800 in DN1400 Snežaka je potrebno upoštevati kritično višino, ker je merodajen kritičen tok. Za DN800 je pri naklonu 4.3% je prevodnost 1.49m3/s. Že pri 44cm se doseže kritičen nivo. Pri večji delni polnitvi je hkrit >DN kar duši pretok. Pri DN1400 in naklonu 1.5% pa je prevodnost 5.75m3/s (normalna višina vode 1.00 m in hkrit 1.37m -superkritični tok). Propust v regionalni cesti je ustrezno dimenzioniran. Problem je odsek na drugi strani AC, ki je dimenzioniran na 3.6m3/s (DN1400/1200).

Grafični in tabelarični prikaz prevodnosti propusta pod regionalno cesto R409.



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Hidravlični profil propusta Snežaka V R409 pri pretoku 3.6m3/s Zadnji propust/kanal pred barjem je dolg 107m in ima dimenzijo 1400/1300. To je v bistvu robni pogoj sistema. Ta propust je bil dimenzioniran na normalni pretok. Če ga kontroliramo kot propust vidimo, da ima večjo kapaciteto, ki jo z ustreznimi tehničnimi rešitvami tudi povečamo. Na spodnji sliki je prikaz gladine zajezbe pri pretoku 4.23m3/s vendar je potrebno paziti saj je AC na koti 294.8mNN in del obremenitve prevzamejo tudi AC jarki. Maksimalna prevodnost Snežaka je ca 4.0m3/s ostalo pa se razbremenjuje preko AC jarkov. Prvotno je bil ta del Snežaka v sklopu projekta AC projektiran kot odprt kanal, vendar se je zaradi sipkega materiala in stabilnosti okoliških objektov sprejela drugačna odločitev.



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Iz hidravličnega profila SWMM je razvidno da je problematičen zgornji del (prelivanje) in spodnji del ob AC zaradi premajhnega iztoka (DN1400/1200). Maksimalno bi lahko sistem Snežaka z bypasom prek AC jarkov prek avtoceste prevajal 6.8m3/s.

Potreben volumen akumulacije pred naseljem Dragomer je 3500m3. Na ta način se zmanjša pretok iz zaledja iz 5.31 m3/s na 3.6m3/s



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Spodnji del Snežaka z iztokom na barje. Ta del deluje kot dušilka. Namesto povsem neustreznega profila Snežaka DN800 je potrebno zagotoviti ustrezen profil, ki poteka v edinem prostem koridorju lokalne ceste. Profil je lahko odprt z močnejšo linijsko rešetko na sredini ceste, ki je oblikovana kot žlota (visi proti centru ceste). Potreben profil B/H za prevajanje 4 m3/s in naklonu 4% je ca1.2x1.6m. Dolžina te kinete je 400m. Na koncu se priključi na obstoječi profil DN1400. Obstoječ profil DN1400prevaja ca 5.7m3/s. Glede na to, da je kanal v dobrem stanju in da je ob Dragomerski cesti hidravlično dobro koncipiran (naklon 1.5%) in glede na omejenost prostora je možna namesto zamenjave s odprtim profilom tudi alternativna rešitev da poplavne vode tečejo v deloma odprtem profilu (rešetke) medtem ko na površini teče manjši potok (do 50 l/s). Na ta način bi se lahko izognili veliki in zelo dragi



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polni sanaciji. Na zadnjem delu ob Mercatorju ima Snežak obremenitev Q100 6.8m3/s (9.5- 2.7m3/s). To količino je moč tehnično odvest preko AC (DN1400/1200 + AC jarki). V kolikor iz administrativnih razlogov to ni možno je moč del vode odvesti proti Dragomerskemu potoku na kontroliran način. Zmanjšanje dotokov Q100 iz urbanega dela se doseže tudi z uveljavljanjem BMP (reuporaba, akumulacija, ponikanje) ukrepov na sami parceli. To pomeni uveljavljanje principa LID (Low Impact Development). Npr. pri sanaciji kanalskega sistema je moč obstoječe greznice spremeniti v manjše akumulacije padavinske vode. Na področju do Dragomerske ceste je 160 hiš, kar pri volumnu 6m3 pomeni ca 1000m3 volumna. S temi akumulacijami na parceli in deloma v zaledju je moč pretoke zmanjšati še za 1-1.5m3/s Snežak ima zaradi velikega naklona in utesnjenosti med gosto pozidavo potencialno največjo poplavno ogroženost (Opv). Med poplavo leta 1937 je tok vode odnesel mlajšega krajana, ki je na srečo preživel. Problematika Snežaka vsekakor sodi med prioritetne naloge sanacije. Sanirati je potrebno tudi dotok iz stranske manjše zaledne ploskve (1A).



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9. Lukovski potok Pri Lukovskem v Lukovici-1 se ponavlja slika iz ostalega dela občine saj je praktično na celem urbanem delu zacevljen. Dimenzija je po informaciji krajanov DN800 do DN1000 na spodnjem delu. Površina zaledja je 23.9 ha Q100 pa 3.47m3/s. DN800 (4%) idealno prevaja do 1.5m3/s zaradi lokalnih izgub in pogojev pa se prevodnost zmanjša na 1.25m3/s vsa ostala količina bo pri ekstremnem nalivu tekla po cesti in med objekti. Po pripovedovanju krajanov je bilo leta 1937 na tem področju toliko vode, da je tekla preko stare železnice.

Poleg tega potoka poteka v neposredni bližini med objekti in celo pod objekti še en manjši potok z zaledjem 9.89ha (CN 60), kar pa pri 100 letnem nalivu pomeni več kot



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1m3/s. Ta kanal naj bi imel pred prečkanjem RC dimenzijo 0.8m, trasa pa ni povsem poznana, verjetno pa je nastala kot razbremenitev/bypas prvega potoka. Tudi pri Lukovškem potoku je potrebno v čim večji meri vzpostavit strugo vsaj za varovanje pred 50 letnimi vodami obeh ploskev. Tudi tu je smiselno na izhodu iz gozda zgraditi manjšo akumulacijo, ki bi ta del naselja varovala pred 100 letnimi vodami. 10. Nova obrtna cona Področje PPC Log - Poslovno Proizvodno Cono Log se ureja z OLN. Predvidena je pozidava s poslovno proizvodnimi objekti med magistralno cesto Ljubljana – Vrhnika in opuščeno cestninsko postajo na AC. Načrtovana gradnja predvideva zasip nekaterih melioracijskih jarkov zato, so predvideni dodatni ukrepi, ki ne poslabšujemo stanja. Ob načrtovani coni se nahaja Jarek ob Bevški poti (2 red). Območje OLN PPC Log gravitira na Jarek ob Bevški poti. Preko PPC potekajo tudi melioracijski jarkov, ki odvajajo tudi vodo iz zaledja. Potrebno je določiti višinsko postavitev objektov oziroma celotnega platoja načrtovane gradnje PPC. Predvideti je potrebno tudi tak način odvodnje padavinskih voda iz obravnavanega območja, da se ne poslabšuje obstoječega stanja. Za določitev visokih vod na obravnavanem območju je bila narejena detajlna hidrološka analiza (Inštitut za vode). Uporabljena je bila SCS metoda in višina 100 letnih padavin 170mm. Distribucija padavin je pravokotna, zato so tudi vrednosti ca 2 krat manjše kot jih dobimo po TR-55. Za Jarek-1 (P-2) A=7.7ha je Q100 0.372m3/s, za Jarek-3 (P-3) A=3.0ha je Q100 0.210m3/s. Glavni je Jarek-2 in propust pod AC s površino A=30ha in Q100 1.432 m3/s pred posegom in 2.045 m3/s po posegu. Ti pretoki so bili osnova za določitev poplavne ogroženosti pri obstoječem stanju in določitev potrebnih prerezov posameznih odvodnikov. Za predvideno stanje, to je po izgradnji poslovno proizvodne cone Log so predvideli take vodnogospodarske ukrepe, da bo še vedno možen odvod zalednih voda (iz območja severno od magistralne ceste). Poleg čiščenja in ureditve jarkov na Q100 je predvidena izvedba retenzije za zadrževanje padavinskih voda iz območja I v velikost V=782 m3. Izvedba retenzije za zadrževanje padavinske vode iz območja II v velikosti V=148 m3. Projektant je padec je dobil na podlagi padca terena. Pri detajlnejših obdelavah in točnejših geodetskih meritvah je predlagal ponovno kontrolo prevodnosti predvidenih profilov in morebitno uskladitev. Projektant navaja da AC propust (1x1m) ne prevaja vseh voda, gladina pa bi se zvišala za ca 0.25 m, kar pa ni dopustno, saj bi območje, ki je sicer tudi po predvideni izgradnji predvideno kot »zeleno območje«, bilo še bolj ogroženo kot je sedaj.

Projektant omenja možno lokacijo zadrževalnika je med načrtovano cono in AC, seveda ki je odvisna od sistema padavinske kanalizacije in tlorisa načrtovanih objektov. Možna je tudi izvedba zadrževalnika povečanjem Jarka ob Bevški ob AC, vendar je potrebno predhodno pridobiti pozitivno soglasje od DARS-a. ki je upravljavec AC.



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Glede na to da je projekt v fazi idejne zasnove, predlagamo nekaj izboljšav pri zasnovi. AC propust je dimenzioniran/kontroliran kot pravokotni kanal ne pa kot propust (culvert). Dimenzije tega AC propusta so ca B/H 2.0x1.3m in ima bistveno večjo prevodnost. Železniški propust pa ima dimenzijo 0.95mx1.15m. V računu je upoštevan kanal 1.0x1.03m. Pri retenziji ob AC je bistvena izvedba sama akumulacije (f(H), dotok,iztok), če želimo dokazati, da se razmere ne bodo poslabšale. Poleg tega pa gre v danem primeru za tipično urbano odvodnjo, kjer je potrebno znotraj cone zagotovit sodobno urbano odvodnjo. Tu klasična SCS metoda odpove in je potrebno problem računsko reševati z ustreznimi orodji, kjer se simulira lokalne ploskovne akumulacije, bajerje, propustne parkinge, ponikanje, mulde, rigole, raingarden in ostale BMP.



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P O G L A V J E V I

Ekologija in Vodotoki Problematika neurejene kanalizacije in ČN

Skrb za boljše stanje vodnega okolja je eno izmed prednostnih področij Nacionalnega programa varstva okolja. Tudi cilj Okvirne vodne direktive (2000/60/ES) je dobro stanje vseh teles površinske vode do leta 2015. Temeljni cilj navedene smernice je preprečiti slabšanje kakovosti oziroma ohraniti dobro stanje. V Občini Log-Dragomer je prisotna Natura 2000 ravno tako kot bodoči Krajinski park Barje. Meja je AC Ljubljana-Koper. Trenutno stanje voda je problematično, saj je zgrajen mešan kanalski sistem tako na Logu kot Dragomerju vse odpadne vode pa končajo v Potoku pod Postajo in Dragomerskem potoku. Mešan kanalizacijskimi sistem sedaj pokriva večji del Dragomerja in Mol na Logu ter nekaj zasebnih sistemov z MČN. Sanitarne vode (napačni priključki) so pogosto speljani v odprte jarke. Dodaten problem so pozidani hudourniški jarki, ki so običajno tudi premajhnega premera, tako da poplavno ogrožajo posamezne dele naselij. Do leta 2015 je potrebno sanirati stanje na sistemih večjih od 2000 PE. Občina ima izdelano idejno zasnovo bodoče centralizirane rešitve kanalskega sistema in skupne ČN. Izdelan je tudi IP CČN, ki bo locirana v Dragomerju za celotno območje občine z maksimalno kapaciteto 5000 PE. Občina ima trenutno 3500 prebivalcev. Problem bo predstavljala zahteva da za kanalizacijo ne presegajo 900 Eur/PE. Zaradi dokaj razpršene gradnje na Logu in Lukovici se lahko pojavijo problemi, kar pomeni krčenje omrežja in ločitev dislociranih stanovanjskih enot, ki bodo morale imeti male ČN ali sanirane greznice. To ni problem ampak ekonomska odločitev saj ni nobene logike, da je centraliziran sistem dražji na prebivalca kot lokalna ČN. Pravzaprav je danes izrazit trend decentralizacije in gradnja lokalnih ČN in takoimenovanih clustrov za manjšo skupino hiš. Bistveno je da ČN deluje v okviru standardov ne pa njena velikost. Glede bodočega kanalskega sistema bi rad opozoril, da pogosto velja napačno prepričanje, da edini primeren ločen sistem. To ne velja celo za novejša naselja ampak je to stvar ekonomskega vrednotenja in ekološke presoje.Še posebej velja to za sanacijo mešanih sistemov, saj le ta zajema sanacijo do hiše vključno z sanacijo hišnih priključkov. To pa je izjemoma drago. Prepričanje da je mešan sistem nekaj povsem



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zgrešenega pri tej stopnji tehnike ni korektno. Zakaj se ne zamenja obstoječega mešanega sistema v Ljubljani, Mariboru, Celju, Munchenu, Dunaju, New Yorku..? Rekonstrukcija mešanih kanalizacij dandanes je predvsem zmanjšanje dotokov čiste padavinske vode v sistem in reuporaba ali ponikanje te vode, mulde, rigole, bajerji, raingarden in ostale BMP tehnike. Problem ČN so običajno predvsem velike količine tuje vode (čiste vode), ki izpirajo biologijo in onemogočajo delo ČN, zato je ne glede na sistem potrebno narediti I/I analizo tujih voda in začeti takoj na sanaciji dotokov čiste vode v kanalski sistem. Pri pregledu terena sem opazil (zvok) večje količine tujih vod. To lahko predstavlja velike težave na tehnični ČN, veliko bolje pa te obremenitve prenašajo lagunske naprave, ki so tudi bistveno cenejše. Takih rešitev je v Nemčiji ali US na tisoče in ne predstavljajo problema saj so stanje tehnike. Za primerjavo lahko navedem nemške cene SBR naprave (Halbach Institut) za 2000PE in primerljive lagunske naprave z aeratorjem.Razmerje je 885,000 / 540,000 €. To pomeni da so lagunske naprave bistveno cenejše od tehničnih naprav. Dodatni prihranek pa so nižji vzdrževalni in obratovalni stroški. Zanesljivost delovanja lagunskih naprav je bistveno večja od tehničnih naprav. Edina pomanjkljivost je večja poraba prostora za lagune je potrebno ca 10000m2 prostora. Osnovna EU direktiva za področje urejanja voda je Water Framework Direktive. Čiščenje odpadnih voda pa ureja direktiva 91/271 – Urban Wastewater Treatment. EU Komisija je izdala tudi smernico za uporabo ekstenzivnih sistemov tretiranja vode na podeželju. Guidance – Extensive Wastewater Treatment Processes – Adapted to Small and Medium sized Communities (500-5000). Tabela- EU zahteve glede stopnje čiščenja odpadnih vod.

V omenjeni EU smernici je med 7 primernimi tehnologijami najcenejša naravna laguna. Tako po investicijo kot po obratovalnih in vzdrževalnih stroških.



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Tipični design aerirane lagune, ki se jo z lahkoto vklopi v naravno okolje, tudi Naturo2000 In krajinski park saj gre za tipično sonaravno rešitev.



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P O G L A V J E V I I

BMP Best Management Practice BMP Najboljše prakse ravnanja s padavinsko vodo Reševanje zalednih in padavinskih vod urbanih naselij je eno najbolj nedorečenih področij v Sloveniji. Za ravnanje s temi vodami imajo nekatere države zelo nazorne priročnike z naborom najboljših praks (BMP – Best Management Practice). Take priročnike z bogatim slikovnim in shematskim gradivom ima vsaka od nemških zveznih dežel, enako velja za države znotraj US. Ta del študije je dodan zato, ker pri načrtovanju odvajanja padavinskih voda in kanalizacij niso upoštevani sodobni koncepti in pristopi LID (Low Impakt Development) ampak se voda koncentrira in po najkrajši poti odvaja v vodotok. To pa povzroča dodatne količine Qmax in vse več problemov dolvodno. Največkrat prihaja do klasične koncentracije padavinske vode zaradi prepričanja, da tako zbrane padavinske vode zaključene z (end of pipe) lovilcem olja najbolj ugodno vplivajo na okolje. V tujini (Nemčija, US) je prepričanje in praksa drugačna saj voda iz parkingov z majhno frekvenco sploh ni problematična in so travnate depresije najboljša rešitev.

Tehnične rešitve so odvisne od koeficienta ponikanja Prilagamo koncept reševanja urbane odvodnje padavinskih vod, kot ga uporabljajo v EU (npr. Nemčija, dežela Brandenburg). Flowdiagram odvoda padavinskih vod.



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Sama padavinska kanalizacija se po EU normah dimenzionira na bistveno manjše nalive kot Q100. Zato pri ekstremnih padavinah voda teče tudi po cesti, ker sama kanalizacija ni dimenzionirana na take nalive. Za manjša območja se lahko z zadovoljivo natančnostjo uporablja racionalna metoda, pri večjih področjih in kompleksnejših rešitvah pa se uporablja kinematična ali pa dinamična metoda. Urbana odvodnja zazidalnega območja, mora biti dimenzionirana na osnovi evropskih pravil za dreniranje urbanih območij (EN 752-2). Ta smernica določa, da se kanalski sistemi iz stanovanjskih področij dimenzionirajo na nalive s povratno dobo 2-5 let. Dolžina trajanja naliva je odvisna od časa koncentracije (Tc). Poplavno varnost urbane odvodnje se za ruralna področja kontrolira na 10 letne nalive, za stanovanjska področja pa na 20 letne nalive.



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Padavinska kanalizacija v urbanih predelih se dimenzionira na naliv s povratno dobo 2 leti. Ponikovalnice pa po ATV na 5(10) let. Torej ti objekti običajno niso dimenzionirani na poplavne nalive, zato v ekstremnih nalivih del akumulacije teče po cestah in parcelah. Ravno iz tega razloga je površinsko ovajanje padavinske vode v travnatih jarkih in muldah vedno bolj zaželeno, ker imajo bistveno večjo akumulacijo kot navadna kanalizacija. Možna je tudi izvedba akumulacij/cistern ob posameznih objektih, ki bi služile za zalivanje vrtov in čiščenje utrjenih površin ali sanitarne namene. Na ta način je moč izkoristiti tudi obstoječe greznice, ki se jih sanira v padavinske akumulacije. Decentralni način odvodnje pomeni tudi izvedba različnih terenskih depresij na samih parcelah (mulde, rigole, bioretenzije, raingarden, manjši bazeni,…) Racionalne rešitve ravnanja s padavinsko vodo so podprte tudi z občinskimi odloki.

Bavarski primeri BMP Slike Green Design – Bavarske smernice



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Na naslednjih straneh so prikazane uporabne rešitve ravnanja s padavinsko vodo iz priročnika ene od ameriških zveznih držav, kjer so to standardne rešitve.

Shema akumulacije in ponikanja padavinske vode pri objektih



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Ponikovalni jarek, mulda in rigola ob parkingu



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Suhi zadrževalni bazen za akumulacijo ekstremnih padavinskih voda



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Večje detenzijsko mokrišče z predbazenom in mikrobazenom (stalna zajezeritev)



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Manjši detenzijski bazen (stalni bajer)



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Suhi ponikovalni bazen



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Večji detenzijski bazen s stalno zajezeritvijo



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Zaključek Analiza kanalizacije in dimenzioniranje objektov Uvajanje EU standardov in Direktiv na področju ekologije in poplavne varnosti je zelo zahteven projekt, saj zahteva korenite spremembe. Tudi spremembe razmišljanja in konceptualnih rešitev. Poplavna Direktiva vnaša tudi drug integralen način razmišljanja o problemih. Bistvena ugotovitev študije je, da so količine voda Q100 ca 2-3krat večje kot je veljalo do sedaj. To pa postavlja celotno problematiko v povsem drug kontekst. Na prvi pogled se zdijo količine velike, ko pa jih primerjamo z dogodkom leta 1937 pa vidimo da ni tako. Za leto 1937 sklepamo, da je padlo več kot 200mm dežja v 24h (ca 150mm/2h). Podoben dogodek se je leta 2007 zgodil na Vrhniki, ko je večina od 174mm padlo v 2 urah. Na tem področju bo morala Slovenija izdelati določen standard tipa krivulj (SCS), ki bo realno ponazarjal ekstremne vremenske dogodke (niz nalivov). Določene aktivnosti potekajo na FGG (dr. Šraj). Več aktivnosti bo potrebno posvetiti tudi meritvam na vodotokih in kalibraciji modelov. Nujno je, da ljudje spoznajo, da so poplave del njihovega okolja. Skupnosti se morajo zavedati, da so ogrožene. Zavedati se tveganja pomeni, da ga ljudje prepoznajo, se z njim seznanijo oziroma ga proučijo, ne pozabijo nanj ali ga potisnejo iz zavesti in da ga pravilno upoštevajo pri svojem delovanju. Če se javnost ne zaveda nevarnosti, ne bodo pomagale nobene pobude. Če ljudje še niso doživeli poplav, jih je treba seznaniti s tveganjem s pomočjo kart poplavne ogroženosti, drugih informacij in z izobraževanjem. Nujno je, da ljudje poznajo nevarnost z vsemi njenimi pomembnimi parametri. V Sloveniji na splošno velja prepričanje, da zaledne vode niso del urbane odvodnje ampak ostajajo neke vrste sivo področje, ki se pri projektiranju kanalizacije in zunanje ureditve teh področij sploh ne upošteva. Podobno je na področju cest, kjer se striktno prakticira odvod padavinske vode kar najhitreje v vodotok ali pa se striktno gradi ločeno kanalizacijo brez ekonomskih izračunov. Na ta način se povečuje dotoke padavinske vode namesto, da bi se voda akumulirala. Enako je z gradnjo padavinskih kanalizacij za hiter odvod vode z asfaltiranih parkingov. BMP rešitve ravnanja s padavinsko vodo pomenijo poleg zmanjšanja konične obremenitve tudi izboljšanja kvalitete voda. Ker gre za izjemno pomembno področje, ki se navezuje tudi na poplavno nevarnost smo nekaterim rešitvam posvetili poglavje VII.



82

Medtem ko ponekod v US odstranjujejo robnike iz cest in ponovno uvajajo travnate jarke zaradi retenzije se pri nas dostikrat srečujemo z obrnjeno situacijo. Gre za podobno prakso kot pri vodotokih, ki so se pred leti gradili v ravnih jarkih, danes pa se ponovno renaturirajo. V študiji je obdelano področje nad AC medtem ko področje pod AC spada v krajinski park Barje, kjer MOP predvideva izdelavo novega hidrološko-hidravličnega modela celotnega Barja s katerim se bo upravljalo vodni režim na celotnem barju in Krajinskem parku Barje. Pri poplavah gre za (vooduu) statistiko, ko ni vprašanje ali se bo ali ne bo zgodilo, ampak kdaj? Iz 500 letne zgodovine Ljubljane lahko ugotovimo, da so katastrofalne poplave stalnica, veliko je bilo opozoril in predlogov, ukrepalo se je vedno urgentno – po poplavah. Nekako je bila edina izjema Marija Terezija in Grubarjev prekop.

V času Marije Terezije je bilo v Dragomeru samo nekaj hiš. Izdelal študijo: Logatec, November 2009 Antončič Niko univ.dipl.ing.gr.



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P O G L A V J E I X

Grafične Priloge Karta prispevnih ploskev M 1:5000

Karta poplavne ogroženosti M 1:5000

Kataster vodotokov (6) M 1:1000



1

P O G L A V J E X

Hidrološka in Hidravlična analiza sistema Hidrološki Model TR-55 in Hidravlični model HEC-RAS

Software:

TR-55 SoftDesk HEC-RAS US Army Corps

HEC-HMS US Army Corps Culvert DOT&FHWA PCSWMM5 EPA & CHI



2

1.0 Hidrologija 1. Petrov potok – Jordanov kot TR-55 Tabular Hydrograph Method Input Summary Description ..................... Jordan-N Rainfall Distribution ........... Type III Ia/P Interpolation .............. Off Total Area ...................... 54.49 ha Peak Time ....................... 12.50 hrs Peak Flow ....................... 5.3293 cms Given Input Data: ------------------------------------------------------------------------------- Subarea D/S Subareas Area CN Tc Tt Rainfall Description (ha) (hrs) (hrs) (mm) ------------------------------------------------------------------------------- 1 4,6 25.00 55 0.34 0.00 180.00 2 4,6 9.18 55 0.32 0.00 180.00 3 5,6 5.24 55 0.29 0.00 180.00 4 6,7 7.08 60 0.20 0.02 180.00 5 6,7 3.29 60 0.23 0.00 180.00 6 7 2.80 75 0.15 0.04 180.00 7 1.90 75 0.15 0.00 180.00 Support Data: Subarea Name: 1, Row: 1 Sheet Flow ---------- Description ..................... J-1 Manning's n ..................... 0.4000 Flow Length ..................... 70.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.25 m/m Computed Sheet flow time .......................> 0.25 hrs Shallow Concentrated Flow ------------------------- Description ..................... J-1 Surface ......................... Unpaved Flow Length ..................... 703.00 m Watercourse Slope ............... 0.22 m/m Velocity ........................ 2.28 mps Computed Shallow flow time .....................> 0.09 hrs ***************************



3

Total Time of Concentration .........................> 0.34 hrs **************************** Subarea Name: 2, Row: 2 Sheet Flow ---------- Description ..................... J-2 Manning's n ..................... 0.4000 Flow Length ..................... 70.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.26 m/m Computed Sheet flow time .......................> 0.24 hrs Shallow Concentrated Flow ------------------------- Description ..................... J-2 Surface ......................... Unpaved Flow Length ..................... 644.00 m Watercourse Slope ............... 0.23 m/m Velocity ........................ 2.36 mps Computed Shallow flow time .....................> 0.08 hrs *************************** Total Time of Concentration .........................> 0.32 hrs **************************** Subarea Name: 3, Row: 3 Sheet Flow ---------- Description ..................... J-3 Manning's n ..................... 0.4000 Flow Length ..................... 70.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.28 m/m Computed Sheet flow time .......................> 0.24 hrs Shallow Concentrated Flow ------------------------- Description ..................... J-3 Surface ......................... Unpaved Flow Length ..................... 435.00 m Watercourse Slope ............... 0.24 m/m Velocity ........................ 2.41 mps Computed Shallow flow time .....................> 0.05 hrs *************************** Total Time of Concentration .........................> 0.29 hrs **************************** Subarea Name: 4, Row: 4 Sheet Flow



4

---------- Description ..................... J-5 Manning's n ..................... 0.2400 Flow Length ..................... 70.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.20 m/m Computed Sheet flow time .......................> 0.18 hrs Shallow Concentrated Flow ------------------------- Description ..................... J-5 Surface ......................... Unpaved Flow Length ..................... 167.00 m Watercourse Slope ............... 0.19 m/m Velocity ........................ 2.14 mps Computed Shallow flow time .....................> 0.02 hrs *************************** Total Time of Concentration .........................> 0.20 hrs **************************** Channel Flow ------------ Description ..................... J-4 Flow Area ....................... 1.04 m2 Wetted Perimeter ................ 2.76 m Flow Length ..................... 265.00 m Channel Slope ................... 0.0400 m/m Manning's n ..................... 0.0350 Hydraulic radius ................ 0.38 m Velocity ........................ 2.98 mps Computed Channel flow time .....................> 0.02 hrs ******************** Total Time of Travel ................................> 0.02 hrs ********************* Subarea Name: 5, Row: 5 Sheet Flow ---------- Description ..................... J-5 Manning's n ..................... 0.2400 Flow Length ..................... 70.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.15 m/m Computed Sheet flow time .......................> 0.20 hrs Shallow Concentrated Flow ------------------------- Description ..................... J-5 Surface ......................... Unpaved Flow Length ..................... 100.00 m Watercourse Slope ............... 0.05 m/m Velocity ........................ 1.10 mps Computed Shallow flow time .....................> 0.03 hrs *************************** Total Time of Concentration .........................> 0.23 hrs



5

**************************** Subarea Name: 6, Row: 6 Sheet Flow ---------- Description ..................... J-6 Manning's n ..................... 0.1700 Flow Length ..................... 15.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.01 m/m Computed Sheet flow time .......................> 0.13 hrs Computed Channel flow time .....................> 0.02 hrs *************************** Total Time of Concentration .........................> 0.15 hrs **************************** Channel Flow ------------ Description ..................... J-6 Flow Area ....................... 0.98 m2 Wetted Perimeter ................ 2.81 m Flow Length ..................... 282.00 m Channel Slope ................... 0.0200 m/m Manning's n ..................... 0.0350 Hydraulic radius ................ 0.35 m Velocity ........................ 2.00 mps Computed Channel flow time .....................> 0.04 hrs ******************** Total Time of Travel ................................> 0.04 hrs ********************* Subarea Name: 7, Row: 7 Sheet Flow ---------- Description ..................... J-7 Manning's n ..................... 0.1700 Flow Length ..................... 15.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.01 m/m Computed Sheet flow time .......................> 0.13 hrs Computed Channel flow time .....................> 0.02 hrs *************************** Total Time of Concentration .........................> 0.15 hrs ***************************



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2. Ajdkov potok TR-55 Tabular Hydrograph Method Input Summary Description ..................... Ajdkov (Roznik) Rainfall Distribution ........... Type III Ia/P Interpolation .............. Off Total Area ...................... 52.64 ha Peak Time ....................... 12.50 hrs Peak Flow ....................... 5.1210 cms Given Input Data: ------------------------------------------------------------------------------- Subarea D/S Subareas Area CN Tc Tt Rainfall Description (ha) (hrs) (hrs) (mm) ------------------------------------------------------------------------------- 1 4,5,6 15.55 55 0.35 0.00 180.00 2 4,5,6 8.02 55 0.32 0.00 180.00 4 5,6 4.60 55 0.32 0.02 180.00 3 5,6 8.88 60 0.32 0.00 180.00 5 6 14.96 55 0.39 0.04 180.00 6 0.63 70 0.13 0.02 180.00 Support Data: Subarea Name: 1, Row: 1 Sheet Flow ---------- Description ..................... A-1 Manning's n ..................... 0.4000 Flow Length ..................... 70.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.20 m/m Computed Sheet flow time .......................> 0.27 hrs Shallow Concentrated Flow ------------------------- Description ..................... A-1 Surface ......................... Unpaved Flow Length ..................... 586.00 m Watercourse Slope ............... 0.16 m/m Velocity ........................ 1.98 mps Computed Shallow flow time .....................> 0.08 hrs *************************** Total Time of Concentration .........................> 0.35 hrs **************************** Subarea Name: 2, Row: 2 Sheet Flow



7

---------- Description ..................... A-2 Manning's n ..................... 0.4000 Flow Length ..................... 70.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.22 m/m Computed Sheet flow time .......................> 0.26 hrs Shallow Concentrated Flow ------------------------- Description ..................... A-2 Surface ......................... Unpaved Flow Length ..................... 472.00 m Watercourse Slope ............... 0.20 m/m Velocity ........................ 2.20 mps Computed Shallow flow time .....................> 0.06 hrs *************************** Total Time of Concentration .........................> 0.32 hrs **************************** Subarea Name: 4, Row: 3 Sheet Flow ---------- Description ..................... A-4 Manning's n ..................... 0.4000 Flow Length ..................... 70.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.22 m/m Computed Sheet flow time .......................> 0.26 hrs Shallow Concentrated Flow ------------------------- Description ..................... A-4 Surface ......................... Unpaved Flow Length ..................... 447.00 m Watercourse Slope ............... 0.20 m/m Velocity ........................ 2.20 mps Computed Shallow flow time .....................> 0.06 hrs *************************** Total Time of Concentration .........................> 0.32 hrs **************************** Channel Flow ------------ Description ..................... T-4 Flow Area ....................... 1.04 m2 Wetted Perimeter ................ 2.76 m Flow Length ..................... 200.00 m Channel Slope ................... 0.0150 m/m Manning's n ..................... 0.0200 Hydraulic radius ................ 0.38 m Velocity ........................ 3.19 mps Computed Channel flow time .....................> 0.02 hrs ********************



8

Total Time of Travel ................................> 0.02 hrs ********************* Subarea Name: 3, Row: 4 Sheet Flow ---------- Description ..................... A-3 Manning's n ..................... 0.4000 Flow Length ..................... 70.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.22 m/m Computed Sheet flow time .......................> 0.26 hrs Shallow Concentrated Flow ------------------------- Description ..................... A-3 Surface ......................... Unpaved Flow Length ..................... 494.00 m Watercourse Slope ............... 0.22 m/m Velocity ........................ 2.31 mps Computed Shallow flow time .....................> 0.06 hrs *************************** Total Time of Concentration .........................> 0.32 hrs **************************** Subarea Name: 5, Row: 5 Sheet Flow ---------- Description ..................... A-5 Manning's n ..................... 0.4000 Flow Length ..................... 70.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.20 m/m Computed Sheet flow time .......................> 0.27 hrs Shallow Concentrated Flow ------------------------- Description ..................... A-5 Surface ......................... Unpaved Flow Length ..................... 917.00 m Watercourse Slope ............... 0.18 m/m Velocity ........................ 2.07 mps Computed Shallow flow time .....................> 0.12 hrs *************************** Total Time of Concentration .........................> 0.39 hrs **************************** Shallow Concentrated Flow ------------------------- Description ..................... A-5 Surface ......................... Paved Flow Length ..................... 100.00 m Watercourse Slope ............... 0.02 m/m



9

Velocity ........................ 0.78 mps Computed Shallow flow time .....................> 0.04 hrs ******************** Total Time of Travel ................................> 0.04 hrs ********************* Subarea Name: 6, Row: 6 Sheet Flow ---------- Description ..................... A-6 Manning's n ..................... 0.1700 Flow Length ..................... 30.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.05 m/m Computed Sheet flow time .......................> 0.12 hrs Shallow Concentrated Flow ------------------------- Description ..................... A-6 Surface ......................... Paved Flow Length ..................... 30.00 m Watercourse Slope ............... 0.02 m/m Velocity ........................ 0.88 mps Computed Shallow flow time .....................> 0.01 hrs *************************** Total Time of Concentration .........................> 0.13 hrs ****************************

3. Potok pod Postajo - Log TR-55 Tabular Hydrograph Method Input Summary Description ..................... Log Postaja Rainfall Distribution ........... Type III Ia/P Interpolation .............. Off Total Area ...................... 16.59 ha Peak Time ....................... 12.40 hrs Peak Flow ....................... 2.6544 cms Given Input Data: ------------------------------------------------------------------------------- Subarea D/S Subareas Area CN Tc Tt Rainfall Description (ha) (hrs) (hrs) (mm) ------------------------------------------------------------------------------- 1 4,9 1.69 60 0.17 0.00 180.00 2 5,9 2.31 60 0.28 0.00 180.00 3 5,9 0.83 60 0.25 0.04 180.00 4 9 3.39 65 0.40 0.00 180.00 5 9 1.49 75 0.25 0.03 180.00



10

6 5,9 1.61 65 0.30 0.00 180.00 7 8,5,9 1.21 70 0.37 0.02 180.00 8 5,9 2.39 65 0.40 0.03 180.00 9 1.67 65 0.26 0.01 180.00 Support Data: Subarea Name: 1, Row: 1 Sheet Flow ---------- Description ..................... Lo-1 Manning's n ..................... 0.4000 Flow Length ..................... 40.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.30 m/m Computed Sheet flow time .......................> 0.15 hrs Shallow Concentrated Flow ------------------------- Description ..................... Lo-1 Surface ......................... Unpaved Flow Length ..................... 152.00 m Watercourse Slope ............... 0.28 m/m Velocity ........................ 2.62 mps Computed Shallow flow time .....................> 0.02 hrs *************************** Total Time of Concentration .........................> 0.17 hrs **************************** Subarea Name: 2, Row: 2 Sheet Flow ---------- Description ..................... Lo-2 Manning's n ..................... 0.4000 Flow Length ..................... 80.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.30 m/m Computed Sheet flow time .......................> 0.26 hrs Shallow Concentrated Flow ------------------------- Description ..................... Lo-2 Surface ......................... Unpaved Flow Length ..................... 174.00 m Watercourse Slope ............... 0.27 m/m Velocity ........................ 2.56 mps Computed Shallow flow time .....................> 0.02 hrs *************************** Total Time of Concentration .........................> 0.28 hrs **************************** Subarea Name: 3, Row: 3



11

Sheet Flow ---------- Description ..................... Lo-3 Manning's n ..................... 0.4000 Flow Length ..................... 70.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.30 m/m Computed Sheet flow time .......................> 0.23 hrs Shallow Concentrated Flow ------------------------- Description ..................... Lo-3 Surface ......................... Unpaved Flow Length ..................... 226.00 m Watercourse Slope ............... 0.28 m/m Velocity ........................ 2.60 mps Computed Shallow flow time .....................> 0.02 hrs *************************** Total Time of Concentration .........................> 0.25 hrs **************************** Channel Flow ------------ Description ..................... Lo-3 Flow Area ....................... 0.16 m2 Wetted Perimeter ................ 2.70 m Flow Length ..................... 100.00 m Channel Slope ................... 0.0400 m/m Manning's n ..................... 0.0400 Hydraulic radius ................ 0.06 m Velocity ........................ 0.76 mps Computed Channel flow time .....................> 0.04 hrs ******************** Total Time of Travel ................................> 0.04 hrs ********************* Subarea Name: 4, Row: 4 Sheet Flow ---------- Description ..................... Lo-4 Manning's n ..................... 0.2000 Flow Length ..................... 30.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.01 m/m Computed Sheet flow time .......................> 0.35 hrs Channel Flow ------------ Description ..................... Lo-4 Flow Area ....................... 0.13 m2 Wetted Perimeter ................ 1.26 m Flow Length ..................... 198.00 m Channel Slope ................... 0.0050 m/m Manning's n ..................... 0.0150



12

Hydraulic radius ................ 0.10 m Velocity ........................ 1.04 mps Computed Channel flow time .....................> 0.05 hrs *************************** Total Time of Concentration .........................> 0.40 hrs **************************** Channel Flow ------------ Description ..................... Mo-4 Flow Area ....................... 0.92 m2 Wetted Perimeter ................ 2.70 m Flow Length ..................... 176.00 m Channel Slope ................... 0.0110 m/m Manning's n ..................... 0.0300 Hydraulic radius ................ 0.34 m Velocity ........................ 1.71 mps Computed Channel flow time .....................> 0.03 hrs ******************** Total Time of Travel ................................> 0.03 hrs ********************* Subarea Name: 5, Row: 5 Sheet Flow ---------- Description ..................... Lo-5 Manning's n ..................... 0.2000 Flow Length ..................... 50.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.05 m/m Computed Sheet flow time .......................> 0.21 hrs Channel Flow ------------ Description ..................... Lo-5 Flow Area ....................... 1.25 m2 Wetted Perimeter ................ 3.01 m Flow Length ..................... 198.00 m Channel Slope ................... 0.0050 m/m Manning's n ..................... 0.0280 Hydraulic radius ................ 0.42 m Velocity ........................ 1.41 mps Computed Channel flow time .....................> 0.04 hrs *************************** Total Time of Concentration .........................> 0.25 hrs **************************** Channel Flow ------------ Description ..................... Mo-5 Flow Area ....................... 1.16 m2 Wetted Perimeter ................ 2.92 m Flow Length ..................... 88.00 m Channel Slope ................... 0.0040 m/m Manning's n ..................... 0.0375



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Hydraulic radius ................ 0.40 m Velocity ........................ 0.91 mps Computed Channel flow time .....................> 0.03 hrs ******************** Total Time of Travel ................................> 0.03 hrs ********************* Subarea Name: 6, Row: 6 Sheet Flow ---------- Description ..................... Lo-6 Manning's n ..................... 0.2000 Flow Length ..................... 25.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.01 m/m Computed Sheet flow time .......................> 0.23 hrs Channel Flow ------------ Description ..................... Lo-6 Flow Area ....................... 0.18 m2 Wetted Perimeter ................ 3.12 m Flow Length ..................... 196.00 m Channel Slope ................... 0.0100 m/m Manning's n ..................... 0.0200 Hydraulic radius ................ 0.06 m Velocity ........................ 0.75 mps Computed Channel flow time .....................> 0.07 hrs *************************** Total Time of Concentration .........................> 0.30 hrs **************************** Computed Channel flow time .....................> 0.03 hrs ******************** Total Time of Travel ................................> 0.03 hrs ********************* Subarea Name: 7, Row: 7 Sheet Flow ---------- Description ..................... Lo-7 Manning's n ..................... 0.2400 Flow Length ..................... 40.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.02 m/m Computed Sheet flow time .......................> 0.29 hrs Shallow Concentrated Flow ------------------------- Description ..................... Lo-7 Surface ......................... Unpaved Flow Length ..................... 200.00 m Watercourse Slope ............... 0.02 m/m



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Velocity ........................ 0.70 mps Computed Shallow flow time .....................> 0.08 hrs *************************** Total Time of Concentration .........................> 0.37 hrs **************************** Computed Channel flow time .....................> 0.02 hrs ******************** Total Time of Travel ................................> 0.02 hrs ********************* Subarea Name: 8, Row: 8 Sheet Flow ---------- Description ..................... Lo-8 Manning's n ..................... 0.2400 Flow Length ..................... 40.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.01 m/m Computed Sheet flow time .......................> 0.38 hrs Shallow Concentrated Flow ------------------------- Description ..................... Mo-8 Surface ......................... Unpaved Flow Length ..................... 228.00 m Watercourse Slope ............... 0.40 m/m Velocity ........................ 3.11 mps Computed Shallow flow time .....................> 0.02 hrs *************************** Total Time of Concentration .........................> 0.40 hrs **************************** Channel Flow ------------ Description ..................... Lo-8 Flow Area ....................... 1.16 m2 Wetted Perimeter ................ 2.92 m Flow Length ..................... 102.00 m Channel Slope ................... 0.0040 m/m Manning's n ..................... 0.0375 Hydraulic radius ................ 0.40 m Velocity ........................ 0.91 mps Computed Channel flow time .....................> 0.03 hrs ******************** Total Time of Travel ................................> 0.03 hrs ********************* Subarea Name: 9, Row: 9 Sheet Flow ---------- Description ..................... Lo-9



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Manning's n ..................... 0.2000 Flow Length ..................... 25.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.01 m/m Computed Sheet flow time .......................> 0.23 hrs Channel Flow ------------ Description ..................... Lo-9 Flow Area ....................... 0.07 m2 Wetted Perimeter ................ 0.94 m Flow Length ..................... 100.00 m Channel Slope ................... 0.0050 m/m Manning's n ..................... 0.0150 Hydraulic radius ................ 0.07 m Velocity ........................ 0.83 mps Computed Channel flow time .....................> 0.03 hrs *************************** Total Time of Concentration .........................> 0.26 hrs **************************** Channel Flow ------------ Description ..................... Lo-9 Flow Area ....................... 1.90 m2 Wetted Perimeter ................ 3.73 m Flow Length ..................... 57.00 m Channel Slope ................... 0.0050 m/m Manning's n ..................... 0.0375 Hydraulic radius ................ 0.51 m Velocity ........................ 1.20 mps Computed Channel flow time .....................> 0.01 hrs ******************** Total Time of Travel ................................> 0.01 hrs *********************

4. Molšca

TR-55 Tabular Hydrograph Method Input Summary Description ..................... Molsca Rainfall Distribution ........... Type III Ia/P Interpolation .............. Off Total Area ...................... 51.61 ha Peak Time ....................... 12.60 hrs Peak Flow ....................... 6.7178 cms Given Input Data: ------------------------------------------------------------------------------- Subarea D/S Subareas Area CN Tc Tt Rainfall Description (ha) (hrs) (hrs) (mm) -------------------------------------------------------------------------------



16

1 4,3,5,6,7,8,9 15.13 60 0.36 0.00 180.00 2 4,3,5,6,7,8,9 2.88 60 0.24 0.00 180.00 3 5,6,7,8,9 1.63 65 0.25 0.01 180.00 4 3,5,6,7,8,9 8.26 60 0.34 0.03 180.00 5 6,7,8,9 4.80 65 0.37 0.01 180.00 6 7,8,9 12.40 65 0.32 0.02 180.00 7 8,9 3.17 60 0.25 0.02 180.00 8 9 2.51 60 0.27 0.02 180.00 9 0.83 70 0.24 0.03 180.00 Support Data: Subarea Name: 1, Row: 1 Sheet Flow ---------- Description ..................... Mo-1 Manning's n ..................... 0.4000 Flow Length ..................... 70.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.20 m/m Computed Sheet flow time .......................> 0.27 hrs Shallow Concentrated Flow ------------------------- Description ..................... A-1 Surface ......................... Unpaved Flow Length ..................... 602.00 m Watercourse Slope ............... 0.16 m/m Velocity ........................ 1.94 mps Computed Shallow flow time .....................> 0.09 hrs *************************** Total Time of Concentration .........................> 0.36 hrs **************************** Subarea Name: 2, Row: 2 Sheet Flow ---------- Description ..................... Mo-2 Manning's n ..................... 0.4000 Flow Length ..................... 70.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.35 m/m Computed Sheet flow time .......................> 0.22 hrs Shallow Concentrated Flow ------------------------- Description ..................... Mo-2 Surface ......................... Unpaved Flow Length ..................... 195.00 m Watercourse Slope ............... 0.33 m/m Velocity ........................ 2.84 mps Computed Shallow flow time .....................> 0.02 hrs ***************************



17

Total Time of Concentration .........................> 0.24 hrs **************************** Subarea Name: 3, Row: 3 Sheet Flow ---------- Description ..................... Mo-3 Manning's n ..................... 0.2400 Flow Length ..................... 40.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.04 m/m Computed Sheet flow time .......................> 0.22 hrs Shallow Concentrated Flow ------------------------- Description ..................... Mo-3 Surface ......................... Unpaved Flow Length ..................... 100.00 m Watercourse Slope ............... 0.04 m/m Velocity ........................ 0.98 mps Computed Shallow flow time .....................> 0.03 hrs *************************** Total Time of Concentration .........................> 0.25 hrs **************************** Channel Flow ------------ Description ..................... Mo-3 Flow Area ....................... 1.44 m2 Wetted Perimeter ................ 3.26 m Flow Length ..................... 124.00 m Channel Slope ................... 0.0580 m/m Manning's n ..................... 0.0400 Hydraulic radius ................ 0.44 m Velocity ........................ 3.49 mps Computed Channel flow time .....................> 0.01 hrs ******************** Total Time of Travel ................................> 0.01 hrs ********************* Subarea Name: 4, Row: 4 Sheet Flow ---------- Description ..................... A-3 Manning's n ..................... 0.4000 Flow Length ..................... 70.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.22 m/m Computed Sheet flow time .......................> 0.26 hrs Shallow Concentrated Flow ------------------------- Description ..................... Mo-4



18

Surface ......................... Unpaved Flow Length ..................... 579.00 m Watercourse Slope ............... 0.19 m/m Velocity ........................ 2.12 mps Computed Shallow flow time .....................> 0.08 hrs *************************** Total Time of Concentration .........................> 0.34 hrs **************************** Channel Flow ------------ Description ..................... Mo-4 Flow Area ....................... 0.92 m2 Wetted Perimeter ................ 2.70 m Flow Length ..................... 176.00 m Channel Slope ................... 0.0110 m/m Manning's n ..................... 0.0300 Hydraulic radius ................ 0.34 m Velocity ........................ 1.71 mps Computed Channel flow time .....................> 0.03 hrs ******************** Total Time of Travel ................................> 0.03 hrs ********************* Subarea Name: 5, Row: 5 Sheet Flow ---------- Description ..................... Mo-5 Manning's n ..................... 0.4000 Flow Length ..................... 70.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.15 m/m Computed Sheet flow time .......................> 0.30 hrs Shallow Concentrated Flow ------------------------- Description ..................... Mo-5 Surface ......................... Unpaved Flow Length ..................... 452.00 m Watercourse Slope ............... 0.12 m/m Velocity ........................ 1.73 mps Computed Shallow flow time .....................> 0.07 hrs *************************** Total Time of Concentration .........................> 0.37 hrs **************************** Channel Flow ------------ Description ..................... Mo-5 Flow Area ....................... 0.50 m2 Wetted Perimeter ................ 2.51 m Flow Length ..................... 72.00 m Channel Slope ................... 0.0090 m/m Manning's n ..................... 0.0150 Hydraulic radius ................ 0.20 m



19

Velocity ........................ 2.16 mps Computed Channel flow time .....................> 0.01 hrs ******************** Total Time of Travel ................................> 0.01 hrs ********************* Subarea Name: 6, Row: 6 Sheet Flow ---------- Description ..................... Mo-6 Manning's n ..................... 0.4000 Flow Length ..................... 80.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.30 m/m Computed Sheet flow time .......................> 0.26 hrs Shallow Concentrated Flow ------------------------- Description ..................... Mo-6 Surface ......................... Unpaved Flow Length ..................... 250.00 m Watercourse Slope ............... 0.30 m/m Velocity ........................ 2.69 mps Computed Shallow flow time .....................> 0.03 hrs Channel Flow ------------ Description ..................... Mo-6 Flow Area ....................... 0.18 m2 Wetted Perimeter ................ 3.12 m Flow Length ..................... 250.00 m Channel Slope ................... 0.1000 m/m Manning's n ..................... 0.0200 Hydraulic radius ................ 0.06 m Velocity ........................ 2.36 mps Computed Channel flow time .....................> 0.03 hrs *************************** Total Time of Concentration .........................> 0.32 hrs **************************** Channel Flow ------------ Description ..................... Mo-6 Flow Area ....................... 0.50 m2 Wetted Perimeter ................ 2.51 m Flow Length ..................... 105.00 m Channel Slope ................... 0.0040 m/m Manning's n ..................... 0.0150 Hydraulic radius ................ 0.20 m Velocity ........................ 1.44 mps Computed Channel flow time .....................> 0.02 hrs ******************** Total Time of Travel ................................> 0.02 hrs *********************



20

Subarea Name: 7, Row: 7 Sheet Flow ---------- Description ..................... Mo-7 Manning's n ..................... 0.4000 Flow Length ..................... 80.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.40 m/m Computed Sheet flow time .......................> 0.23 hrs Shallow Concentrated Flow ------------------------- Description ..................... Mo-7 Surface ......................... Unpaved Flow Length ..................... 259.00 m Watercourse Slope ............... 0.40 m/m Velocity ........................ 3.12 mps Computed Shallow flow time .....................> 0.02 hrs *************************** Total Time of Concentration .........................> 0.25 hrs **************************** Channel Flow ------------ Description ..................... Mo-7 Flow Area ....................... 0.50 m2 Wetted Perimeter ................ 2.51 m Flow Length ..................... 137.00 m Channel Slope ................... 0.0080 m/m Manning's n ..................... 0.0150 Hydraulic radius ................ 0.20 m Velocity ........................ 2.03 mps Computed Channel flow time .....................> 0.02 hrs ******************** Total Time of Travel ................................> 0.02 hrs ********************* Subarea Name: 8, Row: 8 Sheet Flow ---------- Description ..................... Mo-8 Manning's n ..................... 0.4000 Flow Length ..................... 90.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.40 m/m Computed Sheet flow time .......................> 0.25 hrs Shallow Concentrated Flow ------------------------- Description ..................... Mo-8 Surface ......................... Unpaved Flow Length ..................... 228.00 m Watercourse Slope ............... 0.40 m/m Velocity ........................ 3.11 mps



21

Computed Shallow flow time .....................> 0.02 hrs *************************** Total Time of Concentration .........................> 0.27 hrs **************************** Channel Flow ------------ Description ..................... Mo-8 Flow Area ....................... 1.57 m2 Wetted Perimeter ................ 3.40 m Flow Length ..................... 139.00 m Channel Slope ................... 0.0060 m/m Manning's n ..................... 0.0280 Hydraulic radius ................ 0.46 m Velocity ........................ 1.65 mps Computed Channel flow time .....................> 0.02 hrs ******************** Total Time of Travel ................................> 0.02 hrs ********************* Subarea Name: 9, Row: 9 Sheet Flow ---------- Description ..................... Mo-9 Manning's n ..................... 0.2000 Flow Length ..................... 25.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.01 m/m Computed Sheet flow time .......................> 0.23 hrs Channel Flow ------------ Description ..................... Mo-9 Flow Area ....................... 0.07 m2 Wetted Perimeter ................ 0.94 m Flow Length ..................... 40.00 m Channel Slope ................... 0.0100 m/m Manning's n ..................... 0.0150 Hydraulic radius ................ 0.07 m Velocity ........................ 1.18 mps Computed Channel flow time .....................> 0.01 hrs *************************** Total Time of Concentration .........................> 0.24 hrs **************************** Channel Flow ------------ Description ..................... Mo-9 Flow Area ....................... 1.51 m2 Wetted Perimeter ................ 3.56 m Flow Length ..................... 175.00 m Channel Slope ................... 0.0050 m/m Manning's n ..................... 0.0280 Hydraulic radius ................ 0.42 m Velocity ........................ 1.43 mps



22

Computed Channel flow time .....................> 0.03 hrs ******************** Total Time of Travel ................................> 0.03 hrs *********************

5. Karlovški potok in HICD

TR-55 Tabular Hydrograph Method Input Summary Description ..................... Dragomer Nefrodial Rainfall Distribution ........... Type III Ia/P Interpolation .............. Off Total Area ...................... 7.46 ha Peak Time ....................... 12.30 hrs Peak Flow ....................... 1.2033 cms Given Input Data: ------------------------------------------------------------------------------- Subarea D/S Subareas Area CN Tc Tt Rainfall Description (ha) (hrs) (hrs) (mm) ------------------------------------------------------------------------------- 1 3,5 2.43 60 0.19 0.00 180.00 2 4,5 1.76 55 0.18 0.03 180.00 3 5 1.93 65 0.28 0.06 180.00 4 5 1.15 74 0.32 0.04 180.00 5 0.19 98 0.10 0.00 180.00 Support Data: Subarea Name: 1, Row: 1 Sheet Flow ---------- Description ..................... Ka-1 Manning's n ..................... 0.4000 Flow Length ..................... 50.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.35 m/m Computed Sheet flow time .......................> 0.17 hrs Shallow Concentrated Flow ------------------------- Description ..................... Ka-1 Surface ......................... Unpaved Flow Length ..................... 254.00 m Watercourse Slope ............... 0.35 m/m Velocity ........................ 2.91 mps Computed Shallow flow time .....................> 0.02 hrs *************************** Total Time of Concentration .........................> 0.19 hrs ****************************



23

Subarea Name: 2, Row: 2 Sheet Flow ---------- Description ..................... Ka-2 Manning's n ..................... 0.4000 Flow Length ..................... 50.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.39 m/m Computed Sheet flow time .......................> 0.16 hrs Shallow Concentrated Flow ------------------------- Description ..................... Ka-2 Surface ......................... Unpaved Flow Length ..................... 225.00 m Watercourse Slope ............... 0.39 m/m Velocity ........................ 3.07 mps Computed Shallow flow time .....................> 0.02 hrs *************************** Total Time of Concentration .........................> 0.18 hrs **************************** Channel Flow ------------ Description ..................... Ka-2 TT Flow Area ....................... 0.24 m2 Wetted Perimeter ................ 3.16 m Flow Length ..................... 100.00 m Channel Slope ................... 0.0100 m/m Manning's n ..................... 0.0170 Hydraulic radius ................ 0.08 m Velocity ........................ 1.05 mps Computed Channel flow time .....................> 0.03 hrs ******************** Total Time of Travel ................................> 0.03 hrs ********************* Subarea Name: 3, Row: 3 Sheet Flow ---------- Description ..................... Ka-3 Manning's n ..................... 0.2400 Flow Length ..................... 25.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.01 m/m Computed Sheet flow time .......................> 0.26 hrs Channel Flow ------------ Description ..................... Ka-3 Flow Area ....................... 0.45 m2 Wetted Perimeter ................ 1.81 m



24

Flow Length ..................... 85.00 m Channel Slope ................... 0.0100 m/m Manning's n ..................... 0.0375 Hydraulic radius ................ 0.25 m Velocity ........................ 1.05 mps Computed Channel flow time .....................> 0.02 hrs *************************** Total Time of Concentration .........................> 0.28 hrs **************************** Channel Flow ------------ Description ..................... Ka-3 Flow Area ....................... 0.45 m2 Wetted Perimeter ................ 1.81 m Flow Length ..................... 200.00 m Channel Slope ................... 0.0085 m/m Manning's n ..................... 0.0375 Hydraulic radius ................ 0.25 m Velocity ........................ 0.97 mps Computed Channel flow time .....................> 0.06 hrs ******************** Total Time of Travel ................................> 0.06 hrs ********************* Subarea Name: 4, Row: 4 Sheet Flow ---------- Description ..................... Ka-4 Manning's n ..................... 0.2400 Flow Length ..................... 30.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.01 m/m Computed Sheet flow time .......................> 0.30 hrs Channel Flow ------------ Description ..................... Ka-4 Flow Area ....................... 0.50 m2 Wetted Perimeter ................ 1.00 m Flow Length ..................... 100.00 m Channel Slope ................... 0.0100 m/m Manning's n ..................... 0.0375 Hydraulic radius ................ 0.50 m Velocity ........................ 1.68 mps Computed Channel flow time .....................> 0.02 hrs *************************** Total Time of Concentration .........................> 0.32 hrs **************************** Channel Flow ------------ Description ..................... Ka-4 Flow Area ....................... 0.32 m2 Wetted Perimeter ................ 1.53 m



25

Flow Length ..................... 135.00 m Channel Slope ................... 0.0100 m/m Manning's n ..................... 0.0375 Hydraulic radius ................ 0.21 m Velocity ........................ 0.94 mps Computed Channel flow time .....................> 0.04 hrs ******************** Total Time of Travel ................................> 0.04 hrs ********************* ------------------------------------------------------------------------------------ TR-55 Tabular Hydrograph Method Input Summary Description ..................... Dragomer Nefrodial Rainfall Distribution ........... Type III Ia/P Interpolation .............. Off Total Area ...................... 7.36 ha Peak Time ....................... 12.30 hrs Peak Flow ....................... 1.2111 cms Given Input Data: ------------------------------------------------------------------------------- Subarea D/S Subareas Area CN Tc Tt Rainfall Description (ha) (hrs) (hrs) (mm) ------------------------------------------------------------------------------- 1 3,5 2.43 60 0.19 0.00 180.00 2 4,5 1.76 55 0.18 0.03 180.00 3 5 1.93 65 0.28 0.06 180.00 4 5 1.05 79 0.32 0.04 180.00 5 0.19 98 0.10 0.00 180.00 Support Data: Subarea Name: 1, Row: 1 Sheet Flow ---------- Description ..................... Ka-1 Manning's n ..................... 0.4000 Flow Length ..................... 50.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.35 m/m Computed Sheet flow time .......................> 0.17 hrs Shallow Concentrated Flow ------------------------- Description ..................... Ka-1 Surface ......................... Unpaved Flow Length ..................... 254.00 m Watercourse Slope ............... 0.35 m/m Velocity ........................ 2.91 mps Computed Shallow flow time .....................> 0.02 hrs ***************************



26

Total Time of Concentration .........................> 0.19 hrs **************************** Subarea Name: 2, Row: 2 Sheet Flow ---------- Description ..................... Ka-2 Manning's n ..................... 0.4000 Flow Length ..................... 50.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.39 m/m Computed Sheet flow time .......................> 0.16 hrs Shallow Concentrated Flow ------------------------- Description ..................... Ka-2 Surface ......................... Unpaved Flow Length ..................... 225.00 m Watercourse Slope ............... 0.39 m/m Velocity ........................ 3.07 mps Computed Shallow flow time .....................> 0.02 hrs *************************** Total Time of Concentration .........................> 0.18 hrs **************************** Channel Flow ------------ Description ..................... Ka-2 TT Flow Area ....................... 0.24 m2 Wetted Perimeter ................ 3.16 m Flow Length ..................... 100.00 m Channel Slope ................... 0.0100 m/m Manning's n ..................... 0.0170 Hydraulic radius ................ 0.08 m Velocity ........................ 1.05 mps Computed Channel flow time .....................> 0.03 hrs ******************** Total Time of Travel ................................> 0.03 hrs ********************* Subarea Name: 3, Row: 3 Sheet Flow ---------- Description ..................... Ka-3 Manning's n ..................... 0.2400 Flow Length ..................... 25.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.01 m/m Computed Sheet flow time .......................> 0.26 hrs Channel Flow ------------ Description ..................... Ka-3



27

Flow Area ....................... 0.45 m2 Wetted Perimeter ................ 1.81 m Flow Length ..................... 85.00 m Channel Slope ................... 0.0100 m/m Manning's n ..................... 0.0375 Hydraulic radius ................ 0.25 m Velocity ........................ 1.05 mps Computed Channel flow time .....................> 0.02 hrs *************************** Total Time of Concentration .........................> 0.28 hrs **************************** Channel Flow ------------ Description ..................... Ka-3 Flow Area ....................... 0.45 m2 Wetted Perimeter ................ 1.81 m Flow Length ..................... 200.00 m Channel Slope ................... 0.0085 m/m Manning's n ..................... 0.0375 Hydraulic radius ................ 0.25 m Velocity ........................ 0.97 mps Computed Channel flow time .....................> 0.06 hrs ******************** Total Time of Travel ................................> 0.06 hrs ********************* Subarea Name: 4, Row: 4 Sheet Flow ---------- Description ..................... Ka-4 Manning's n ..................... 0.2400 Flow Length ..................... 30.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.01 m/m Computed Sheet flow time .......................> 0.30 hrs Channel Flow ------------ Description ..................... Ka-4 Flow Area ....................... 0.50 m2 Wetted Perimeter ................ 1.00 m Flow Length ..................... 100.00 m Channel Slope ................... 0.0100 m/m Manning's n ..................... 0.0375 Hydraulic radius ................ 0.50 m Velocity ........................ 1.68 mps Computed Channel flow time .....................> 0.02 hrs *************************** Total Time of Concentration .........................> 0.32 hrs **************************** Channel Flow ------------ Description ..................... Ka-4



28

Flow Area ....................... 0.32 m2 Wetted Perimeter ................ 1.53 m Flow Length ..................... 135.00 m Channel Slope ................... 0.0100 m/m Manning's n ..................... 0.0375 Hydraulic radius ................ 0.21 m Velocity ........................ 0.94 mps Computed Channel flow time .....................> 0.04 hrs ******************** Total Time of Travel ................................> 0.04 hrs ********************* ----------------------------------------------------------------------------------------- TR-55 Tabular Hydrograph Method Input Summary Description ..................... Dragomer Nefrodial Sola Rainfall Distribution ........... Type III Ia/P Interpolation .............. Off Total Area ...................... 1.62 ha Peak Time ....................... 12.30 hrs Peak Flow ....................... 0.4227 cms Given Input Data: ------------------------------------------------------------------------------- Subarea D/S Subareas Area CN Tc Tt Rainfall Description (ha) (hrs) (hrs) (mm) ------------------------------------------------------------------------------- So-1 1.62 75 0.21 0.00 180.00 Support Data: Subarea Name: So-1, Row: 1 Sheet Flow ---------- Description ..................... So-1 Manning's n ..................... 0.2000 Flow Length ..................... 20.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.01 m/m Computed Sheet flow time .......................> 0.19 hrs Channel Flow ------------ Description ..................... So-1 Flow Area ....................... 0.45 m2 Wetted Perimeter ................ 1.81 m Flow Length ..................... 80.00 m Channel Slope ................... 0.0100 m/m Manning's n ..................... 0.0375 Hydraulic radius ................ 0.25 m Velocity ........................ 1.05 mps Computed Channel flow time .....................> 0.02 hrs



29

*************************** Total Time of Concentration .........................> 0.21 hrs **************************** ----------------------------------------------------------------------------------------- TR-55 Tabular Hydrograph Method Input Summary Description ..................... Dragomer Nefrodial Sola Rainfall Distribution ........... Type III Ia/P Interpolation .............. Off Total Area ...................... 1.72 ha Peak Time ....................... 12.30 hrs Peak Flow ....................... 0.5307 cms Given Input Data: ------------------------------------------------------------------------------- Subarea D/S Subareas Area CN Tc Tt Rainfall Description (ha) (hrs) (hrs) (mm) ------------------------------------------------------------------------------- So-1 1.72 82 0.21 0.00 180.00 Support Data: Subarea Name: So-1, Row: 1 Sheet Flow ---------- Description ..................... So-1 Manning's n ..................... 0.2000 Flow Length ..................... 20.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.01 m/m Computed Sheet flow time .......................> 0.19 hrs Channel Flow ------------ Description ..................... So-1 Flow Area ....................... 0.45 m2 Wetted Perimeter ................ 1.81 m Flow Length ..................... 80.00 m Channel Slope ................... 0.0100 m/m Manning's n ..................... 0.0375 Hydraulic radius ................ 0.25 m Velocity ........................ 1.05 mps Computed Channel flow time .....................> 0.02 hrs *************************** Total Time of Concentration .........................> 0.21 hrs ****************************



30

6. Malenščica

TR-55 Tabular Hydrograph Method Input Summary Description ..................... Malensca Rainfall Distribution ........... Type III Ia/P Interpolation .............. Off Total Area ...................... 186.23 ha Peak Time ....................... 12.70 hrs Peak Flow ....................... 14.5328 cms Given Input Data: ------------------------------------------------------------------------------- Subarea D/S Subareas Area CN Tc Tt Rainfall Description (ha) (hrs) (hrs) (mm) ------------------------------------------------------------------------------- 1 3,4,6,7 73.48 55 0.45 0.00 180.00 2 3,4,6,7 69.96 55 0.50 0.00 180.00 3 4,6,7 6.67 55 0.31 0.04 180.00 4 6,7 9.41 55 0.29 0.07 180.00 5 4,6,7 5.79 60 0.39 0.00 180.00 6 7 18.83 55 0.33 0.07 180.00 7 2.09 65 0.33 0.04 180.00 Support Data: Subarea Name: 1, Row: 1 Sheet Flow ---------- Description ..................... M-1 Manning's n ..................... 0.4000 Flow Length ..................... 70.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.20 m/m Computed Sheet flow time .......................> 0.27 hrs Shallow Concentrated Flow ------------------------- Description ..................... M-1 Surface ......................... Unpaved Flow Length ..................... 1195.00 m Watercourse Slope ............... 0.14 m/m Velocity ........................ 1.81 mps Computed Shallow flow time .....................> 0.18 hrs *************************** Total Time of Concentration .........................> 0.45 hrs **************************** Subarea Name: 2, Row: 2



31

Sheet Flow ---------- Description ..................... M-2 Manning's n ..................... 0.4000 Flow Length ..................... 70.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.20 m/m Computed Sheet flow time .......................> 0.27 hrs Shallow Concentrated Flow ------------------------- Description ..................... M-2 Surface ......................... Unpaved Flow Length ..................... 1445.00 m Watercourse Slope ............... 0.13 m/m Velocity ........................ 1.74 mps Computed Shallow flow time .....................> 0.23 hrs *************************** Total Time of Concentration .........................> 0.50 hrs **************************** Subarea Name: 3, Row: 3 Sheet Flow ---------- Description ..................... M-3 Manning's n ..................... 0.4000 Flow Length ..................... 70.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.25 m/m Computed Sheet flow time .......................> 0.25 hrs Shallow Concentrated Flow ------------------------- Description ..................... M-3 Surface ......................... Unpaved Flow Length ..................... 477.00 m Watercourse Slope ............... 0.23 m/m Velocity ........................ 2.34 mps Computed Shallow flow time .....................> 0.06 hrs *************************** Total Time of Concentration .........................> 0.31 hrs **************************** Channel Flow ------------ Description ..................... Ma-3 Flow Area ....................... 2.00 m2 Wetted Perimeter ................ 3.83 m Flow Length ..................... 183.00 m Channel Slope ................... 0.0050 m/m Manning's n ..................... 0.0375 Hydraulic radius ................ 0.52 m Velocity ........................ 1.22 mps Computed Channel flow time .....................> 0.04 hrs



32

******************** Total Time of Travel ................................> 0.04 hrs ********************* Subarea Name: 4, Row: 4 Sheet Flow ---------- Description ..................... Ma-4 Manning's n ..................... 0.4000 Flow Length ..................... 70.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.30 m/m Computed Sheet flow time .......................> 0.23 hrs Shallow Concentrated Flow ------------------------- Description ..................... Ma-4 Surface ......................... Unpaved Flow Length ..................... 540.00 m Watercourse Slope ............... 0.26 m/m Velocity ........................ 2.49 mps Computed Shallow flow time .....................> 0.06 hrs *************************** Total Time of Concentration .........................> 0.29 hrs **************************** Channel Flow ------------ Description ..................... T-Ma-4 Flow Area ....................... 3.36 m2 Wetted Perimeter ................ 4.96 m Flow Length ..................... 362.00 m Channel Slope ................... 0.0050 m/m Manning's n ..................... 0.0375 Hydraulic radius ................ 0.68 m Velocity ........................ 1.45 mps Computed Channel flow time .....................> 0.07 hrs ******************** Total Time of Travel ................................> 0.07 hrs ********************* Subarea Name: 5, Row: 5 Sheet Flow ---------- Description ..................... Ma-5 Manning's n ..................... 0.2400 Flow Length ..................... 50.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.04 m/m Computed Sheet flow time .......................> 0.26 hrs Shallow Concentrated Flow ------------------------- Description ..................... Ma-5



33

Surface ......................... Unpaved Flow Length ..................... 340.00 m Watercourse Slope ............... 0.02 m/m Velocity ........................ 0.71 mps Computed Shallow flow time .....................> 0.13 hrs *************************** Total Time of Concentration .........................> 0.39 hrs **************************** Subarea Name: 6, Row: 6 Sheet Flow ---------- Description ..................... Ma-6 Manning's n ..................... 0.4000 Flow Length ..................... 70.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.30 m/m Computed Sheet flow time .......................> 0.23 hrs Shallow Concentrated Flow ------------------------- Description ..................... Ma-6 Surface ......................... Unpaved Flow Length ..................... 773.00 m Watercourse Slope ............... 0.18 m/m Velocity ........................ 2.11 mps Computed Shallow flow time .....................> 0.10 hrs *************************** Total Time of Concentration .........................> 0.33 hrs **************************** Channel Flow ------------ Description ..................... Ma-6 Flow Area ....................... 3.36 m2 Wetted Perimeter ................ 4.96 m Flow Length ..................... 377.00 m Channel Slope ................... 0.0050 m/m Manning's n ..................... 0.0375 Hydraulic radius ................ 0.68 m Velocity ........................ 1.45 mps Computed Channel flow time .....................> 0.07 hrs ******************** Total Time of Travel ................................> 0.07 hrs ********************* Subarea Name: 7, Row: 7 Sheet Flow ---------- Description ..................... Ma-7 Manning's n ..................... 0.2000 Flow Length ..................... 25.00 m



34

Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.01 m/m Computed Sheet flow time .......................> 0.30 hrs Channel Flow ------------ Description ..................... Ma-7 Flow Area ....................... 0.13 m2 Wetted Perimeter ................ 1.26 m Flow Length ..................... 100.00 m Channel Slope ................... 0.0050 m/m Manning's n ..................... 0.0150 Hydraulic radius ................ 0.10 m Velocity ........................ 1.04 mps Computed Channel flow time .....................> 0.03 hrs *************************** Total Time of Concentration .........................> 0.33 hrs **************************** Channel Flow ------------ Description ..................... Ma-7 Flow Area ....................... 1.20 m2 Wetted Perimeter ................ 3.40 m Flow Length ..................... 221.00 m Channel Slope ................... 0.0050 m/m Manning's n ..................... 0.0220 Hydraulic radius ................ 0.35 m Velocity ........................ 1.61 mps Computed Channel flow time .....................> 0.04 hrs ******************** Total Time of Travel ................................> 0.04 hrs *********************



35

7. Dragomerski potok

TR-55 Tabular Hydrograph Method Description ..................... Dragomerski Rainfall Distribution ........... Type III Ia/P Interpolation .............. Off Total Area ...................... 63.89 ha Peak Time ....................... 12.60 hrs Peak Flow ....................... 9.2200 cms Given Input Data: ------------------------------------------------------------------------------- Subarea D/S Subareas Area CN Tc Tt Rainfall Description (ha) (hrs) (hrs) (mm) ------------------------------------------------------------------------------- 1 5,19,20,22,23, 2.11 60 0.27 0.00 180.00 2 7,9,23,24 1.98 65 0.32 0.00 180.00 3 7,9,23,24 1.31 60 0.32 0.00 180.00 4 7,9,23,24 0.87 70 0.14 0.00 180.00 5 19,20,22,23,24 1.86 70 0.17 0.00 180.00 6 20,22,23,24 3.60 75 0.29 0.00 180.00 7 9,23,24 3.98 75 0.28 0.00 180.00 8 10,12,24 2.69 75 0.28 0.00 180.00 9 23,24 3.50 65 0.46 0.11 180.00 10 12,24 2.96 65 0.46 0.03 180.00 11 10,12,24 2.59 75 0.35 0.00 180.00 12 24 1.61 60 0.60 0.09 180.00 13 18,22,23,24 2.26 60 0.26 0.00 180.00 14 18,22,23,24 8.03 65 0.29 0.00 180.00 15 19,20,22,23,24 3.43 60 0.31 0.00 180.00 16 19,20,22,23,24 3.95 70 0.20 0.00 180.00 17 18,22,23,24 1.41 70 0.33 0.00 180.00 18 22,23,24 2.29 60 0.60 0.03 180.00 19 20,22,23,24 1.89 60 0.49 0.01 180.00 20 22,23,24 0.87 60 0.53 0.03 180.00 21 22,23,24 2.19 70 0.54 0.00 180.00 22 23,24 1.54 60 0.55 0.03 180.00 23 24 2.25 60 0.58 0.00 180.00 24 2.05 60 0.58 0.01 180.00 25 21,22,23,24 2.67 60 0.62 0.00 180.00 Support Data: Subarea Name: 1, Row: 1 Sheet Flow ---------- Description ..................... D-1 Manning's n ..................... 0.5000 Flow Length ..................... 60.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.30 m/m Computed Sheet flow time .......................> 0.24 hrs Shallow Concentrated Flow ------------------------- Description ..................... D-1 Surface ......................... Unpaved Flow Length ..................... 323.00 m



36

Watercourse Slope ............... 0.30 m/m Velocity ........................ 2.71 mps Computed Shallow flow time .....................> 0.03 hrs *************************** Total Time of Concentration .........................> 0.27 hrs **************************** Subarea Name: 2, Row: 2 Sheet Flow ---------- Description ..................... D-2 Manning's n ..................... 0.5000 Flow Length ..................... 90.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.40 m/m Computed Sheet flow time .......................> 0.30 hrs Shallow Concentrated Flow ------------------------- Description ..................... D-2 Surface ......................... Unpaved Flow Length ..................... 174.00 m Watercourse Slope ............... 0.40 m/m Velocity ........................ 3.11 mps Computed Shallow flow time .....................> 0.02 hrs *************************** Total Time of Concentration .........................> 0.32 hrs **************************** Subarea Name: 3, Row: 3 Sheet Flow ---------- Description ..................... D-3 Manning's n ..................... 0.5000 Flow Length ..................... 90.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.39 m/m Computed Sheet flow time .......................> 0.30 hrs Shallow Concentrated Flow ------------------------- Description ..................... D-3 Surface ......................... Unpaved Flow Length ..................... 185.00 m Watercourse Slope ............... 0.38 m/m Velocity ........................ 3.05 mps Computed Shallow flow time .....................> 0.02 hrs *************************** Total Time of Concentration .........................> 0.32 hrs ****************************



37

Subarea Name: 4, Row: 4 Sheet Flow ---------- Description ..................... D-4 Manning's n ..................... 0.2000 Flow Length ..................... 25.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.06 m/m Computed Sheet flow time .......................> 0.11 hrs Shallow Concentrated Flow ------------------------- Description ..................... D-4 Surface ......................... Unpaved Flow Length ..................... 120.00 m Watercourse Slope ............... 0.06 m/m Velocity ........................ 1.20 mps Computed Shallow flow time .....................> 0.03 hrs *************************** Total Time of Concentration .........................> 0.14 hrs **************************** Subarea Name: 5, Row: 5 Sheet Flow ---------- Description ..................... D-5 Manning's n ..................... 0.2000 Flow Length ..................... 55.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.15 m/m Computed Sheet flow time .......................> 0.14 hrs Shallow Concentrated Flow ------------------------- Description ..................... Surface ......................... Unpaved Flow Length ..................... 180.00 m Watercourse Slope ............... 0.13 m/m Velocity ........................ 1.76 mps Computed Shallow flow time .....................> 0.03 hrs *************************** Total Time of Concentration .........................> 0.17 hrs **************************** Subarea Name: 6, Row: 6 Sheet Flow ---------- Description ..................... D-6 Manning's n ..................... 0.2000



38

Flow Length ..................... 25.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.01 m/m Computed Sheet flow time .......................> 0.23 hrs Channel Flow ------------ Description ..................... D-6 Flow Area ....................... 0.16 m2 Wetted Perimeter ................ 2.70 m Flow Length ..................... 165.00 m Channel Slope ................... 0.0100 m/m Manning's n ..................... 0.0200 Hydraulic radius ................ 0.06 m Velocity ........................ 0.76 mps Computed Channel flow time .....................> 0.06 hrs *************************** Total Time of Concentration .........................> 0.29 hrs **************************** Subarea Name: 7, Row: 7 Sheet Flow ---------- Description ..................... D-7 Manning's n ..................... 0.2000 Flow Length ..................... 25.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.01 m/m Computed Sheet flow time .......................> 0.23 hrs Channel Flow ------------ Description ..................... D-7 Flow Area ....................... 0.11 m2 Wetted Perimeter ................ 1.71 m Flow Length ..................... 161.00 m Channel Slope ................... 0.0150 m/m Manning's n ..................... 0.0200 Hydraulic radius ................ 0.06 m Velocity ........................ 0.98 mps Computed Channel flow time .....................> 0.05 hrs *************************** Total Time of Concentration .........................> 0.28 hrs **************************** Subarea Name: 8, Row: 8 Sheet Flow ---------- Description ..................... D-8 Manning's n ..................... 0.2000 Flow Length ..................... 25.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm



39

Land Slope ...................... 0.01 m/m Computed Sheet flow time .......................> 0.23 hrs Channel Flow ------------ Description ..................... D-8 Flow Area ....................... 0.11 m2 Wetted Perimeter ................ 1.71 m Flow Length ..................... 136.00 m Channel Slope ................... 0.0100 m/m Manning's n ..................... 0.0200 Hydraulic radius ................ 0.06 m Velocity ........................ 0.80 mps Computed Channel flow time .....................> 0.05 hrs *************************** Total Time of Concentration .........................> 0.28 hrs **************************** Subarea Name: 9, Row: 9 Sheet Flow ---------- Description ..................... D-9 Manning's n ..................... 0.2400 Flow Length ..................... 50.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.01 m/m Computed Sheet flow time .......................> 0.46 hrs *************************** Total Time of Concentration .........................> 0.46 hrs **************************** Shallow Concentrated Flow ------------------------- Description ..................... T-D-9 Surface ......................... Unpaved Flow Length ..................... 211.00 m Watercourse Slope ............... 0.01 m/m Velocity ........................ 0.54 mps Computed Shallow flow time .....................> 0.11 hrs ******************** Total Time of Travel ................................> 0.11 hrs ********************* Subarea Name: 10, Row: 10 Sheet Flow ---------- Description ..................... D-10 Manning's n ..................... 0.2400 Flow Length ..................... 50.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.01 m/m Computed Sheet flow time .......................> 0.46 hrs



40

*************************** Total Time of Concentration .........................> 0.46 hrs **************************** Channel Flow ------------ Description ..................... C-D-10 Flow Area ....................... 1.04 m2 Wetted Perimeter ................ 2.76 m Flow Length ..................... 173.00 m Channel Slope ................... 0.0110 m/m Manning's n ..................... 0.0375 Hydraulic radius ................ 0.38 m Velocity ........................ 1.46 mps Computed Channel flow time .....................> 0.03 hrs ******************** Total Time of Travel ................................> 0.03 hrs ********************* Subarea Name: 11, Row: 11 Sheet Flow ---------- Description ..................... D-11 Manning's n ..................... 0.2000 Flow Length ..................... 25.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.01 m/m Computed Sheet flow time .......................> 0.30 hrs Channel Flow ------------ Description ..................... D-11 Flow Area ....................... 0.07 m2 Wetted Perimeter ................ 0.94 m Flow Length ..................... 146.00 m Channel Slope ................... 0.0050 m/m Manning's n ..................... 0.0150 Hydraulic radius ................ 0.07 m Velocity ........................ 0.83 mps Computed Channel flow time .....................> 0.05 hrs *************************** Total Time of Concentration .........................> 0.35 hrs **************************** Subarea Name: 12, Row: 12 Sheet Flow ---------- Description ..................... D-12 Manning's n ..................... 0.2400 Flow Length ..................... 50.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.01 m/m



41

Computed Sheet flow time .......................> 0.60 hrs *************************** Total Time of Concentration .........................> 0.60 hrs **************************** Channel Flow ------------ Description ..................... C-D-12 Flow Area ....................... 1.38 m2 Wetted Perimeter ................ 3.19 m Flow Length ..................... 218.00 m Channel Slope ................... 0.0020 m/m Manning's n ..................... 0.0375 Hydraulic radius ................ 0.43 m Velocity ........................ 0.68 mps Computed Channel flow time .....................> 0.09 hrs ******************** Total Time of Travel ................................> 0.09 hrs ********************* Subarea Name: 13, Row: 13 Sheet Flow ---------- Description ..................... D-13 Manning's n ..................... 0.2400 Flow Length ..................... 40.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.10 m/m Computed Sheet flow time .......................> 0.15 hrs Shallow Concentrated Flow ------------------------- Description ..................... D-13 Surface ......................... Unpaved Flow Length ..................... 444.00 m Watercourse Slope ............... 0.05 m/m Velocity ........................ 1.11 mps Computed Shallow flow time .....................> 0.11 hrs *************************** Total Time of Concentration .........................> 0.26 hrs **************************** Subarea Name: 14, Row: 14 Sheet Flow ---------- Description ..................... D-14 Manning's n ..................... 0.2400 Flow Length ..................... 75.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.30 m/m Computed Sheet flow time .......................> 0.16 hrs



42

Shallow Concentrated Flow ------------------------- Description ..................... D-14 Surface ......................... Unpaved Flow Length ..................... 853.00 m Watercourse Slope ............... 0.15 m/m Velocity ........................ 1.89 mps Computed Shallow flow time .....................> 0.13 hrs *************************** Total Time of Concentration .........................> 0.29 hrs **************************** Subarea Name: 15, Row: 15 Sheet Flow ---------- Description ..................... D-15 Manning's n ..................... 0.2400 Flow Length ..................... 80.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.10 m/m Computed Sheet flow time .......................> 0.26 hrs Shallow Concentrated Flow ------------------------- Description ..................... D-15 Surface ......................... Unpaved Flow Length ..................... 255.00 m Watercourse Slope ............... 0.09 m/m Velocity ........................ 1.46 mps Computed Shallow flow time .....................> 0.05 hrs *************************** Total Time of Concentration .........................> 0.31 hrs **************************** Subarea Name: 16, Row: 16 Sheet Flow ---------- Description ..................... D-16 Manning's n ..................... 0.2400 Flow Length ..................... 70.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.30 m/m Computed Sheet flow time .......................> 0.15 hrs Shallow Concentrated Flow ------------------------- Description ..................... D-16 Surface ......................... Unpaved Flow Length ..................... 430.00 m Watercourse Slope ............... 0.27 m/m Velocity ........................ 2.54 mps Computed Shallow flow time .....................> 0.05 hrs



43

*************************** Total Time of Concentration .........................> 0.20 hrs **************************** Subarea Name: 17, Row: 17 Sheet Flow ---------- Description ..................... D-17 Manning's n ..................... 0.2000 Flow Length ..................... 30.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.01 m/m Computed Sheet flow time .......................> 0.26 hrs Channel Flow ------------ Description ..................... D-17 Flow Area ....................... 0.07 m2 Wetted Perimeter ................ 0.94 m Flow Length ..................... 186.00 m Channel Slope ................... 0.0040 m/m Manning's n ..................... 0.0150 Hydraulic radius ................ 0.07 m Velocity ........................ 0.75 mps Computed Channel flow time .....................> 0.07 hrs *************************** Total Time of Concentration .........................> 0.33 hrs **************************** Subarea Name: 18, Row: 18 Sheet Flow ---------- Description ..................... D-18 Manning's n ..................... 0.2400 Flow Length ..................... 50.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.01 m/m Computed Sheet flow time .......................> 0.60 hrs *************************** Total Time of Concentration .........................> 0.60 hrs **************************** Channel Flow ------------ Description ..................... T-D-18 Flow Area ....................... 0.28 m2 Wetted Perimeter ................ 1.89 m Flow Length ..................... 176.00 m Channel Slope ................... 0.0070 m/m Manning's n ..................... 0.0150 Hydraulic radius ................ 0.15 m



44

Velocity ........................ 1.56 mps Computed Channel flow time .....................> 0.03 hrs ******************** Total Time of Travel ................................> 0.03 hrs ********************* Subarea Name: 19, Row: 19 Sheet Flow ---------- Description ..................... D-19 Manning's n ..................... 0.2400 Flow Length ..................... 50.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.01 m/m Computed Sheet flow time .......................> 0.46 hrs Channel Flow ------------ Description ..................... D-19 Flow Area ....................... 2.00 m2 Wetted Perimeter ................ 3.83 m Flow Length ..................... 140.00 m Channel Slope ................... 0.0070 m/m Manning's n ..................... 0.0375 Hydraulic radius ................ 0.52 m Velocity ........................ 1.45 mps Computed Channel flow time .....................> 0.03 hrs *************************** Total Time of Concentration .........................> 0.49 hrs **************************** Channel Flow ------------ Description ..................... T-D-19 Flow Area ....................... 2.00 m2 Wetted Perimeter ................ 3.83 m Flow Length ..................... 67.00 m Channel Slope ................... 0.0050 m/m Manning's n ..................... 0.0280 Hydraulic radius ................ 0.52 m Velocity ........................ 1.64 mps Computed Channel flow time .....................> 0.01 hrs ******************** Total Time of Travel ................................> 0.01 hrs ********************* Subarea Name: 20, Row: 20 Sheet Flow ---------- Description ..................... D-20 Manning's n ..................... 0.2400 Flow Length ..................... 50.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm



45

Land Slope ...................... 0.01 m/m Computed Sheet flow time .......................> 0.53 hrs *************************** Total Time of Concentration .........................> 0.53 hrs **************************** Channel Flow ------------ Description ..................... C-D-20 Flow Area ....................... 3.75 m2 Wetted Perimeter ................ 5.24 m Flow Length ..................... 182.00 m Channel Slope ................... 0.0050 m/m Manning's n ..................... 0.0300 Hydraulic radius ................ 0.72 m Velocity ........................ 1.89 mps Computed Channel flow time .....................> 0.03 hrs ******************** Total Time of Travel ................................> 0.03 hrs ********************* Subarea Name: 21, Row: 21 Sheet Flow ---------- Description ..................... D-21 Manning's n ..................... 0.2400 Flow Length ..................... 40.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.01 m/m Computed Sheet flow time .......................> 0.50 hrs Channel Flow ------------ Description ..................... C-D-21 Flow Area ....................... 0.20 m2 Wetted Perimeter ................ 1.57 m Flow Length ..................... 178.00 m Channel Slope ................... 0.0060 m/m Manning's n ..................... 0.0150 Hydraulic radius ................ 0.13 m Velocity ........................ 1.31 mps Computed Channel flow time .....................> 0.04 hrs *************************** Total Time of Concentration .........................> 0.54 hrs **************************** Subarea Name: 22, Row: 22 Sheet Flow ---------- Description ..................... D-22 Manning's n ..................... 0.2400 Flow Length ..................... 40.00 m



46

Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.01 m/m Computed Sheet flow time .......................> 0.50 hrs Channel Flow ------------ Description ..................... C-D-22 Flow Area ....................... 1.04 m2 Wetted Perimeter ................ 2.76 m Flow Length ..................... 155.00 m Channel Slope ................... 0.0050 m/m Manning's n ..................... 0.0450 Hydraulic radius ................ 0.38 m Velocity ........................ 0.82 mps Computed Channel flow time .....................> 0.05 hrs *************************** Total Time of Concentration .........................> 0.55 hrs **************************** Channel Flow ------------ Description ..................... T-D-22 Flow Area ....................... 4.06 m2 Wetted Perimeter ................ 5.46 m Flow Length ..................... 133.00 m Channel Slope ................... 0.0050 m/m Manning's n ..................... 0.0450 Hydraulic radius ................ 0.74 m Velocity ........................ 1.29 mps Computed Channel flow time .....................> 0.03 hrs ******************** Total Time of Travel ................................> 0.03 hrs ********************* Subarea Name: 23, Row: 23 Sheet Flow ---------- Description ..................... D-23 Manning's n ..................... 0.2400 Flow Length ..................... 40.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.01 m/m Computed Sheet flow time .......................> 0.50 hrs Shallow Concentrated Flow ------------------------- Description ..................... D-23 Surface ......................... Unpaved Flow Length ..................... 100.00 m Watercourse Slope ............... 0.01 m/m Velocity ........................ 0.35 mps Computed Shallow flow time .....................> 0.08 hrs *************************** Total Time of Concentration .........................> 0.58 hrs ****************************



47

Subarea Name: 24, Row: 24 Sheet Flow ---------- Description ..................... D-24 Manning's n ..................... 0.2400 Flow Length ..................... 40.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.01 m/m Computed Sheet flow time .......................> 0.50 hrs Shallow Concentrated Flow ------------------------- Description ..................... D-24 Surface ......................... Unpaved Flow Length ..................... 100.00 m Watercourse Slope ............... 0.01 m/m Velocity ........................ 0.35 mps Computed Shallow flow time .....................> 0.08 hrs *************************** Total Time of Concentration .........................> 0.58 hrs **************************** Channel Flow ------------ Description ..................... T-D-24 Flow Area ....................... 3.44 m2 Wetted Perimeter ................ 5.04 m Flow Length ..................... 84.00 m Channel Slope ................... 0.0050 m/m Manning's n ..................... 0.0300 Hydraulic radius ................ 0.68 m Velocity ........................ 1.83 mps Computed Channel flow time .....................> 0.01 hrs ******************** Total Time of Travel ................................> 0.01 hrs ********************* Subarea Name: 25, Row: 25 Sheet Flow ---------- Description ..................... D-25 Manning's n ..................... 0.2400 Flow Length ..................... 40.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.01 m/m Computed Sheet flow time .......................> 0.50 hrs Channel Flow ------------ Description ..................... D-25 Flow Area ....................... 0.28 m2 Wetted Perimeter ................ 1.43 m Flow Length ..................... 199.00 m



48

Channel Slope ................... 0.0050 m/m Manning's n ..................... 0.0500 Hydraulic radius ................ 0.20 m Velocity ........................ 0.48 mps Computed Channel flow time .....................> 0.12 hrs *************************** Total Time of Concentration .........................> 0.62 hrs ****************************

8. Snežak

TR-55 Tabular Hydrograph Method Input Summary Description ..................... Snezak Rainfall Distribution ........... Type III Ia/P Interpolation .............. On Total Area ...................... 100.14 ha Peak Time ....................... 12.50 hrs Peak Flow ....................... 9.4982 cms Given Input Data: ------------------------------------------------------------------------------- Subarea D/S Subareas Area CN Tc Tt Rainfall Description (ha) (hrs) (hrs) (mm) ------------------------------------------------------------------------------- 1B 1C,5,8 41.83 55 0.45 0.00 180.00 1A 1C,5,8 17.65 55 0.42 0.00 180.00 1C 5,8 6.98 60 0.35 0.01 180.00 2 5,8 8.20 55 0.36 0.00 180.00 3 6 4.39 55 0.37 0.00 180.00 4 5 1.26 55 0.21 0.00 180.00 5 8 4.03 75 0.11 0.03 180.00 6 8 4.43 75 0.11 0.00 180.00 7 8 8.47 65 0.29 0.00 180.00 8 2.90 70 0.05 0.01 180.00 Support Data: Subarea Name: 1B, Row: 1 Sheet Flow ---------- Description ..................... S-1 Manning's n ..................... 0.5000 Flow Length ..................... 70.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.22 m/m Computed Sheet flow time .......................> 0.31 hrs Shallow Concentrated Flow



49

------------------------- Description ..................... S-1B Surface ......................... Unpaved Flow Length ..................... 1028.00 m Watercourse Slope ............... 0.18 m/m Velocity ........................ 2.06 mps Computed Shallow flow time .....................> 0.14 hrs *************************** Total Time of Concentration .........................> 0.45 hrs **************************** Subarea Name: 1A, Row: 2 Sheet Flow ---------- Description ..................... 1A Manning's n ..................... 0.5000 Flow Length ..................... 70.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.24 m/m Computed Sheet flow time .......................> 0.30 hrs Shallow Concentrated Flow ------------------------- Description ..................... 1A Surface ......................... Unpaved Flow Length ..................... 930.00 m Watercourse Slope ............... 0.19 m/m Velocity ........................ 2.17 mps Computed Shallow flow time .....................> 0.12 hrs *************************** Total Time of Concentration .........................> 0.42 hrs **************************** Subarea Name: 1C, Row: 3 Sheet Flow ---------- Description ..................... 1C Manning's n ..................... 0.5000 Flow Length ..................... 70.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.26 m/m Computed Sheet flow time .......................> 0.29 hrs Shallow Concentrated Flow ------------------------- Description ..................... 1C Surface ......................... Unpaved Flow Length ..................... 476.00 m Watercourse Slope ............... 0.22 m/m Velocity ........................ 2.31 mps Computed Shallow flow time .....................> 0.06 hrs



50

*************************** Total Time of Concentration .........................> 0.35 hrs **************************** Channel Flow ------------ Description ..................... 1C Flow Area ....................... 0.92 m2 Wetted Perimeter ................ 2.65 m Flow Length ..................... 120.00 m Channel Slope ................... 0.0800 m/m Manning's n ..................... 0.0250 Hydraulic radius ................ 0.35 m Velocity ........................ 5.59 mps Computed Channel flow time .....................> 0.01 hrs ******************** Total Time of Travel ................................> 0.01 hrs ********************* Subarea Name: 2, Row: 4 Sheet Flow ---------- Description ..................... S-2 Manning's n ..................... 0.5000 Flow Length ..................... 70.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.30 m/m Computed Sheet flow time .......................> 0.28 hrs Shallow Concentrated Flow ------------------------- Description ..................... S-2 Surface ......................... Unpaved Flow Length ..................... 680.00 m Watercourse Slope ............... 0.25 m/m Velocity ........................ 2.44 mps Computed Shallow flow time .....................> 0.08 hrs *************************** Total Time of Concentration .........................> 0.36 hrs **************************** Subarea Name: 3, Row: 5 Sheet Flow ---------- Description ..................... S-3 Manning's n ..................... 0.4000 Flow Length ..................... 70.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.14 m/m Computed Sheet flow time .......................> 0.31 hrs Shallow Concentrated Flow -------------------------



51

Description ..................... s-3 Surface ......................... Unpaved Flow Length ..................... 341.00 m Watercourse Slope ............... 0.10 m/m Velocity ........................ 1.58 mps Computed Shallow flow time .....................> 0.06 hrs *************************** Total Time of Concentration .........................> 0.37 hrs **************************** Subarea Name: 4, Row: 6 Sheet Flow ---------- Description ..................... S-4 Manning's n ..................... 0.4000 Flow Length ..................... 90.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.60 m/m Computed Sheet flow time .......................> 0.21 hrs *************************** Total Time of Concentration .........................> 0.21 hrs **************************** Subarea Name: 5, Row: 7 Sheet Flow ---------- Description ..................... S-5 Manning's n ..................... 0.0500 Flow Length ..................... 30.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.01 m/m Computed Sheet flow time .......................> 0.09 hrs Shallow Concentrated Flow ------------------------- Description ..................... S-5 Surface ......................... Paved Flow Length ..................... 50.00 m Watercourse Slope ............... 0.01 m/m Velocity ........................ 0.62 mps Computed Shallow flow time .....................> 0.02 hrs *************************** Total Time of Concentration .........................> 0.11 hrs **************************** Channel Flow ------------ Description ..................... S-5 Flow Area ....................... 2.00 m2 Wetted Perimeter ................ 4.00 m Flow Length ..................... 515.00 m



52

Channel Slope ................... 0.0150 m/m Manning's n ..................... 0.0140 Hydraulic radius ................ 0.50 m Velocity ........................ 5.51 mps Computed Channel flow time .....................> 0.03 hrs ******************** Total Time of Travel ................................> 0.03 hrs ********************* Subarea Name: 6, Row: 8 Sheet Flow ---------- Description ..................... S-6 Manning's n ..................... 0.0500 Flow Length ..................... 30.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.01 m/m Computed Sheet flow time .......................> 0.09 hrs Shallow Concentrated Flow ------------------------- Description ..................... S-6 Surface ......................... Paved Flow Length ..................... 50.00 m Watercourse Slope ............... 0.01 m/m Velocity ........................ 0.62 mps Computed Shallow flow time .....................> 0.02 hrs *************************** Total Time of Concentration .........................> 0.11 hrs **************************** Subarea Name: 7, Row: 9 Sheet Flow ---------- Description ..................... S-7 Manning's n ..................... 0.2400 Flow Length ..................... 90.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.21 m/m Computed Sheet flow time .......................> 0.21 hrs Shallow Concentrated Flow ------------------------- Description ..................... S-7 Surface ......................... Unpaved Flow Length ..................... 244.00 m Watercourse Slope ............... 0.21 m/m Velocity ........................ 2.27 mps Computed Shallow flow time .....................> 0.03 hrs Channel Flow ------------ Description .....................



53

Flow Area ....................... 0.15 m2 Wetted Perimeter ................ 3.10 m Flow Length ..................... 400.00 m Channel Slope ................... 0.1000 m/m Manning's n ..................... 0.0200 Hydraulic radius ................ 0.05 m Velocity ........................ 2.10 mps Computed Channel flow time .....................> 0.05 hrs *************************** Total Time of Concentration .........................> 0.29 hrs **************************** Subarea Name: 8, Row: 10 Sheet Flow ---------- Description ..................... S-8 Manning's n ..................... 0.0200 Flow Length ..................... 30.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.01 m/m Computed Sheet flow time .......................> 0.05 hrs *************************** Total Time of Concentration .........................> 0.05 hrs **************************** Channel Flow ------------ Description ..................... S-8 Flow Area ....................... 2.00 m2 Wetted Perimeter ................ 4.00 m Flow Length ..................... 171.00 m Channel Slope ................... 0.0100 m/m Manning's n ..................... 0.0140 Hydraulic radius ................ 0.50 m Velocity ........................ 4.50 mps Computed Channel flow time .....................> 0.01 hrs ******************** Total Time of Travel ................................> 0.01 hrs *********************

9. Lukovica TR-55 Tabular Hydrograph Method Input Summary Description ..................... Lukovica-1 Rainfall Distribution ........... Type III Ia/P Interpolation .............. Off Total Area ...................... 23.93 ha Peak Time ....................... 12.40 hrs Peak Flow ....................... 3.4707 cms Given Input Data:



54

------------------------------------------------------------------------------- Subarea D/S Subareas Area CN Tc Tt Rainfall Description (ha) (hrs) (hrs) (mm) ------------------------------------------------------------------------------- Lu-2 20.37 60 0.32 0.00 180.00 Lu-1 3.56 60 0.26 0.00 180.00 Support Data: Subarea Name: Lu-2, Row: 1 Sheet Flow ---------- Description ..................... Lu-2 Manning's n ..................... 0.4000 Flow Length ..................... 65.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.25 m/m Computed Sheet flow time .......................> 0.23 hrs Shallow Concentrated Flow ------------------------- Description ..................... Lu-2 Surface ......................... Unpaved Flow Length ..................... 635.00 m Watercourse Slope ............... 0.24 m/m Velocity ........................ 2.39 mps Computed Shallow flow time .....................> 0.07 hrs Channel Flow ------------ Description ..................... Lu-2 Flow Area ....................... 0.50 m2 Wetted Perimeter ................ 2.50 m Flow Length ..................... 375.00 m Channel Slope ................... 0.0400 m/m Manning's n ..................... 0.0150 Hydraulic radius ................ 0.20 m Velocity ........................ 4.56 mps Computed Channel flow time .....................> 0.02 hrs *************************** Total Time of Concentration .........................> 0.32 hrs **************************** Subarea Name: Lu-1, Row: 2 Sheet Flow ---------- Description ..................... Lu-1 Manning's n ..................... 0.4000 Flow Length ..................... 65.00 m Two Yr, 24 hr Rainfall .......... 85.00 mm Land Slope ...................... 0.25 m/m Computed Sheet flow time .......................> 0.23 hrs Shallow Concentrated Flow



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------------------------- Description ..................... Lu-1 Surface ......................... Unpaved Flow Length ..................... 301.00 m Watercourse Slope ............... 0.24 m/m Velocity ........................ 2.41 mps Computed Shallow flow time .....................> 0.03 hrs *************************** Total Time of Concentration .........................> 0.26 hrs ****************************

1 1.0 Hidrologija



56

2.0 Hidravlika 1. Petrov potok – Jordanov kot HEC-RAS Version 4.0.0 March 2008 U.S. Army Corps of Engineers Hydrologic Engineering Center 609 Second Street Davis, California X X XXXXXX XXXX XXXX XX XXXX X X X X X X X X X X X X X X X X X X X XXXXXXX XXXX X XXX XXXX XXXXXX XXXX X X X X X X X X X X X X X X X X X X X X X XXXXXX XXXX X X X X XXXXX PROJECT DATA Project Title: Jordan Project File : Jordan.prj Project in SI units Project Description: ******* Softdesk, Inc. HEC-2 Input Data file ******** ************ Minimum Data Input ************* ***************************************************** ******* Softdesk, Inc. HEC-2 Input Data file ******** ************ Minimum Data Input ***************************************************** PLAN DATA Plan Title: Imported Plan 05 Plan File : C:\LD-HEC-RAS\Jordan\Jordan.p05 Geometry Title: Imported Geom 05 Geometry File : C:\LD-HEC-RAS\Jordan\Jordan.g05 Flow Title : Imported Flow 05 Flow File : C:\LD-HEC-RAS\Jordan\Jordan.f05 Plan Summary Information: Number of: Cross Sections = 33 Multiple Openings = 0 Culverts = 6 Inline Structures = 0 Bridges = 0 Lateral Structures = 0



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Computational Information Water surface calculation tolerance = 0.003 Critical depth calculation tolerance = 0.003 Maximum number of iterations = 20 Maximum difference tolerance = 0.1 Flow tolerance factor = 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Mixed Flow FLOW DATA Flow Title: Imported Flow 05 Flow File : C:\LD-HEC-RAS\Jordan\Jordan.f05 Flow Data (m3/s) River Reach RS PF 1 Petrov Jordanov kot 33 3.45 Petrov Jordanov kot 18 4.78 Petrov Jordanov kot 14 5.33 Boundary Conditions River Reach Profile Upstream Downstream Petrov Jordanov kot PF 1 Critical Critical GEOMETRY DATA Geometry Title: Imported Geom 05 Geometry File : C:\Documents and Settings\Niko\Desktop\LD-HEC-RAS\Jordan\Jordan.g05 CROSS SECTION RIVER: Petrov REACH: Jordanov kot RS: 33 INPUT Description: 1 Station Elevation Data num= 8 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 314.05 3.2 313.8 3.2 313.2 4.22 313.2 5.97 313.71 9.35 314.04 10.78 314.22 12 314.3 Manning's n Values num= 3



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Sta n Val Sta n Val Sta n Val 0 .03 3.2 .035 5.97 .03 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 3.2 5.97 6.35 6.35 6.35 .1 .3 CROSS SECTION RIVER: Petrov REACH: Jordanov kot RS: 32 INPUT Description: 2 Station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 313.65 1.79 313.6 3.6 313.61 4.21 313.68 4.24 313.01 5.2 312.94 6.07 313.09 10.2 313.74 12 313.88 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 4.21 .035 10.2 .03 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 4.21 10.2 7.34 5.61 3.9 .1 .3 CULVERT RIVER: Petrov REACH: Jordanov kot RS: 31.1 INPUT Description: Distance from Upstream XS = .7 Deck/Roadway Width = 4 Weir Coefficient = 1.44 Upstream Deck/Roadway Coordinates num= 3 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 0 313.74 5.2 313.68 12 313.82 Upstream Bridge Cross Section Data Station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 313.65 1.79 313.6 3.6 313.61 4.21 313.68 4.24 313.01 5.2 312.94 6.07 313.09 10.2 313.74 12 313.88 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 4.21 .035 10.2 .03 Bank Sta: Left Right Coeff Contr. Expan. 4.21 10.2 .1 .3 Downstream Deck/Roadway Coordinates num= 3 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 0 313.67 5.8 313.67 12 313.69



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Downstream Bridge Cross Section Data Station Elevation Data num= 12 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 313.63 3.48 313.57 4.05 313.52 4.63 312.82 4.76 312.74 4.95 312.58 5.85 312.6 6.51 312.61 6.73 312.76 7.32 313.57 10.59 313.46 12 313.57 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 4.05 .035 7.32 .03 Bank Sta: Left Right Coeff Contr. Expan. 4.05 7.32 .1 .3 Upstream Embankment side slope = 0 horiz. to 1.0 vertical Downstream Embankment side slope = 0 horiz. to 1.0 vertical Maximum allowable submergence for weir flow = .95 Elevation at which weir flow begins = Energy head used in spillway design = Spillway height used in design = Weir crest shape = Broad Crested Number of Culverts = 1 Culvert Name Shape Rise Span Culvert #1 Circular .6 FHWA Chart # 1 - Concrete Pipe Culvert FHWA Scale # 1 - Square edge entrance with headwall Solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef .5 4.2 .015 .015 0 .5 1 Upstream Elevation = 312.91 Centerline Station = 5.2 Downstream Elevation = 312.64 Centerline Station = 5.8 CULVERT OUTPUT Profile #PF 1 Culv Group: Culvert #1 Q Culv Group (m3/s) 0.73 Culv Full Len (m) 0.37 # Barrels 1 Culv Vel US (m/s) 2.60 Q Barrel (m3/s) 0.73 Culv Vel DS (m/s) 2.60 E.G. US. (m) 314.02 Culv Inv El Up (m) 312.91 W.S. US. (m) 314.01 Culv Inv El Dn (m) 312.64 E.G. DS (m) 313.53 Culv Frctn Ls (m) 0.25 W.S. DS (m) 313.26 Culv Exit Loss (m) 0.07 Delta EG (m) 0.50 Culv Entr Loss (m) 0.17 Delta WS (m) 0.75 Q Weir (m3/s) 2.72 E.G. IC (m) 314.03 Weir Sta Lft (m) 0.00 E.G. OC (m) 314.02 Weir Sta Rgt (m) 12.00 Culvert Control Outlet Weir Submerg 0.00 Culv WS Inlet (m) 313.51 Weir Max Depth (m) 0.35 Culv WS Outlet (m) 313.24 Weir Avg Depth (m) 0.29 Culv Nml Depth (m) 0.32 Weir Flow Area (m2) 3.48 Culv Crt Depth (m) 0.54 Min El Weir Flow (m) 313.68 Note: During the supercritical calculations a hydraulic jump occurred inside of the culvert.



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Note: The culvert inlet is submerged and the culvert flows full over part or all of its length. Therefore, the culvert inlet equations are not valid and the supercritical result has been discarded. The outlet answer will be used. CROSS SECTION RIVER: Petrov REACH: Jordanov kot RS: 31 INPUT Description: 3 Station Elevation Data num= 12 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 313.63 3.48 313.57 4.05 313.52 4.63 312.82 4.76 312.74 4.95 312.58 5.85 312.6 6.51 312.61 6.73 312.76 7.32 313.57 10.59 313.46 12 313.57 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 4.05 .035 7.32 .03 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 4.05 7.32 7.98 7.98 7.98 .1 .3 CROSS SECTION RIVER: Petrov REACH: Jordanov kot RS: 30 INPUT Description: 4 Station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 313.45 3.6 313.41 5.09 312.19 5.58 311.68 6.71 311.84 6.73 311.9 6.83 311.96 8.11 312.77 12 313.12 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 3.6 .035 8.11 .03 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 3.6 8.11 20.41 19.82 19.24 .1 .3 CROSS SECTION RIVER: Petrov REACH: Jordanov kot RS: 29 INPUT Description: 5 Station Elevation Data num= 11 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 312.45 3.26 312.53 3.3 312.53 5.69 310.82 5.75 310.78 5.76 310.78 6.11 310.67 7.78 311.86 7.81 311.88 8.23 311.88 12 312.03



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Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 3.26 .035 7.78 .03 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 3.26 7.78 20.01 20.01 20.01 .1 .3 CROSS SECTION RIVER: Petrov REACH: Jordanov kot RS: 28 INPUT Description: 6 Station Elevation Data num= 15 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 310.94 1.51 310.87 2.02 310.86 2.49 310.85 4.85 310.86 5.62 310.23 6.14 309.77 6.19 309.77 6.5 309.76 7.85 310.57 8.11 310.76 8.5 310.71 9.7 310.66 11.82 310.58 12 310.58 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 4.85 .035 8.11 .03 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 4.85 8.11 20.6 20.03 19.46 .1 .3 CROSS SECTION RIVER: Petrov REACH: Jordanov kot RS: 27 INPUT Description: 7 Station Elevation Data num= 15 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 309.95 3.01 309.78 3.15 309.77 4.34 309.73 4.39 309.68 5.22 308.74 5.49 308.74 5.58 308.74 6.47 309.46 7.03 309.89 7.58 309.82 8.4 309.81 9.07 309.8 10.03 309.8 12 309.8 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 4.34 .035 7.03 .03 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 4.34 7.03 20.09 20.09 20.09 .1 .3 CROSS SECTION RIVER: Petrov REACH: Jordanov kot RS: 26 INPUT Description: 8 Station Elevation Data num= 11 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev



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0 309.04 3.64 308.99 3.82 308.99 3.85 308.98 5.36 307.81 5.46 307.81 5.72 307.81 6.78 308.76 6.98 308.92 10.57 308.83 12 308.8 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 3.82 .035 6.98 .03 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 3.82 6.98 19.91 19.91 19.91 .1 .3 CROSS SECTION RIVER: Petrov REACH: Jordanov kot RS: 25 INPUT Description: 9 Station Elevation Data num= 10 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 308.06 .57 308.08 3.78 308.16 5.2 307.36 5.47 307.16 5.53 307.16 5.83 307.16 7.18 308.12 7.43 308.32 12 308.22 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 3.78 .035 7.43 .03 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 3.78 7.43 17.74 19.81 21.87 .1 .3 CROSS SECTION RIVER: Petrov REACH: Jordanov kot RS: 24 INPUT Description: 10 Station Elevation Data num= 12 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 307.44 .38 307.45 2.86 307.45 4.25 307.46 4.81 307.16 5.86 306.43 5.98 306.43 6.18 306.42 6.83 306.84 7.69 307.42 10.96 307.43 12 307.38 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 4.25 .035 7.69 .03 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 4.25 7.69 23.03 20.17 17.31 .1 .3 CROSS SECTION RIVER: Petrov REACH: Jordanov kot RS: 23 INPUT Description: 11



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Station Elevation Data num= 13 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 306.1 .66 306.1 1.98 306.12 2.81 306.12 4.66 306.15 5.07 305.9 6.08 305.09 6.2 305.09 6.44 305.09 6.86 305.45 7.65 306.09 9.74 306 12 306 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 4.66 .035 7.65 .03 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 4.66 7.65 19.13 19.94 20.74 .1 .3 CROSS SECTION RIVER: Petrov REACH: Jordanov kot RS: 22 INPUT Description: 12 Station Elevation Data num= 13 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 304.97 4.19 304.91 4.45 304.95 4.58 304.86 4.92 304.55 5.75 303.93 6.05 303.93 6.11 303.93 6.47 304.24 7.28 305.08 8.35 304.9 11.03 304.86 12 304.86 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 4.45 .035 7.28 .03 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 4.45 7.28 16.99 19.72 22.46 .1 .3 CROSS SECTION RIVER: Petrov REACH: Jordanov kot RS: 21 INPUT Description: 13 Station Elevation Data num= 12 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 304.25 .19 304.24 3.88 304.22 4.74 303.78 5.42 303.52 5.62 303.53 5.78 303.52 6.51 303.97 7.28 304.34 10.19 304.34 10.89 304.34 12 304.32 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 3.88 .035 7.28 .03 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 3.88 7.28 20.49 20.05 19.6 .1 .3 CROSS SECTION RIVER: Petrov REACH: Jordanov kot RS: 20



64

INPUT Description: 14 Station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 303.42 4.42 303.34 4.99 303.12 5.8 302.51 5.97 302.52 6.25 302.63 6.92 302.95 8.09 303.8 12 303.72 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 4.42 .035 8.09 .03 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 4.42 8.09 19.67 19.9 20.14 .1 .3 CROSS SECTION RIVER: Petrov REACH: Jordanov kot RS: 19 INPUT Description: 15 Station Elevation Data num= 14 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 302.64 .25 302.64 1.39 302.51 4.39 302.59 5.36 301.86 5.87 301.68 6.22 301.81 6.34 301.79 7.74 302.7 8 302.7 8.48 302.57 10.59 302.79 11.77 302.92 12 302.93 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 4.39 .035 7.74 .03 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 4.39 7.74 20.83 20 19.18 .1 .3 CROSS SECTION RIVER: Petrov REACH: Jordanov kot RS: 18 INPUT Description: 16 Station Elevation Data num= 12 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 302.07 3.5 301.96 4.18 301.96 4.27 301.82 5.75 301.3 6.11 301.24 6.13 301.24 6.15 301.24 6.19 301.35 6.95 301.99 7.49 302.01 12 302.12 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 4.18 .035 6.95 .03 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 4.18 6.95 12.73 12.73 12.73 .1 .3 CROSS SECTION



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RIVER: Petrov REACH: Jordanov kot RS: 17 INPUT Description: 17 Station Elevation Data num= 14 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 301.95 .04 301.95 5.25 301.92 5.92 300.88 6 300.85 6.02 300.85 6.19 300.85 6.36 300.85 6.74 301.79 6.75 301.8 8.06 301.87 11.03 302.04 11.76 302.02 12 302.01 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 5.25 .035 6.74 .03 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 5.25 6.74 10.21 7.25 4.36 .1 .3 CULVERT RIVER: Petrov REACH: Jordanov kot RS: 16.1 INPUT Description: Distance from Upstream XS = 1.5 Deck/Roadway Width = 2.6 Weir Coefficient = 1.44 Upstream Deck/Roadway Coordinates num= 3 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 0 301.94 6.1 301.92 12 302.05 Upstream Bridge Cross Section Data Station Elevation Data num= 14 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 301.95 .04 301.95 5.25 301.92 5.92 300.88 6 300.85 6.02 300.85 6.19 300.85 6.36 300.85 6.74 301.79 6.75 301.8 8.06 301.87 11.03 302.04 11.76 302.02 12 302.01 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 5.25 .035 6.74 .03 Bank Sta: Left Right Coeff Contr. Expan. 5.25 6.74 .1 .3 Downstream Deck/Roadway Coordinates num= 3 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 0 302.08 6.2 301.99 12 301.93 Downstream Bridge Cross Section Data Station Elevation Data num= 15 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 302.07 1.28 302.07 1.58 302.07 1.85 302.07 5.38 301.98 5.54 301.26 5.61 301 5.71 301 6.15 300.88 6.72 300.99 6.81 301.73 6.85 301.86 9.65 301.89 11.22 301.91 12 301.93



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Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 5.38 .035 6.85 .03 Bank Sta: Left Right Coeff Contr. Expan. 5.38 6.85 .1 .3 Upstream Embankment side slope = 0 horiz. to 1.0 vertical Downstream Embankment side slope = 0 horiz. to 1.0 vertical Maximum allowable submergence for weir flow = .95 Elevation at which weir flow begins = Energy head used in spillway design = Spillway height used in design = Weir crest shape = Broad Crested Number of Culverts = 1 Culvert Name Shape Rise Span Culvert #1 Circular 1 FHWA Chart # 1 - Concrete Pipe Culvert FHWA Scale # 1 - Square edge entrance with headwall Solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef .6 5.1 .015 .015 0 .5 1 Upstream Elevation = 300.83 Centerline Station = 6.1 Downstream Elevation = 300.88 Centerline Station = 6.2 CULVERT OUTPUT Profile #PF 1 Culv Group: Culvert #1 Q Culv Group (m3/s) 0.86 Culv Full Len (m) 5.10 # Barrels 1 Culv Vel US (m/s) 1.10 Q Barrel (m3/s) 0.86 Culv Vel DS (m/s) 1.10 E.G. US. (m) 302.33 Culv Inv El Up (m) 300.83 W.S. US. (m) 302.28 Culv Inv El Dn (m) 300.88 E.G. DS (m) 302.29 Culv Frctn Ls (m) 0.01 W.S. DS (m) 302.22 Culv Exit Loss (m) 0.00 Delta EG (m) 0.04 Culv Entr Loss (m) 0.03 Delta WS (m) 0.06 Q Weir (m3/s) 3.92 E.G. IC (m) 302.30 Weir Sta Lft (m) 0.00 E.G. OC (m) 302.33 Weir Sta Rgt (m) 12.00 Culvert Control Outlet Weir Submerg 0.72 Culv WS Inlet (m) 301.83 Weir Max Depth (m) 0.41 Culv WS Outlet (m) 301.88 Weir Avg Depth (m) 0.37 Culv Nml Depth (m) Weir Flow Area (m2) 4.45 Culv Crt Depth (m) 0.53 Min El Weir Flow (m) 301.93 Warning: During the culvert inlet control computations, the program could not balance the culvert/weir flow. The reported inlet energy grade answer may not be valid. CROSS SECTION RIVER: Petrov REACH: Jordanov kot RS: 16



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INPUT Description: 18 Station Elevation Data num= 15 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 302.07 1.28 302.07 1.58 302.07 1.85 302.07 5.38 301.98 5.54 301.26 5.61 301 5.71 301 6.15 300.88 6.72 300.99 6.81 301.73 6.85 301.86 9.65 301.89 11.22 301.91 12 301.93 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 5.38 .035 6.85 .03 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 5.38 6.85 24.13 24.13 24.13 .1 .3 CROSS SECTION RIVER: Petrov REACH: Jordanov kot RS: 15 INPUT Description: 19 Station Elevation Data num= 12 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 301.65 4.05 301.68 4.69 301.68 4.71 300.72 4.73 300.61 4.78 300.62 5.4 300.26 6.06 300.6 6.09 300.74 6.26 301.61 10.38 301.71 12 301.75 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 4.69 .035 6.26 .03 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 4.69 6.26 52.76 53.13 53.51 .1 .3 CULVERT RIVER: Petrov REACH: Jordanov kot RS: 14.1 INPUT Description: Distance from Upstream XS = .9 Deck/Roadway Width = 51 Weir Coefficient = 1.44 Upstream Deck/Roadway Coordinates num= 2 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 4.69 301.68 6.26 301.61 Upstream Bridge Cross Section Data Station Elevation Data num= 12 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 301.65 4.05 301.68 4.69 301.68 4.71 300.72 4.73 300.61 4.78 300.62 5.4 300.26 6.06 300.6 6.09 300.74 6.26 301.61 10.38 301.71 12 301.75



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Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 4.69 .035 6.26 .03 Bank Sta: Left Right Coeff Contr. Expan. 4.69 6.26 .1 .3 Downstream Deck/Roadway Coordinates num= 3 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 4.08 300.32 5.4 300.2 5.4 299.9 Downstream Bridge Cross Section Data Station Elevation Data num= 13 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 300.22 2.63 300.28 4.08 300.32 4.1 299.2 4.7 299.19 4.84 299.14 5.26 299.72 5.38 299.73 5.4 299.9 5.41 299.9 8.39 299.92 9.29 299.95 12 300.05 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 4.08 .035 5.4 .03 Bank Sta: Left Right Coeff Contr. Expan. 4.08 5.4 .1 .3 Upstream Embankment side slope = 0 horiz. to 1.0 vertical Downstream Embankment side slope = 0 horiz. to 1.0 vertical Maximum allowable submergence for weir flow = .95 Elevation at which weir flow begins = Energy head used in spillway design = Spillway height used in design = Weir crest shape = Broad Crested Number of Culverts = 1 Culvert Name Shape Rise Span Culvert #1 Circular 1 FHWA Chart # 1 - Concrete Pipe Culvert FHWA Scale # 1 - Square edge entrance with headwall Solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef .8 51.2 .015 .015 0 .5 1 Upstream Elevation = 300.26 Centerline Station = 5.4 Downstream Elevation = 299.14 Centerline Station = 4.6 CULVERT OUTPUT Profile #PF 1 Culv Group: Culvert #1 Q Culv Group (m3/s) 2.37 Culv Full Len (m) 25.53 # Barrels 1 Culv Vel US (m/s) 3.01 Q Barrel (m3/s) 2.37 Culv Vel DS (m/s) 3.01 E.G. US. (m) 301.94 Culv Inv El Up (m) 300.26 W.S. US. (m) 301.51 Culv Inv El Dn (m) 299.14 E.G. DS (m) 300.44 Culv Frctn Ls (m) 0.89 W.S. DS (m) 300.37 Culv Exit Loss (m) 0.39 Delta EG (m) 1.50 Culv Entr Loss (m) 0.23



69

Delta WS (m) 1.14 Q Weir (m3/s) 2.41 E.G. IC (m) 301.95 Weir Sta Lft (m) 0.00 E.G. OC (m) 301.94 Weir Sta Rgt (m) 12.00 Culvert Control Outlet Weir Submerg 0.00 Culv WS Inlet (m) 301.26 Weir Max Depth (m) 0.33 Culv WS Outlet (m) 300.14 Weir Avg Depth (m) 0.27 Culv Nml Depth (m) 0.66 Weir Flow Area (m2) 3.22 Culv Crt Depth (m) 0.87 Min El Weir Flow (m) 301.61 Warning: During subcritical analysis, the water surface upstream of culvert went to critical depth. Note: During supercritical analysis, the culvert direct step method went to normal depth. The program then assumed normal depth at the outlet. Note: During the supercritical calculations a hydraulic jump occurred inside of the culvert. Note: The culvert inlet is submerged and the culvert flows full over part or all of its length. Therefore, the culvert inlet equations are not valid and the supercritical result has been discarded. The outlet answer will be used. CROSS SECTION RIVER: Petrov REACH: Jordanov kot RS: 14 INPUT Description: 20 Station Elevation Data num= 13 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 300.22 2.63 300.28 4.08 300.32 4.1 299.2 4.7 299.19 4.84 299.14 5.26 299.72 5.38 299.73 5.4 299.9 5.41 299.9 8.39 299.92 9.29 299.95 12 300.05 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 4.08 .035 5.4 .03 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 4.08 5.4 15.32 15.32 15.32 .1 .3 CROSS SECTION RIVER: Petrov REACH: Jordanov kot RS: 13 INPUT Description: 21 Station Elevation Data num= 14 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 300.13 1.38 300.22 2.71 300.25 4.97 300.28 4.98 298.7 5.94 298.65 6.09 299.17 6.18 299.89 6.52 299.94 8.8 299.94 8.89 299.94 9.2 299.94 11.41 299.84 12 299.86 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val



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0 .03 4.97 .035 6.18 .03 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 4.97 6.18 7.5 7.5 7.5 .1 .3 CROSS SECTION RIVER: Petrov REACH: Jordanov kot RS: 12 INPUT Description: 22 Station Elevation Data num= 14 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 299.69 .47 299.71 4.87 300.1 5.18 300.1 5.78 299.04 6.11 298.5 6.7 298.58 6.74 298.83 6.77 298.94 6.79 299.79 6.79 299.86 7.79 299.89 11.68 299.9 12 299.9 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 5.18 .035 6.79 .03 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 5.18 6.79 19.7 19.97 20.24 .1 .3 CROSS SECTION RIVER: Petrov REACH: Jordanov kot RS: 11 INPUT Description: 23 Station Elevation Data num= 11 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 299.44 3.7 299.29 4.87 298.71 5.47 298.27 5.85 298.31 6.77 298.09 6.82 298.9 6.87 299.86 9.43 299.76 11.87 299.67 12 299.67 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 3.7 .035 6.87 .03 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 3.7 6.87 20.23 19.96 19.69 .1 .3 CROSS SECTION RIVER: Petrov REACH: Jordanov kot RS: 10 INPUT Description: 24 Station Elevation Data num= 14 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 298.94 4.48 298.91 4.6 298.82 5.6 297.85 5.67 297.84 6.46 297.65 6.54 297.71 6.91 298.03 7.25 298.19 7.29 298.86 7.37 299.63 7.4 299.3 11.62 299.34 12 299.32



71

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 4.48 .035 7.37 .03 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 4.48 7.37 19.77 20.04 20.31 .1 .3 CROSS SECTION RIVER: Petrov REACH: Jordanov kot RS: 9 INPUT Description: 25 Station Elevation Data num= 15 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 299.35 1.14 299.36 4.63 299.28 5.72 299.27 6.05 298.38 6.1 297.78 6.34 297.53 6.6 297.55 6.9 297.56 7.11 297.76 7.43 298.72 7.54 298.9 7.55 298.9 9.29 298.86 12 298.95 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 5.72 .035 7.54 .03 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 5.72 7.54 19.31 19.31 19.31 .1 .3 CROSS SECTION RIVER: Petrov REACH: Jordanov kot RS: 8 INPUT Description: 26 Station Elevation Data num= 15 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 298.91 2.25 298.89 5.36 298.7 5.37 298.7 5.65 298.69 5.99 297.82 6 297.78 6.03 297.78 6.71 297.35 7.07 297.48 7.08 297.49 7.68 298.66 8.17 298.65 11.09 298.68 12 298.68 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 5.65 .035 7.68 .03 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 5.65 7.68 92 91.3 90.5 .1 .3 CULVERT RIVER: Petrov REACH: Jordanov kot RS: 7.1 INPUT Description: Distance from Upstream XS = .5 Deck/Roadway Width = 90



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Weir Coefficient = 1.44 Upstream Deck/Roadway Coordinates num= 2 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 5.65 298.69 7.68 298.66 Upstream Bridge Cross Section Data Station Elevation Data num= 15 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 298.91 2.25 298.89 5.36 298.7 5.37 298.7 5.65 298.69 5.99 297.82 6 297.78 6.03 297.78 6.71 297.35 7.07 297.48 7.08 297.49 7.68 298.66 8.17 298.65 11.09 298.68 12 298.68 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 5.65 .035 7.68 .03 Bank Sta: Left Right Coeff Contr. Expan. 5.65 7.68 .1 .3 Downstream Deck/Roadway Coordinates num= 2 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 5.01 297.95 7.7 298.01 Downstream Bridge Cross Section Data Station Elevation Data num= 8 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 298.5 3.98 297.95 5.01 297.95 5.03 295.9 6.5 295.9 7.7 298.01 10.81 298 12 298.02 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 5.01 .035 7.7 .03 Bank Sta: Left Right Coeff Contr. Expan. 5.01 7.7 .1 .3 Upstream Embankment side slope = 0 horiz. to 1.0 vertical Downstream Embankment side slope = 0 horiz. to 1.0 vertical Maximum allowable submergence for weir flow = .95 Elevation at which weir flow begins = Energy head used in spillway design = Spillway height used in design = Weir crest shape = Broad Crested Number of Culverts = 1 Culvert Name Shape Rise Span Culvert #1 Circular .8 FHWA Chart # 1 - Concrete Pipe Culvert FHWA Scale # 1 - Square edge entrance with headwall Solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef .3 90 .015 .015 0 .5 1 Upstream Elevation = 297.34 Centerline Station = 6.8 Downstream Elevation = 295.95



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Centerline Station = 5.8 CULVERT OUTPUT Profile #PF 1 Culv Group: Culvert #1 Q Culv Group (m3/s) 1.14 Culv Full Len (m) 90.00 # Barrels 1 Culv Vel US (m/s) 2.26 Q Barrel (m3/s) 1.14 Culv Vel DS (m/s) 2.26 E.G. US. (m) 299.13 Culv Inv El Up (m) 297.34 W.S. US. (m) 299.08 Culv Inv El Dn (m) 295.95 E.G. DS (m) 297.94 Culv Frctn Ls (m) 0.89 W.S. DS (m) 297.85 Culv Exit Loss (m) 0.17 Delta EG (m) 1.19 Culv Entr Loss (m) 0.13 Delta WS (m) 1.23 Q Weir (m3/s) 4.18 E.G. IC (m) 299.11 Weir Sta Lft (m) 0.00 E.G. OC (m) 299.13 Weir Sta Rgt (m) 12.00 Culvert Control Outlet Weir Submerg 0.00 Culv WS Inlet (m) 298.14 Weir Max Depth (m) 0.48 Culv WS Outlet (m) 296.75 Weir Avg Depth (m) 0.38 Culv Nml Depth (m) Weir Flow Area (m2) 4.59 Culv Crt Depth (m) 0.65 Min El Weir Flow (m) 298.65 CROSS SECTION RIVER: Petrov REACH: Jordanov kot RS: 7 INPUT Description: 27 Station Elevation Data num= 8 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 298.5 3.98 297.95 5.01 297.95 5.03 295.9 6.5 295.9 7.7 298.01 10.81 298 12 298.02 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 5.01 .035 7.7 .03 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 5.01 7.7 22.87 22.87 22.87 .1 .3 CULVERT RIVER: Petrov REACH: Jordanov kot RS: 6.1 INPUT Description: Distance from Upstream XS = 7 Deck/Roadway Width = 10 Weir Coefficient = 1.44 Upstream Deck/Roadway Coordinates num= 2 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 0 299.18 12 299.22 Upstream Bridge Cross Section Data Station Elevation Data num= 8



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Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 298.5 3.98 297.95 5.01 297.95 5.03 295.9 6.5 295.9 7.7 298.01 10.81 298 12 298.02 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 5.01 .035 7.7 .03 Bank Sta: Left Right Coeff Contr. Expan. 5.01 7.7 .1 .3 Downstream Deck/Roadway Coordinates num= 2 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 0 299.18 12 299.22 Downstream Bridge Cross Section Data Station Elevation Data num= 10 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 296.66 3.97 296.68 6.41 295.53 6.59 295.47 7.06 295.49 8.32 297.28 8.39 297.32 8.46 297.3 9.03 297.39 12 299.25 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 3.97 .035 8.32 .03 Bank Sta: Left Right Coeff Contr. Expan. 3.97 8.32 .1 .3 Upstream Embankment side slope = 0 horiz. to 1.0 vertical Downstream Embankment side slope = 0 horiz. to 1.0 vertical Maximum allowable submergence for weir flow = .95 Elevation at which weir flow begins = Energy head used in spillway design = Spillway height used in design = Weir crest shape = Broad Crested Number of Culverts = 1 Culvert Name Shape Rise Span Culvert #1 Box 1.5 1.4 FHWA Chart # 57- Rectangular FHWA Scale # 1 - Tapered inlet throat Solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef .1 21.1 .015 .015 0 .5 1 Upstream Elevation = 295.95 Centerline Station = 5.8 Downstream Elevation = 295.48 Centerline Station = 6.7 CULVERT OUTPUT Profile #PF 1 Culv Group: Culvert #1 Q Culv Group (m3/s) 5.33 Culv Full Len (m) # Barrels 1 Culv Vel US (m/s) 3.34 Q Barrel (m3/s) 5.33 Culv Vel DS (m/s) 4.54 E.G. US. (m) 297.94 Culv Inv El Up (m) 295.95 W.S. US. (m) 297.85 Culv Inv El Dn (m) 295.48



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E.G. DS (m) 296.85 Culv Frctn Ls (m) 0.29 W.S. DS (m) 296.55 Culv Exit Loss (m) 0.52 Delta EG (m) 1.09 Culv Entr Loss (m) 0.28 Delta WS (m) 1.31 Q Weir (m3/s) E.G. IC (m) 297.73 Weir Sta Lft (m) E.G. OC (m) 297.94 Weir Sta Rgt (m) Culvert Control Outlet Weir Submerg Culv WS Inlet (m) 297.09 Weir Max Depth (m) Culv WS Outlet (m) 296.32 Weir Avg Depth (m) Culv Nml Depth (m) 0.75 Weir Flow Area (m2) Culv Crt Depth (m) 1.14 Min El Weir Flow (m) 299.18 Note: The flow in the culvert is entirely supercritical. CROSS SECTION RIVER: Petrov REACH: Jordanov kot RS: 6 INPUT Description: 28 Station Elevation Data num= 10 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 296.66 3.97 296.68 6.41 295.53 6.59 295.47 7.06 295.49 8.32 297.28 8.39 297.32 8.46 297.3 9.03 297.39 12 299.25 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 3.97 .035 8.32 .03 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 3.97 8.32 6.6 6.6 6.6 .1 .3 CROSS SECTION RIVER: Petrov REACH: Jordanov kot RS: 5 INPUT Description: 29 Station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 296.37 3.1 296.39 4.08 295.92 5.87 295.42 6.06 295.42 6.55 296.13 7.95 296.83 9.28 296.8 12 296.87 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 3.1 .035 7.95 .03 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 3.1 7.95 19.99 19.99 19.99 .1 .3 CROSS SECTION RIVER: Petrov REACH: Jordanov kot RS: 4



76

INPUT Description: 30 Station Elevation Data num= 12 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 294.57 1.95 294.65 4.1 294.14 5.14 293.83 5.49 292.95 5.93 292.93 6.01 293.82 6.99 294.46 8.05 294.88 10.01 294.8 11.47 294.87 12 294.7 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 5.14 .035 6.01 .03 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 5.14 6.01 14.39 14.39 14.39 .1 .3 CULVERT RIVER: Petrov REACH: Jordanov kot RS: 3.1 INPUT Description: Distance from Upstream XS = 6.35 Deck/Roadway Width = 3.8 Weir Coefficient = 1.44 Upstream Deck/Roadway Coordinates num= 3 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 0 293.55 6 293.31 12 293.06 Upstream Bridge Cross Section Data Station Elevation Data num= 12 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 294.57 1.95 294.65 4.1 294.14 5.14 293.83 5.49 292.95 5.93 292.93 6.01 293.82 6.99 294.46 8.05 294.88 10.01 294.8 11.47 294.87 12 294.7 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 5.14 .035 6.01 .03 Bank Sta: Left Right Coeff Contr. Expan. 5.14 6.01 .1 .3 Downstream Deck/Roadway Coordinates num= 3 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 0 293.48 6 293.3 12 293.44 Downstream Bridge Cross Section Data Station Elevation Data num= 12 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 293.22 2.14 293.05 2.17 293.02 5.1 291.41 5.87 291.39 6.48 291.66 7.04 292.54 7.96 292.81 9.83 293.24 10.04 293.3 10.77 293.36 12 293.43 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val



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0 .03 2.17 .035 7.04 .03 Bank Sta: Left Right Coeff Contr. Expan. 2.17 7.04 .1 .3 Upstream Embankment side slope = 0 horiz. to 1.0 vertical Downstream Embankment side slope = 0 horiz. to 1.0 vertical Maximum allowable submergence for weir flow = .95 Elevation at which weir flow begins = Energy head used in spillway design = Spillway height used in design = Weir crest shape = Broad Crested Number of Culverts = 1 Culvert Name Shape Rise Span Culvert #1 Box .7 1.15 FHWA Chart # 57- Rectangular FHWA Scale # 1 - Tapered inlet throat Solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef 4.25 8 .015 .015 0 .5 1 Upstream Elevation = 292.8 Centerline Station = 5.8 Downstream Elevation = 291.7 Centerline Station = 5.6 CULVERT OUTPUT Profile #PF 1 Culv Group: Culvert #1 Q Culv Group (m3/s) 2.90 Culv Full Len (m) 0.40 # Barrels 1 Culv Vel US (m/s) 3.60 Q Barrel (m3/s) 2.90 Culv Vel DS (m/s) 3.60 E.G. US. (m) 295.78 Culv Inv El Up (m) 292.80 W.S. US. (m) 294.08 Culv Inv El Dn (m) 291.70 E.G. DS (m) 292.67 Culv Frctn Ls (m) 1.05 W.S. DS (m) 292.45 Culv Exit Loss (m) 0.44 Delta EG (m) 3.11 Culv Entr Loss (m) 0.33 Delta WS (m) 1.64 Q Weir (m3/s) 2.43 E.G. IC (m) 294.43 Weir Sta Lft (m) 2.62 E.G. OC (m) 294.49 Weir Sta Rgt (m) 7.07 Culvert Control Outlet Weir Submerg 0.00 Culv WS Inlet (m) 293.50 Weir Max Depth (m) 1.18 Culv WS Outlet (m) 292.40 Weir Avg Depth (m) 0.47 Culv Nml Depth (m) 0.30 Weir Flow Area (m2) 2.08 Culv Crt Depth (m) 0.70 Min El Weir Flow (m) 293.31 RIVER: Petrov REACH: Jordanov kot RS: 3 INPUT Description: 31 Station Elevation Data num= 12 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 293.22 2.14 293.05 2.17 293.02 5.1 291.41 5.87 291.39 6.48 291.66 7.04 292.54 7.96 292.81 9.83 293.24 10.04 293.3 10.77 293.36 12 293.43



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Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 2.17 .035 7.04 .03 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 2.17 7.04 5.57 5.57 5.57 .1 .3 CROSS SECTION RIVER: Petrov REACH: Jordanov kot RS: 2 INPUT Description: 32 Station Elevation Data num= 11 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 293.12 2.3 292.93 4.63 291.09 4.91 291.01 5.2 291.01 6.72 291.67 7.11 292.27 9.88 293.08 10.09 293.19 10.82 293.38 12 293.74 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 2.3 .035 7.11 .03 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 2.3 7.11 10.85 10.85 10.85 .1 .3 CROSS SECTION RIVER: Petrov REACH: Jordanov kot RS: 1 INPUT Description: 33 Station Elevation Data num= 13 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 292.81 1.32 292.7 2 292.17 3.81 291.63 5.74 291.62 5.9 291.69 5.93 291.75 6.22 291.83 9.52 293.41 9.64 293.45 11.54 293.92 11.59 293.92 12 293.92 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .03 1.32 .035 9.52 .03 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1.32 9.52 0 10.85 0 .1 .3 SUMMARY OF MANNING'S N VALUES River:Petrov Reach River Sta. n1 n2 n3 Jordanov kot 33 .03 .035 .03 Jordanov kot 32 .03 .035 .03 Jordanov kot 31.1 Culvert



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Jordanov kot 31 .03 .035 .03 Jordanov kot 30 .03 .035 .03 Jordanov kot 29 .03 .035 .03 Jordanov kot 28 .03 .035 .03 Jordanov kot 27 .03 .035 .03 Jordanov kot 26 .03 .035 .03 Jordanov kot 25 .03 .035 .03 Jordanov kot 24 .03 .035 .03 Jordanov kot 23 .03 .035 .03 Jordanov kot 22 .03 .035 .03 Jordanov kot 21 .03 .035 .03 Jordanov kot 20 .03 .035 .03 Jordanov kot 19 .03 .035 .03 Jordanov kot 18 .03 .035 .03 Jordanov kot 17 .03 .035 .03 Jordanov kot 16.1 Culvert Jordanov kot 16 .03 .035 .03 Jordanov kot 15 .03 .035 .03 Jordanov kot 14.1 Culvert Jordanov kot 14 .03 .035 .03 Jordanov kot 13 .03 .035 .03 Jordanov kot 12 .03 .035 .03 Jordanov kot 11 .03 .035 .03 Jordanov kot 10 .03 .035 .03 Jordanov kot 9 .03 .035 .03 Jordanov kot 8 .03 .035 .03 Jordanov kot 7.1 Culvert Jordanov kot 7 .03 .035 .03 Jordanov kot 6.1 Culvert Jordanov kot 6 .03 .035 .03 Jordanov kot 5 .03 .035 .03 Jordanov kot 4 .03 .035 .03 Jordanov kot 3.1 Culvert Jordanov kot 3 .03 .035 .03 Jordanov kot 2 .03 .035 .03 Jordanov kot 1 .03 .035 .03 SUMMARY OF REACH LENGTHS River: Petrov Reach River Sta. Left Channel Right Jordanov kot 33 6.35 6.35 6.35 Jordanov kot 32 7.34 5.61 3.9 Jordanov kot 31.1 Culvert Jordanov kot 31 7.98 7.98 7.98 Jordanov kot 30 20.41 19.82 19.24 Jordanov kot 29 20.01 20.01 20.01 Jordanov kot 28 20.6 20.03 19.46 Jordanov kot 27 20.09 20.09 20.09 Jordanov kot 26 19.91 19.91 19.91 Jordanov kot 25 17.74 19.81 21.87 Jordanov kot 24 23.03 20.17 17.31 Jordanov kot 23 19.13 19.94 20.74 Jordanov kot 22 16.99 19.72 22.46 Jordanov kot 21 20.49 20.05 19.6



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Jordanov kot 20 19.67 19.9 20.14 Jordanov kot 19 20.83 20 19.18 Jordanov kot 18 12.73 12.73 12.73 Jordanov kot 17 10.21 7.25 4.36 Jordanov kot 16.1 Culvert Jordanov kot 16 24.13 24.13 24.13 Jordanov kot 15 52.76 53.13 53.51 Jordanov kot 14.1 Culvert Jordanov kot 14 15.32 15.32 15.32 Jordanov kot 13 7.5 7.5 7.5 Jordanov kot 12 19.7 19.97 20.24 Jordanov kot 11 20.23 19.96 19.69 Jordanov kot 10 19.77 20.04 20.31 Jordanov kot 9 19.31 19.31 19.31 Jordanov kot 8 92 91.3 90.5 Jordanov kot 7.1 Culvert Jordanov kot 7 22.87 22.87 22.87 Jordanov kot 6.1 Culvert Jordanov kot 6 6.6 6.6 6.6 Jordanov kot 5 19.99 19.99 19.99 Jordanov kot 4 14.39 14.39 14.39 Jordanov kot 3.1 Culvert Jordanov kot 3 5.57 5.57 5.57 Jordanov kot 2 10.85 10.85 10.85 Jordanov kot 1 0 10.85 0 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: Petrov Reach River Sta. Contr. Expan. Jordanov kot 33 .1 .3 Jordanov kot 32 .1 .3 Jordanov kot 31.1 Culvert Jordanov kot 31 .1 .3 Jordanov kot 30 .1 .3 Jordanov kot 29 .1 .3 Jordanov kot 28 .1 .3 Jordanov kot 27 .1 .3 Jordanov kot 26 .1 .3 Jordanov kot 25 .1 .3 Jordanov kot 24 .1 .3 Jordanov kot 23 .1 .3 Jordanov kot 22 .1 .3 Jordanov kot 21 .1 .3 Jordanov kot 20 .1 .3 Jordanov kot 19 .1 .3 Jordanov kot 18 .1 .3 Jordanov kot 17 .1 .3 Jordanov kot 16.1 Culvert Jordanov kot 16 .1 .3 Jordanov kot 15 .1 .3 Jordanov kot 14.1 Culvert Jordanov kot 14 .1 .3 Jordanov kot 13 .1 .3 Jordanov kot 12 .1 .3



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Jordanov kot 11 .1 .3 Jordanov kot 10 .1 .3 Jordanov kot 9 .1 .3 Jordanov kot 8 .1 .3 Jordanov kot 7.1 Culvert Jordanov kot 7 .1 .3 Jordanov kot 6.1 Culvert Jordanov kot 6 .1 .3 Jordanov kot 5 .1 .3 Jordanov kot 4 .1 .3 Jordanov kot 3.1 Culvert Jordanov kot 3 .1 .3 Jordanov kot 2 .1 .3 Jordanov kot 1 .1 .3 Profile Output Table - Standard Table 1 Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (m3/s) (m) (m) (m) (m) (m/m) (m/s) (m2) (m) ************************************************************************************************** Jordanov kot 33 PF 1 3.45 313.20 313.96 313.96 314.12 0.011404 1.87 2.11 7.29 0.77 Jordanov kot 32 PF 1 3.45 312.94 314.01 313.57 314.02 0.000790 0.60 6.29 12.00 0.23 Jordanov kot 31.1 Culvert Jordanov kot 31 PF 1 3.45 312.58 313.26 313.26 313.53 0.019343 2.30 1.50 2.82 1.01 Jordanov kot 30 PF 1 3.45 311.68 312.25 312.52 313.16 0.105842 4.22 0.82 2.27 2.25 Jordanov kot 29 PF 1 3.45 310.67 311.55 311.64 311.93 0.032575 2.75 1.25 2.67 1.28 Jordanov kot 28 PF 1 3.45 309.76 310.50 310.75 311.08 0.055864 3.36 1.03 2.44 1.66 Jordanov kot 27 PF 1 3.45 308.74 309.61 309.89 310.09 0.041061 3.06 1.13 2.22 1.37 Jordanov kot 26 PF 1 3.45 307.81 308.60 308.76 309.16 0.051681 3.32 1.04 2.26 1.57



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Jordanov kot 25 PF 1 3.45 307.16 307.98 308.06 308.33 0.029724 2.62 1.32 2.90 1.24 Jordanov kot 24 PF 1 3.45 306.42 307.21 307.34 307.65 0.039228 2.93 1.18 2.67 1.41 Jordanov kot 23 PF 1 3.45 305.09 305.82 306.16 306.56 0.074812 3.81 0.91 2.14 1.87 Jordanov kot 22 PF 1 3.45 303.93 304.72 305.01 305.28 0.050898 3.33 1.04 2.20 1.55 Jordanov kot 21 PF 1 3.45 303.52 304.28 304.38 304.55 0.023064 2.33 1.61 7.15 1.13 Jordanov kot 20 PF 1 3.45 302.51 303.24 303.49 303.81 0.059099 3.36 1.03 2.63 1.72 Jordanov kot 19 PF 1 3.45 301.68 302.44 302.65 302.85 0.036340 2.85 1.21 2.75 1.37 Jordanov kot 18 PF 1 4.78 301.24 302.31 302.21 302.37 0.003543 1.27 4.67 12.00 0.47 Jordanov kot 17 PF 1 4.78 300.85 302.28 302.13 302.33 0.002822 1.07 5.25 12.00 0.33 Jordanov kot 16.1 Culvert Jordanov kot 16 PF 1 4.78 300.88 302.22 302.29 0.004666 1.32 4.41 12.00 0.39 Jordanov kot 15 PF 1 4.78 300.26 301.51 301.51 302.01 0.033980 3.13 1.53 1.55 1.00 Jordanov kot 14.1 Culvert Jordanov kot 14 PF 1 5.33 299.14 300.37 300.44 0.004882 1.22 4.53 12.00 0.38 Jordanov kot 13 PF 1 5.33 298.65 300.14 300.31 0.014625 2.03 3.00 7.20 0.55 Jordanov kot 12 PF 1 5.33 298.50 300.06 300.06 300.20 0.012509 1.92 3.47 11.23 0.59 Jordanov kot 11 PF 1 5.33 298.09 299.01 299.23 299.70 0.057941 3.70 1.44 2.56 1.57



83

Jordanov kot 10 PF 1 5.33 297.65 299.34 298.77 299.39 0.001980 1.08 5.53 11.94 0.31 Jordanov kot 9 PF 1 5.33 297.53 299.09 299.09 299.29 0.013634 2.15 2.83 6.21 0.65 Jordanov kot 8 PF 1 5.33 297.35 299.08 298.84 299.13 0.002411 1.14 5.75 12.00 0.32 Jordanov kot 7.1 Culvert Jordanov kot 7 PF 1 5.33 295.90 297.85 296.92 297.94 0.003550 1.34 3.97 2.60 0.35 Jordanov kot 6.1 Culvert Jordanov kot 6 PF 1 5.33 295.47 296.32 296.55 297.02 0.055453 3.71 1.44 2.90 1.68 Jordanov kot 5 PF 1 5.33 295.42 296.44 296.49 296.70 0.016763 2.28 2.47 7.17 0.98 Jordanov kot 4 PF 1 5.33 292.93 294.08 294.51 295.78 0.176388 5.98 0.96 2.12 1.99 Jordanov kot 3.1 Culvert Jordanov kot 3 PF 1 5.33 291.39 292.45 292.67 0.011594 2.10 2.54 3.77 0.81 Jordanov kot 2 PF 1 5.33 291.01 292.52 292.01 292.60 0.002737 1.28 4.25 5.14 0.41 Jordanov kot 1 PF 1 5.33 291.62 292.29 292.29 292.52 0.016914 2.15 2.48 5.33 1.01 *************************************************************************************************



84

2. Ajdkov potok Profile Output Table - Standard Table 1 HEC-RAS Plan: Plan 02 River: Ljubljanica Reach: Ajdkov Profile: PF 1 # Rivers = 1 # Hydraulic Reaches = 1 # River Stations = 61 # Plans = 1 # Profiles = 1 Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (m3/s) (m) (m) (m) (m) (m/m) (m/s) (m2) (m) Ajdkov 47 PF 1 0.80 303.95 305.14 304.49 305.14 0.000357 0.34 2.33 3.92 0.14 Ajdkov 46 PF 1 0.80 304.25 304.94 304.94 305.12 0.030678 1.88 0.43 1.21 1.01 Ajdkov 45.1 Culvert Ajdkov 45 PF 1 0.80 303.10 303.71 303.76 0.006651 1.05 0.76 1.89 0.53 Ajdkov 44 PF 1 0.80 302.93 303.71 303.44 303.74 0.002877 0.73 1.09 2.36 0.34 Ajdkov 43.1 Culvert Ajdkov 43 PF 1 0.80 302.86 303.60 303.66 0.005838 1.03 0.78 1.62 0.47 Ajdkov 42 PF 1 0.80 302.71 303.60 303.17 303.62 0.001722 0.65 1.23 2.06 0.27 Ajdkov 41.1 Culvert Ajdkov 41 PF 1 0.80 301.41 301.97 302.04 0.007389 1.13 0.71 1.61 0.55 Ajdkov 40 PF 1 0.80 301.32 301.98 302.00 0.001434 0.59 1.35 2.50 0.26 Ajdkov 39 PF 1 0.80 301.07 301.97 301.37 301.98 0.000952 0.52 1.55 1.85 0.18 Ajdkov 38.1 Culvert Ajdkov 38 PF 1 0.80 300.92 301.55 301.58 0.003039 0.78 1.03 2.23 0.36 Ajdkov 37 PF 1 0.80 300.81 301.53 301.56 0.002296 0.68 1.17 2.50 0.32 Ajdkov 36 PF 1 0.80 300.85 301.49 301.53 0.005217 0.86 0.93 2.71 0.47 Ajdkov 35 PF 1 0.80 300.47 301.23 301.23 301.38 0.030376 1.73 0.46 1.56 1.01 Ajdkov 34 PF 1 0.80 300.05 300.60 300.67 300.83 0.063848 2.13 0.38 1.74 1.40 Ajdkov 33 PF 1 0.80 300.09 300.70 300.54 300.75 0.005226 0.97 0.84 2.68 0.51 Ajdkov 32 PF 1 0.80 300.14 300.59 300.59 300.66 0.011464 1.23 0.76 5.93 0.74 Ajdkov 31 PF 1 0.80 299.86 300.37 300.24 300.42 0.007609 1.01 0.79 2.79 0.60



85

Ajdkov 30 PF 1 0.80 299.66 300.37 300.38 0.001177 0.56 1.47 4.04 0.25 Ajdkov 29 PF 1 0.80 299.45 300.37 300.38 0.000363 0.34 2.59 8.55 0.15 Ajdkov 28 PF 1 1.60 299.29 300.36 299.87 300.37 0.000736 0.56 3.98 17.09 0.21 Ajdkov 27.51 Culvert Ajdkov 27.5 PF 1 1.60 299.30 300.28 300.30 0.001565 0.77 2.68 15.60 0.27 Ajdkov 27.4 PF 1 1.60 298.96 300.28 299.65 300.30 0.001615 0.73 2.97 16.75 0.24 Ajdkov 27.1 Culvert Ajdkov 27 PF 1 1.60 299.02 300.16 300.17 0.001516 0.71 3.48 20.00 0.25 Ajdkov 26 PF 1 1.60 298.92 299.79 299.79 300.08 0.035947 2.38 0.67 1.18 1.01 Ajdkov 25.1 Culvert Ajdkov 25 PF 1 1.60 298.87 299.77 299.65 299.94 0.016566 1.84 0.89 2.31 0.74 Ajdkov 24 PF 1 1.60 298.65 299.86 299.22 299.87 0.000836 0.54 3.52 13.02 0.20 Ajdkov 23.1 Culvert Ajdkov 23 PF 1 1.60 298.68 299.73 299.76 0.001680 0.75 2.58 8.66 0.28 Ajdkov 22 PF 1 1.60 298.53 299.73 299.20 299.74 0.001040 0.64 3.23 12.83 0.22 Ajdkov 21.1 Culvert Ajdkov 21 PF 1 1.60 298.48 299.56 299.61 0.003078 0.97 1.65 2.62 0.37 Ajdkov 20 PF 1 1.60 298.30 299.56 298.93 299.58 0.001048 0.65 2.66 8.34 0.24 Ajdkov 19.1 Culvert Ajdkov 19 PF 1 1.60 297.96 299.03 299.00 299.08 0.006618 1.14 1.95 14.50 0.45 Ajdkov 18 PF 1 1.60 297.80 298.67 298.64 298.94 0.031269 2.28 0.70 1.16 0.93 Ajdkov 17 PF 1 1.60 297.80 298.74 298.41 298.79 0.004047 1.04 1.89 8.85 0.40 Ajdkov 16.1 Culvert Ajdkov 16 PF 1 1.60 296.39 297.23 297.27 0.002909 0.92 1.74 3.25 0.40 Ajdkov 15 PF 1 1.60 296.24 297.23 296.72 297.25 0.001195 0.66 2.43 3.74 0.26 Ajdkov 14.1 Culvert Ajdkov 14 PF 1 1.60 296.25 297.07 297.12 0.003704 1.02 1.56 2.76 0.44 Ajdkov 13 PF 1 1.60 296.19 297.05 297.09 0.002873 0.92 1.75 3.20 0.40 Ajdkov 12 PF 1 1.60 296.13 297.01 297.07 0.004052 1.05 1.52 2.78 0.45 Ajdkov 11 PF 1 1.60 296.00 296.74 296.98 0.028111 2.15 0.74 1.03 0.81 Ajdkov 10 PF 1 1.60 295.66 296.65 296.77 0.011107 1.50 1.07 1.08 0.48 Ajdkov 9 PF 1 1.60 295.61 296.24 296.24 296.56 0.040839 2.48 0.64 1.04 1.01 Ajdkov 8 PF 1 1.60 295.34 296.28 295.85 296.35 0.005918 1.20 1.33 1.43 0.40 Ajdkov 7 PF 1 1.60 295.24 296.22 296.29 0.005842 1.19 1.34 1.37 0.39



86

Ajdkov 6 PF 1 1.60 294.83 296.23 296.25 0.001285 0.67 2.39 1.72 0.18 Ajdkov 5 PF 1 1.60 295.30 296.18 296.23 0.003409 0.99 1.61 2.86 0.42 Ajdkov 4 PF 1 1.60 295.32 295.94 295.94 296.14 0.023267 2.01 0.79 1.95 1.01 Ajdkov 3 PF 1 1.60 295.19 295.62 295.67 295.84 0.031317 2.09 0.77 2.69 1.25 Ajdkov 2 PF 1 1.60 294.98 295.54 295.48 295.65 0.012118 1.48 1.08 3.12 0.80 Ajdkov 1 PF 1 1.60 294.80 295.51 295.32 295.57 0.005002 1.07 1.50 3.59 0.53

3. Potok pod Postajo – Akumulacija Storage Indication Method Given Input Data: File ........... C:\0-LogFP\LogPOtok1.sim Description .... Log Potok Time increment . 0.02 hrs Input Files: Pre-Dev Hydrograph curve .. Post-Dev Hydrograph curve . C:\0-LogFP\CombMolLog.hdc Stage-Storage curve ....... C:\0-LogFP\BasinData.ssc Stage-Discharge curve ..... C:\0-LogFP\CulvertHQ.sdc Output Data: Routed Peak Flow ......... 2.35 cms Routed Peak Time ......... 12.86 hrs Post-Developed Peak Flow . 5.64 cms Post-Developed Peak Time . 12.50 hrs Support Calculations: ---------------------------------------------------------------------------------- Time Inflow (I1+I2)/2 H1 S1-(O1/2)T S2+(O2/2)T H2 Outflow hrs cms m3 m m3 m3 m cms ---------------------------------------------------------------------------------- 11.00 0.2767 9.97 0.00 0.00 9.97 0.14 0.0624 11.02 0.2514 19.02 0.14 5.47 24.49 0.34 0.2477 11.04 0.2260 17.19 0.34 6.65 23.84 0.33 0.2365 11.06 0.2007 15.37 0.33 6.81 22.17 0.31 0.2076 11.08 0.1753 13.54 0.31 7.22 20.76 0.29 0.1831 11.10 0.1500 11.72 0.29 7.57 19.28 0.27 0.1576 11.12 0.1523 10.89 0.27 7.93 18.82 0.26 0.1495 11.14 0.1546 11.05 0.26 8.05 19.10 0.26 0.1544 11.16 0.1569 11.22 0.26 7.98 19.20 0.26 0.1561 11.18 0.1592 11.39 0.26 7.95 19.34 0.27 0.1586 11.20 0.1616 11.55 0.27 7.92 19.47 0.27 0.1609 11.22 0.1639 11.72 0.27 7.89 19.61 0.27 0.1632 11.24 0.1662 11.89 0.27 7.85 19.74 0.27 0.1655 11.26 0.1685 12.06 0.27 7.82 19.88 0.27 0.1678 11.28 0.1709 12.22 0.27 7.79 20.01 0.28 0.1702 11.30 0.1732 12.39 0.28 7.75 20.14 0.28 0.1725



87

11.32 0.1777 12.64 0.28 7.72 20.36 0.28 0.1762 11.34 0.1822 12.96 0.28 7.67 20.63 0.28 0.1809 11.36 0.1867 13.29 0.28 7.60 20.89 0.29 0.1853 11.38 0.1912 13.61 0.29 7.54 21.15 0.29 0.1899 11.40 0.1957 13.94 0.29 7.47 21.41 0.30 0.1944 11.42 0.2003 14.26 0.30 7.41 21.67 0.30 0.1989 11.44 0.2048 14.59 0.30 7.34 21.93 0.30 0.2034 11.46 0.2093 14.91 0.30 7.28 22.19 0.31 0.2079 11.48 0.2138 15.24 0.31 7.21 22.45 0.31 0.2124 11.50 0.2183 15.56 0.31 7.15 22.71 0.31 0.2169 11.52 0.2228 15.89 0.31 7.08 22.97 0.32 0.2215 11.54 0.2273 16.21 0.32 7.02 23.23 0.32 0.2260 11.56 0.2318 16.54 0.32 6.96 23.49 0.32 0.2305 11.58 0.2364 16.86 0.32 6.89 23.75 0.33 0.2350 11.60 0.2409 17.19 0.33 6.83 24.02 0.33 0.2395 11.62 0.2542 17.83 0.33 6.76 24.59 0.34 0.2495 11.64 0.2676 18.79 0.34 6.62 25.41 0.35 0.2637 11.66 0.2809 19.75 0.35 6.42 26.17 0.36 0.2768 11.68 0.2943 20.72 0.36 6.23 26.94 0.37 0.2902 11.70 0.3076 21.68 0.37 6.04 27.71 0.38 0.3036 11.72 0.3209 22.64 0.38 5.85 28.49 0.39 0.3169 11.74 0.3343 23.60 0.39 5.66 29.26 0.40 0.3303 11.76 0.3476 24.56 0.40 5.46 30.03 0.41 0.3436 11.78 0.3610 25.52 0.41 5.27 30.80 0.42 0.3570 11.80 0.3743 26.48 0.42 5.08 31.57 0.44 0.3703 11.82 0.3877 27.45 0.44 4.89 32.34 0.45 0.3836 11.84 0.4010 28.41 0.45 4.70 33.11 0.46 0.3970 11.86 0.4144 29.37 0.46 4.51 33.88 0.47 0.4103 11.88 0.4277 30.33 0.47 4.32 34.65 0.48 0.4237 11.90 0.4411 31.29 0.48 4.13 35.42 0.49 0.4370 11.92 0.4806 33.20 0.49 3.94 37.13 0.50 0.4542 11.94 0.5201 36.04 0.50 4.42 40.46 0.51 0.4633 11.96 0.5596 38.89 0.51 7.08 45.97 0.52 0.4785 11.98 0.5992 41.74 0.52 11.51 53.24 0.54 0.4985 12.00 0.6387 44.58 0.54 17.33 61.92 0.56 0.5224 12.02 0.6972 48.11 0.56 24.29 72.40 0.58 0.5512 12.04 0.7557 52.33 0.58 32.70 85.03 0.61 0.5860 12.06 0.8142 56.54 0.61 42.82 99.36 0.64 0.6360 12.08 0.8727 60.76 0.64 53.55 114.30 0.67 0.6895 12.10 0.9312 64.97 0.67 64.64 129.61 0.70 0.7442 12.12 1.0361 70.86 0.70 76.00 146.86 0.74 0.8059 12.14 1.1410 78.42 0.74 88.80 167.22 0.79 0.8787 12.16 1.2460 85.97 0.79 103.92 189.89 0.84 0.9599 12.18 1.3509 93.53 0.84 120.75 214.28 0.89 1.0471 12.20 1.4558 101.09 0.89 138.85 239.94 0.95 1.1431 12.22 1.7007 113.69 0.95 157.60 271.29 1.00 1.2393 12.24 1.9457 131.34 1.00 182.02 313.36 1.01 1.2502 12.26 2.1906 148.98 1.01 223.29 372.27 1.02 1.2656 12.28 2.4356 166.63 1.02 281.11 447.73 1.03 1.2853 12.30 2.6805 184.27 1.03 355.14 539.41 1.04 1.3093 12.32 3.0847 207.65 1.04 445.10 652.75 1.06 1.3388 12.34 3.4888 236.76 1.06 556.31 793.07 1.08 1.3755 12.36 3.8929 265.87 1.08 693.98 959.86 1.10 1.4190 12.38 4.2971 294.98 1.10 857.64 1152.62 1.13 1.4694 12.40 4.7012 324.10 1.13 1046.78 1370.87 1.17 1.5263 12.42 4.8884 345.39 1.17 1260.92 1606.32 1.20 1.5885 12.44 5.0756 358.88 1.20 1491.89 1850.77 1.24 1.6547 12.46 5.2627 372.36 1.24 1731.57 2103.93 1.27 1.7232 12.48 5.4499 385.84 1.27 1979.80 2365.65 1.31 1.7941 12.50 5.6371 399.33 1.31 2236.41 2635.74 1.35 1.8672



88

12.52 5.5895 404.35 1.35 2501.23 2905.59 1.39 1.9403 12.54 5.5419 400.93 1.39 2765.82 3166.75 1.43 2.0110 12.56 5.4943 397.50 1.43 3021.89 3419.38 1.47 2.0804 12.58 5.4467 394.07 1.47 3269.52 3663.59 1.50 2.1422 12.60 5.3991 390.64 1.50 3509.28 3899.92 1.52 2.1703 12.62 5.1903 381.41 1.52 3743.58 4124.98 1.53 2.1971 12.64 4.9816 366.37 1.53 3966.72 4333.09 1.54 2.2219 12.66 4.7729 351.33 1.54 4173.03 4524.37 1.56 2.2446 12.68 4.5641 336.30 1.56 4362.67 4698.97 1.57 2.2654 12.70 4.3554 321.26 1.57 4535.78 4857.04 1.58 2.2842 12.72 4.0817 303.88 1.58 4692.50 4996.38 1.59 2.3008 12.74 3.8080 284.17 1.59 4830.64 5114.81 1.59 2.3149 12.76 3.5343 264.45 1.59 4948.06 5212.51 1.60 2.3265 12.78 3.2606 244.74 1.60 5044.92 5289.66 1.60 2.3357 12.80 2.9869 225.02 1.60 5121.41 5346.43 1.61 2.3424 12.82 2.7391 206.24 1.61 5177.69 5383.93 1.61 2.3469 12.84 2.4914 188.39 1.61 5214.87 5403.26 1.61 2.3492 12.86 2.2436 170.54 1.61 5234.04 5404.58 1.61 2.3494 12.88 1.9958 152.69 1.61 5235.34 5388.04 1.61 2.3474 12.90 1.7480 134.84 1.61 5218.94 5353.78 1.61 2.3433 12.92 1.5542 118.94 1.61 5184.98 5303.92 1.60 2.3374 12.94 1.3604 104.98 1.60 5135.55 5240.53 1.60 2.3298 12.96 1.1666 91.02 1.60 5072.70 5163.72 1.60 2.3207 12.98 0.9728 77.06 1.60 4996.54 5073.60 1.59 2.3100 13.00 0.7791 63.10 1.59 4907.20 4970.30 1.58 2.2977 13.02 0.7558 55.28 1.58 4804.79 4860.07 1.58 2.2846 13.04 0.7326 53.61 1.58 4695.50 4749.11 1.57 2.2714 13.06 0.7094 51.94 1.57 4585.49 4637.43 1.56 2.2581 13.08 0.6861 50.26 1.56 4474.77 4525.03 1.56 2.2447 13.10 0.6629 48.59 1.56 4363.34 4411.93 1.55 2.2312 13.12 0.6397 46.92 1.55 4251.20 4298.12 1.54 2.2177 13.14 0.6165 45.24 1.54 4138.36 4183.61 1.54 2.2041 13.16 0.5932 43.57 1.54 4024.84 4068.41 1.53 2.1904 13.18 0.5700 41.90 1.53 3910.63 3952.52 1.52 2.1766 13.20 0.5468 40.23 1.52 3795.73 3835.96 1.51 2.1627 13.22 0.5351 38.97 1.51 3680.17 3719.14 1.51 2.1488 13.24 0.5234 38.13 1.51 3564.35 3602.47 1.50 2.1327 13.26 0.5117 37.28 1.50 3448.84 3486.13 1.48 2.0995 13.28 0.5000 36.44 1.48 3334.89 3371.33 1.46 2.0667 13.30 0.4883 35.60 1.46 3222.46 3258.06 1.45 2.0357 13.32 0.4767 34.76 1.45 3111.41 3146.17 1.43 2.0054 13.34 0.4650 33.92 1.43 3001.71 3035.63 1.41 1.9755 13.36 0.4533 33.07 1.41 2893.32 2926.40 1.40 1.9459 13.38 0.4416 32.23 1.40 2786.22 2818.46 1.38 1.9167 13.40 0.4299 31.39 1.38 2680.39 2711.78 1.37 1.8878 13.42 0.4241 30.76 1.37 2575.79 2606.55 1.35 1.8593 13.44 0.4183 30.34 1.35 2472.62 2502.96 1.33 1.8312 13.46 0.4125 29.93 1.33 2371.04 2400.97 1.32 1.8036 13.48 0.4068 29.51 1.32 2271.05 2300.56 1.30 1.7764 13.50 0.4010 29.09 1.30 2172.59 2201.68 1.29 1.7497 13.52 0.3952 28.68 1.29 2075.64 2104.32 1.27 1.7233 13.54 0.3894 28.26 1.27 1980.18 2008.44 1.26 1.6973 13.56 0.3836 27.84 1.26 1886.17 1914.02 1.25 1.6718 13.58 0.3778 27.43 1.25 1793.59 1821.01 1.23 1.6466 13.60 0.3721 27.01 1.23 1702.40 1729.41 1.22 1.6218 13.62 0.3688 26.68 1.22 1612.58 1639.27 1.21 1.5974 13.64 0.3654 26.44 1.21 1524.20 1550.64 1.19 1.5734 13.66 0.3621 26.21 1.19 1437.30 1463.51 1.18 1.5505 13.68 0.3588 25.97 1.18 1351.82 1377.78 1.17 1.5281 13.70 0.3555 25.73 1.17 1267.70 1293.43 1.15 1.5061



89

13.72 0.3522 25.49 1.15 1184.94 1210.43 1.14 1.4845 13.74 0.3489 25.25 1.14 1103.50 1128.75 1.13 1.4631 13.76 0.3456 25.01 1.13 1023.35 1048.36 1.12 1.4421 13.78 0.3423 24.78 1.12 944.48 969.26 1.11 1.4215 13.80 0.3390 24.54 1.11 866.86 891.40 1.09 1.4012 13.82 0.3367 24.34 1.09 790.46 814.80 1.08 1.3812 13.84 0.3344 24.17 1.08 715.31 739.48 1.07 1.3615 13.86 0.3321 24.01 1.07 641.40 665.41 1.06 1.3422 13.88 0.3298 23.84 1.06 568.72 592.57 1.05 1.3231 13.90 0.3275 23.68 1.05 497.25 520.93 1.04 1.3044 13.92 0.3252 23.51 1.04 426.96 450.47 1.03 1.2860 13.94 0.3230 23.35 1.03 357.83 381.18 1.02 1.2679 13.96 0.3207 23.18 1.02 289.84 313.03 1.01 1.2502 13.98 0.3184 23.02 1.01 222.97 245.99 0.96 1.1663 14.00 0.3161 22.85 0.96 161.97 184.83 0.83 0.9417 14.02 0.3136 22.68 0.83 116.99 139.67 0.73 0.7802 14.04 0.3112 22.50 0.73 83.47 105.97 0.65 0.6597 14.06 0.3087 22.33 0.65 58.45 80.78 0.60 0.5743 14.08 0.3063 22.15 0.60 39.41 61.56 0.56 0.5214 14.10 0.3038 21.97 0.56 24.01 45.98 0.52 0.4785 14.12 0.3014 21.80 0.52 11.51 33.31 0.46 0.4004 14.14 0.2989 21.62 0.46 4.46 26.08 0.36 0.2753 14.16 0.2965 21.44 0.36 6.25 27.69 0.38 0.3032 14.18 0.2940 21.27 0.38 5.85 27.12 0.37 0.2932 14.20 0.2915 21.09 0.37 5.99 27.08 0.37 0.2927 14.22 0.2891 20.91 0.37 6.00 26.92 0.37 0.2897 14.24 0.2866 20.74 0.37 6.04 26.78 0.37 0.2874 14.26 0.2842 20.56 0.37 6.08 26.64 0.37 0.2849 14.28 0.2817 20.38 0.37 6.11 26.50 0.37 0.2825 14.30 0.2793 20.21 0.37 6.15 26.35 0.36 0.2800 14.32 0.2775 20.05 0.36 6.18 26.24 0.36 0.2780 14.34 0.2758 19.93 0.36 6.21 26.14 0.36 0.2763 14.36 0.2741 19.80 0.36 6.24 26.04 0.36 0.2746 14.38 0.2723 19.68 0.36 6.26 25.94 0.36 0.2729 14.40 0.2706 19.55 0.36 6.29 25.84 0.36 0.2711 14.42 0.2689 19.43 0.36 6.31 25.74 0.35 0.2694 14.44 0.2671 19.30 0.35 6.34 25.64 0.35 0.2676 14.46 0.2654 19.18 0.35 6.36 25.54 0.35 0.2659 14.48 0.2636 19.05 0.35 6.38 25.44 0.35 0.2642 14.50 0.2619 18.93 0.35 6.41 25.34 0.35 0.2624 14.52 0.2602 18.80 0.35 6.43 25.24 0.35 0.2607 14.54 0.2584 18.68 0.35 6.46 25.14 0.35 0.2590 14.56 0.2567 18.55 0.35 6.48 25.04 0.35 0.2572 14.58 0.2550 18.43 0.35 6.51 24.94 0.34 0.2555 14.60 0.2532 18.30 0.34 6.53 24.84 0.34 0.2537 14.62 0.2520 18.20 0.34 6.56 24.75 0.34 0.2523 14.64 0.2507 18.11 0.34 6.58 24.69 0.34 0.2511 14.66 0.2495 18.02 0.34 6.60 24.61 0.34 0.2499 14.68 0.2482 17.93 0.34 6.61 24.54 0.34 0.2486 14.70 0.2470 17.84 0.34 6.63 24.47 0.34 0.2474 14.72 0.2457 17.75 0.34 6.65 24.40 0.34 0.2461 14.74 0.2445 17.66 0.34 6.67 24.32 0.34 0.2449 14.76 0.2432 17.57 0.34 6.69 24.25 0.33 0.2436 14.78 0.2420 17.48 0.33 6.70 24.18 0.33 0.2424 14.80 0.2408 17.39 0.33 6.72 24.11 0.33 0.2411 14.82 0.2395 17.30 0.33 6.74 24.04 0.33 0.2399 14.84 0.2383 17.21 0.33 6.76 23.96 0.33 0.2386 14.86 0.2370 17.12 0.33 6.77 23.89 0.33 0.2374 14.88 0.2358 17.03 0.33 6.79 23.82 0.33 0.2361 14.90 0.2345 16.94 0.33 6.81 23.75 0.33 0.2349



90

14.92 0.2333 16.85 0.33 6.83 23.68 0.33 0.2336 14.94 0.2320 16.76 0.33 6.85 23.60 0.33 0.2324 14.96 0.2308 16.67 0.33 6.86 23.53 0.32 0.2311 14.98 0.2295 16.58 0.32 6.88 23.46 0.32 0.2299 15.00 0.2283 16.49 0.32 6.90 23.39 0.32 0.2287 15.02 0.2270 16.40 0.32 6.92 23.32 0.32 0.2274 15.04 0.2258 16.31 0.32 6.94 23.24 0.32 0.2262 15.06 0.2245 16.22 0.32 6.95 23.17 0.32 0.2249 15.08 0.2233 16.13 0.32 6.97 23.10 0.32 0.2237 15.10 0.2221 16.04 0.32 6.99 23.03 0.32 0.2224 15.12 0.2208 15.95 0.32 7.01 22.96 0.32 0.2212 15.14 0.2196 15.86 0.32 7.02 22.89 0.32 0.2199 15.16 0.2183 15.77 0.32 7.04 22.81 0.31 0.2187 15.18 0.2171 15.68 0.31 7.06 22.74 0.31 0.2175 15.20 0.2158 15.59 0.31 7.08 22.67 0.31 0.2162 15.22 0.2146 15.50 0.31 7.10 22.60 0.31 0.2150 15.24 0.2134 15.41 0.31 7.11 22.53 0.31 0.2137 15.26 0.2121 15.32 0.31 7.13 22.45 0.31 0.2125 15.28 0.2109 15.23 0.31 7.15 22.38 0.31 0.2112 15.30 0.2096 15.14 0.31 7.17 22.31 0.31 0.2100 15.32 0.2084 15.06 0.31 7.18 22.24 0.31 0.2088 15.34 0.2071 14.97 0.31 7.20 22.17 0.31 0.2075 15.36 0.2059 14.88 0.31 7.22 22.10 0.30 0.2063 15.38 0.2046 14.79 0.30 7.24 22.02 0.30 0.2050 15.40 0.2034 14.70 0.30 7.26 21.95 0.30 0.2038 15.42 0.2022 14.61 0.30 7.27 21.88 0.30 0.2025 15.44 0.2009 14.52 0.30 7.29 21.81 0.30 0.2013 15.46 0.1997 14.43 0.30 7.31 21.74 0.30 0.2000 15.48 0.1984 14.34 0.30 7.33 21.66 0.30 0.1988 15.50 0.1972 14.25 0.30 7.34 21.59 0.30 0.1976 15.52 0.1960 14.16 0.30 7.36 21.52 0.30 0.1964 15.54 0.1949 14.08 0.30 7.38 21.46 0.30 0.1952 15.56 0.1937 14.00 0.30 7.39 21.39 0.29 0.1941 15.58 0.1926 13.92 0.29 7.41 21.33 0.29 0.1929 15.60 0.1915 13.83 0.29 7.43 21.26 0.29 0.1918 15.62 0.1903 13.75 0.29 7.44 21.19 0.29 0.1907 15.64 0.1892 13.67 0.29 7.46 21.13 0.29 0.1895 15.66 0.1880 13.59 0.29 7.48 21.06 0.29 0.1884 15.68 0.1869 13.50 0.29 7.49 21.00 0.29 0.1872 15.70 0.1857 13.42 0.29 7.51 20.93 0.29 0.1861 15.72 0.1846 13.34 0.29 7.53 20.86 0.29 0.1849 15.74 0.1835 13.26 0.29 7.54 20.80 0.29 0.1838 15.76 0.1823 13.17 0.29 7.56 20.73 0.29 0.1827 15.78 0.1812 13.09 0.29 7.57 20.67 0.28 0.1815 15.80 0.1800 13.01 0.28 7.59 20.60 0.28 0.1804 15.82 0.1789 12.93 0.28 7.61 20.53 0.28 0.1792 15.84 0.1777 12.84 0.28 7.62 20.47 0.28 0.1781 15.86 0.1766 12.76 0.28 7.64 20.40 0.28 0.1769 15.88 0.1754 12.68 0.28 7.66 20.34 0.28 0.1758 15.90 0.1743 12.60 0.28 7.67 20.27 0.28 0.1746 15.92 0.1732 12.51 0.28 7.69 20.20 0.28 0.1735 15.94 0.1720 12.43 0.28 7.71 20.14 0.28 0.1724 15.96 0.1709 12.35 0.28 7.72 20.07 0.28 0.1712 15.98 0.1697 12.27 0.28 7.74 20.01 0.28 0.1701 16.00 0.1686 12.18 0.28 7.75 19.94 0.27 0.1689 16.02 0.1675 12.10 0.27 7.77 19.87 0.27 0.1678 16.04 0.1663 12.02 0.27 7.79 19.81 0.27 0.1667 16.06 0.1652 11.94 0.27 7.80 19.74 0.27 0.1655 16.08 0.1641 11.86 0.27 7.82 19.68 0.27 0.1644 16.10 0.1630 11.78 0.27 7.84 19.61 0.27 0.1633



91

16.12 0.1618 11.70 0.27 7.85 19.55 0.27 0.1622 16.14 0.1607 11.62 0.27 7.87 19.48 0.27 0.1610 16.16 0.1596 11.54 0.27 7.88 19.42 0.27 0.1599 16.18 0.1585 11.45 0.27 7.90 19.35 0.27 0.1588 16.20 0.1573 11.37 0.27 7.92 19.29 0.27 0.1577 16.22 0.1562 11.29 0.27 7.93 19.22 0.27 0.1565 16.24 0.1551 11.21 0.27 7.95 19.16 0.26 0.1554 16.26 0.1540 11.13 0.26 7.96 19.10 0.26 0.1543 16.28 0.1528 11.05 0.26 7.98 19.03 0.26 0.1532 16.30 0.1517 10.97 0.26 8.00 18.97 0.26 0.1520 16.32 0.1506 10.89 0.26 8.01 18.90 0.26 0.1509 16.34 0.1495 10.81 0.26 8.03 18.84 0.26 0.1498 16.36 0.1483 10.73 0.26 8.04 18.77 0.26 0.1487 16.38 0.1472 10.64 0.26 8.06 18.71 0.26 0.1476 16.40 0.1461 10.56 0.26 8.08 18.64 0.26 0.1464 16.42 0.1450 10.48 0.26 8.09 18.58 0.26 0.1453 16.44 0.1438 10.40 0.26 8.11 18.51 0.26 0.1442 16.46 0.1427 10.32 0.26 8.12 18.45 0.25 0.1431 16.48 0.1416 10.24 0.25 8.14 18.38 0.25 0.1419 16.50 0.1405 10.16 0.25 8.16 18.32 0.25 0.1408 16.52 0.1399 10.10 0.25 8.17 18.27 0.25 0.1400 16.54 0.1393 10.05 0.25 8.18 18.24 0.25 0.1394 16.56 0.1387 10.01 0.25 8.19 18.20 0.25 0.1388 16.58 0.1380 9.97 0.25 8.20 18.17 0.25 0.1382 16.60 0.1374 9.92 0.25 8.21 18.13 0.25 0.1376 16.62 0.1368 9.88 0.25 8.22 18.10 0.25 0.1370 16.64 0.1362 9.84 0.25 8.23 18.06 0.25 0.1364 16.66 0.1356 9.79 0.25 8.24 18.03 0.25 0.1358 16.68 0.1350 9.75 0.25 8.24 17.99 0.25 0.1352 16.70 0.1344 9.71 0.25 8.25 17.96 0.25 0.1346 16.72 0.1338 9.66 0.25 8.26 17.92 0.25 0.1340 16.74 0.1332 9.62 0.25 8.27 17.89 0.25 0.1334 16.76 0.1326 9.57 0.25 8.28 17.85 0.25 0.1328 16.78 0.1320 9.53 0.25 8.29 17.82 0.25 0.1322 16.80 0.1314 9.49 0.25 8.30 17.78 0.25 0.1316 16.82 0.1308 9.44 0.25 8.30 17.75 0.24 0.1310 16.84 0.1302 9.40 0.24 8.31 17.71 0.24 0.1304 16.86 0.1296 9.36 0.24 8.32 17.68 0.24 0.1298 16.88 0.1290 9.31 0.24 8.33 17.64 0.24 0.1292 16.90 0.1284 9.27 0.24 8.34 17.61 0.24 0.1286 16.92 0.1278 9.23 0.24 8.35 17.57 0.24 0.1280 16.94 0.1272 9.18 0.24 8.36 17.54 0.24 0.1274 16.96 0.1266 9.14 0.24 8.37 17.50 0.24 0.1268 16.98 0.1260 9.10 0.24 8.37 17.47 0.24 0.1262 17.00 0.1254 9.05 0.24 8.38 17.44 0.24 0.1255 17.02 0.1249 9.01 0.24 8.39 17.41 0.24 0.1250 17.04 0.1245 8.98 0.24 8.40 17.38 0.24 0.1246 17.06 0.1240 8.95 0.24 8.40 17.35 0.24 0.1241 17.08 0.1235 8.92 0.24 8.41 17.33 0.24 0.1237 17.10 0.1231 8.88 0.24 8.42 17.30 0.24 0.1232 17.12 0.1226 8.85 0.24 8.42 17.27 0.24 0.1228 17.14 0.1222 8.82 0.24 8.43 17.25 0.24 0.1223 17.16 0.1217 8.78 0.24 8.44 17.22 0.24 0.1218 17.18 0.1212 8.75 0.24 8.44 17.19 0.24 0.1214 17.20 0.1208 8.72 0.24 8.45 17.17 0.24 0.1209 17.22 0.1203 8.68 0.24 8.46 17.14 0.24 0.1205 17.24 0.1199 8.65 0.24 8.46 17.12 0.24 0.1200 17.26 0.1194 8.62 0.24 8.47 17.09 0.24 0.1196 17.28 0.1190 8.59 0.24 8.48 17.06 0.24 0.1191 17.30 0.1185 8.55 0.24 8.48 17.04 0.23 0.1186



92

17.32 0.1180 8.52 0.23 8.49 17.01 0.23 0.1182 17.34 0.1176 8.49 0.23 8.50 16.98 0.23 0.1177 17.36 0.1171 8.45 0.23 8.50 16.96 0.23 0.1173 17.38 0.1167 8.42 0.23 8.51 16.93 0.23 0.1168 17.40 0.1162 8.39 0.23 8.52 16.90 0.23 0.1164 17.42 0.1158 8.36 0.23 8.52 16.88 0.23 0.1159 17.44 0.1153 8.32 0.23 8.53 16.85 0.23 0.1154 17.46 0.1148 8.29 0.23 8.54 16.82 0.23 0.1150 17.48 0.1144 8.26 0.23 8.54 16.80 0.23 0.1145 17.50 0.1139 8.22 0.23 8.55 16.77 0.23 0.1141 17.52 0.1134 8.19 0.23 8.56 16.74 0.23 0.1135 17.54 0.1128 8.15 0.23 8.56 16.71 0.23 0.1130 17.56 0.1122 8.10 0.23 8.57 16.68 0.23 0.1124 17.58 0.1117 8.06 0.23 8.58 16.64 0.23 0.1118 17.60 0.1111 8.02 0.23 8.59 16.61 0.23 0.1113 17.62 0.1105 7.98 0.23 8.60 16.58 0.23 0.1107 17.64 0.1100 7.94 0.23 8.60 16.54 0.23 0.1101 17.66 0.1094 7.90 0.23 8.61 16.51 0.23 0.1096 17.68 0.1088 7.86 0.23 8.62 16.48 0.23 0.1090 17.70 0.1083 7.82 0.23 8.63 16.45 0.23 0.1084 17.72 0.1077 7.78 0.23 8.64 16.41 0.23 0.1079 17.74 0.1071 7.74 0.23 8.64 16.38 0.23 0.1073 17.76 0.1066 7.70 0.23 8.65 16.35 0.23 0.1067 17.78 0.1060 7.66 0.23 8.66 16.32 0.22 0.1062 17.80 0.1054 7.61 0.22 8.67 16.28 0.22 0.1056 17.82 0.1049 7.57 0.22 8.68 16.25 0.22 0.1050 17.84 0.1043 7.53 0.22 8.68 16.22 0.22 0.1045 17.86 0.1037 7.49 0.22 8.69 16.18 0.22 0.1039 17.88 0.1031 7.45 0.22 8.70 16.15 0.22 0.1033 17.90 0.1026 7.41 0.22 8.71 16.12 0.22 0.1028 17.92 0.1020 7.37 0.22 8.72 16.09 0.22 0.1022 17.94 0.1014 7.33 0.22 8.73 16.05 0.22 0.1016 17.96 0.1009 7.29 0.22 8.73 16.02 0.22 0.1011 17.98 0.1003 7.25 0.22 8.74 15.99 0.22 0.1005 18.00 0.0997 7.21 0.22 8.75 15.96 0.22 0.1000 18.02 0.0994 7.17 0.22 8.75 15.93 0.22 0.0998 18.04 0.0991 7.15 0.22 8.74 15.89 0.22 0.0995 18.06 0.0988 7.13 0.22 8.72 15.84 0.22 0.0993 18.08 0.0984 7.10 0.22 8.69 15.79 0.22 0.0990 18.10 0.0981 7.08 0.22 8.67 15.74 0.22 0.0986 18.12 0.0978 7.05 0.22 8.64 15.69 0.22 0.0983 18.14 0.0974 7.03 0.22 8.61 15.64 0.22 0.0980 18.16 0.0971 7.01 0.22 8.58 15.59 0.21 0.0977 18.18 0.0968 6.98 0.21 8.55 15.54 0.21 0.0973 18.20 0.0964 6.96 0.21 8.52 15.48 0.21 0.0970 18.22 0.0961 6.94 0.21 8.49 15.43 0.21 0.0967 18.24 0.0958 6.91 0.21 8.47 15.38 0.21 0.0964 18.26 0.0955 6.89 0.21 8.44 15.33 0.21 0.0960 18.28 0.0951 6.86 0.21 8.41 15.27 0.21 0.0957 18.30 0.0948 6.84 0.21 8.38 15.22 0.21 0.0954 18.32 0.0945 6.82 0.21 8.35 15.17 0.21 0.0950 18.34 0.0941 6.79 0.21 8.32 15.11 0.21 0.0947 18.36 0.0938 6.77 0.21 8.29 15.06 0.21 0.0944 18.38 0.0935 6.75 0.21 8.26 15.01 0.21 0.0940 18.40 0.0931 6.72 0.21 8.23 14.96 0.21 0.0937 18.42 0.0928 6.70 0.21 8.21 14.90 0.21 0.0934 18.44 0.0925 6.67 0.21 8.18 14.85 0.20 0.0931 18.46 0.0922 6.65 0.20 8.15 14.80 0.20 0.0927 18.48 0.0918 6.63 0.20 8.12 14.75 0.20 0.0924 18.50 0.0915 6.60 0.20 8.09 14.69 0.20 0.0921



93

18.52 0.0912 6.58 0.20 8.06 14.64 0.20 0.0917 18.54 0.0908 6.56 0.20 8.03 14.59 0.20 0.0914 18.56 0.0905 6.53 0.20 8.00 14.54 0.20 0.0911 18.58 0.0902 6.51 0.20 7.98 14.48 0.20 0.0907 18.60 0.0899 6.48 0.20 7.95 14.43 0.20 0.0904 18.62 0.0895 6.46 0.20 7.92 14.38 0.20 0.0901 18.64 0.0892 6.44 0.20 7.89 14.33 0.20 0.0898 18.66 0.0889 6.41 0.20 7.86 14.27 0.20 0.0894 18.68 0.0885 6.39 0.20 7.83 14.22 0.20 0.0891 18.70 0.0882 6.37 0.20 7.80 14.17 0.20 0.0888 18.72 0.0879 6.34 0.20 7.77 14.11 0.19 0.0884 18.74 0.0875 6.32 0.19 7.74 14.06 0.19 0.0881 18.76 0.0872 6.29 0.19 7.72 14.01 0.19 0.0878 18.78 0.0869 6.27 0.19 7.69 13.96 0.19 0.0874 18.80 0.0866 6.25 0.19 7.66 13.90 0.19 0.0871 18.82 0.0862 6.22 0.19 7.63 13.85 0.19 0.0868 18.84 0.0859 6.20 0.19 7.60 13.80 0.19 0.0865 18.86 0.0856 6.18 0.19 7.57 13.75 0.19 0.0861 18.88 0.0852 6.15 0.19 7.54 13.69 0.19 0.0858 18.90 0.0849 6.13 0.19 7.51 13.64 0.19 0.0855 18.92 0.0846 6.10 0.19 7.48 13.59 0.19 0.0851 18.94 0.0842 6.08 0.19 7.46 13.54 0.19 0.0848 18.96 0.0839 6.06 0.19 7.43 13.48 0.19 0.0845 18.98 0.0836 6.03 0.19 7.40 13.43 0.19 0.0842 19.00 0.0833 6.01 0.19 7.37 13.38 0.18 0.0838 19.02 0.0831 5.99 0.18 7.34 13.33 0.18 0.0835 19.04 0.0829 5.98 0.18 7.31 13.29 0.18 0.0833 19.06 0.0827 5.97 0.18 7.29 13.26 0.18 0.0831 19.08 0.0825 5.95 0.18 7.27 13.23 0.18 0.0829 19.10 0.0824 5.94 0.18 7.26 13.20 0.18 0.0827 19.12 0.0822 5.93 0.18 7.24 13.17 0.18 0.0825 19.14 0.0820 5.91 0.18 7.22 13.14 0.18 0.0823 19.16 0.0818 5.90 0.18 7.21 13.11 0.18 0.0821 19.18 0.0817 5.89 0.18 7.19 13.08 0.18 0.0820 19.20 0.0815 5.88 0.18 7.18 13.05 0.18 0.0818 19.22 0.0813 5.86 0.18 7.16 13.02 0.18 0.0816 19.24 0.0811 5.85 0.18 7.15 13.00 0.18 0.0814 19.26 0.0809 5.84 0.18 7.13 12.97 0.18 0.0813 19.28 0.0808 5.82 0.18 7.11 12.94 0.18 0.0811 19.30 0.0806 5.81 0.18 7.10 12.91 0.18 0.0809 19.32 0.0804 5.80 0.18 7.08 12.88 0.18 0.0807 19.34 0.0802 5.79 0.18 7.07 12.85 0.18 0.0805 19.36 0.0801 5.77 0.18 7.05 12.83 0.18 0.0804 19.38 0.0799 5.76 0.18 7.04 12.80 0.18 0.0802 19.40 0.0797 5.75 0.18 7.02 12.77 0.18 0.0800 19.42 0.0795 5.73 0.18 7.01 12.74 0.18 0.0798 19.44 0.0793 5.72 0.18 6.99 12.71 0.18 0.0797 19.46 0.0792 5.71 0.18 6.97 12.68 0.17 0.0795 19.48 0.0790 5.70 0.17 6.96 12.66 0.17 0.0793 19.50 0.0788 5.68 0.17 6.94 12.63 0.17 0.0791 19.52 0.0786 5.67 0.17 6.93 12.60 0.17 0.0789 19.54 0.0785 5.66 0.17 6.91 12.57 0.17 0.0788 19.56 0.0783 5.65 0.17 6.90 12.54 0.17 0.0786 19.58 0.0781 5.63 0.17 6.88 12.51 0.17 0.0784 19.60 0.0779 5.62 0.17 6.87 12.49 0.17 0.0782 19.62 0.0777 5.61 0.17 6.85 12.46 0.17 0.0781 19.64 0.0776 5.59 0.17 6.83 12.43 0.17 0.0779 19.66 0.0774 5.58 0.17 6.82 12.40 0.17 0.0777 19.68 0.0772 5.57 0.17 6.80 12.37 0.17 0.0775 19.70 0.0770 5.56 0.17 6.79 12.34 0.17 0.0773



94

19.72 0.0769 5.54 0.17 6.77 12.32 0.17 0.0772 19.74 0.0767 5.53 0.17 6.76 12.29 0.17 0.0770 19.76 0.0765 5.52 0.17 6.74 12.26 0.17 0.0768 19.78 0.0763 5.50 0.17 6.73 12.23 0.17 0.0766 19.80 0.0761 5.49 0.17 6.71 12.20 0.17 0.0765 19.82 0.0760 5.48 0.17 6.69 12.17 0.17 0.0763 19.84 0.0758 5.47 0.17 6.68 12.15 0.17 0.0761 19.86 0.0756 5.45 0.17 6.66 12.12 0.17 0.0759 19.88 0.0754 5.44 0.17 6.65 12.09 0.17 0.0757 19.90 0.0753 5.43 0.17 6.63 12.06 0.17 0.0756 19.92 0.0751 5.41 0.17 6.62 12.03 0.17 0.0754 19.94 0.0749 5.40 0.17 6.60 12.00 0.17 0.0752 19.96 0.0747 5.39 0.17 6.59 11.98 0.17 0.0750 19.98 0.0745 5.38 0.17 6.57 11.95 0.16 0.0749 20.00 0.0744 5.36 0.16 6.55 11.92 0.16 0.0747 20.02 0.0743 5.35 0.16 6.54 11.89 0.16 0.0745 20.04 0.0741 5.35 0.16 6.52 11.87 0.16 0.0744 20.06 0.0740 5.34 0.16 6.51 11.85 0.16 0.0742 20.08 0.0739 5.33 0.16 6.50 11.83 0.16 0.0741 20.10 0.0738 5.32 0.16 6.49 11.81 0.16 0.0740 20.12 0.0737 5.31 0.16 6.48 11.79 0.16 0.0739 20.14 0.0736 5.30 0.16 6.47 11.77 0.16 0.0738 20.16 0.0735 5.30 0.16 6.46 11.76 0.16 0.0737 20.18 0.0733 5.29 0.16 6.45 11.74 0.16 0.0735 20.20 0.0732 5.28 0.16 6.44 11.72 0.16 0.0734 20.22 0.0731 5.27 0.16 6.43 11.70 0.16 0.0733 20.24 0.0730 5.26 0.16 6.42 11.68 0.16 0.0732 20.26 0.0729 5.25 0.16 6.41 11.66 0.16 0.0731 20.28 0.0728 5.25 0.16 6.40 11.65 0.16 0.0730 20.30 0.0727 5.24 0.16 6.39 11.63 0.16 0.0729 20.32 0.0725 5.23 0.16 6.38 11.61 0.16 0.0727 20.34 0.0724 5.22 0.16 6.37 11.59 0.16 0.0726 20.36 0.0723 5.21 0.16 6.36 11.57 0.16 0.0725 20.38 0.0722 5.20 0.16 6.35 11.55 0.16 0.0724 20.40 0.0721 5.20 0.16 6.34 11.54 0.16 0.0723 20.42 0.0720 5.19 0.16 6.33 11.52 0.16 0.0722 20.44 0.0719 5.18 0.16 6.32 11.50 0.16 0.0721 20.46 0.0717 5.17 0.16 6.31 11.48 0.16 0.0719 20.48 0.0716 5.16 0.16 6.30 11.46 0.16 0.0718 20.50 0.0715 5.16 0.16 6.29 11.44 0.16 0.0717 20.52 0.0714 5.15 0.16 6.28 11.43 0.16 0.0716 20.54 0.0713 5.14 0.16 6.27 11.41 0.16 0.0715 20.56 0.0712 5.13 0.16 6.26 11.39 0.16 0.0714 20.58 0.0711 5.12 0.16 6.25 11.37 0.16 0.0712 20.60 0.0709 5.11 0.16 6.24 11.35 0.16 0.0711 20.62 0.0708 5.11 0.16 6.23 11.33 0.16 0.0710 20.64 0.0707 5.10 0.16 6.22 11.32 0.16 0.0709 20.66 0.0706 5.09 0.16 6.21 11.30 0.16 0.0708 20.68 0.0705 5.08 0.16 6.20 11.28 0.16 0.0707 20.70 0.0704 5.07 0.16 6.19 11.26 0.16 0.0706 20.72 0.0703 5.06 0.16 6.18 11.24 0.15 0.0704 20.74 0.0701 5.06 0.15 6.17 11.23 0.15 0.0703 20.76 0.0700 5.05 0.15 6.16 11.21 0.15 0.0702 20.78 0.0699 5.04 0.15 6.15 11.19 0.15 0.0701 20.80 0.0698 5.03 0.15 6.14 11.17 0.15 0.0700 20.82 0.0697 5.02 0.15 6.13 11.15 0.15 0.0699 20.84 0.0696 5.02 0.15 6.12 11.13 0.15 0.0698 20.86 0.0695 5.01 0.15 6.11 11.12 0.15 0.0696 20.88 0.0693 5.00 0.15 6.10 11.10 0.15 0.0695 20.90 0.0692 4.99 0.15 6.09 11.08 0.15 0.0694



95

20.92 0.0691 4.98 0.15 6.08 11.06 0.15 0.0693 20.94 0.0690 4.97 0.15 6.07 11.04 0.15 0.0692 20.96 0.0689 4.97 0.15 6.06 11.02 0.15 0.0691 20.98 0.0688 4.96 0.15 6.05 11.01 0.15 0.0690 21.00 0.0687 4.95 0.15 6.04 10.99 0.15 0.0688 21.02 0.0685 4.94 0.15 6.03 10.97 0.15 0.0687 21.04 0.0684 4.93 0.15 6.02 10.95 0.15 0.0686 21.06 0.0683 4.92 0.15 6.01 10.93 0.15 0.0685 21.08 0.0682 4.92 0.15 6.00 10.91 0.15 0.0684 21.10 0.0681 4.91 0.15 5.99 10.90 0.15 0.0683 21.12 0.0680 4.90 0.15 5.98 10.88 0.15 0.0682 21.14 0.0678 4.89 0.15 5.97 10.86 0.15 0.0680 21.16 0.0677 4.88 0.15 5.96 10.84 0.15 0.0679 21.18 0.0676 4.88 0.15 5.95 10.82 0.15 0.0678 21.20 0.0675 4.87 0.15 5.94 10.81 0.15 0.0677 21.22 0.0674 4.86 0.15 5.93 10.79 0.15 0.0676 21.24 0.0673 4.85 0.15 5.92 10.77 0.15 0.0675 21.26 0.0672 4.84 0.15 5.91 10.75 0.15 0.0674 21.28 0.0670 4.83 0.15 5.90 10.73 0.15 0.0672 21.30 0.0669 4.83 0.15 5.89 10.71 0.15 0.0671 21.32 0.0668 4.82 0.15 5.88 10.70 0.15 0.0670 21.34 0.0667 4.81 0.15 5.87 10.68 0.15 0.0669 21.36 0.0666 4.80 0.15 5.86 10.66 0.15 0.0668 21.38 0.0665 4.79 0.15 5.85 10.64 0.15 0.0667 21.40 0.0664 4.78 0.15 5.84 10.62 0.15 0.0666 21.42 0.0662 4.78 0.15 5.83 10.60 0.15 0.0664 21.44 0.0661 4.77 0.15 5.82 10.59 0.15 0.0663 21.46 0.0660 4.76 0.15 5.81 10.57 0.15 0.0662 21.48 0.0659 4.75 0.15 5.80 10.55 0.15 0.0661 21.50 0.0658 4.74 0.15 5.79 10.53 0.15 0.0660 21.52 0.0657 4.74 0.15 5.78 10.51 0.14 0.0659 21.54 0.0656 4.73 0.14 5.77 10.49 0.14 0.0658 21.56 0.0654 4.72 0.14 5.76 10.48 0.14 0.0656 21.58 0.0653 4.71 0.14 5.75 10.46 0.14 0.0655 21.60 0.0652 4.70 0.14 5.74 10.44 0.14 0.0654 21.62 0.0651 4.69 0.14 5.73 10.42 0.14 0.0653 21.64 0.0650 4.69 0.14 5.72 10.40 0.14 0.0652 21.66 0.0649 4.68 0.14 5.71 10.39 0.14 0.0651 21.68 0.0648 4.67 0.14 5.70 10.37 0.14 0.0650 21.70 0.0646 4.66 0.14 5.69 10.35 0.14 0.0648 21.72 0.0645 4.65 0.14 5.68 10.33 0.14 0.0647 21.74 0.0644 4.64 0.14 5.67 10.31 0.14 0.0646 21.76 0.0643 4.64 0.14 5.66 10.29 0.14 0.0645 21.78 0.0642 4.63 0.14 5.65 10.28 0.14 0.0644 21.80 0.0641 4.62 0.14 5.64 10.26 0.14 0.0643 21.82 0.0640 4.61 0.14 5.63 10.24 0.14 0.0642 21.84 0.0638 4.60 0.14 5.62 10.22 0.14 0.0640 21.86 0.0637 4.59 0.14 5.61 10.20 0.14 0.0639 21.88 0.0636 4.59 0.14 5.60 10.18 0.14 0.0638 21.90 0.0635 4.58 0.14 5.59 10.17 0.14 0.0637 21.92 0.0634 4.57 0.14 5.58 10.15 0.14 0.0636 21.94 0.0633 4.56 0.14 5.57 10.13 0.14 0.0635 21.96 0.0632 4.55 0.14 5.56 10.11 0.14 0.0634 21.98 0.0630 4.55 0.14 5.55 10.09 0.14 0.0632 22.00 0.0629 4.54 0.14 5.54 10.07 0.14 0.0631 22.02 0.0626 4.52 0.14 5.53 10.05 0.14 0.0630 22.04 0.0623 4.50 0.14 5.51 10.01 0.14 0.0627 22.06 0.0620 4.48 0.14 5.49 9.97 0.14 0.0625 22.08 0.0617 4.45 0.14 5.47 9.92 0.14 0.0622 22.10 0.0614 4.43 0.14 5.44 9.88 0.14 0.0619



96

22.12 0.0610 4.41 0.14 5.42 9.83 0.14 0.0616 22.14 0.0607 4.39 0.14 5.39 9.78 0.13 0.0613 22.16 0.0604 4.36 0.13 5.36 9.73 0.13 0.0609 22.18 0.0601 4.34 0.13 5.34 9.68 0.13 0.0606 22.20 0.0598 4.32 0.13 5.31 9.63 0.13 0.0603 22.22 0.0595 4.30 0.13 5.28 9.58 0.13 0.0600 22.24 0.0592 4.27 0.13 5.25 9.53 0.13 0.0597 22.26 0.0588 4.25 0.13 5.23 9.48 0.13 0.0594 22.28 0.0585 4.23 0.13 5.20 9.43 0.13 0.0591 22.30 0.0582 4.20 0.13 5.17 9.38 0.13 0.0587 22.32 0.0579 4.18 0.13 5.14 9.33 0.13 0.0584 22.34 0.0576 4.16 0.13 5.12 9.28 0.13 0.0581 22.36 0.0573 4.14 0.13 5.09 9.23 0.13 0.0578 22.38 0.0570 4.11 0.13 5.06 9.18 0.13 0.0575 22.40 0.0566 4.09 0.13 5.03 9.13 0.13 0.0572 22.42 0.0563 4.07 0.13 5.01 9.08 0.13 0.0569 22.44 0.0560 4.05 0.13 4.98 9.02 0.12 0.0565 22.46 0.0557 4.02 0.12 4.95 8.97 0.12 0.0562 22.48 0.0554 4.00 0.12 4.92 8.92 0.12 0.0559 22.50 0.0551 3.98 0.12 4.90 8.87 0.12 0.0556 22.52 0.0547 3.96 0.12 4.87 8.82 0.12 0.0553 22.54 0.0544 3.93 0.12 4.84 8.77 0.12 0.0550 22.56 0.0541 3.91 0.12 4.81 8.72 0.12 0.0547 22.58 0.0538 3.89 0.12 4.79 8.67 0.12 0.0543 22.60 0.0535 3.86 0.12 4.76 8.62 0.12 0.0540 22.62 0.0532 3.84 0.12 4.73 8.57 0.12 0.0537 22.64 0.0529 3.82 0.12 4.70 8.52 0.12 0.0534 22.66 0.0525 3.80 0.12 4.68 8.47 0.12 0.0531 22.68 0.0522 3.77 0.12 4.65 8.42 0.12 0.0528 22.70 0.0519 3.75 0.12 4.62 8.37 0.12 0.0525 22.72 0.0516 3.73 0.12 4.59 8.32 0.11 0.0521 22.74 0.0513 3.71 0.11 4.57 8.27 0.11 0.0518 22.76 0.0510 3.68 0.11 4.54 8.22 0.11 0.0515 22.78 0.0507 3.66 0.11 4.51 8.17 0.11 0.0512 22.80 0.0503 3.64 0.11 4.48 8.12 0.11 0.0509 22.82 0.0500 3.62 0.11 4.46 8.07 0.11 0.0506 22.84 0.0497 3.59 0.11 4.43 8.02 0.11 0.0503 22.86 0.0494 3.57 0.11 4.40 7.97 0.11 0.0499 22.88 0.0491 3.55 0.11 4.37 7.92 0.11 0.0496 22.90 0.0488 3.52 0.11 4.35 7.87 0.11 0.0493 22.92 0.0485 3.50 0.11 4.32 7.82 0.11 0.0490 22.94 0.0481 3.48 0.11 4.29 7.77 0.11 0.0487 22.96 0.0478 3.46 0.11 4.26 7.72 0.11 0.0484 22.98 0.0475 3.43 0.11 4.24 7.67 0.11 0.0481 23.00 0.0472 3.41 0.11 4.21 7.62 0.11 0.0477 23.02 0.0469 3.39 0.11 4.18 7.57 0.10 0.0474 23.04 0.0466 3.37 0.10 4.15 7.52 0.10 0.0471 23.06 0.0463 3.34 0.10 4.12 7.47 0.10 0.0468 23.08 0.0459 3.32 0.10 4.10 7.42 0.10 0.0465 23.10 0.0456 3.30 0.10 4.07 7.37 0.10 0.0462 23.12 0.0453 3.28 0.10 4.04 7.32 0.10 0.0458 23.14 0.0450 3.25 0.10 4.01 7.27 0.10 0.0455 23.16 0.0447 3.23 0.10 3.99 7.22 0.10 0.0452 23.18 0.0444 3.21 0.10 3.96 7.17 0.10 0.0449 23.20 0.0441 3.18 0.10 3.93 7.12 0.10 0.0446 23.22 0.0437 3.16 0.10 3.90 7.07 0.10 0.0443 23.24 0.0434 3.14 0.10 3.88 7.02 0.10 0.0440 23.26 0.0431 3.12 0.10 3.85 6.97 0.10 0.0436 23.28 0.0428 3.09 0.10 3.82 6.92 0.10 0.0433 23.30 0.0425 3.07 0.10 3.79 6.87 0.09 0.0430



97

23.32 0.0422 3.05 0.09 3.77 6.82 0.09 0.0427 23.34 0.0418 3.03 0.09 3.74 6.77 0.09 0.0424 23.36 0.0415 3.00 0.09 3.71 6.71 0.09 0.0421 23.38 0.0412 2.98 0.09 3.68 6.66 0.09 0.0418 23.40 0.0409 2.96 0.09 3.66 6.61 0.09 0.0414 23.42 0.0406 2.94 0.09 3.63 6.56 0.09 0.0411 23.44 0.0403 2.91 0.09 3.60 6.51 0.09 0.0408 23.46 0.0400 2.89 0.09 3.57 6.46 0.09 0.0405 23.48 0.0396 2.87 0.09 3.55 6.41 0.09 0.0402 23.50 0.0393 2.84 0.09 3.52 6.36 0.09 0.0399 23.52 0.0390 2.82 0.09 3.49 6.31 0.09 0.0396 23.54 0.0387 2.80 0.09 3.46 6.26 0.09 0.0392 23.56 0.0384 2.78 0.09 3.44 6.21 0.09 0.0389 23.58 0.0381 2.75 0.09 3.41 6.16 0.08 0.0386 23.60 0.0378 2.73 0.08 3.38 6.11 0.08 0.0383 23.62 0.0374 2.71 0.08 3.35 6.06 0.08 0.0380 23.64 0.0371 2.69 0.08 3.33 6.01 0.08 0.0377 23.66 0.0368 2.66 0.08 3.30 5.96 0.08 0.0374 23.68 0.0365 2.64 0.08 3.27 5.91 0.08 0.0370 23.70 0.0362 2.62 0.08 3.24 5.86 0.08 0.0367 23.72 0.0359 2.60 0.08 3.22 5.81 0.08 0.0364 23.74 0.0356 2.57 0.08 3.19 5.76 0.08 0.0361 23.76 0.0352 2.55 0.08 3.16 5.71 0.08 0.0358 23.78 0.0349 2.53 0.08 3.13 5.66 0.08 0.0355 23.80 0.0346 2.50 0.08 3.11 5.61 0.08 0.0352 23.82 0.0343 2.48 0.08 3.08 5.56 0.08 0.0348 23.84 0.0340 2.46 0.08 3.05 5.51 0.08 0.0345 23.86 0.0337 2.44 0.08 3.02 5.46 0.08 0.0342 23.88 0.0334 2.41 0.08 3.00 5.41 0.07 0.0339 23.90 0.0330 2.39 0.07 2.97 5.36 0.07 0.0336 23.92 0.0327 2.37 0.07 2.94 5.31 0.07 0.0333 23.94 0.0324 2.35 0.07 2.91 5.26 0.07 0.0329 23.96 0.0321 2.32 0.07 2.89 5.21 0.07 0.0326 23.98 0.0318 2.30 0.07 2.86 5.16 0.07 0.0323 24.00 0.0315 2.28 0.07 2.83 5.11 0.07 0.0320 24.02 0.0312 2.26 0.07 2.80 5.06 0.07 0.0317 24.04 0.0308 2.23 0.07 2.77 5.01 0.07 0.0314 24.06 0.0305 2.21 0.07 2.75 4.96 0.07 0.0311 24.08 0.0302 2.19 0.07 2.72 4.91 0.07 0.0307 24.10 0.0299 2.16 0.07 2.69 4.86 0.07 0.0304 24.12 0.0296 2.14 0.07 2.66 4.81 0.07 0.0301 24.14 0.0293 2.12 0.07 2.64 4.76 0.07 0.0298 24.16 0.0289 2.10 0.07 2.61 4.71 0.06 0.0295 24.18 0.0286 2.07 0.06 2.58 4.66 0.06 0.0292 24.20 0.0283 2.05 0.06 2.55 4.61 0.06 0.0289 24.22 0.0280 2.03 0.06 2.53 4.56 0.06 0.0285 24.24 0.0277 2.01 0.06 2.50 4.51 0.06 0.0282 24.26 0.0274 1.98 0.06 2.47 4.46 0.06 0.0279 24.28 0.0271 1.96 0.06 2.44 4.40 0.06 0.0276 24.30 0.0267 1.94 0.06 2.42 4.35 0.06 0.0273 24.32 0.0264 1.92 0.06 2.39 4.30 0.06 0.0270 24.34 0.0261 1.89 0.06 2.36 4.25 0.06 0.0267 24.36 0.0258 1.87 0.06 2.33 4.20 0.06 0.0263 24.38 0.0255 1.85 0.06 2.31 4.15 0.06 0.0260 24.40 0.0252 1.82 0.06 2.28 4.10 0.06 0.0257 24.42 0.0249 1.80 0.06 2.25 4.05 0.06 0.0254 24.44 0.0245 1.78 0.06 2.22 4.00 0.06 0.0251 24.46 0.0242 1.76 0.06 2.20 3.95 0.05 0.0248 24.48 0.0239 1.73 0.05 2.17 3.90 0.05 0.0245 24.50 0.0236 1.71 0.05 2.14 3.85 0.05 0.0241



98

24.52 0.0233 1.69 0.05 2.11 3.80 0.05 0.0238 24.54 0.0230 1.67 0.05 2.09 3.75 0.05 0.0235 24.56 0.0227 1.64 0.05 2.06 3.70 0.05 0.0232 24.58 0.0223 1.62 0.05 2.03 3.65 0.05 0.0229 24.60 0.0220 1.60 0.05 2.00 3.60 0.05 0.0226 24.62 0.0217 1.58 0.05 1.98 3.55 0.05 0.0223 24.64 0.0214 1.55 0.05 1.95 3.50 0.05 0.0219 24.66 0.0211 1.53 0.05 1.92 3.45 0.05 0.0216 24.68 0.0208 1.51 0.05 1.89 3.40 0.05 0.0213 24.70 0.0205 1.48 0.05 1.87 3.35 0.05 0.0210 24.72 0.0201 1.46 0.05 1.84 3.30 0.05 0.0207 24.74 0.0198 1.44 0.05 1.81 3.25 0.04 0.0204 24.76 0.0195 1.42 0.04 1.78 3.20 0.04 0.0200 24.78 0.0192 1.39 0.04 1.76 3.15 0.04 0.0197 24.80 0.0189 1.37 0.04 1.73 3.10 0.04 0.0194 24.82 0.0186 1.35 0.04 1.70 3.05 0.04 0.0191 24.84 0.0182 1.33 0.04 1.67 3.00 0.04 0.0188 24.86 0.0179 1.30 0.04 1.65 2.95 0.04 0.0185 24.88 0.0176 1.28 0.04 1.62 2.90 0.04 0.0182 24.90 0.0173 1.26 0.04 1.59 2.85 0.04 0.0178 24.92 0.0170 1.24 0.04 1.56 2.80 0.04 0.0175 24.94 0.0167 1.21 0.04 1.54 2.75 0.04 0.0172 24.96 0.0164 1.19 0.04 1.51 2.70 0.04 0.0169 24.98 0.0160 1.17 0.04 1.48 2.65 0.04 0.0166 25.00 0.0157 1.14 0.04 1.45 2.60 0.04 0.0163 25.02 0.0154 1.12 0.04 1.42 2.55 0.04 0.0160 25.04 0.0151 1.10 0.04 1.40 2.50 0.03 0.0156 25.06 0.0148 1.08 0.03 1.37 2.45 0.03 0.0153 25.08 0.0145 1.05 0.03 1.34 2.40 0.03 0.0150 25.10 0.0142 1.03 0.03 1.31 2.35 0.03 0.0147 25.12 0.0138 1.01 0.03 1.29 2.30 0.03 0.0144 25.14 0.0135 0.99 0.03 1.26 2.25 0.03 0.0141 25.16 0.0132 0.96 0.03 1.23 2.20 0.03 0.0138 25.18 0.0129 0.94 0.03 1.20 2.15 0.03 0.0134 25.20 0.0126 0.92 0.03 1.18 2.09 0.03 0.0131 25.22 0.0123 0.90 0.03 1.15 2.04 0.03 0.0128 25.24 0.0120 0.87 0.03 1.12 1.99 0.03 0.0125 25.26 0.0116 0.85 0.03 1.09 1.94 0.03 0.0122 25.28 0.0113 0.83 0.03 1.07 1.89 0.03 0.0119 25.30 0.0110 0.80 0.03 1.04 1.84 0.03 0.0116 25.32 0.0107 0.78 0.03 1.01 1.79 0.02 0.0112 25.34 0.0104 0.76 0.02 0.98 1.74 0.02 0.0109 25.36 0.0101 0.74 0.02 0.96 1.69 0.02 0.0106 25.38 0.0098 0.71 0.02 0.93 1.64 0.02 0.0103 25.40 0.0094 0.69 0.02 0.90 1.59 0.02 0.0100 25.42 0.0091 0.67 0.02 0.87 1.54 0.02 0.0097 25.44 0.0088 0.65 0.02 0.85 1.49 0.02 0.0093 25.46 0.0085 0.62 0.02 0.82 1.44 0.02 0.0090 25.48 0.0082 0.60 0.02 0.79 1.39 0.02 0.0087 25.50 0.0079 0.58 0.02 0.76 1.34 0.02 0.0084 25.52 0.0076 0.56 0.02 0.74 1.29 0.02 0.0081 25.54 0.0072 0.53 0.02 0.71 1.24 0.02 0.0078 25.56 0.0069 0.51 0.02 0.68 1.19 0.02 0.0075 25.58 0.0066 0.49 0.02 0.65 1.14 0.02 0.0071 25.60 0.0063 0.46 0.02 0.63 1.09 0.02 0.0068 25.62 0.0060 0.44 0.02 0.60 1.04 0.01 0.0065 25.64 0.0057 0.42 0.01 0.57 0.99 0.01 0.0062 25.66 0.0053 0.40 0.01 0.54 0.94 0.01 0.0059 25.68 0.0050 0.37 0.01 0.52 0.89 0.01 0.0056 25.70 0.0047 0.35 0.01 0.49 0.84 0.01 0.0053



99

25.72 0.0044 0.33 0.01 0.46 0.79 0.01 0.0049 25.74 0.0041 0.31 0.01 0.43 0.74 0.01 0.0046 25.76 0.0038 0.28 0.01 0.41 0.69 0.01 0.0043 25.78 0.0035 0.26 0.01 0.38 0.64 0.01 0.0040 25.80 0.0031 0.24 0.01 0.35 0.59 0.01 0.0037 25.82 0.0028 0.22 0.01 0.32 0.54 0.01 0.0034 25.84 0.0025 0.19 0.01 0.30 0.49 0.01 0.0031 25.86 0.0022 0.17 0.01 0.27 0.44 0.01 0.0027 25.88 0.0019 0.15 0.01 0.24 0.39 0.01 0.0024 25.90 0.0016 0.12 0.01 0.21 0.34 0.00 0.0021 25.92 0.0000 0.06 0.00 0.19 0.24 0.00 0.0015

4. Molšca

Profile Output Table - Standard Table 1 HEC-RAS Plan: Plan 06 River: Molsca Reach: Log Profile: PF 1 # Rivers = 1 # Hydraulic Reaches = 1 # River Stations = 96 # Plans = 1 # Profiles = 1 Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (m3/s) (m) (m) (m) (m) (m/m) (m/s) (m2) (m) Log 72 PF 1 2.00 307.39 308.37 307.92 308.38 0.000655 0.52 3.98 6.91 0.21 Log 71 PF 1 2.00 307.20 308.34 307.89 308.37 0.002253 0.87 2.61 6.63 0.33 Log 70.1 Culvert Log 70 PF 1 2.00 303.65 304.24 304.24 304.43 0.020052 1.92 1.05 2.95 1.00 Log 69 PF 1 2.00 303.36 303.69 303.81 304.06 0.063680 2.69 0.74 3.14 1.76 Log 68 PF 1 2.00 302.47 302.75 302.92 303.33 0.109193 3.36 0.59 2.65 2.27 Log 67 PF 1 2.00 302.36 302.91 302.84 303.00 0.010469 1.39 1.44 4.13 0.75 Log 66 PF 1 2.00 302.25 302.72 302.70 302.87 0.017503 1.74 1.15 3.42 0.96 Log 65 PF 1 2.00 301.84 302.50 302.50 302.67 0.020153 1.84 1.09 3.22 1.01 Log 64 PF 1 2.00 301.11 301.47 301.68 302.17 0.111092 3.70 0.54 2.01 2.27 Log 63 PF 1 2.00 300.84 301.55 301.44 301.69 0.013037 1.71 1.17 2.22 0.75 Log 62 PF 1 3.69 300.35 301.13 301.13 301.37 0.018892 2.20 1.68 3.46 1.01 Log 61 PF 1 3.69 299.81 300.45 300.61 300.97 0.047952 3.17 1.16 2.84 1.58 Log 60 PF 1 3.69 299.53 300.47 300.33 300.63 0.009670 1.79 2.07 3.42 0.73 Log 59 PF 1 3.69 299.26 300.22 300.41 0.011912 1.93 1.91 3.21 0.80 Log 58 PF 1 3.69 299.07 300.14 300.31 0.009950 1.86 2.01 3.55 0.73



100

Log 57 PF 1 3.69 298.76 300.14 300.22 0.003786 1.31 3.24 9.23 0.45 Log 56 PF 1 3.69 298.50 300.14 299.41 300.18 0.001095 0.92 5.26 12.74 0.25 Log 55.1 Culvert Log 55 PF 1 3.69 298.49 299.51 299.66 0.008419 1.74 2.13 3.70 0.68 Log 54 PF 1 3.69 298.45 299.44 299.44 299.59 0.009323 1.75 2.41 9.14 0.72 Log 53 PF 1 3.69 298.34 299.07 299.17 299.39 0.031665 2.83 1.81 12.20 1.27 Log 52 PF 1 3.69 298.21 299.20 299.08 299.24 0.002432 1.01 4.57 12.73 0.38 Log 51 PF 1 3.69 298.17 299.16 299.21 0.003332 1.13 4.09 12.53 0.44 Log 50 PF 1 3.69 298.04 299.13 299.16 0.002012 1.00 4.81 13.76 0.35 Log 49 PF 1 3.69 297.97 299.07 298.96 299.12 0.004258 1.18 3.68 9.70 0.40 Log 48.1 Culvert Log 48 PF 1 1.50 297.86 298.76 298.87 0.008910 1.42 1.06 1.43 0.53 Log 47 PF 1 1.50 297.76 298.79 298.30 298.81 0.001488 0.72 2.91 18.42 0.26 Log 46.1 Culvert Log 46 PF 1 1.50 297.84 298.61 298.67 0.004303 1.08 1.38 2.33 0.45 Log 45 PF 1 1.50 297.66 298.62 298.64 0.001371 0.70 2.66 13.48 0.26 Log 44 PF 1 1.50 297.48 298.61 298.07 298.63 0.000944 0.62 3.37 16.75 0.21 Log 43.1 Culvert Log 43 PF 1 1.50 297.49 298.42 298.46 0.002645 0.94 1.71 5.27 0.37 Log 42 PF 1 1.50 297.33 298.43 298.44 0.000546 0.50 3.84 14.46 0.18 Log 41 PF 1 1.50 297.27 298.41 297.84 298.43 0.001035 0.65 2.88 11.24 0.23 Log 40.1 Culvert Log 40 PF 1 1.50 297.25 298.15 298.01 298.35 0.022758 1.99 0.75 1.04 0.75 Log 39 PF 1 1.50 297.22 298.24 297.85 298.26 0.001867 0.75 2.67 13.22 0.26 Log 38.1 Culvert Log 38 PF 1 1.50 297.00 298.22 298.22 0.000354 0.40 4.87 13.20 0.13 Log 37 PF 1 2.00 297.05 298.21 298.22 0.000491 0.47 5.31 13.18 0.15 Log 36 PF 1 2.00 296.91 298.21 298.22 0.000223 0.38 6.65 13.07 0.12 Log 35 PF 1 2.00 297.13 298.20 298.21 0.000603 0.53 4.74 12.25 0.19 Log 34 PF 1 2.00 297.07 298.17 297.83 298.21 0.002825 0.92 2.74 10.28 0.32 Log 33.1 Culvert Log 33 PF 1 2.00 296.79 297.92 297.95 0.002785 0.85 3.01 11.46 0.26 Log 32 PF 1 2.00 296.70 297.89 297.35 297.91 0.002591 0.81 2.80 7.79 0.24 Log 31.1 Culvert Log 31 PF 1 2.00 296.65 297.68 297.66 297.74 0.007607 1.20 2.12 11.69 0.45 Log 30 PF 1 2.00 296.60 297.58 297.64 0.007013 1.19 2.05 9.16 0.53 Log 29 PF 1 2.00 296.50 297.56 297.57 0.002063 0.74 3.49 14.25 0.28



101

Log 28 PF 1 2.00 296.44 297.52 297.47 297.55 0.004314 0.97 2.78 14.03 0.38 Log 27.1 Culvert Log 27 PF 1 2.00 296.28 297.41 297.45 0.004362 1.05 2.47 11.84 0.39 Log 26 PF 1 2.00 296.21 297.40 296.97 297.43 0.002013 0.80 3.06 10.16 0.27 Log 25.1 Culvert Log 25 PF 1 2.00 295.97 297.08 297.13 0.004948 1.10 2.27 9.02 0.38 Log 24 PF 1 2.00 295.71 296.99 296.57 297.03 0.004094 1.00 2.65 14.04 0.34 Log 23.1 Culvert Log 23 PF 1 2.00 295.74 296.75 296.82 0.004231 1.17 1.73 3.17 0.45 Log 22 PF 1 3.00 295.62 296.40 296.40 296.64 0.020733 2.17 1.38 3.14 0.99 Log 21 PF 1 3.00 295.24 296.31 296.38 0.004097 1.22 2.61 9.73 0.49 Log 20 PF 1 3.00 295.01 296.27 295.83 296.31 0.002318 1.01 3.84 12.58 0.33 Log 19.1 Culvert Log 19 PF 1 3.00 295.08 295.88 295.88 296.19 0.023409 2.45 1.23 2.04 1.01 Log 18 PF 1 3.00 294.90 295.96 295.86 295.99 0.001868 0.83 4.93 19.65 0.31 Log 17 PF 1 3.00 294.65 295.95 295.48 295.96 0.000986 0.62 6.25 19.96 0.20 Log 16.1 Culvert Log 16 PF 1 3.00 294.70 295.39 295.39 295.65 0.020151 2.26 1.32 2.57 1.01 Log 15 PF 1 3.00 294.25 295.18 294.90 295.29 0.006152 1.46 2.13 6.28 0.54 Log 14 PF 1 3.00 294.19 295.16 295.20 0.003157 1.07 4.19 27.53 0.43 Log 13 PF 1 3.00 294.21 295.13 295.17 0.003486 0.98 3.85 29.33 0.45 Log 12 PF 1 3.00 294.20 295.08 295.13 0.003782 1.15 3.89 28.42 0.48 Log 11 PF 1 3.00 293.98 294.99 294.81 295.07 0.005148 1.33 2.71 16.86 0.55 Log 10 PF 1 2.50 293.94 294.96 295.00 0.002716 0.98 3.09 13.28 0.38 Log 9 PF 1 2.50 293.89 294.95 294.97 0.001303 0.75 4.08 15.21 0.28 Log 8 PF 1 2.50 293.86 294.93 294.96 0.001425 0.78 4.06 14.15 0.29 Log 7 PF 1 2.50 293.83 294.92 294.68 294.95 0.001559 0.82 3.75 10.03 0.27 Log 6.1 Culvert Log 6 PF 1 2.50 293.80 294.86 294.90 0.001819 0.88 3.60 12.55 0.31 Log 5 PF 1 2.50 293.85 294.82 294.87 0.003339 1.11 2.60 9.18 0.43 Log 4 PF 1 2.50 294.04 294.78 294.83 0.004161 1.11 2.59 8.37 0.50 Log 3 PF 1 2.50 293.71 294.75 294.27 294.79 0.001649 0.84 2.99 4.14 0.31 Log 2.1 Culvert Log 2 PF 1 2.50 293.65 294.05 294.27 294.82 0.109009 3.87 0.65 2.21 2.29 Log 1 PF 1 2.50 293.63 294.15 294.25 294.50 0.038094 2.62 0.95 2.66 1.40 Log 0.9 PF 1 2.50 293.50 293.85 293.98 294.27 0.077842 2.87 0.87 3.96 1.95 Log 0.8 PF 1 2.50 293.40 293.90 293.90 294.06 0.018907 1.74 1.43 4.71 1.01



102

Log 0.7 PF 1 2.50 293.00 293.37 293.56 294.00 0.101902 3.51 0.71 2.85 2.24 Log 0.6 PF 1 2.50 292.50 293.59 293.11 293.62 0.001548 0.79 3.17 4.84 0.31 Log 0.5 PF 1 2.50 292.50 293.58 293.61 0.001609 0.80 3.13 4.81 0.32 Log 0.4 PF 1 2.50 292.80 293.38 293.38 293.57 0.018680 1.93 1.30 3.48 1.01 Log 0.31 Culvert Log 0.3 PF 1 2.50 292.11 292.74 292.74 292.96 0.019299 2.07 1.21 2.82 1.01

5. Karlovški potok – Akumulacija Analiza prevodnosti propustov na regionalni cesti R2-409 Ljubljana Vrhnika

A. Propust Karlovški potok pravokotni B/H 0.9/1.5m



103

B. Propust Šola



104



105

Storage Indication Method Given Input Data: File ........... C:\USACE\Kar-Comb22.hdc.sim Description .... Karlov Comb2.2m3s Time increment . 0.02 hrs Input Files: Pre-Dev Hydrograph curve .. Post-Dev Hydrograph curve . C:\USACE\Kar-Comb22.hdc Stage-Storage curve ....... C:\USACE\LDNew.ssc Stage-Discharge curve ..... C:\USACE\HQ.sdc Output Data: Routed Peak Flow ......... 1.40 cms Routed Peak Time ......... 12.84 hrs Pre-Developed Peak Flow . 2.2111 cms Pre-Developed Peak Time . 12.30 hrs Support Calculations: ---------------------------------------------------------------------------------- Time Inflow (I1+I2)/2 H1 S1-(O1/2)T S2+(O2/2)T H2 Outflow hrs cms m3 m m3 m3 m cms ---------------------------------------------------------------------------------- 11.00 0.0533 1.92 0.00 0.00 1.92 0.03 0.0147 11.02 0.0542 3.87 0.03 0.86 4.74 0.07 0.0362 11.04 0.0551 3.94 0.07 2.13 6.07 0.09 0.0463 11.06 0.0560 4.00 0.09 2.73 6.74 0.10 0.0514 11.08 0.0569 4.07 0.10 3.03 7.10 0.10 0.0535 11.10 0.0578 4.13 0.10 3.24 7.37 0.10 0.0548 11.12 0.0587 4.20 0.10 3.43 7.63 0.11 0.0559 11.14 0.0596 4.26 0.11 3.60 7.86 0.11 0.0569 11.16 0.0605 4.33 0.11 3.76 8.09 0.11 0.0579 11.18 0.0614 4.39 0.11 3.92 8.31 0.11 0.0589 11.20 0.0623 4.45 0.11 4.06 8.52 0.11 0.0598 11.22 0.0632 4.52 0.11 4.21 8.73 0.12 0.0608 11.24 0.0641 4.58 0.12 4.35 8.94 0.12 0.0617 11.26 0.0650 4.65 0.12 4.49 9.14 0.12 0.0626



106

11.28 0.0659 4.71 0.12 4.63 9.35 0.12 0.0635 11.30 0.0668 4.78 0.12 4.77 9.55 0.12 0.0644 11.32 0.0688 4.88 0.12 4.91 9.79 0.12 0.0655 11.34 0.0707 5.02 0.12 5.08 10.10 0.13 0.0668 11.36 0.0727 5.17 0.13 5.29 10.45 0.13 0.0684 11.38 0.0747 5.31 0.13 5.52 10.83 0.13 0.0701 11.40 0.0767 5.45 0.13 5.78 11.24 0.14 0.0719 11.42 0.0786 5.59 0.14 6.06 11.65 0.14 0.0737 11.44 0.0806 5.74 0.14 6.34 12.08 0.14 0.0756 11.46 0.0826 5.88 0.14 6.63 12.51 0.15 0.0775 11.48 0.0846 6.02 0.15 6.93 12.95 0.15 0.0795 11.50 0.0866 6.16 0.15 7.22 13.39 0.15 0.0814 11.52 0.0885 6.31 0.15 7.52 13.83 0.16 0.0834 11.54 0.0905 6.45 0.16 7.82 14.27 0.16 0.0853 11.56 0.0925 6.59 0.16 8.13 14.72 0.17 0.0873 11.58 0.0945 6.73 0.17 8.43 15.16 0.17 0.0893 11.60 0.0964 6.88 0.17 8.73 15.61 0.17 0.0913 11.62 0.1045 7.24 0.17 9.03 16.27 0.18 0.0942 11.64 0.1125 7.82 0.18 9.48 17.30 0.19 0.0988 11.66 0.1205 8.39 0.19 10.19 18.58 0.20 0.1101 11.68 0.1286 8.97 0.20 10.65 19.62 0.21 0.1206 11.70 0.1366 9.55 0.21 10.94 20.49 0.21 0.1293 11.72 0.1446 10.13 0.21 11.18 21.30 0.22 0.1375 11.74 0.1527 10.71 0.22 11.40 22.11 0.23 0.1456 11.76 0.1607 11.29 0.23 11.62 22.91 0.23 0.1536 11.78 0.1687 11.86 0.23 11.84 23.70 0.24 0.1617 11.80 0.1767 12.44 0.24 12.06 24.50 0.25 0.1697 11.82 0.1848 13.02 0.25 12.28 25.30 0.26 0.1777 11.84 0.1928 13.60 0.26 12.50 26.10 0.26 0.1858 11.86 0.2008 14.18 0.26 12.72 26.89 0.27 0.1938 11.88 0.2089 14.76 0.27 12.94 27.69 0.28 0.2018 11.90 0.2169 15.34 0.28 13.15 28.49 0.28 0.2098 11.92 0.2392 16.43 0.28 13.37 29.80 0.29 0.2231 11.94 0.2616 18.04 0.29 13.73 31.77 0.31 0.2429 11.96 0.2839 19.65 0.31 14.28 33.92 0.33 0.2645 11.98 0.3063 21.26 0.33 14.87 36.12 0.35 0.2867 12.00 0.3286 22.87 0.35 15.47 38.34 0.36 0.3090 12.02 0.3647 24.97 0.36 16.08 41.05 0.39 0.3363 12.04 0.4008 27.57 0.39 16.83 44.40 0.42 0.3700 12.06 0.4369 30.17 0.42 17.74 47.92 0.45 0.4054 12.08 0.4730 32.77 0.45 18.71 51.48 0.48 0.4413 12.10 0.5091 35.37 0.48 19.69 55.06 0.51 0.4774 12.12 0.6335 41.15 0.51 20.68 61.83 0.56 0.5455 12.14 0.7579 50.11 0.56 22.53 72.65 0.60 0.5929 12.16 0.8823 59.07 0.60 29.94 89.01 0.61 0.6003 12.18 1.0067 68.04 0.61 45.77 113.81 0.61 0.6115 12.20 1.1311 77.00 0.61 69.76 146.76 0.62 0.6263 12.22 1.3471 89.26 0.62 101.64 190.90 0.63 0.6462 12.24 1.5631 104.82 0.63 144.35 249.17 0.65 0.6725 12.26 1.7791 120.38 0.65 200.72 321.10 0.67 0.7049 12.28 1.9951 135.94 0.67 270.32 406.26 0.69 0.7434 12.30 2.2111 151.50 0.69 352.71 504.20 0.72 0.7875 12.32 2.2057 159.08 0.72 447.47 606.55 0.74 0.8337 12.34 2.2002 158.69 0.74 546.50 705.19 0.77 0.8782 12.36 2.1948 158.30 0.77 641.93 800.22 0.80 0.9211 12.38 2.1893 157.91 0.80 733.88 891.78 0.82 0.9624 12.40 2.1839 157.51 0.82 822.46 979.97 0.84 1.0021 12.42 2.1457 155.94 0.84 907.78 1063.72 0.87 1.0399 12.44 2.1074 153.19 0.87 988.81 1142.00 0.89 1.0752 12.46 2.0692 150.43 0.89 1064.55 1214.98 0.91 1.1109 12.48 2.0309 147.68 0.91 1134.95 1282.63 0.92 1.1445 12.50 1.9927 144.92 0.92 1200.19 1345.11 0.94 1.1754 12.52 1.9497 142.00 0.94 1260.44 1402.44 0.96 1.2038 12.54 1.9067 138.90 0.96 1315.72 1454.62 0.97 1.2326 12.56 1.8638 135.80 0.97 1365.83 1501.64 0.98 1.2592 12.58 1.8208 132.71 0.98 1410.93 1543.64 0.99 1.2831 12.60 1.7778 129.61 0.99 1451.21 1580.82 1.00 1.3042



107

12.62 1.7391 126.67 1.00 1486.88 1613.55 1.01 1.3227 12.64 1.7004 123.88 1.01 1518.27 1642.15 1.02 1.3389 12.66 1.6617 121.10 1.02 1545.70 1666.80 1.03 1.3529 12.68 1.6231 118.31 1.03 1569.34 1687.65 1.03 1.3648 12.70 1.5844 115.52 1.03 1589.34 1704.86 1.04 1.3745 12.72 1.5529 113.00 1.04 1605.85 1718.85 1.04 1.3824 12.74 1.5214 110.73 1.04 1619.26 1729.99 1.04 1.3888 12.76 1.4899 108.46 1.04 1629.95 1738.40 1.05 1.3935 12.78 1.4584 106.19 1.05 1638.02 1744.21 1.05 1.3968 12.80 1.4268 103.92 1.05 1643.59 1747.50 1.05 1.3987 12.82 1.4111 102.22 1.05 1646.75 1748.96 1.05 1.3995 12.84 1.3954 101.08 1.05 1648.15 1749.23 1.05 1.3997 12.86 1.3796 99.95 1.05 1648.40 1748.35 1.05 1.3992 12.88 1.3639 98.82 1.05 1647.56 1746.38 1.05 1.3981 12.90 1.3482 97.68 1.05 1645.67 1743.35 1.05 1.3963 12.92 1.2949 95.20 1.05 1642.77 1737.97 1.05 1.3933 12.94 1.2417 91.36 1.05 1637.60 1728.96 1.04 1.3882 12.96 1.1885 87.53 1.04 1628.97 1716.50 1.04 1.3811 12.98 1.1353 83.70 1.04 1617.01 1700.70 1.04 1.3722 13.00 1.0820 79.86 1.04 1601.86 1681.72 1.03 1.3614 13.02 0.9509 73.22 1.03 1583.65 1656.87 1.02 1.3473 13.04 0.8198 63.78 1.02 1559.82 1623.60 1.02 1.3284 13.06 0.6887 54.33 1.02 1527.91 1582.24 1.00 1.3050 13.08 0.5576 44.89 1.00 1488.24 1533.13 0.99 1.2771 13.10 0.4265 35.45 0.99 1441.13 1476.58 0.98 1.2450 13.12 0.3829 29.15 0.98 1386.89 1416.05 0.96 1.2107 13.14 0.3393 26.01 0.96 1328.84 1354.85 0.94 1.1803 13.16 0.2957 22.87 0.94 1269.83 1292.70 0.93 1.1494 13.18 0.2521 19.73 0.93 1209.90 1229.63 0.91 1.1182 13.20 0.2085 16.59 0.91 1149.09 1165.68 0.89 1.0865 13.22 0.2052 14.90 0.89 1087.41 1102.31 0.88 1.0573 13.24 0.2018 14.66 0.88 1026.15 1040.81 0.86 1.0296 13.26 0.1985 14.42 0.86 966.65 981.07 0.84 1.0026 13.28 0.1952 14.18 0.84 908.84 923.02 0.83 0.9764 13.30 0.1918 13.94 0.83 852.68 866.62 0.81 0.9510 13.32 0.1885 13.70 0.81 798.12 811.81 0.80 0.9263 13.34 0.1851 13.46 0.80 745.09 758.54 0.78 0.9023 13.36 0.1818 13.22 0.78 693.55 706.77 0.77 0.8789 13.38 0.1785 12.98 0.77 643.45 656.43 0.76 0.8562 13.40 0.1751 12.73 0.76 594.75 607.49 0.74 0.8341 13.42 0.1736 12.56 0.74 547.40 559.96 0.73 0.8127 13.44 0.1722 12.46 0.73 501.42 513.88 0.72 0.7919 13.46 0.1707 12.35 0.72 456.83 469.18 0.71 0.7717 13.48 0.1693 12.25 0.71 413.59 425.84 0.70 0.7522 13.50 0.1678 12.14 0.70 371.65 383.79 0.68 0.7332 13.52 0.1663 12.03 0.68 330.97 343.01 0.67 0.7148 13.54 0.1649 11.93 0.67 291.52 303.45 0.66 0.6970 13.56 0.1634 11.82 0.66 253.24 265.06 0.65 0.6797 13.58 0.1619 11.72 0.65 216.10 227.82 0.64 0.6629 13.60 0.1605 11.61 0.64 180.07 191.68 0.63 0.6466 13.62 0.1593 11.52 0.63 145.11 156.63 0.62 0.6308 13.64 0.1582 11.44 0.62 111.19 122.62 0.62 0.6154 13.66 0.1570 11.35 0.62 78.29 89.64 0.61 0.6006 13.68 0.1559 11.27 0.61 46.38 57.65 0.53 0.5035 13.70 0.1547 11.19 0.53 21.39 32.57 0.32 0.2510 13.72 0.1536 11.10 0.32 14.50 25.60 0.26 0.1808 13.74 0.1524 11.02 0.26 12.58 23.60 0.24 0.1606 13.76 0.1513 10.94 0.24 12.03 22.97 0.24 0.1543 13.78 0.1501 10.86 0.24 11.86 22.71 0.23 0.1517 13.80 0.1490 10.77 0.23 11.79 22.56 0.23 0.1501 13.82 0.1480 10.70 0.23 11.74 22.44 0.23 0.1489 13.84 0.1470 10.62 0.23 11.71 22.34 0.23 0.1479 13.86 0.1460 10.55 0.23 11.68 22.24 0.23 0.1469 13.88 0.1450 10.48 0.23 11.66 22.14 0.23 0.1459 13.90 0.1440 10.41 0.23 11.63 22.04 0.23 0.1449 13.92 0.1430 10.34 0.23 11.60 21.94 0.23 0.1439 13.94 0.1420 10.27 0.23 11.57 21.84 0.23 0.1429



108

13.96 0.1411 10.20 0.23 11.55 21.74 0.23 0.1419 13.98 0.1401 10.13 0.23 11.52 21.65 0.22 0.1409 14.00 0.1391 10.05 0.22 11.49 21.55 0.22 0.1399 14.02 0.1380 9.98 0.22 11.47 21.45 0.22 0.1389 14.04 0.1370 9.91 0.22 11.44 21.34 0.22 0.1379 14.06 0.1359 9.83 0.22 11.41 21.24 0.22 0.1369 14.08 0.1349 9.76 0.22 11.38 21.14 0.22 0.1358 14.10 0.1339 9.68 0.22 11.35 21.03 0.22 0.1348 14.12 0.1328 9.60 0.22 11.33 20.93 0.22 0.1337 14.14 0.1318 9.53 0.22 11.30 20.83 0.22 0.1327 14.16 0.1307 9.45 0.22 11.27 20.72 0.22 0.1316 14.18 0.1297 9.38 0.22 11.24 20.62 0.22 0.1306 14.20 0.1286 9.30 0.22 11.21 20.51 0.21 0.1295 14.22 0.1276 9.23 0.21 11.18 20.41 0.21 0.1285 14.24 0.1265 9.15 0.21 11.15 20.31 0.21 0.1275 14.26 0.1255 9.08 0.21 11.13 20.20 0.21 0.1264 14.28 0.1245 9.00 0.21 11.10 20.10 0.21 0.1254 14.30 0.1234 8.93 0.21 11.07 20.00 0.21 0.1243 14.32 0.1228 8.87 0.21 11.04 19.91 0.21 0.1234 14.34 0.1221 8.82 0.21 11.02 19.83 0.21 0.1227 14.36 0.1215 8.77 0.21 11.00 19.77 0.21 0.1220 14.38 0.1208 8.73 0.21 10.98 19.70 0.21 0.1214 14.40 0.1202 8.68 0.21 10.96 19.64 0.21 0.1207 14.42 0.1195 8.63 0.21 10.94 19.57 0.21 0.1201 14.44 0.1189 8.59 0.21 10.92 19.51 0.21 0.1194 14.46 0.1182 8.54 0.21 10.91 19.44 0.21 0.1188 14.48 0.1176 8.49 0.21 10.89 19.38 0.21 0.1181 14.50 0.1169 8.44 0.21 10.87 19.32 0.20 0.1175 14.52 0.1163 8.40 0.20 10.85 19.25 0.20 0.1168 14.54 0.1156 8.35 0.20 10.84 19.19 0.20 0.1162 14.56 0.1150 8.30 0.20 10.82 19.12 0.20 0.1155 14.58 0.1143 8.26 0.20 10.80 19.06 0.20 0.1149 14.60 0.1137 8.21 0.20 10.78 18.99 0.20 0.1142 14.62 0.1131 8.17 0.20 10.76 18.93 0.20 0.1136 14.64 0.1125 8.13 0.20 10.75 18.87 0.20 0.1130 14.66 0.1119 8.08 0.20 10.73 18.82 0.20 0.1124 14.68 0.1114 8.04 0.20 10.72 18.76 0.20 0.1119 14.70 0.1108 8.00 0.20 10.70 18.70 0.20 0.1113 14.72 0.1102 7.96 0.20 10.68 18.64 0.20 0.1107 14.74 0.1096 7.92 0.20 10.67 18.59 0.20 0.1101 14.76 0.1091 7.88 0.20 10.65 18.53 0.20 0.1096 14.78 0.1085 7.83 0.20 10.64 18.47 0.20 0.1090 14.80 0.1079 7.79 0.20 10.62 18.41 0.20 0.1084 14.82 0.1073 7.75 0.20 10.61 18.36 0.20 0.1078 14.84 0.1068 7.71 0.20 10.59 18.30 0.20 0.1073 14.86 0.1062 7.67 0.20 10.57 18.24 0.20 0.1067 14.88 0.1056 7.63 0.20 10.56 18.19 0.20 0.1061 14.90 0.1050 7.59 0.20 10.54 18.13 0.19 0.1055 14.92 0.1044 7.54 0.19 10.53 18.07 0.19 0.1050 14.94 0.1039 7.50 0.19 10.51 18.01 0.19 0.1044 14.96 0.1033 7.46 0.19 10.50 17.96 0.19 0.1038 14.98 0.1027 7.42 0.19 10.48 17.90 0.19 0.1032 15.00 0.1021 7.38 0.19 10.46 17.84 0.19 0.1027 15.02 0.1016 7.34 0.19 10.45 17.79 0.19 0.1021 15.04 0.1011 7.30 0.19 10.43 17.73 0.19 0.1016 15.06 0.1006 7.26 0.19 10.42 17.68 0.19 0.1010 15.08 0.1000 7.22 0.19 10.40 17.63 0.19 0.1005 15.10 0.0995 7.19 0.19 10.39 17.58 0.19 0.1000 15.12 0.0990 7.15 0.19 10.37 17.52 0.19 0.0997 15.14 0.0984 7.11 0.19 10.34 17.45 0.19 0.0994 15.16 0.0979 7.07 0.19 10.29 17.36 0.19 0.0990 15.18 0.0974 7.03 0.19 10.23 17.26 0.19 0.0986 15.20 0.0969 7.00 0.19 10.16 17.16 0.19 0.0981 15.22 0.0963 6.96 0.19 10.09 17.05 0.19 0.0976 15.24 0.0958 6.92 0.19 10.01 16.93 0.18 0.0971 15.26 0.0953 6.88 0.18 9.94 16.82 0.18 0.0966 15.28 0.0948 6.84 0.18 9.86 16.70 0.18 0.0961



109

15.30 0.0942 6.81 0.18 9.78 16.59 0.18 0.0956 15.32 0.0937 6.77 0.18 9.70 16.47 0.18 0.0951 15.34 0.0932 6.73 0.18 9.62 16.35 0.18 0.0945 15.36 0.0926 6.69 0.18 9.54 16.23 0.18 0.0940 15.38 0.0921 6.65 0.18 9.46 16.11 0.18 0.0935 15.40 0.0916 6.62 0.18 9.38 15.99 0.18 0.0930 15.42 0.0911 6.58 0.18 9.30 15.88 0.18 0.0924 15.44 0.0905 6.54 0.18 9.22 15.76 0.17 0.0919 15.46 0.0900 6.50 0.17 9.14 15.64 0.17 0.0914 15.48 0.0895 6.46 0.17 9.05 15.52 0.17 0.0909 15.50 0.0889 6.43 0.17 8.97 15.40 0.17 0.0903 15.52 0.0884 6.39 0.17 8.89 15.28 0.17 0.0898 15.54 0.0879 6.35 0.17 8.81 15.16 0.17 0.0893 15.56 0.0874 6.31 0.17 8.73 15.04 0.17 0.0887 15.58 0.0868 6.27 0.17 8.65 14.92 0.17 0.0882 15.60 0.0863 6.24 0.17 8.57 14.80 0.17 0.0877 15.62 0.0858 6.20 0.17 8.49 14.68 0.17 0.0872 15.64 0.0852 6.16 0.17 8.41 14.57 0.16 0.0866 15.66 0.0847 6.12 0.16 8.32 14.45 0.16 0.0861 15.68 0.0842 6.08 0.16 8.24 14.33 0.16 0.0856 15.70 0.0837 6.05 0.16 8.16 14.21 0.16 0.0851 15.72 0.0831 6.01 0.16 8.08 14.09 0.16 0.0845 15.74 0.0826 5.97 0.16 8.00 13.97 0.16 0.0840 15.76 0.0821 5.93 0.16 7.92 13.85 0.16 0.0835 15.78 0.0816 5.89 0.16 7.84 13.73 0.16 0.0829 15.80 0.0810 5.86 0.16 7.76 13.61 0.16 0.0824 15.82 0.0805 5.82 0.16 7.68 13.49 0.16 0.0819 15.84 0.0800 5.78 0.16 7.60 13.37 0.15 0.0814 15.86 0.0794 5.74 0.15 7.51 13.26 0.15 0.0808 15.88 0.0789 5.70 0.15 7.43 13.14 0.15 0.0803 15.90 0.0784 5.67 0.15 7.35 13.02 0.15 0.0798 15.92 0.0779 5.63 0.15 7.27 12.90 0.15 0.0792 15.94 0.0773 5.59 0.15 7.19 12.78 0.15 0.0787 15.96 0.0768 5.55 0.15 7.11 12.66 0.15 0.0782 15.98 0.0763 5.51 0.15 7.03 12.54 0.15 0.0777 16.00 0.0757 5.48 0.15 6.95 12.42 0.15 0.0771 16.02 0.0753 5.44 0.15 6.87 12.31 0.15 0.0766 16.04 0.0748 5.41 0.15 6.79 12.19 0.14 0.0761 16.06 0.0744 5.37 0.14 6.71 12.08 0.14 0.0756 16.08 0.0739 5.34 0.14 6.63 11.97 0.14 0.0752 16.10 0.0734 5.31 0.14 6.56 11.87 0.14 0.0747 16.12 0.0730 5.27 0.14 6.49 11.76 0.14 0.0742 16.14 0.0725 5.24 0.14 6.42 11.66 0.14 0.0737 16.16 0.0721 5.21 0.14 6.35 11.55 0.14 0.0733 16.18 0.0716 5.17 0.14 6.27 11.45 0.14 0.0728 16.20 0.0711 5.14 0.14 6.20 11.34 0.14 0.0724 16.22 0.0707 5.11 0.14 6.13 11.24 0.14 0.0719 16.24 0.0702 5.07 0.14 6.06 11.14 0.14 0.0714 16.26 0.0698 5.04 0.14 5.99 11.03 0.13 0.0710 16.28 0.0693 5.01 0.13 5.92 10.93 0.13 0.0705 16.30 0.0688 4.98 0.13 5.85 10.82 0.13 0.0700 16.32 0.0684 4.94 0.13 5.78 10.72 0.13 0.0696 16.34 0.0679 4.91 0.13 5.71 10.62 0.13 0.0691 16.36 0.0675 4.88 0.13 5.64 10.51 0.13 0.0687 16.38 0.0670 4.84 0.13 5.57 10.41 0.13 0.0682 16.40 0.0665 4.81 0.13 5.49 10.30 0.13 0.0677 16.42 0.0661 4.78 0.13 5.42 10.20 0.13 0.0673 16.44 0.0656 4.74 0.13 5.35 10.10 0.13 0.0668 16.46 0.0652 4.71 0.13 5.28 9.99 0.13 0.0664 16.48 0.0647 4.68 0.13 5.21 9.89 0.13 0.0659 16.50 0.0642 4.64 0.13 5.14 9.78 0.12 0.0654 16.52 0.0640 4.62 0.12 5.07 9.69 0.12 0.0650 16.54 0.0637 4.60 0.12 5.01 9.60 0.12 0.0646 16.56 0.0635 4.58 0.12 4.95 9.53 0.12 0.0643 16.58 0.0632 4.56 0.12 4.90 9.46 0.12 0.0640 16.60 0.0629 4.54 0.12 4.85 9.39 0.12 0.0637 16.62 0.0627 4.52 0.12 4.80 9.33 0.12 0.0634



110

16.64 0.0624 4.51 0.12 4.76 9.26 0.12 0.0631 16.66 0.0622 4.49 0.12 4.72 9.20 0.12 0.0629 16.68 0.0619 4.47 0.12 4.67 9.14 0.12 0.0626 16.70 0.0616 4.45 0.12 4.63 9.08 0.12 0.0623 16.72 0.0614 4.43 0.12 4.59 9.02 0.12 0.0621 16.74 0.0611 4.41 0.12 4.55 8.96 0.12 0.0618 16.76 0.0609 4.39 0.12 4.51 8.91 0.12 0.0615 16.78 0.0606 4.37 0.12 4.47 8.85 0.12 0.0613 16.80 0.0603 4.36 0.12 4.43 8.79 0.12 0.0610 16.82 0.0601 4.34 0.12 4.39 8.73 0.12 0.0608 16.84 0.0598 4.32 0.12 4.35 8.67 0.11 0.0605 16.86 0.0596 4.30 0.11 4.31 8.61 0.11 0.0602 16.88 0.0593 4.28 0.11 4.27 8.55 0.11 0.0600 16.90 0.0590 4.26 0.11 4.23 8.49 0.11 0.0597 16.92 0.0588 4.24 0.11 4.19 8.44 0.11 0.0595 16.94 0.0585 4.22 0.11 4.15 8.38 0.11 0.0592 16.96 0.0583 4.21 0.11 4.11 8.32 0.11 0.0589 16.98 0.0580 4.19 0.11 4.07 8.26 0.11 0.0587 17.00 0.0577 4.17 0.11 4.03 8.20 0.11 0.0584 17.02 0.0575 4.15 0.11 3.99 8.14 0.11 0.0582 17.04 0.0573 4.14 0.11 3.95 8.09 0.11 0.0579 17.06 0.0571 4.12 0.11 3.92 8.04 0.11 0.0577 17.08 0.0569 4.11 0.11 3.88 7.99 0.11 0.0575 17.10 0.0567 4.09 0.11 3.85 7.94 0.11 0.0572 17.12 0.0565 4.07 0.11 3.81 7.89 0.11 0.0570 17.14 0.0562 4.06 0.11 3.78 7.84 0.11 0.0568 17.16 0.0560 4.04 0.11 3.75 7.79 0.11 0.0566 17.18 0.0558 4.03 0.11 3.71 7.74 0.11 0.0564 17.20 0.0556 4.01 0.11 3.68 7.69 0.11 0.0562 17.22 0.0554 4.00 0.11 3.65 7.64 0.11 0.0559 17.24 0.0552 3.98 0.11 3.61 7.59 0.11 0.0557 17.26 0.0549 3.97 0.11 3.58 7.55 0.11 0.0555 17.28 0.0547 3.95 0.11 3.55 7.50 0.11 0.0553 17.30 0.0545 3.94 0.11 3.51 7.45 0.10 0.0551 17.32 0.0543 3.92 0.10 3.48 7.40 0.10 0.0549 17.34 0.0541 3.90 0.10 3.45 7.35 0.10 0.0547 17.36 0.0539 3.89 0.10 3.42 7.30 0.10 0.0544 17.38 0.0537 3.87 0.10 3.38 7.26 0.10 0.0542 17.40 0.0534 3.86 0.10 3.35 7.21 0.10 0.0540 17.42 0.0532 3.84 0.10 3.32 7.16 0.10 0.0538 17.44 0.0530 3.83 0.10 3.28 7.11 0.10 0.0536 17.46 0.0528 3.81 0.10 3.25 7.06 0.10 0.0534 17.48 0.0526 3.80 0.10 3.22 7.01 0.10 0.0532 17.50 0.0524 3.78 0.10 3.18 6.96 0.10 0.0529 17.52 0.0521 3.76 0.10 3.15 6.91 0.10 0.0527 17.54 0.0518 3.74 0.10 3.12 6.86 0.10 0.0524 17.56 0.0516 3.72 0.10 3.09 6.81 0.10 0.0520 17.58 0.0513 3.71 0.10 3.07 6.77 0.10 0.0517 17.60 0.0510 3.69 0.10 3.05 6.73 0.10 0.0514 17.62 0.0508 3.67 0.10 3.03 6.70 0.10 0.0511 17.64 0.0505 3.65 0.10 3.02 6.66 0.10 0.0509 17.66 0.0502 3.63 0.10 3.00 6.63 0.10 0.0506 17.68 0.0500 3.61 0.10 2.98 6.59 0.10 0.0503 17.70 0.0497 3.59 0.10 2.97 6.56 0.10 0.0500 17.72 0.0494 3.57 0.10 2.95 6.52 0.09 0.0498 17.74 0.0492 3.55 0.09 2.94 6.49 0.09 0.0495 17.76 0.0489 3.53 0.09 2.92 6.45 0.09 0.0492 17.78 0.0486 3.51 0.09 2.90 6.42 0.09 0.0490 17.80 0.0483 3.49 0.09 2.89 6.38 0.09 0.0487 17.82 0.0481 3.47 0.09 2.87 6.35 0.09 0.0484 17.84 0.0478 3.45 0.09 2.86 6.31 0.09 0.0482 17.86 0.0475 3.43 0.09 2.84 6.28 0.09 0.0479 17.88 0.0473 3.42 0.09 2.83 6.24 0.09 0.0476 17.90 0.0470 3.40 0.09 2.81 6.20 0.09 0.0474 17.92 0.0467 3.38 0.09 2.79 6.17 0.09 0.0471 17.94 0.0465 3.36 0.09 2.78 6.13 0.09 0.0468 17.96 0.0462 3.34 0.09 2.76 6.10 0.09 0.0466



111

17.98 0.0459 3.32 0.09 2.75 6.06 0.09 0.0463 18.00 0.0457 3.30 0.09 2.73 6.03 0.09 0.0460 18.02 0.0455 3.28 0.09 2.71 6.00 0.09 0.0458 18.04 0.0454 3.27 0.09 2.70 5.97 0.09 0.0456 18.06 0.0452 3.26 0.09 2.69 5.95 0.09 0.0454 18.08 0.0450 3.25 0.09 2.68 5.93 0.09 0.0453 18.10 0.0449 3.24 0.09 2.67 5.91 0.09 0.0451 18.12 0.0447 3.23 0.09 2.66 5.89 0.09 0.0449 18.14 0.0446 3.22 0.09 2.65 5.87 0.09 0.0448 18.16 0.0444 3.21 0.09 2.64 5.85 0.08 0.0446 18.18 0.0443 3.20 0.08 2.63 5.83 0.08 0.0445 18.20 0.0441 3.18 0.08 2.62 5.81 0.08 0.0443 18.22 0.0440 3.17 0.08 2.61 5.79 0.08 0.0442 18.24 0.0438 3.16 0.08 2.61 5.77 0.08 0.0440 18.26 0.0437 3.15 0.08 2.60 5.75 0.08 0.0439 18.28 0.0435 3.14 0.08 2.59 5.73 0.08 0.0437 18.30 0.0434 3.13 0.08 2.58 5.71 0.08 0.0436 18.32 0.0432 3.12 0.08 2.57 5.69 0.08 0.0434 18.34 0.0430 3.11 0.08 2.56 5.67 0.08 0.0433 18.36 0.0429 3.10 0.08 2.55 5.65 0.08 0.0431 18.38 0.0427 3.08 0.08 2.54 5.63 0.08 0.0429 18.40 0.0426 3.07 0.08 2.53 5.61 0.08 0.0428 18.42 0.0424 3.06 0.08 2.52 5.59 0.08 0.0426 18.44 0.0423 3.05 0.08 2.51 5.57 0.08 0.0425 18.46 0.0421 3.04 0.08 2.51 5.55 0.08 0.0423 18.48 0.0420 3.03 0.08 2.50 5.53 0.08 0.0422 18.50 0.0418 3.02 0.08 2.49 5.51 0.08 0.0420 18.52 0.0417 3.01 0.08 2.48 5.49 0.08 0.0419 18.54 0.0415 3.00 0.08 2.47 5.46 0.08 0.0417 18.56 0.0414 2.98 0.08 2.46 5.44 0.08 0.0416 18.58 0.0412 2.97 0.08 2.45 5.42 0.08 0.0414 18.60 0.0410 2.96 0.08 2.44 5.40 0.08 0.0413 18.62 0.0409 2.95 0.08 2.43 5.38 0.08 0.0411 18.64 0.0407 2.94 0.08 2.42 5.36 0.08 0.0409 18.66 0.0406 2.93 0.08 2.41 5.34 0.08 0.0408 18.68 0.0404 2.92 0.08 2.41 5.32 0.08 0.0406 18.70 0.0403 2.91 0.08 2.40 5.30 0.08 0.0405 18.72 0.0401 2.90 0.08 2.39 5.28 0.08 0.0403 18.74 0.0400 2.88 0.08 2.38 5.26 0.08 0.0402 18.76 0.0398 2.87 0.08 2.37 5.24 0.08 0.0400 18.78 0.0397 2.86 0.08 2.36 5.22 0.08 0.0399 18.80 0.0395 2.85 0.08 2.35 5.20 0.08 0.0397 18.82 0.0394 2.84 0.08 2.34 5.18 0.08 0.0396 18.84 0.0392 2.83 0.08 2.33 5.16 0.07 0.0394 18.86 0.0390 2.82 0.07 2.32 5.14 0.07 0.0392 18.88 0.0389 2.81 0.07 2.32 5.12 0.07 0.0391 18.90 0.0387 2.80 0.07 2.31 5.10 0.07 0.0389 18.92 0.0386 2.79 0.07 2.30 5.08 0.07 0.0388 18.94 0.0384 2.77 0.07 2.29 5.06 0.07 0.0386 18.96 0.0383 2.76 0.07 2.28 5.04 0.07 0.0385 18.98 0.0381 2.75 0.07 2.27 5.02 0.07 0.0383 19.00 0.0380 2.74 0.07 2.26 5.00 0.07 0.0382 19.02 0.0379 2.73 0.07 2.25 4.98 0.07 0.0380 19.04 0.0379 2.73 0.07 2.24 4.97 0.07 0.0380 19.06 0.0378 2.72 0.07 2.24 4.96 0.07 0.0379 19.08 0.0377 2.72 0.07 2.23 4.96 0.07 0.0378 19.10 0.0377 2.72 0.07 2.23 4.95 0.07 0.0378 19.12 0.0376 2.71 0.07 2.23 4.94 0.07 0.0377 19.14 0.0376 2.71 0.07 2.22 4.93 0.07 0.0376 19.16 0.0375 2.70 0.07 2.22 4.92 0.07 0.0376 19.18 0.0374 2.70 0.07 2.22 4.92 0.07 0.0375 19.20 0.0374 2.70 0.07 2.21 4.91 0.07 0.0375 19.22 0.0373 2.69 0.07 2.21 4.90 0.07 0.0374 19.24 0.0373 2.69 0.07 2.21 4.89 0.07 0.0374 19.26 0.0372 2.68 0.07 2.20 4.89 0.07 0.0373 19.28 0.0372 2.68 0.07 2.20 4.88 0.07 0.0372 19.30 0.0371 2.67 0.07 2.20 4.87 0.07 0.0372



112

19.32 0.0370 2.67 0.07 2.19 4.86 0.07 0.0371 19.34 0.0370 2.67 0.07 2.19 4.86 0.07 0.0371 19.36 0.0369 2.66 0.07 2.19 4.85 0.07 0.0370 19.38 0.0369 2.66 0.07 2.18 4.84 0.07 0.0369 19.40 0.0368 2.65 0.07 2.18 4.83 0.07 0.0369 19.42 0.0368 2.65 0.07 2.18 4.83 0.07 0.0368 19.44 0.0367 2.65 0.07 2.17 4.82 0.07 0.0368 19.46 0.0366 2.64 0.07 2.17 4.81 0.07 0.0367 19.48 0.0366 2.64 0.07 2.17 4.80 0.07 0.0367 19.50 0.0365 2.63 0.07 2.16 4.80 0.07 0.0366 19.52 0.0365 2.63 0.07 2.16 4.79 0.07 0.0365 19.54 0.0364 2.62 0.07 2.16 4.78 0.07 0.0365 19.56 0.0363 2.62 0.07 2.15 4.77 0.07 0.0364 19.58 0.0363 2.62 0.07 2.15 4.76 0.07 0.0364 19.60 0.0362 2.61 0.07 2.15 4.76 0.07 0.0363 19.62 0.0362 2.61 0.07 2.14 4.75 0.07 0.0363 19.64 0.0361 2.60 0.07 2.14 4.74 0.07 0.0362 19.66 0.0361 2.60 0.07 2.13 4.73 0.07 0.0361 19.68 0.0360 2.60 0.07 2.13 4.73 0.07 0.0361 19.70 0.0359 2.59 0.07 2.13 4.72 0.07 0.0360 19.72 0.0359 2.59 0.07 2.12 4.71 0.07 0.0360 19.74 0.0358 2.58 0.07 2.12 4.70 0.07 0.0359 19.76 0.0358 2.58 0.07 2.12 4.70 0.07 0.0358 19.78 0.0357 2.57 0.07 2.11 4.69 0.07 0.0358 19.80 0.0357 2.57 0.07 2.11 4.68 0.07 0.0357 19.82 0.0356 2.57 0.07 2.11 4.67 0.07 0.0357 19.84 0.0355 2.56 0.07 2.10 4.67 0.07 0.0356 19.86 0.0355 2.56 0.07 2.10 4.66 0.07 0.0356 19.88 0.0354 2.55 0.07 2.10 4.65 0.07 0.0355 19.90 0.0354 2.55 0.07 2.09 4.64 0.07 0.0354 19.92 0.0353 2.55 0.07 2.09 4.64 0.07 0.0354 19.94 0.0353 2.54 0.07 2.09 4.63 0.07 0.0353 19.96 0.0352 2.54 0.07 2.08 4.62 0.07 0.0353 19.98 0.0351 2.53 0.07 2.08 4.61 0.07 0.0352 20.00 0.0351 2.53 0.07 2.08 4.61 0.07 0.0352 20.02 0.0350 2.52 0.07 2.07 4.60 0.07 0.0351 20.04 0.0350 2.52 0.07 2.07 4.59 0.07 0.0350 20.06 0.0349 2.52 0.07 2.07 4.58 0.07 0.0350 20.08 0.0349 2.51 0.07 2.06 4.58 0.07 0.0349 20.10 0.0348 2.51 0.07 2.06 4.57 0.07 0.0349 20.12 0.0348 2.51 0.07 2.06 4.56 0.07 0.0348 20.14 0.0347 2.50 0.07 2.05 4.56 0.07 0.0348 20.16 0.0346 2.50 0.07 2.05 4.55 0.07 0.0347 20.18 0.0346 2.49 0.07 2.05 4.54 0.07 0.0347 20.20 0.0345 2.49 0.07 2.04 4.53 0.07 0.0346 20.22 0.0345 2.49 0.07 2.04 4.53 0.07 0.0346 20.24 0.0344 2.48 0.07 2.04 4.52 0.07 0.0345 20.26 0.0344 2.48 0.07 2.04 4.51 0.07 0.0345 20.28 0.0343 2.47 0.07 2.03 4.51 0.07 0.0344 20.30 0.0343 2.47 0.07 2.03 4.50 0.07 0.0343 20.32 0.0342 2.47 0.07 2.03 4.49 0.07 0.0343 20.34 0.0342 2.46 0.07 2.02 4.49 0.07 0.0342 20.36 0.0341 2.46 0.07 2.02 4.48 0.06 0.0342 20.38 0.0341 2.46 0.06 2.02 4.47 0.06 0.0341 20.40 0.0340 2.45 0.06 2.01 4.46 0.06 0.0341 20.42 0.0340 2.45 0.06 2.01 4.46 0.06 0.0340 20.44 0.0339 2.44 0.06 2.01 4.45 0.06 0.0340 20.46 0.0338 2.44 0.06 2.00 4.44 0.06 0.0339 20.48 0.0338 2.44 0.06 2.00 4.44 0.06 0.0339 20.50 0.0337 2.43 0.06 2.00 4.43 0.06 0.0338 20.52 0.0337 2.43 0.06 1.99 4.42 0.06 0.0338 20.54 0.0336 2.42 0.06 1.99 4.42 0.06 0.0337 20.56 0.0336 2.42 0.06 1.99 4.41 0.06 0.0336 20.58 0.0335 2.42 0.06 1.98 4.40 0.06 0.0336 20.60 0.0335 2.41 0.06 1.98 4.39 0.06 0.0335 20.62 0.0334 2.41 0.06 1.98 4.39 0.06 0.0335 20.64 0.0334 2.41 0.06 1.98 4.38 0.06 0.0334



113

20.66 0.0333 2.40 0.06 1.97 4.37 0.06 0.0334 20.68 0.0333 2.40 0.06 1.97 4.37 0.06 0.0333 20.70 0.0332 2.39 0.06 1.97 4.36 0.06 0.0333 20.72 0.0331 2.39 0.06 1.96 4.35 0.06 0.0332 20.74 0.0331 2.39 0.06 1.96 4.35 0.06 0.0332 20.76 0.0330 2.38 0.06 1.96 4.34 0.06 0.0331 20.78 0.0330 2.38 0.06 1.95 4.33 0.06 0.0331 20.80 0.0329 2.37 0.06 1.95 4.32 0.06 0.0330 20.82 0.0329 2.37 0.06 1.95 4.32 0.06 0.0329 20.84 0.0328 2.37 0.06 1.94 4.31 0.06 0.0329 20.86 0.0328 2.36 0.06 1.94 4.30 0.06 0.0328 20.88 0.0327 2.36 0.06 1.94 4.30 0.06 0.0328 20.90 0.0327 2.35 0.06 1.93 4.29 0.06 0.0327 20.92 0.0326 2.35 0.06 1.93 4.28 0.06 0.0327 20.94 0.0326 2.35 0.06 1.93 4.27 0.06 0.0326 20.96 0.0325 2.34 0.06 1.92 4.27 0.06 0.0326 20.98 0.0324 2.34 0.06 1.92 4.26 0.06 0.0325 21.00 0.0324 2.34 0.06 1.92 4.25 0.06 0.0325 21.02 0.0323 2.33 0.06 1.91 4.25 0.06 0.0324 21.04 0.0323 2.33 0.06 1.91 4.24 0.06 0.0324 21.06 0.0322 2.32 0.06 1.91 4.23 0.06 0.0323 21.08 0.0322 2.32 0.06 1.91 4.23 0.06 0.0323 21.10 0.0321 2.32 0.06 1.90 4.22 0.06 0.0322 21.12 0.0321 2.31 0.06 1.90 4.21 0.06 0.0321 21.14 0.0320 2.31 0.06 1.90 4.20 0.06 0.0321 21.16 0.0320 2.30 0.06 1.89 4.20 0.06 0.0320 21.18 0.0319 2.30 0.06 1.89 4.19 0.06 0.0320 21.20 0.0319 2.30 0.06 1.89 4.18 0.06 0.0319 21.22 0.0318 2.29 0.06 1.88 4.18 0.06 0.0319 21.24 0.0318 2.29 0.06 1.88 4.17 0.06 0.0318 21.26 0.0317 2.29 0.06 1.88 4.16 0.06 0.0318 21.28 0.0316 2.28 0.06 1.87 4.16 0.06 0.0317 21.30 0.0316 2.28 0.06 1.87 4.15 0.06 0.0317 21.32 0.0315 2.27 0.06 1.87 4.14 0.06 0.0316 21.34 0.0315 2.27 0.06 1.86 4.13 0.06 0.0316 21.36 0.0314 2.27 0.06 1.86 4.13 0.06 0.0315 21.38 0.0314 2.26 0.06 1.86 4.12 0.06 0.0314 21.40 0.0313 2.26 0.06 1.85 4.11 0.06 0.0314 21.42 0.0313 2.25 0.06 1.85 4.11 0.06 0.0313 21.44 0.0312 2.25 0.06 1.85 4.10 0.06 0.0313 21.46 0.0312 2.25 0.06 1.85 4.09 0.06 0.0312 21.48 0.0311 2.24 0.06 1.84 4.08 0.06 0.0312 21.50 0.0311 2.24 0.06 1.84 4.08 0.06 0.0311 21.52 0.0310 2.24 0.06 1.84 4.07 0.06 0.0311 21.54 0.0309 2.23 0.06 1.83 4.06 0.06 0.0310 21.56 0.0309 2.23 0.06 1.83 4.06 0.06 0.0310 21.58 0.0308 2.22 0.06 1.83 4.05 0.06 0.0309 21.60 0.0308 2.22 0.06 1.82 4.04 0.06 0.0309 21.62 0.0307 2.22 0.06 1.82 4.04 0.06 0.0308 21.64 0.0307 2.21 0.06 1.82 4.03 0.06 0.0307 21.66 0.0306 2.21 0.06 1.81 4.02 0.06 0.0307 21.68 0.0306 2.20 0.06 1.81 4.01 0.06 0.0306 21.70 0.0305 2.20 0.06 1.81 4.01 0.06 0.0306 21.72 0.0305 2.20 0.06 1.80 4.00 0.06 0.0305 21.74 0.0304 2.19 0.06 1.80 3.99 0.06 0.0305 21.76 0.0304 2.19 0.06 1.80 3.99 0.06 0.0304 21.78 0.0303 2.18 0.06 1.79 3.98 0.06 0.0304 21.80 0.0302 2.18 0.06 1.79 3.97 0.06 0.0303 21.82 0.0302 2.18 0.06 1.79 3.97 0.06 0.0303 21.84 0.0301 2.17 0.06 1.79 3.96 0.06 0.0302 21.86 0.0301 2.17 0.06 1.78 3.95 0.06 0.0302 21.88 0.0300 2.17 0.06 1.78 3.94 0.06 0.0301 21.90 0.0300 2.16 0.06 1.78 3.94 0.06 0.0301 21.92 0.0299 2.16 0.06 1.77 3.93 0.06 0.0300 21.94 0.0299 2.15 0.06 1.77 3.92 0.06 0.0299 21.96 0.0298 2.15 0.06 1.77 3.92 0.06 0.0299 21.98 0.0298 2.15 0.06 1.76 3.91 0.06 0.0298



114

22.00 0.0297 2.14 0.06 1.76 3.90 0.06 0.0298 22.02 0.0296 2.14 0.06 1.76 3.89 0.06 0.0297 22.04 0.0294 2.12 0.06 1.75 3.88 0.06 0.0296 22.06 0.0293 2.11 0.06 1.75 3.86 0.06 0.0295 22.08 0.0291 2.10 0.06 1.74 3.84 0.06 0.0293 22.10 0.0290 2.09 0.06 1.73 3.82 0.06 0.0292 22.12 0.0288 2.08 0.06 1.72 3.80 0.06 0.0290 22.14 0.0287 2.07 0.06 1.71 3.78 0.05 0.0289 22.16 0.0285 2.06 0.05 1.70 3.76 0.05 0.0287 22.18 0.0284 2.05 0.05 1.69 3.74 0.05 0.0286 22.20 0.0282 2.04 0.05 1.69 3.72 0.05 0.0284 22.22 0.0281 2.03 0.05 1.68 3.70 0.05 0.0283 22.24 0.0279 2.02 0.05 1.67 3.69 0.05 0.0281 22.26 0.0278 2.01 0.05 1.66 3.67 0.05 0.0280 22.28 0.0276 2.00 0.05 1.65 3.65 0.05 0.0278 22.30 0.0275 1.99 0.05 1.64 3.63 0.05 0.0277 22.32 0.0273 1.97 0.05 1.63 3.61 0.05 0.0275 22.34 0.0272 1.96 0.05 1.62 3.59 0.05 0.0274 22.36 0.0270 1.95 0.05 1.62 3.57 0.05 0.0272 22.38 0.0269 1.94 0.05 1.61 3.55 0.05 0.0271 22.40 0.0267 1.93 0.05 1.60 3.53 0.05 0.0269 22.42 0.0266 1.92 0.05 1.59 3.51 0.05 0.0268 22.44 0.0264 1.91 0.05 1.58 3.49 0.05 0.0266 22.46 0.0263 1.90 0.05 1.57 3.47 0.05 0.0265 22.48 0.0261 1.89 0.05 1.56 3.45 0.05 0.0263 22.50 0.0260 1.88 0.05 1.55 3.43 0.05 0.0262 22.52 0.0259 1.87 0.05 1.55 3.41 0.05 0.0260 22.54 0.0257 1.86 0.05 1.54 3.39 0.05 0.0259 22.56 0.0256 1.85 0.05 1.53 3.37 0.05 0.0257 22.58 0.0254 1.84 0.05 1.52 3.35 0.05 0.0256 22.60 0.0253 1.82 0.05 1.51 3.33 0.05 0.0255 22.62 0.0251 1.81 0.05 1.50 3.32 0.05 0.0253 22.64 0.0250 1.80 0.05 1.49 3.30 0.05 0.0252 22.66 0.0248 1.79 0.05 1.48 3.28 0.05 0.0250 22.68 0.0247 1.78 0.05 1.47 3.26 0.05 0.0249 22.70 0.0245 1.77 0.05 1.47 3.24 0.05 0.0247 22.72 0.0244 1.76 0.05 1.46 3.22 0.05 0.0246 22.74 0.0242 1.75 0.05 1.45 3.20 0.05 0.0244 22.76 0.0241 1.74 0.05 1.44 3.18 0.05 0.0243 22.78 0.0239 1.73 0.05 1.43 3.16 0.05 0.0241 22.80 0.0238 1.72 0.05 1.42 3.14 0.05 0.0240 22.82 0.0236 1.71 0.05 1.41 3.12 0.05 0.0238 22.84 0.0235 1.70 0.05 1.40 3.10 0.04 0.0237 22.86 0.0233 1.69 0.04 1.40 3.08 0.04 0.0235 22.88 0.0232 1.67 0.04 1.39 3.06 0.04 0.0234 22.90 0.0230 1.66 0.04 1.38 3.04 0.04 0.0232 22.92 0.0229 1.65 0.04 1.37 3.02 0.04 0.0231 22.94 0.0227 1.64 0.04 1.36 3.00 0.04 0.0229 22.96 0.0226 1.63 0.04 1.35 2.98 0.04 0.0228 22.98 0.0224 1.62 0.04 1.34 2.96 0.04 0.0226 23.00 0.0223 1.61 0.04 1.33 2.95 0.04 0.0225 23.02 0.0221 1.60 0.04 1.33 2.93 0.04 0.0223 23.04 0.0220 1.59 0.04 1.32 2.91 0.04 0.0222 23.06 0.0218 1.58 0.04 1.31 2.89 0.04 0.0220 23.08 0.0217 1.57 0.04 1.30 2.87 0.04 0.0219 23.10 0.0215 1.56 0.04 1.29 2.85 0.04 0.0217 23.12 0.0214 1.55 0.04 1.28 2.83 0.04 0.0216 23.14 0.0212 1.54 0.04 1.27 2.81 0.04 0.0214 23.16 0.0211 1.53 0.04 1.26 2.79 0.04 0.0213 23.18 0.0209 1.51 0.04 1.26 2.77 0.04 0.0211 23.20 0.0208 1.50 0.04 1.25 2.75 0.04 0.0210 23.22 0.0207 1.49 0.04 1.24 2.73 0.04 0.0208 23.24 0.0205 1.48 0.04 1.23 2.71 0.04 0.0207 23.26 0.0204 1.47 0.04 1.22 2.69 0.04 0.0205 23.28 0.0202 1.46 0.04 1.21 2.67 0.04 0.0204 23.30 0.0201 1.45 0.04 1.20 2.65 0.04 0.0203 23.32 0.0199 1.44 0.04 1.19 2.63 0.04 0.0201



115

23.34 0.0198 1.43 0.04 1.19 2.61 0.04 0.0200 23.36 0.0196 1.42 0.04 1.18 2.60 0.04 0.0198 23.38 0.0195 1.41 0.04 1.17 2.58 0.04 0.0197 23.40 0.0193 1.40 0.04 1.16 2.56 0.04 0.0195 23.42 0.0192 1.39 0.04 1.15 2.54 0.04 0.0194 23.44 0.0190 1.38 0.04 1.14 2.52 0.04 0.0192 23.46 0.0189 1.36 0.04 1.13 2.50 0.04 0.0191 23.48 0.0187 1.35 0.04 1.12 2.48 0.04 0.0189 23.50 0.0186 1.34 0.04 1.12 2.46 0.04 0.0188 23.52 0.0184 1.33 0.04 1.11 2.44 0.04 0.0186 23.54 0.0183 1.32 0.04 1.10 2.42 0.04 0.0185 23.56 0.0181 1.31 0.04 1.09 2.40 0.03 0.0183 23.58 0.0180 1.30 0.03 1.08 2.38 0.03 0.0182 23.60 0.0178 1.29 0.03 1.07 2.36 0.03 0.0180 23.62 0.0177 1.28 0.03 1.06 2.34 0.03 0.0179 23.64 0.0175 1.27 0.03 1.05 2.32 0.03 0.0177 23.66 0.0174 1.26 0.03 1.05 2.30 0.03 0.0176 23.68 0.0172 1.25 0.03 1.04 2.28 0.03 0.0174 23.70 0.0171 1.24 0.03 1.03 2.26 0.03 0.0173 23.72 0.0169 1.23 0.03 1.02 2.24 0.03 0.0171 23.74 0.0168 1.21 0.03 1.01 2.23 0.03 0.0170 23.76 0.0166 1.20 0.03 1.00 2.21 0.03 0.0168 23.78 0.0165 1.19 0.03 0.99 2.19 0.03 0.0167 23.80 0.0163 1.18 0.03 0.98 2.17 0.03 0.0165 23.82 0.0162 1.17 0.03 0.98 2.15 0.03 0.0164 23.84 0.0160 1.16 0.03 0.97 2.13 0.03 0.0162 23.86 0.0159 1.15 0.03 0.96 2.11 0.03 0.0161 23.88 0.0157 1.14 0.03 0.95 2.09 0.03 0.0159 23.90 0.0156 1.13 0.03 0.94 2.07 0.03 0.0158 23.92 0.0155 1.12 0.03 0.93 2.05 0.03 0.0156 23.94 0.0153 1.11 0.03 0.92 2.03 0.03 0.0155 23.96 0.0152 1.10 0.03 0.91 2.01 0.03 0.0153 23.98 0.0150 1.09 0.03 0.91 1.99 0.03 0.0152 24.00 0.0149 1.08 0.03 0.90 1.97 0.03 0.0151 24.02 0.0147 1.06 0.03 0.89 1.95 0.03 0.0149 24.04 0.0146 1.05 0.03 0.88 1.93 0.03 0.0148 24.06 0.0144 1.04 0.03 0.87 1.91 0.03 0.0146 24.08 0.0143 1.03 0.03 0.86 1.89 0.03 0.0145 24.10 0.0141 1.02 0.03 0.85 1.87 0.03 0.0143 24.12 0.0140 1.01 0.03 0.84 1.86 0.03 0.0142 24.14 0.0138 1.00 0.03 0.84 1.84 0.03 0.0140 24.16 0.0137 0.99 0.03 0.83 1.82 0.03 0.0139 24.18 0.0135 0.98 0.03 0.82 1.80 0.03 0.0137 24.20 0.0134 0.97 0.03 0.81 1.78 0.03 0.0136 24.22 0.0132 0.96 0.03 0.80 1.76 0.03 0.0134 24.24 0.0131 0.95 0.03 0.79 1.74 0.03 0.0133 24.26 0.0129 0.94 0.03 0.78 1.72 0.02 0.0131 24.28 0.0128 0.93 0.02 0.77 1.70 0.02 0.0130 24.30 0.0126 0.92 0.02 0.77 1.68 0.02 0.0128 24.32 0.0125 0.90 0.02 0.76 1.66 0.02 0.0127 24.34 0.0123 0.89 0.02 0.75 1.64 0.02 0.0125 24.36 0.0122 0.88 0.02 0.74 1.62 0.02 0.0124 24.38 0.0120 0.87 0.02 0.73 1.60 0.02 0.0122 24.40 0.0119 0.86 0.02 0.72 1.58 0.02 0.0121 24.42 0.0117 0.85 0.02 0.71 1.56 0.02 0.0119 24.44 0.0116 0.84 0.02 0.70 1.54 0.02 0.0118 24.46 0.0114 0.83 0.02 0.70 1.52 0.02 0.0116 24.48 0.0113 0.82 0.02 0.69 1.50 0.02 0.0115 24.50 0.0111 0.81 0.02 0.68 1.49 0.02 0.0113 24.52 0.0110 0.80 0.02 0.67 1.47 0.02 0.0112 24.54 0.0108 0.79 0.02 0.66 1.45 0.02 0.0110 24.56 0.0107 0.78 0.02 0.65 1.43 0.02 0.0109 24.58 0.0105 0.77 0.02 0.64 1.41 0.02 0.0107 24.60 0.0104 0.75 0.02 0.63 1.39 0.02 0.0106 24.62 0.0103 0.74 0.02 0.62 1.37 0.02 0.0104 24.64 0.0101 0.73 0.02 0.62 1.35 0.02 0.0103 24.66 0.0100 0.72 0.02 0.61 1.33 0.02 0.0101



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24.68 0.0098 0.71 0.02 0.60 1.31 0.02 0.0100 24.70 0.0097 0.70 0.02 0.59 1.29 0.02 0.0099 24.72 0.0095 0.69 0.02 0.58 1.27 0.02 0.0097 24.74 0.0094 0.68 0.02 0.57 1.25 0.02 0.0096 24.76 0.0092 0.67 0.02 0.56 1.23 0.02 0.0094 24.78 0.0091 0.66 0.02 0.55 1.21 0.02 0.0093 24.80 0.0089 0.65 0.02 0.55 1.19 0.02 0.0091 24.82 0.0088 0.64 0.02 0.54 1.17 0.02 0.0090 24.84 0.0086 0.63 0.02 0.53 1.15 0.02 0.0088 24.86 0.0085 0.62 0.02 0.52 1.14 0.02 0.0087 24.88 0.0083 0.60 0.02 0.51 1.12 0.02 0.0085 24.90 0.0082 0.59 0.02 0.50 1.10 0.02 0.0084 24.92 0.0080 0.58 0.02 0.49 1.08 0.02 0.0082 24.94 0.0079 0.57 0.02 0.48 1.06 0.02 0.0081 24.96 0.0077 0.56 0.02 0.48 1.04 0.02 0.0079 24.98 0.0076 0.55 0.02 0.47 1.02 0.01 0.0078 25.00 0.0074 0.54 0.01 0.46 1.00 0.01 0.0076 25.02 0.0073 0.53 0.01 0.45 0.98 0.01 0.0075 25.04 0.0071 0.52 0.01 0.44 0.96 0.01 0.0073 25.06 0.0070 0.51 0.01 0.43 0.94 0.01 0.0072 25.08 0.0068 0.50 0.01 0.42 0.92 0.01 0.0070 25.10 0.0067 0.49 0.01 0.41 0.90 0.01 0.0069 25.12 0.0065 0.48 0.01 0.41 0.88 0.01 0.0067 25.14 0.0064 0.47 0.01 0.40 0.86 0.01 0.0066 25.16 0.0062 0.45 0.01 0.39 0.84 0.01 0.0064 25.18 0.0061 0.44 0.01 0.38 0.82 0.01 0.0063 25.20 0.0059 0.43 0.01 0.37 0.80 0.01 0.0061 25.22 0.0058 0.42 0.01 0.36 0.78 0.01 0.0060 25.24 0.0056 0.41 0.01 0.35 0.77 0.01 0.0058 25.26 0.0055 0.40 0.01 0.34 0.75 0.01 0.0057 25.28 0.0053 0.39 0.01 0.34 0.73 0.01 0.0055 25.30 0.0052 0.38 0.01 0.33 0.71 0.01 0.0054 25.32 0.0051 0.37 0.01 0.32 0.69 0.01 0.0052 25.34 0.0049 0.36 0.01 0.31 0.67 0.01 0.0051 25.36 0.0048 0.35 0.01 0.30 0.65 0.01 0.0050 25.38 0.0046 0.34 0.01 0.29 0.63 0.01 0.0048 25.40 0.0045 0.33 0.01 0.28 0.61 0.01 0.0047 25.42 0.0043 0.32 0.01 0.27 0.59 0.01 0.0045 25.44 0.0042 0.31 0.01 0.27 0.57 0.01 0.0044 25.46 0.0040 0.29 0.01 0.26 0.55 0.01 0.0042 25.48 0.0039 0.28 0.01 0.25 0.53 0.01 0.0041 25.50 0.0037 0.27 0.01 0.24 0.51 0.01 0.0039 25.52 0.0036 0.26 0.01 0.23 0.49 0.01 0.0038 25.54 0.0034 0.25 0.01 0.22 0.47 0.01 0.0036 25.56 0.0033 0.24 0.01 0.21 0.45 0.01 0.0035 25.58 0.0031 0.23 0.01 0.20 0.43 0.01 0.0033 25.60 0.0030 0.22 0.01 0.20 0.41 0.01 0.0032 25.62 0.0028 0.21 0.01 0.19 0.40 0.01 0.0030 25.64 0.0027 0.20 0.01 0.18 0.38 0.01 0.0029 25.66 0.0025 0.19 0.01 0.17 0.36 0.01 0.0027 25.68 0.0024 0.18 0.01 0.16 0.34 0.00 0.0026 25.70 0.0022 0.17 0.00 0.15 0.32 0.00 0.0024 25.72 0.0021 0.16 0.00 0.14 0.30 0.00 0.0023 25.74 0.0019 0.14 0.00 0.13 0.28 0.00 0.0021 25.76 0.0018 0.13 0.00 0.13 0.26 0.00 0.0020 25.78 0.0016 0.12 0.00 0.12 0.24 0.00 0.0018 25.80 0.0015 0.11 0.00 0.11 0.22 0.00 0.0017 25.82 0.0013 0.10 0.00 0.10 0.20 0.00 0.0015 25.84 0.0012 0.09 0.00 0.09 0.18 0.00 0.0014 25.86 0.0010 0.08 0.00 0.08 0.16 0.00 0.0012 25.88 0.0009 0.07 0.00 0.07 0.14 0.00 0.0011 25.90 0.0007 0.06 0.00 0.06 0.12 0.00 0.0009



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6. Malenšca Profile Output Table - Standard Table 1 HEC-RAS Plan: Imported Pla River: Ljubljanica Reach: Malensca Profile: PF 1 # Rivers = 1 # Hydraulic Reaches = 1 # River Stations = 86 # Plans = 1 # Profiles = 1 Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (m3/s) (m) (m) (m) (m) (m/m) (m/s) (m2) (m) Malensca 74 PF 1 14.90 298.19 299.80 299.64 299.96 0.007078 1.53 8.58 12.45 0.52 Malensca 73 PF 1 14.90 298.17 299.83 299.90 0.002533 1.25 12.28 13.76 0.35 Malensca 72 PF 1 14.90 298.06 299.83 299.29 299.87 0.001098 0.88 16.83 17.13 0.23 Malensca 71 PF 1 14.90 297.89 299.02 299.01 299.75 4.333851 3.54 4.10 9.99 1.27 Malensca 70 PF 1 14.90 297.83 299.34 299.42 0.003257 1.29 12.46 20.00 0.35 Malensca 69 PF 1 14.90 297.72 299.26 299.38 0.005647 1.59 9.93 16.43 0.47 Malensca 68 PF 1 14.90 297.61 299.23 299.32 0.003769 1.38 11.26 16.87 0.39 Malensca 67 PF 1 14.90 297.75 299.19 299.30 0.004470 1.50 10.26 14.42 0.43 Malensca 66 PF 1 14.90 297.49 299.13 299.24 0.004691 1.55 9.95 12.99 0.44 Malensca 65 PF 1 14.90 297.41 299.09 299.20 0.004688 1.51 10.06 13.36 0.44 Malensca 64 PF 1 14.90 297.38 299.07 299.17 0.002858 1.46 11.03 14.90 0.43 Malensca 63 PF 1 14.90 297.23 299.09 299.15 0.001535 1.26 14.67 20.00 0.35 Malensca 62 PF 1 14.90 297.26 299.08 298.78 299.13 0.001558 1.25 14.85 20.00 0.32 Malensca 61.5 Culvert Malensca 61 PF 1 14.90 297.15 299.02 299.12 0.003068 1.60 10.94 13.75 0.38 Malensca 60 PF 1 14.90 297.18 299.00 298.70 299.10 0.002178 1.60 11.95 13.77 0.39 Malensca 59.1 Culvert Malensca 59 PF 1 14.90 297.11 298.80 298.89 0.002897 1.60 12.03 20.00 0.47 Malensca 58 PF 1 9.00 297.16 298.69 298.69 298.86 0.009403 2.12 5.47 15.61 0.64 Malensca 57 PF 1 9.00 297.02 298.05 298.26 298.63 0.028062 3.38 2.82 10.88 1.29



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Malensca 56 PF 1 9.00 296.72 298.12 298.08 298.22 0.009912 1.52 6.60 20.00 0.52 Malensca 55 PF 1 9.00 296.68 298.01 298.10 0.008537 1.44 6.90 20.00 0.49 Malensca 54 PF 1 7.00 296.41 297.91 298.00 0.009016 1.46 5.63 18.20 0.48 Malensca 53 PF 1 7.00 296.48 297.82 297.88 0.005082 1.19 6.71 17.47 0.38 Malensca 52 PF 1 7.00 296.45 297.77 297.82 0.004246 1.08 7.28 20.00 0.35 Malensca 51 PF 1 7.00 296.44 297.59 297.59 297.70 0.010947 1.66 5.25 20.00 0.56 Malensca 50 PF 1 5.30 296.24 297.54 297.17 297.58 0.003239 0.94 6.67 20.00 0.30 Malensca 49 PF 1 5.30 296.21 297.51 297.55 0.004307 0.96 6.21 20.00 0.34 Malensca 48 PF 1 5.30 295.93 297.48 297.50 0.002116 0.76 7.82 20.00 0.24 Malensca 47 PF 1 5.30 296.11 297.44 297.47 0.002943 0.87 7.03 20.00 0.30 Malensca 46 PF 1 5.30 296.08 297.42 297.44 0.002007 0.80 7.81 20.00 0.24 Malensca 45 PF 1 5.30 295.95 297.39 297.42 0.002451 0.81 7.41 20.00 0.27 Malensca 44 PF 1 5.30 295.87 297.31 297.38 0.006482 1.22 5.01 16.69 0.42 Malensca 43 PF 1 5.30 295.67 297.25 297.31 0.003891 1.07 5.34 12.94 0.34 Malensca 42 PF 1 5.30 295.60 297.22 297.27 0.003568 1.03 5.65 14.52 0.32 Malensca 41 PF 1 5.30 295.68 297.19 297.23 0.003277 0.97 6.18 18.43 0.32 Malensca 40 PF 1 5.30 295.42 297.15 297.20 0.003443 1.03 5.58 19.22 0.31 Malensca 39 PF 1 5.30 295.21 297.12 297.16 0.002402 0.87 7.05 19.71 0.26 Malensca 38 PF 1 5.30 295.49 297.06 297.11 0.004040 1.06 5.01 6.84 0.34 Malensca 37 PF 1 5.30 295.40 296.94 297.03 0.007160 1.33 4.00 4.27 0.44 Malensca 36 PF 1 5.30 295.40 296.88 296.95 0.005804 1.24 4.27 4.48 0.41 Malensca 35 PF 1 5.30 295.39 296.91 296.92 0.000815 0.50 9.89 12.16 0.16 Malensca 34 PF 1 6.50 295.38 296.84 296.89 0.004304 1.05 6.21 7.92 0.38 Malensca 33 PF 1 6.50 295.26 296.81 296.85 0.002824 0.94 6.94 7.32 0.31 Malensca 32 PF 1 6.50 295.27 296.70 296.80 0.008414 1.39 4.66 5.87 0.50 Malensca 31 PF 1 6.50 295.23 296.64 296.74 0.007823 1.39 4.68 5.82 0.49 Malensca 30 PF 1 6.50 295.25 296.54 296.67 0.010238 1.56 4.17 5.31 0.56 Malensca 29 PF 1 6.50 295.23 296.55 295.99 296.60 0.001726 1.01 6.44 7.50 0.35 Malensca 28.1 Culvert Malensca 28 PF 1 6.50 295.14 296.47 296.52 0.001846 1.03 6.28 7.44 0.36



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Malensca 27 PF 1 6.50 295.02 296.41 296.50 0.003971 1.28 5.07 6.13 0.45 Malensca 26 PF 1 6.50 294.90 296.35 296.46 0.005846 1.51 4.32 5.33 0.53 Malensca 25 PF 1 6.50 294.64 296.34 296.41 0.002689 1.23 5.26 5.77 0.41 Malensca 24 PF 1 6.50 294.58 296.31 296.39 0.002606 1.25 5.22 5.96 0.41 Malensca 23 PF 1 6.50 294.68 296.28 296.36 0.002894 1.28 5.19 8.98 0.43 Malensca 22 PF 1 6.50 294.67 296.26 296.32 0.001704 1.12 6.92 17.33 0.34 Malensca 21 PF 1 6.50 294.60 296.23 296.30 0.001908 1.15 6.49 17.96 0.36 Malensca 20 PF 1 6.50 294.68 296.17 296.28 0.002592 1.51 5.21 15.60 0.44 Malensca 19 PF 1 6.50 294.62 296.21 296.25 0.001313 1.07 7.62 17.72 0.30 Malensca 18 PF 1 6.50 294.63 296.07 296.21 0.007374 1.70 3.82 4.35 0.58 Malensca 17 PF 1 6.50 294.62 295.96 296.15 0.007956 1.92 3.38 3.28 0.60 Malensca 16 PF 1 6.50 294.48 295.91 296.09 0.005345 1.88 3.60 6.09 0.58 Malensca 15 PF 1 6.50 294.58 295.97 296.01 0.001395 0.93 8.54 19.92 0.31 Malensca 14 PF 1 6.50 294.45 295.94 295.99 0.001381 1.21 7.94 19.87 0.33 Malensca 13 PF 1 6.50 294.32 295.91 295.97 0.001884 1.34 7.28 19.93 0.36 Malensca 12 PF 1 5.50 294.12 295.89 295.94 0.003996 1.27 5.79 19.24 0.31 Malensca 11 PF 1 5.50 294.33 295.83 295.92 0.004474 1.57 5.02 16.33 0.42 Malensca 10 PF 1 5.50 294.16 295.82 295.88 0.003117 1.35 6.05 20.00 0.38 Malensca 9 PF 1 5.50 294.09 295.70 295.70 295.84 0.005110 1.92 4.22 14.52 0.52 Malensca 8 PF 1 5.50 294.08 294.98 295.18 295.71 0.026948 3.78 1.45 1.86 1.36 Malensca 7 PF 1 5.50 294.04 295.20 295.02 295.48 0.007371 2.33 2.36 2.42 0.75 Malensca 6 PF 1 5.50 294.03 295.06 295.06 295.40 0.019842 2.59 2.12 3.10 1.00 Malensca 5 PF 1 5.50 293.99 294.87 294.95 295.30 0.026592 2.91 1.89 3.23 1.21 Malensca 4 PF 1 5.50 293.95 294.91 294.91 295.21 0.016332 2.41 2.30 4.24 0.98 Malensca 3 PF 1 5.50 293.35 293.92 294.21 294.87 0.079916 4.32 1.27 2.57 1.96 Malensca 2.1 Culvert Malensca 2 PF 1 5.50 293.22 294.26 294.41 0.006601 1.70 3.23 4.23 0.62 Malensca 1 PF 1 5.50 293.18 294.26 293.90 294.37 0.004101 1.43 3.83 4.63 0.50 Malensca 0.5 PF 1 5.50 293.18 294.27 293.91 294.35 0.003442 1.28 4.31 5.90 0.48 Malensca 0.41 Inl Struct Malensca 0.4 PF 1 5.50 292.08 293.54 292.87 293.59 0.001335 0.92 5.98 6.37 0.30



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Malensca 0.31 Inl Struct Malensca 0.3 PF 1 5.50 291.30 292.72 292.78 0.002346 1.16 4.73 5.19 0.39 Malensca 0.2 PF 1 5.50 291.59 292.43 292.43 292.72 0.016886 2.38 2.31 3.97 1.00 Malensca 0.11 Culvert Malensca 0.1 PF 1 5.50 291.47 292.32 292.32 292.61 0.016953 2.39 2.30 3.94 1.00

7. Dragomerski potok – Akumulacija Storage Indication Method Given Input Data: File ........... C:\Documents and Settings\Niko\Desktop\0-Dragomer\CombiHydro.hdc.sim Description .... Dragomerski Time increment . 0.04 hrs Input Files: Pre-Dev Hydrograph curve .. Post-Dev Hydrograph curve . C:\0-Dragomer\CombiHydro.hdc Stage-Storage curve ....... C:\0-Dragomer\BasinDraData.ssc Stage-Discharge curve ..... C:\0-Dragomer\CulDraHQ.sdc Output Data: Routed Peak Flow ......... 6.2400 cms Routed Peak Time ......... 13.28 hrs Post-Developed Peak Flow . 24.9974 cms Post-Developed Peak Time . 12.60 hrs Support Calculations: ---------------------------------------------------------------------------------- Time Inflow (I1+I2)/2 H1 S1-(O1/2)T S2+(O2/2)T H2 Outflow hrs cms m3 m m3 m3 m cms ---------------------------------------------------------------------------------- 11.00 0.4789 34.50 0.00 0.00 34.50 0.16 0.1145 11.04 0.4960 70.23 0.16 18.00 88.23 0.41 0.3574 11.08 0.5130 72.69 0.41 36.74 109.43 0.51 0.5344 11.12 0.5301 75.14 0.51 32.44 107.58 0.50 0.5186 11.16 0.5472 77.60 0.50 32.86 110.47 0.52 0.5433 11.20 0.5642 80.06 0.52 32.20 112.25 0.53 0.5586 11.24 0.5813 82.51 0.53 31.78 114.30 0.54 0.5760 11.28 0.5983 84.97 0.54 31.31 116.28 0.54 0.5930 11.32 0.6198 87.74 0.54 30.85 118.59 0.56 0.6128 11.36 0.6456 91.15 0.56 30.31 121.46 0.57 0.6373 11.40 0.6715 94.88 0.57 29.64 124.52 0.58 0.6635 11.44 0.6973 98.60 0.58 28.94 127.53 0.60 0.6892 11.48 0.7232 102.32 0.60 28.24 130.56 0.61 0.7151 11.52 0.7490 106.05 0.61 27.53 133.58 0.63 0.7409 11.56 0.7748 109.77 0.63 26.83 136.60 0.64 0.7668 11.60 0.8007 113.49 0.64 26.13 139.63 0.66 0.7926 11.64 0.8643 119.94 0.66 25.43 145.37 0.68 0.8417 11.68 0.9279 129.10 0.68 24.10 153.20 0.72 0.9087 11.72 0.9915 138.26 0.72 22.28 160.54 0.76 0.9715 11.76 1.0551 147.42 0.76 20.58 168.00 0.79 1.0353



121

11.80 1.1187 156.59 0.79 18.85 175.44 0.83 1.0988 11.84 1.1823 165.75 0.83 17.12 182.87 0.86 1.1624 11.88 1.2459 174.91 0.86 15.40 190.31 0.90 1.2260 11.92 1.3628 187.92 0.90 13.67 201.59 0.95 1.3225 11.96 1.5331 208.61 0.95 11.06 219.67 1.00 1.4091 12.00 1.7034 233.15 1.00 16.66 249.81 1.01 1.4259 12.04 2.6406 312.92 1.01 44.38 357.30 1.05 1.4859 12.08 3.5777 447.94 1.05 143.23 591.17 1.12 1.6163 12.12 4.5486 585.38 1.12 358.30 943.69 1.23 1.8635 12.16 5.5532 727.69 1.23 675.22 1402.90 1.37 2.2667 12.20 6.5578 872.42 1.37 1076.34 1948.76 1.51 2.6396 12.24 7.8911 1040.83 1.51 1568.47 2609.30 1.53 2.7204 12.28 9.2245 1232.93 1.53 2217.37 3450.30 1.57 2.8233 12.32 11.2539 1475.17 1.57 3043.54 4518.71 1.62 2.9541 12.36 13.9795 1817.70 1.62 4093.11 5910.81 1.68 3.1244 12.40 16.7051 2210.37 1.68 5460.67 7671.04 1.76 3.3683 12.44 19.0482 2575.50 1.76 7185.76 9761.25 1.85 3.6762 12.48 21.3912 2913.06 1.85 9231.62 12144.68 1.95 4.0273 12.52 23.0497 3201.32 1.95 11564.46 14765.78 2.03 4.2824 12.56 24.0236 3390.94 2.03 14148.81 17539.75 2.08 4.4489 12.60 24.9974 3531.24 2.08 16898.79 20430.03 2.13 4.6224 12.64 24.7178 3581.26 2.13 19764.08 23345.34 2.18 4.8118 12.68 24.4383 3540.98 2.18 22652.10 26193.08 2.23 5.0028 12.72 23.7814 3473.52 2.23 25472.32 28945.84 2.28 5.1875 12.76 22.7473 3351.71 2.28 28198.47 31550.18 2.33 5.3622 12.80 21.7131 3202.72 2.33 30777.64 33980.36 2.37 5.5252 12.84 20.1566 3016.10 2.37 33184.34 36200.44 2.41 5.6742 12.88 18.6001 2791.85 2.41 35382.96 38174.81 2.44 5.8066 12.92 17.0436 2567.61 2.44 37338.25 39905.86 2.47 5.9227 12.96 15.4871 2343.36 2.47 39052.57 41395.93 2.50 6.0224 13.00 13.9306 2119.12 2.50 40528.29 42647.40 2.51 6.0776 13.04 12.6709 1916.25 2.51 41771.80 43688.04 2.53 6.1235 13.08 11.4112 1734.76 2.53 42805.82 44540.58 2.54 6.1621 13.12 10.1515 1553.28 2.54 43652.81 45206.08 2.54 6.1939 13.16 8.8918 1371.79 2.54 44313.73 45685.52 2.55 6.2167 13.20 7.6321 1190.30 2.55 44789.87 45980.18 2.55 6.2308 13.24 6.9469 1050.20 2.55 45082.50 46132.70 2.56 6.2381 13.28 6.2616 951.48 2.56 45233.98 46185.45 2.56 6.2406 13.32 5.5764 852.75 2.56 45286.37 46139.12 2.56 6.2384 13.36 4.8912 754.03 2.56 45240.35 45994.38 2.55 6.2315 13.40 4.2059 655.31 2.55 45096.61 45751.92 2.55 6.2199 13.44 3.8636 581.29 2.55 44855.82 45437.11 2.55 6.2049 13.48 3.5213 531.97 2.55 44543.17 45075.14 2.54 6.1876 13.52 3.1790 482.65 2.54 44183.69 44666.34 2.54 6.1681 13.56 2.8366 433.34 2.54 43777.70 44211.03 2.53 6.1466 13.60 2.4943 384.02 2.53 43325.48 43709.50 2.53 6.1245 13.64 2.3120 346.22 2.53 42827.14 43173.36 2.52 6.1008 13.68 2.1296 319.95 2.52 42294.41 42614.36 2.51 6.0762 13.72 1.9472 293.68 2.51 41738.97 42032.64 2.51 6.0505 13.76 1.7649 267.40 2.51 41160.95 41428.35 2.50 6.0238 13.80 1.5825 241.13 2.50 40560.50 40801.63 2.49 5.9828 13.84 1.5364 224.67 2.49 39939.68 40164.36 2.48 5.9401 13.88 1.4903 218.03 2.48 39308.57 39526.60 2.47 5.8973 13.92 1.4442 211.39 2.47 38676.97 38888.36 2.46 5.8545 13.96 1.3981 204.75 2.46 38044.90 38249.65 2.44 5.8116 14.00 1.3520 198.10 2.44 37412.36 37610.47 2.43 5.7687 14.04 1.3304 193.23 2.43 36779.36 36972.59 2.42 5.7260 14.08 1.3089 190.12 2.42 36147.65 36337.77 2.41 5.6834 14.12 1.2873 187.02 2.41 35518.97 35705.98 2.40 5.6410 14.16 1.2658 183.91 2.40 34893.28 35077.20 2.39 5.5988



122

14.20 1.2442 180.81 2.39 34270.57 34451.38 2.38 5.5568 14.24 1.2227 177.70 2.38 33650.81 33828.51 2.37 5.5150 14.28 1.2011 174.60 2.37 33033.95 33208.55 2.35 5.4734 14.32 1.1820 171.67 2.35 32419.99 32591.66 2.34 5.4321 14.36 1.1654 169.09 2.34 31809.06 31978.15 2.33 5.3909 14.40 1.1487 166.70 2.33 31201.48 31368.18 2.32 5.3500 14.44 1.1321 164.30 2.32 30597.40 30761.70 2.31 5.3093 14.48 1.1155 161.91 2.31 29996.79 30158.70 2.30 5.2688 14.52 1.0988 159.51 2.30 29399.61 29559.12 2.29 5.2286 14.56 1.0822 157.11 2.29 28805.83 28962.94 2.28 5.1886 14.60 1.0656 154.72 2.28 28215.41 28370.13 2.27 5.1489 14.64 1.0539 152.68 2.27 27628.33 27781.01 2.26 5.1093 14.68 1.0422 151.00 2.26 27044.90 27195.90 2.25 5.0701 14.72 1.0306 149.31 2.25 26465.44 26614.76 2.24 5.0311 14.76 1.0189 147.63 2.24 25889.92 26037.56 2.23 4.9924 14.80 1.0072 145.95 2.23 25318.30 25464.25 2.22 4.9539 14.84 0.9955 144.27 2.22 24750.53 24894.80 2.21 4.9157 14.88 0.9839 142.59 2.21 24186.59 24329.18 2.20 4.8778 14.92 0.9722 140.90 2.20 23626.43 23767.34 2.19 4.8401 14.96 0.9605 139.22 2.19 23070.02 23209.24 2.18 4.8027 15.00 0.9488 137.54 2.18 22517.32 22654.86 2.17 4.7655 15.04 0.9394 136.02 2.17 21968.30 22104.32 2.16 4.7285 15.08 0.9300 134.67 2.16 21423.08 21557.75 2.15 4.6919 15.12 0.9206 133.31 2.15 20881.79 21015.10 2.14 4.6575 15.16 0.9112 131.96 2.14 20344.09 20476.05 2.13 4.6252 15.20 0.9018 130.60 2.13 19809.70 19940.31 2.12 4.5930 15.24 0.8924 129.25 2.12 19278.59 19407.84 2.11 4.5610 15.28 0.8830 127.90 2.11 18750.73 18878.62 2.10 4.5293 15.32 0.8736 126.54 2.10 18226.08 18352.63 2.09 4.4977 15.36 0.8642 125.19 2.09 17704.64 17829.82 2.08 4.4663 15.40 0.8548 123.83 2.08 17186.36 17310.19 2.07 4.4351 15.44 0.8454 122.48 2.07 16671.22 16793.69 2.06 4.4041 15.48 0.8360 121.12 2.06 16159.19 16280.31 2.05 4.3733 15.52 0.8267 119.78 2.05 15650.24 15770.02 2.04 4.3427 15.56 0.8175 118.45 2.04 15144.36 15262.81 2.04 4.3122 15.60 0.8084 117.12 2.04 14641.54 14758.66 2.03 4.2820 15.64 0.7992 115.80 2.03 14141.75 14257.55 2.02 4.2519 15.68 0.7900 114.48 2.02 13644.98 13759.45 2.01 4.2220 15.72 0.7808 113.15 2.01 13151.19 13264.34 2.00 4.1922 15.76 0.7716 111.83 2.00 12660.36 12772.19 1.98 4.1197 15.80 0.7625 110.51 1.98 12178.66 12289.17 1.96 4.0486 15.84 0.7533 109.19 1.96 11705.89 11815.07 1.94 3.9788 15.88 0.7441 107.86 1.94 11241.85 11349.72 1.92 3.9102 15.92 0.7349 106.54 1.92 10786.37 10892.91 1.90 3.8429 15.96 0.7257 105.22 1.90 10339.26 10444.48 1.88 3.7769 16.00 0.7166 103.90 1.88 9900.34 10004.24 1.86 3.7120 16.04 0.7075 102.58 1.86 9469.45 9572.03 1.84 3.6484 16.08 0.6984 101.27 1.84 9046.41 9147.68 1.82 3.5858 16.12 0.6893 99.97 1.82 8631.07 8731.03 1.80 3.5245 16.16 0.6802 98.66 1.80 8223.26 8321.92 1.78 3.4642 16.20 0.6712 97.35 1.78 7822.82 7920.17 1.77 3.4050 16.24 0.6621 96.04 1.77 7429.61 7525.65 1.75 3.3469 16.28 0.6530 94.73 1.75 7043.46 7138.19 1.73 3.2898 16.32 0.6439 93.43 1.73 6664.22 6757.64 1.72 3.2338 16.36 0.6348 92.12 1.72 6291.75 6383.87 1.70 3.1823 16.40 0.6258 90.81 1.70 5925.39 6016.20 1.68 3.1373 16.44 0.6167 89.50 1.68 5564.20 5653.70 1.67 3.0930 16.48 0.6076 88.19 1.67 5208.09 5296.28 1.65 3.0492 16.52 0.6001 87.00 1.65 4856.98 4943.98 1.64 3.0061 16.56 0.5942 86.03 1.64 4510.88 4596.91 1.62 2.9637



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16.60 0.5882 85.17 1.62 4169.94 4255.11 1.61 2.9218 16.64 0.5823 84.32 1.61 3834.16 3918.48 1.59 2.8806 16.68 0.5764 83.47 1.59 3503.47 3586.93 1.58 2.8401 16.72 0.5704 82.61 1.58 3177.77 3260.38 1.56 2.8001 16.76 0.5645 81.76 1.56 2856.96 2938.72 1.55 2.7607 16.80 0.5586 80.90 1.55 2540.98 2621.88 1.54 2.7220 16.84 0.5526 80.05 1.54 2229.73 2309.77 1.52 2.6838 16.88 0.5467 79.19 1.52 1923.12 2002.31 1.51 2.6461 16.92 0.5408 78.34 1.51 1621.08 1699.42 1.47 2.5271 16.96 0.5348 77.48 1.47 1335.34 1412.82 1.38 2.2754 17.00 0.5289 76.63 1.38 1085.00 1161.63 1.30 2.0548 17.04 0.5240 75.84 1.30 865.58 941.43 1.23 1.8615 17.08 0.5191 75.14 1.23 673.24 748.38 1.17 1.7040 17.12 0.5142 74.43 1.17 502.88 577.31 1.11 1.6086 17.16 0.5092 73.72 1.11 345.56 419.28 1.07 1.5204 17.20 0.5043 73.01 1.07 200.23 273.24 1.02 1.4390 17.24 0.4994 72.30 1.02 65.92 138.23 0.65 0.7807 17.28 0.4945 71.60 0.65 25.76 97.35 0.45 0.4333 17.32 0.4896 70.89 0.45 34.92 105.81 0.49 0.5037 17.36 0.4847 70.18 0.49 33.24 103.42 0.48 0.4838 17.40 0.4798 69.47 0.48 33.71 103.19 0.48 0.4819 17.44 0.4748 68.77 0.48 33.76 102.52 0.48 0.4764 17.48 0.4699 68.06 0.48 33.89 101.95 0.48 0.4716 17.52 0.4654 67.38 0.48 34.01 101.39 0.47 0.4669 17.56 0.4614 66.76 0.47 34.12 100.88 0.47 0.4627 17.60 0.4573 66.17 0.47 34.22 100.39 0.47 0.4586 17.64 0.4532 65.59 0.47 34.32 99.90 0.47 0.4546 17.68 0.4491 65.00 0.47 34.41 99.41 0.46 0.4505 17.72 0.4450 64.41 0.46 34.51 98.92 0.46 0.4464 17.76 0.4410 63.82 0.46 34.61 98.43 0.46 0.4423 17.80 0.4369 63.23 0.46 34.71 97.94 0.46 0.4382 17.84 0.4328 62.65 0.46 34.80 97.45 0.46 0.4342 17.88 0.4287 62.06 0.46 34.90 96.96 0.45 0.4301 17.92 0.4246 61.47 0.45 35.00 96.47 0.45 0.4260 17.96 0.4205 60.88 0.45 35.10 95.98 0.45 0.4219 18.00 0.4165 60.29 0.45 35.20 95.49 0.45 0.4178 18.04 0.4135 59.79 0.45 35.29 95.08 0.44 0.4144 18.08 0.4105 59.36 0.44 35.37 94.74 0.44 0.4115 18.12 0.4076 58.93 0.44 35.44 94.38 0.44 0.4086 18.16 0.4046 58.51 0.44 35.51 94.02 0.44 0.4056 18.20 0.4017 58.08 0.44 35.59 93.67 0.44 0.4026 18.24 0.3987 57.65 0.44 35.66 93.31 0.44 0.3997 18.28 0.3957 57.23 0.44 35.73 92.95 0.43 0.3967 18.32 0.3928 56.80 0.43 35.80 92.60 0.43 0.3938 18.36 0.3898 56.37 0.43 35.87 92.24 0.43 0.3908 18.40 0.3868 55.95 0.43 35.94 91.89 0.43 0.3878 18.44 0.3839 55.52 0.43 36.01 91.53 0.43 0.3849 18.48 0.3809 55.09 0.43 36.08 91.17 0.43 0.3819 18.52 0.3780 54.67 0.43 36.15 90.82 0.42 0.3789 18.56 0.3750 54.24 0.42 36.22 90.46 0.42 0.3760 18.60 0.3720 53.81 0.42 36.29 90.11 0.42 0.3730 18.64 0.3691 53.38 0.42 36.37 89.75 0.42 0.3701 18.68 0.3661 52.96 0.42 36.44 89.39 0.42 0.3671 18.72 0.3631 52.53 0.42 36.51 89.04 0.42 0.3641 18.76 0.3602 52.10 0.42 36.58 88.68 0.41 0.3612 18.80 0.3572 51.68 0.41 36.65 88.33 0.41 0.3582 18.84 0.3543 51.25 0.41 36.72 87.97 0.41 0.3552 18.88 0.3513 50.82 0.41 36.79 87.62 0.41 0.3523 18.92 0.3483 50.40 0.41 36.86 87.26 0.41 0.3493 18.96 0.3454 49.97 0.41 36.93 86.90 0.41 0.3464



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19.00 0.3424 49.54 0.41 37.00 86.55 0.40 0.3434 19.04 0.3409 49.22 0.40 37.08 86.30 0.40 0.3413 19.08 0.3395 49.01 0.40 37.12 86.14 0.40 0.3400 19.12 0.3380 48.80 0.40 37.16 85.96 0.40 0.3385 19.16 0.3365 48.59 0.40 37.19 85.78 0.40 0.3370 19.20 0.3350 48.37 0.40 37.23 85.60 0.40 0.3355 19.24 0.3336 48.16 0.40 37.26 85.43 0.40 0.3341 19.28 0.3321 47.95 0.40 37.30 85.25 0.40 0.3326 19.32 0.3306 47.74 0.40 37.33 85.07 0.40 0.3311 19.36 0.3291 47.53 0.40 37.37 84.90 0.40 0.3296 19.40 0.3277 47.31 0.40 37.40 84.72 0.40 0.3282 19.44 0.3262 47.10 0.40 37.44 84.54 0.40 0.3267 19.48 0.3247 46.89 0.40 37.47 84.36 0.39 0.3252 19.52 0.3233 46.68 0.39 37.51 84.19 0.39 0.3237 19.56 0.3218 46.46 0.39 37.55 84.01 0.39 0.3223 19.60 0.3203 46.25 0.39 37.58 83.83 0.39 0.3208 19.64 0.3188 46.04 0.39 37.62 83.66 0.39 0.3193 19.68 0.3174 45.83 0.39 37.65 83.48 0.39 0.3178 19.72 0.3159 45.62 0.39 37.69 83.30 0.39 0.3164 19.76 0.3144 45.40 0.39 37.72 83.13 0.39 0.3149 19.80 0.3129 45.19 0.39 37.76 82.95 0.39 0.3134 19.84 0.3115 44.98 0.39 37.79 82.77 0.39 0.3120 19.88 0.3100 44.77 0.39 37.83 82.59 0.39 0.3105 19.92 0.3085 44.55 0.39 37.86 82.42 0.39 0.3090 19.96 0.3070 44.34 0.39 37.90 82.24 0.38 0.3075 20.00 0.3056 44.13 0.38 37.93 82.06 0.38 0.3061 20.04 0.3045 43.95 0.38 37.97 81.92 0.38 0.3048 20.08 0.3035 43.80 0.38 38.00 81.80 0.38 0.3038 20.12 0.3024 43.65 0.38 38.02 81.67 0.38 0.3028 20.16 0.3014 43.50 0.38 38.05 81.54 0.38 0.3017 20.20 0.3003 43.35 0.38 38.07 81.42 0.38 0.3007 20.24 0.2993 43.19 0.38 38.10 81.29 0.38 0.2996 20.28 0.2982 43.04 0.38 38.12 81.17 0.38 0.2986 20.32 0.2972 42.89 0.38 38.15 81.04 0.38 0.2976 20.36 0.2962 42.74 0.38 38.17 80.92 0.38 0.2965 20.40 0.2951 42.59 0.38 38.20 80.79 0.38 0.2955 20.44 0.2941 42.44 0.38 38.22 80.66 0.38 0.2944 20.48 0.2930 42.29 0.38 38.25 80.54 0.38 0.2934 20.52 0.2920 42.14 0.38 38.27 80.41 0.38 0.2923 20.56 0.2909 41.99 0.38 38.30 80.29 0.38 0.2913 20.60 0.2899 41.84 0.38 38.32 80.16 0.37 0.2902 20.64 0.2888 41.69 0.37 38.35 80.04 0.37 0.2892 20.68 0.2878 41.54 0.37 38.37 79.91 0.37 0.2881 20.72 0.2867 41.39 0.37 38.40 79.78 0.37 0.2871 20.76 0.2857 41.23 0.37 38.42 79.66 0.37 0.2860 20.80 0.2846 41.08 0.37 38.45 79.53 0.37 0.2850 20.84 0.2836 40.93 0.37 38.47 79.41 0.37 0.2839 20.88 0.2826 40.78 0.37 38.50 79.28 0.37 0.2829 20.92 0.2815 40.63 0.37 38.52 79.16 0.37 0.2819 20.96 0.2805 40.48 0.37 38.55 79.03 0.37 0.2808 21.00 0.2794 40.33 0.37 38.57 78.90 0.37 0.2798 21.04 0.2784 40.18 0.37 38.60 78.78 0.37 0.2787 21.08 0.2773 40.03 0.37 38.62 78.65 0.37 0.2777 21.12 0.2763 39.88 0.37 38.65 78.53 0.37 0.2766 21.16 0.2752 39.73 0.37 38.67 78.40 0.37 0.2756 21.20 0.2742 39.58 0.37 38.70 78.28 0.37 0.2745 21.24 0.2731 39.43 0.37 38.72 78.15 0.37 0.2735 21.28 0.2721 39.27 0.37 38.75 78.02 0.36 0.2724 21.32 0.2710 39.12 0.36 38.77 77.90 0.36 0.2714 21.36 0.2700 38.97 0.36 38.80 77.77 0.36 0.2703



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21.40 0.2689 38.82 0.36 38.82 77.65 0.36 0.2693 21.44 0.2679 38.67 0.36 38.85 77.52 0.36 0.2682 21.48 0.2669 38.52 0.36 38.87 77.39 0.36 0.2672 21.52 0.2658 38.37 0.36 38.90 77.27 0.36 0.2662 21.56 0.2648 38.22 0.36 38.92 77.14 0.36 0.2651 21.60 0.2637 38.07 0.36 38.95 77.02 0.36 0.2641 21.64 0.2627 37.92 0.36 38.97 76.89 0.36 0.2630 21.68 0.2616 37.77 0.36 39.00 76.77 0.36 0.2620 21.72 0.2606 37.62 0.36 39.02 76.64 0.36 0.2609 21.76 0.2595 37.47 0.36 39.05 76.51 0.36 0.2599 21.80 0.2585 37.31 0.36 39.07 76.39 0.36 0.2588 21.84 0.2574 37.16 0.36 39.10 76.26 0.36 0.2578 21.88 0.2564 37.01 0.36 39.12 76.14 0.36 0.2567 21.92 0.2553 36.86 0.36 39.15 76.01 0.36 0.2557 21.96 0.2543 36.71 0.36 39.17 75.89 0.35 0.2546 22.00 0.2532 36.56 0.35 39.20 75.76 0.35 0.2536 22.04 0.2507 36.30 0.35 39.22 75.53 0.35 0.2517 22.08 0.2482 35.94 0.35 39.27 75.21 0.35 0.2496 22.12 0.2457 35.57 0.35 39.25 74.82 0.35 0.2483 22.16 0.2431 35.21 0.35 39.05 74.26 0.35 0.2464 22.20 0.2406 34.84 0.35 38.75 73.59 0.34 0.2442 22.24 0.2381 34.48 0.34 38.41 72.88 0.34 0.2419 22.28 0.2355 34.11 0.34 38.04 72.15 0.34 0.2394 22.32 0.2330 33.75 0.34 37.65 71.40 0.33 0.2370 22.36 0.2305 33.38 0.33 37.26 70.65 0.33 0.2345 22.40 0.2279 33.02 0.33 36.87 69.89 0.33 0.2319 22.44 0.2254 32.65 0.33 36.47 69.13 0.32 0.2294 22.48 0.2229 32.29 0.32 36.07 68.36 0.32 0.2269 22.52 0.2203 31.92 0.32 35.68 67.60 0.32 0.2244 22.56 0.2178 31.56 0.32 35.28 66.84 0.31 0.2218 22.60 0.2153 31.20 0.31 34.88 66.08 0.31 0.2193 22.64 0.2127 30.83 0.31 34.48 65.31 0.31 0.2168 22.68 0.2102 30.47 0.31 34.08 64.55 0.30 0.2142 22.72 0.2077 30.10 0.30 33.69 63.79 0.30 0.2117 22.76 0.2051 29.74 0.30 33.29 63.02 0.29 0.2092 22.80 0.2026 29.37 0.29 32.89 62.26 0.29 0.2066 22.84 0.2001 29.01 0.29 32.49 61.50 0.29 0.2041 22.88 0.1975 28.64 0.29 32.09 60.73 0.28 0.2016 22.92 0.1950 28.28 0.28 31.69 59.97 0.28 0.1990 22.96 0.1925 27.91 0.28 31.30 59.21 0.28 0.1965 23.00 0.1899 27.55 0.28 30.90 58.44 0.27 0.1940 23.04 0.1874 27.18 0.27 30.50 57.68 0.27 0.1914 23.08 0.1849 26.82 0.27 30.10 56.92 0.27 0.1889 23.12 0.1823 26.45 0.27 29.70 56.16 0.26 0.1864 23.16 0.1798 26.09 0.26 29.31 55.39 0.26 0.1838 23.20 0.1773 25.72 0.26 28.91 54.63 0.26 0.1813 23.24 0.1747 25.36 0.26 28.51 53.87 0.25 0.1788 23.28 0.1722 24.99 0.25 28.11 53.10 0.25 0.1762 23.32 0.1697 24.63 0.25 27.71 52.34 0.24 0.1737 23.36 0.1671 24.26 0.24 27.31 51.58 0.24 0.1712 23.40 0.1646 23.90 0.24 26.92 50.81 0.24 0.1686 23.44 0.1621 23.53 0.24 26.52 50.05 0.23 0.1661 23.48 0.1595 23.17 0.23 26.12 49.29 0.23 0.1636 23.52 0.1570 22.80 0.23 25.72 48.52 0.23 0.1610 23.56 0.1545 22.44 0.23 25.32 47.76 0.22 0.1585 23.60 0.1519 22.07 0.22 24.92 47.00 0.22 0.1560 23.64 0.1494 21.71 0.22 24.53 46.24 0.22 0.1534 23.68 0.1469 21.34 0.22 24.13 45.47 0.21 0.1509 23.72 0.1444 20.98 0.21 23.73 44.71 0.21 0.1484 23.76 0.1418 20.61 0.21 23.33 43.95 0.21 0.1458



126

23.80 0.1393 20.25 0.21 22.93 43.18 0.20 0.1433 23.84 0.1368 19.88 0.20 22.54 42.42 0.20 0.1408 23.88 0.1342 19.52 0.20 22.14 41.66 0.19 0.1383 23.92 0.1317 19.15 0.19 21.74 40.89 0.19 0.1357 23.96 0.1292 18.79 0.19 21.34 40.13 0.19 0.1332 24.00 0.1266 18.43 0.19 20.94 39.37 0.18 0.1307 24.04 0.1241 18.06 0.18 20.54 38.60 0.18 0.1281 24.08 0.1216 17.70 0.18 20.15 37.84 0.18 0.1256 24.12 0.1190 17.33 0.18 19.75 37.08 0.17 0.1231 24.16 0.1165 16.97 0.17 19.35 36.32 0.17 0.1205 24.20 0.1140 16.60 0.17 18.95 35.55 0.17 0.1180 24.24 0.1114 16.24 0.17 18.55 34.79 0.16 0.1155 24.28 0.1089 15.87 0.16 18.16 34.03 0.16 0.1129 24.32 0.1064 15.51 0.16 17.76 33.26 0.16 0.1104 24.36 0.1038 15.14 0.16 17.36 32.50 0.15 0.1079 24.40 0.1013 14.78 0.15 16.96 31.74 0.15 0.1053 24.44 0.0988 14.41 0.15 16.56 30.97 0.14 0.1028 24.48 0.0962 14.05 0.14 16.16 30.21 0.14 0.1003 24.52 0.0937 13.68 0.14 15.77 29.45 0.14 0.0977 24.56 0.0912 13.32 0.14 15.37 28.68 0.13 0.0952 24.60 0.0886 12.95 0.13 14.97 27.92 0.13 0.0927 24.64 0.0861 12.59 0.13 14.57 27.16 0.13 0.0901 24.68 0.0836 12.22 0.13 14.17 26.40 0.12 0.0876 24.72 0.0810 11.86 0.12 13.77 25.63 0.12 0.0851 24.76 0.0785 11.49 0.12 13.38 24.87 0.12 0.0825 24.80 0.0760 11.13 0.12 12.98 24.11 0.11 0.0800 24.84 0.0734 10.76 0.11 12.58 23.34 0.11 0.0775 24.88 0.0709 10.40 0.11 12.18 22.58 0.11 0.0749 24.92 0.0684 10.03 0.11 11.78 21.82 0.10 0.0724 24.96 0.0658 9.67 0.10 11.39 21.05 0.10 0.0699 25.00 0.0633 9.30 0.10 10.99 20.29 0.09 0.0673 25.04 0.0608 8.94 0.09 10.59 19.53 0.09 0.0648 25.08 0.0582 8.57 0.09 10.19 18.76 0.09 0.0623 25.12 0.0557 8.21 0.09 9.79 18.00 0.08 0.0597 25.16 0.0532 7.84 0.08 9.39 17.24 0.08 0.0572 25.20 0.0506 7.48 0.08 9.00 16.48 0.08 0.0547 25.24 0.0481 7.11 0.08 8.60 15.71 0.07 0.0521 25.28 0.0456 6.75 0.07 8.20 14.95 0.07 0.0496 25.32 0.0431 6.38 0.07 7.80 14.19 0.07 0.0471 25.36 0.0405 6.02 0.07 7.40 13.42 0.06 0.0445 25.40 0.0380 5.66 0.06 7.01 12.66 0.06 0.0420 25.44 0.0355 5.29 0.06 6.61 11.90 0.06 0.0395 25.48 0.0329 4.93 0.06 6.21 11.13 0.05 0.0370 25.52 0.0304 4.56 0.05 5.81 10.37 0.05 0.0344 25.56 0.0279 4.20 0.05 5.41 9.61 0.04 0.0319 25.60 0.0253 3.83 0.04 5.01 8.85 0.04 0.0294 25.64 0.0228 3.47 0.04 4.62 8.08 0.04 0.0268 25.68 0.0203 3.10 0.04 4.22 7.32 0.03 0.0243 25.72 0.0177 2.74 0.03 3.82 6.56 0.03 0.0218 25.76 0.0152 2.37 0.03 3.42 5.79 0.03 0.0192 25.80 0.0127 2.01 0.03 3.02 5.03 0.02 0.0167 25.84 0.0101 1.64 0.02 2.62 4.27 0.02 0.0142 25.88 0.0076 1.28 0.02 2.23 3.50 0.02 0.0116 25.92 0.0000 0.55 0.02 1.83 2.38 0.01 0.0079

8. Snežak SWMM5



127

--------------------------------------------------------------- EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.011) -------------------------------------------------------------- EXTRAN MODEL Snezak Matematicni Model 2009 **************** Analysis Options **************** Flow Units ............... CMS Flow Routing Method ...... DYNWAVE Starting Date ............ JAN-01-1988 00:00:00 Ending Date .............. JAN-01-1988 01:06:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:03:00 Routing Time Step ........ 20.00 sec ************* Element Count ************* Number of rain gages ...... 0 Number of subcatchments ... 0 Number of nodes ........... 68 Number of links ........... 67 Number of pollutants ...... 0 Number of land uses ....... 0 ************ Node Summary ************ Invert Max. Ponded External Name Type Elev. Depth Area Inflow ------------------------------------------------------------------------------ 1 JUNCTION 326.85 0.90 0.0 Yes 2 JUNCTION 326.59 1.04 0.0 3 JUNCTION 325.89 1.31 0.0 4 JUNCTION 325.69 1.31 0.0 5 JUNCTION 325.01 0.80 0.0 6 JUNCTION 323.84 1.30 0.0 7 JUNCTION 323.00 1.30 0.0 8 JUNCTION 321.49 1.22 0.0 9 JUNCTION 320.75 1.50 0.0 10 JUNCTION 320.27 1.50 0.0 11 JUNCTION 318.99 1.00 0.0 12 JUNCTION 318.96 1.50 0.0 Yes 13 JUNCTION 317.45 1.50 0.0 14 JUNCTION 316.48 1.50 0.0 Yes 15 JUNCTION 315.72 2.50 0.0 16 JUNCTION 314.70 1.50 0.0 17 JUNCTION 313.26 1.00 0.0 18 JUNCTION 312.76 1.50 0.0 19 JUNCTION 312.24 1.45 0.0 20 JUNCTION 312.15 1.50 0.0 Yes 21 JUNCTION 312.15 1.50 0.0 22 JUNCTION 311.96 1.50 0.0 23 JUNCTION 311.37 1.20 0.0



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24 JUNCTION 310.77 1.20 0.0 25 JUNCTION 310.49 1.27 0.0 Yes 26 JUNCTION 309.52 1.50 0.0 27 JUNCTION 309.33 1.50 0.0 28 JUNCTION 308.57 1.50 0.0 29 JUNCTION 307.79 1.50 0.0 30 JUNCTION 306.13 1.21 0.0 31 JUNCTION 305.96 1.21 0.0 32 JUNCTION 305.14 1.71 0.0 33 JUNCTION 305.14 1.47 0.0 34 JUNCTION 304.49 1.50 0.0 35 JUNCTION 304.72 1.35 0.0 36 JUNCTION 303.82 1.90 0.0 Yes 37 JUNCTION 303.13 2.00 0.0 38 JUNCTION 302.87 2.00 0.0 39 JUNCTION 302.68 2.00 0.0 40 JUNCTION 302.27 2.00 0.0 41 JUNCTION 301.94 2.15 0.0 42 JUNCTION 301.82 2.15 0.0 43 JUNCTION 301.78 2.15 0.0 44 JUNCTION 301.76 2.15 0.0 45 JUNCTION 301.39 2.15 0.0 46 JUNCTION 300.98 2.15 0.0 47 JUNCTION 300.67 2.15 0.0 48 JUNCTION 300.40 2.10 0.0 Yes 49 JUNCTION 299.99 2.00 0.0 50 JUNCTION 299.59 2.00 0.0 51 JUNCTION 299.21 2.00 0.0 52 JUNCTION 299.04 2.00 0.0 53 JUNCTION 298.69 2.40 0.0 Yes 54 JUNCTION 298.50 2.50 0.0 55 JUNCTION 298.10 2.00 0.0 56 JUNCTION 296.70 2.60 0.0 Yes 58 JUNCTION 296.35 2.00 0.0 59 JUNCTION 296.17 2.00 0.0 60 JUNCTION 296.35 2.00 0.0 61 JUNCTION 296.22 2.00 0.0 62 JUNCTION 296.01 1.45 0.0 63 JUNCTION 296.00 2.23 0.0 64 JUNCTION 295.97 2.04 0.0 57 JUNCTION 293.00 2.20 0.0 66 JUNCTION 292.66 2.16 0.0 67 JUNCTION 292.56 2.19 0.0 69 JUNCTION 291.80 2.20 0.0 68 OUTFALL 291.75 1.40 0.0 ************ Link Summary ************ Name From Node To Node Type Length %Slope Roughness ------------------------------------------------------------------------------------------ 1 1 2 CONDUIT 2.4 10.9705 0.0300 2 2 3 CONDUIT 5.8 12.0482 0.0140 3 3 4 CONDUIT 8.3 2.4184 0.0300



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4 4 5 CONDUIT 2.3 29.9559 0.0300 5 5 6 CONDUIT 5.9 19.6970 0.0140 6 6 7 CONDUIT 15.4 5.4688 0.0300 7 7 8 CONDUIT 20.6 7.3444 0.0300 8 8 9 CONDUIT 5.8 12.6930 0.0140 9 9 10 CONDUIT 7.1 6.7416 0.0140 10 10 11 CONDUIT 13.7 9.3294 0.0140 11 11 12 CONDUIT 7.6 0.3958 0.0140 12 12 13 CONDUIT 28.7 5.2650 0.0140 13 13 14 CONDUIT 19.1 5.0892 0.0140 14 14 15 CONDUIT 27.1 2.8024 0.0140 15 15 16 CONDUIT 23.5 4.3460 0.0140 16 16 17 CONDUIT 11.3 12.7321 0.0140 17 17 18 CONDUIT 20.6 2.4237 0.0140 18 18 19 CONDUIT 9.2 5.6338 0.0140 19 19 20 CONDUIT 5.7 1.5762 0.0140 20 20 21 CONDUIT 4.5 0.0067 0.0140 21 21 22 CONDUIT 5.8 3.2479 0.0140 22 22 23 CONDUIT 7.4 7.9622 0.0140 23 23 24 CONDUIT 19.6 3.0565 0.0300 24 24 25 CONDUIT 6.2 4.5307 0.0300 25 25 26 CONDUIT 14.1 6.8892 0.0140 26 26 27 CONDUIT 7.5 2.5469 0.0140 27 27 28 CONDUIT 21.9 3.4767 0.0140 28 28 29 CONDUIT 18.4 4.2276 0.0140 29 29 30 CONDUIT 30.4 5.4659 0.0140 30 30 31 CONDUIT 9.7 1.7617 0.0300 31 31 32 CONDUIT 16.4 5.0153 0.0140 32 32 33 CONDUIT 2.3 0.0134 0.0140 33 33 34 CONDUIT 21.6 3.0148 0.0140



130

34 35 34 CONDUIT 8.2 2.7981 0.0140 35 35 36 CONDUIT 3.9 2.5381 0.0140 36 36 37 CONDUIT 18.9 3.6527 0.0140 37 37 38 CONDUIT 11.2 2.3194 0.0140 38 38 39 CONDUIT 11.0 1.7210 0.0140 39 39 40 CONDUIT 12.8 3.2157 0.0140 40 40 41 CONDUIT 22.9 1.4392 0.0140 41 41 42 CONDUIT 5.0 2.4242 0.0140 42 42 43 CONDUIT 5.3 0.7576 0.0140 43 43 44 CONDUIT 3.9 0.5181 0.0140 44 44 45 CONDUIT 29.4 1.2598 0.0140 45 45 46 CONDUIT 18.4 2.2319 0.0140 46 46 47 CONDUIT 16.4 1.8868 0.0140 47 47 48 CONDUIT 17.5 1.5429 0.0140 48 48 49 CONDUIT 26.9 1.5230 0.0140 49 49 50 CONDUIT 20.4 1.9569 0.0140 50 50 51 CONDUIT 21.0 1.8087 0.0140 51 51 52 CONDUIT 25.5 0.6661 0.0140 52 52 53 CONDUIT 29.1 1.2011 0.0140 53 53 54 CONDUIT 10.5 1.8078 0.0140 54 54 55 CONDUIT 21.6 1.8519 0.0140 55 55 56 CONDUIT 42.3 2.4793 0.0140 56 56 58 CONDUIT 22.4 1.5653 0.0140 57 58 59 CONDUIT 20.2 0.8920 0.0140 58 60 59 CONDUIT 19.1 0.9399 0.0140 59 60 61 CONDUIT 10.5 1.2346 0.0140 60 61 62 CONDUIT 14.3 1.4716 0.0140 61 62 63 CONDUIT 3.3 0.3049 0.0140 62 63 64 CONDUIT 13.3 0.2251 0.0140 63 64 57 CONDUIT 65.6 4.5295 0.0350



131

64 57 66 CONDUIT 30.5 1.1148 0.0150 65 66 67 CONDUIT 50.5 0.1978 0.0500 66 67 69 CONDUIT 97.5 0.7797 0.0140 67 69 68 CONDUIT 10.0 0.5000 0.0140 ********************* Cross Section Summary ********************* Full Full Hyd. Max. No. of Full Conduit Shape Depth Area Rad. Width Barrels Flow --------------------------------------------------------------------------------------- 1 TRAPEZOIDAL 0.90 1.71 0.48 2.80 1 11.61 2 CIRCULAR 1.00 0.79 0.25 1.00 1 7.73 3 TRAPEZOIDAL 1.31 8.37 0.90 8.58 1 40.43 4 TRAPEZOIDAL 0.65 1.92 0.46 3.60 1 20.95 5 CIRCULAR 0.80 0.50 0.20 0.80 2 5.45 6 RECT_OPEN 1.30 1.82 0.45 1.40 1 8.39 7 RECT_OPEN 0.78 0.84 0.32 1.08 1 3.55 8 RECT_CLOSED 1.00 1.40 0.29 1.40 1 15.67 9 CIRCULAR 0.80 0.50 0.20 0.80 1 3.19 10 CIRCULAR 0.80 0.50 0.20 0.80 1 3.75 11 CIRCULAR 0.80 0.50 0.20 0.80 1 0.77 12 CIRCULAR 0.80 0.50 0.20 0.80 1 2.82 13 CIRCULAR 0.80 0.50 0.20 0.80 1 2.77 14 CIRCULAR 0.80 0.50 0.20 0.80 1 2.06 15 CIRCULAR 0.80 0.50 0.20 0.80 1 2.56 16 CIRCULAR 0.80 0.50 0.20 0.80 1 4.38 17 CIRCULAR 0.80 0.50 0.20 0.80 1 1.91 18 CIRCULAR 0.80 0.50 0.20 0.80 1 2.91 19 CIRCULAR 0.80 0.50 0.20 0.80 1 1.54 20 CIRCULAR 0.80 0.50 0.20 0.80 1 0.10 21 CIRCULAR 0.80 0.50 0.20 0.80 1 2.21 22 CIRCULAR 0.80 0.50 0.20 0.80 1 3.47 23 TRAPEZOIDAL 1.20 3.60 0.64 5.01 1 15.53 24 TRAPEZOIDAL 1.00 2.67 0.55 4.34 1 12.65 25 CIRCULAR 0.80 0.50 0.20 0.80 1 3.22 26 CIRCULAR 0.80 0.50 0.20 0.80 1 1.96 27 CIRCULAR 0.80 0.50 0.20 0.80 1 2.29 28 CIRCULAR 0.80 0.50 0.20 0.80 1 2.53 29 CIRCULAR 0.80 0.50 0.20 0.80 1 2.87 30 TRAPEZOIDAL 1.21 1.95 0.51 2.82 1 5.50 31 RECT_CLOSED 1.00 1.25 0.28 1.25 1 8.51 32 RECT_OPEN 1.00 1.25 0.38 1.25 1 0.55 33 CIRCULAR 1.35 1.43 0.34 1.35 1 8.61 34 CIRCULAR 1.35 1.43 0.34 1.35 1 8.29 35 RECT_OPEN 1.10 1.65 0.45 1.50 1 10.96 36 CIRCULAR 1.40 1.54 0.35 1.40 1 10.44 37 CIRCULAR 1.40 1.54 0.35 1.40 1 8.32 38 CIRCULAR 1.40 1.54 0.35 1.40 1 7.17 39 CIRCULAR 1.40 1.54 0.35 1.40 1 9.79 40 CIRCULAR 1.40 1.54 0.35 1.40 1 6.55 41 CIRCULAR 1.40 1.54 0.35 1.40 1 8.50 42 CIRCULAR 1.40 1.54 0.35 1.40 1 4.75 43 CIRCULAR 1.40 1.54 0.35 1.40 1 3.93 44 CIRCULAR 1.40 1.54 0.35 1.40 1 6.13



132

45 CIRCULAR 1.40 1.54 0.35 1.40 1 8.16 46 CIRCULAR 1.40 1.54 0.35 1.40 1 7.50 47 CIRCULAR 1.40 1.54 0.35 1.40 1 6.78 48 CIRCULAR 1.40 1.54 0.35 1.40 1 6.74 49 CIRCULAR 1.40 1.54 0.35 1.40 1 7.64 50 CIRCULAR 1.40 1.54 0.35 1.40 1 7.35 51 CIRCULAR 1.40 1.54 0.35 1.40 1 4.46 52 CIRCULAR 1.40 1.54 0.35 1.40 1 5.99 53 CIRCULAR 1.40 1.54 0.35 1.40 1 7.34 54 CIRCULAR 1.40 1.54 0.35 1.40 1 7.43 55 CIRCULAR 1.40 1.54 0.35 1.40 1 8.60 56 CIRCULAR 1.40 1.54 0.35 1.40 1 6.83 57 CIRCULAR 1.40 1.54 0.35 1.40 1 5.16 58 CIRCULAR 1.40 1.54 0.35 1.40 1 5.30 59 CIRCULAR 1.40 1.54 0.35 1.40 1 6.07 60 RECT_CLOSED 1.45 2.90 0.42 2.00 1 14.10 61 RECT_OPEN 1.30 3.31 0.64 2.55 1 9.75 62 RECT_CLOSED 1.40 3.78 0.46 2.70 1 7.64 63 TRAPEZOIDAL 1.00 2.55 0.55 4.05 1 10.38 64 RECT_CLOSED 1.75 5.16 0.55 2.95 1 24.37 65 TRAPEZOIDAL 2.00 9.00 1.03 7.50 1 8.18 66 CIRCULAR 1.30 1.33 0.33 1.30 1 3.96 67 CIRCULAR 1.40 1.54 0.35 1.40 1 3.86 ************************** Volume Volume Flow Routing Continuity hectare-m Mliters ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 0.000 0.000 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 3.762 37.619 External Outflow ......... 1.447 14.469 Surface Flooding ......... 2.180 21.799 Evaporation Loss ......... 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.127 1.271 Continuity Error (%) ..... 0.214 ****************** Node Depth Summary ****************** ---------------------------------------------------------------------------------------- Average Maximum Maximum Time of Max Max Vol. Total Depth Depth HGL Occurrence Ponded Minutes Node Type Meters Meters Meters days hr:min ha-mm Flooded ---------------------------------------------------------------------------------------- 1 JUNCTION 0.49 0.90 327.75 0 00:00 0 0 2 JUNCTION 1.04 1.04 327.63 0 00:00 0 66 3 JUNCTION 0.36 0.39 326.28 0 00:00 0 0 4 JUNCTION 0.17 0.18 325.87 0 00:00 0 0 5 JUNCTION 0.24 0.65 325.66 0 00:00 0 0 6 JUNCTION 0.45 0.79 324.63 0 00:00 0 0 7 JUNCTION 1.29 1.30 324.30 0 00:00 0 65 8 JUNCTION 0.17 0.18 321.67 0 00:02 0 0 9 JUNCTION 1.33 1.50 322.25 0 00:00 0 0



133

10 JUNCTION 0.37 0.38 320.65 0 00:01 0 0 11 JUNCTION 0.99 1.00 319.99 0 00:00 0 65 12 JUNCTION 0.99 1.50 320.46 0 00:00 0 0 13 JUNCTION 1.31 1.50 318.95 0 00:00 0 0 14 JUNCTION 1.50 1.50 317.98 0 00:00 0 66 15 JUNCTION 1.64 2.50 318.22 0 00:00 0 0 16 JUNCTION 0.36 1.50 316.20 0 00:00 0 0 17 JUNCTION 0.99 1.00 314.26 0 00:00 0 66 18 JUNCTION 1.10 1.50 314.26 0 00:00 0 0 19 JUNCTION 1.44 1.45 313.69 0 00:00 0 65 20 JUNCTION 1.49 1.50 313.65 0 00:00 0 65 21 JUNCTION 1.41 1.50 313.65 0 00:00 0 0 22 JUNCTION 0.38 0.59 312.55 0 00:00 0 0 23 JUNCTION 0.40 0.61 311.98 0 00:00 0 0 24 JUNCTION 0.36 0.43 311.20 0 00:00 0 0 25 JUNCTION 0.43 0.52 311.01 0 00:00 0 0 26 JUNCTION 1.03 1.50 311.02 0 00:00 0 0 27 JUNCTION 0.54 0.64 309.97 0 00:01 0 0 28 JUNCTION 0.51 0.79 309.36 0 00:00 0 0 29 JUNCTION 0.47 1.50 309.29 0 00:00 0 0 30 JUNCTION 1.19 1.21 307.34 0 00:01 0 65 31 JUNCTION 0.27 0.51 306.47 0 00:01 0 0 32 JUNCTION 0.77 0.89 306.03 0 00:01 0 0 33 JUNCTION 0.41 0.83 305.97 0 00:01 0 0 34 JUNCTION 1.08 1.19 305.68 0 00:01 0 0 35 JUNCTION 0.68 0.74 305.46 0 00:01 0 0 36 JUNCTION 0.39 0.42 304.24 0 00:01 0 0 37 JUNCTION 0.44 0.46 303.59 0 00:01 0 0 38 JUNCTION 0.48 0.49 303.36 0 00:01 0 0 39 JUNCTION 0.41 0.42 303.10 0 00:01 0 0 40 JUNCTION 0.50 0.51 302.78 0 00:07 0 0 41 JUNCTION 0.44 0.45 302.39 0 00:37 0 0 42 JUNCTION 0.60 0.91 302.73 0 00:01 0 0 43 JUNCTION 0.87 1.01 302.79 0 00:02 0 0 44 JUNCTION 0.52 0.98 302.74 0 00:02 0 0 45 JUNCTION 0.44 0.96 302.35 0 00:02 0 0 46 JUNCTION 0.46 1.32 302.30 0 00:02 0 0 47 JUNCTION 0.49 0.70 301.37 0 00:02 0 0 48 JUNCTION 0.55 0.72 301.12 0 00:02 0 0 49 JUNCTION 0.51 0.65 300.64 0 00:02 0 0 50 JUNCTION 0.52 0.66 300.25 0 00:02 0 0 51 JUNCTION 0.91 1.27 300.48 0 00:02 0 0 52 JUNCTION 0.58 0.70 299.74 0 00:03 0 0 53 JUNCTION 0.71 0.79 299.48 0 00:03 0 0 54 JUNCTION 1.21 2.48 300.98 0 00:03 0 0 55 JUNCTION 0.64 0.71 298.81 0 00:03 0 0 56 JUNCTION 0.77 0.85 297.55 0 00:03 0 0 58 JUNCTION 0.93 1.03 297.38 0 00:03 0 0 59 JUNCTION 1.95 2.00 298.17 0 00:03 0 63 60 JUNCTION 1.68 1.81 298.16 0 00:03 0 0 61 JUNCTION 0.47 0.61 296.83 0 00:01 0 0 62 JUNCTION 0.85 0.92 296.93 0 00:03 0 0 63 JUNCTION 0.86 0.92 296.92 0 00:03 0 0 64 JUNCTION 0.88 0.92 296.89 0 00:04 0 0 57 JUNCTION 0.39 0.41 293.41 0 00:04 0 0 66 JUNCTION 1.47 1.59 294.25 0 01:06 0 0 67 JUNCTION 1.48 1.63 294.19 0 01:06 0 0 69 JUNCTION 1.28 1.40 293.20 0 01:06 0 0 68 OUTFALL 1.27 1.40 293.15 0 00:08 0 0



134

***************** Node Flow Summary ***************** ------------------------------------------------------------------------------------ Maximum Maximum Maximum Lateral Total Time of Max Flooding Time of Max Inflow Inflow Occurrence Overflow Occurrence Node Type CMS CMS days hr:min CMS days hr:min ------------------------------------------------------------------------------------ 1 JUNCTION 3.660 3.660 0 00:00 0.000 2 JUNCTION 0.000 7.513 0 00:00 3.660 0 00:00 3 JUNCTION 0.000 2.214 0 00:00 0.000 4 JUNCTION 0.000 2.308 0 00:00 0.000 5 JUNCTION 0.000 2.379 0 00:00 0.000 6 JUNCTION 0.000 7.557 0 00:00 0.000 7 JUNCTION 0.000 3.846 0 00:00 0.425 0 00:00 8 JUNCTION 0.000 1.696 0 00:01 0.000 9 JUNCTION 0.000 1.696 0 00:01 0.320 0 00:00 10 JUNCTION 0.000 1.696 0 00:01 0.000 11 JUNCTION 0.000 1.696 0 00:01 0.849 0 01:01 12 JUNCTION 1.650 3.331 0 00:00 0.173 0 00:00 13 JUNCTION 0.000 3.096 0 00:00 0.326 0 00:00 14 JUNCTION 0.810 3.806 0 00:00 1.484 0 00:01 15 JUNCTION 0.000 2.959 0 00:00 1.199 0 00:00 16 JUNCTION 0.000 2.768 0 00:00 0.296 0 00:00 17 JUNCTION 0.000 4.491 0 00:00 2.088 0 00:00 18 JUNCTION 0.000 2.527 0 00:00 1.763 0 00:00 19 JUNCTION 0.000 1.876 0 00:00 0.749 0 00:00 20 JUNCTION 0.770 2.632 0 00:00 0.539 0 00:00 21 JUNCTION 0.000 2.685 0 00:00 0.330 0 00:00 22 JUNCTION 0.000 2.362 0 00:00 0.000 23 JUNCTION 0.000 2.315 0 00:00 0.000 24 JUNCTION 0.000 2.689 0 00:00 0.000 25 JUNCTION 0.250 2.477 0 00:00 0.000 26 JUNCTION 0.000 2.407 0 00:00 0.323 0 00:00 27 JUNCTION 0.000 2.387 0 00:00 0.000 28 JUNCTION 0.000 2.248 0 00:01 0.000 29 JUNCTION 0.000 2.703 0 00:00 1.134 0 00:00 30 JUNCTION 0.000 3.090 0 00:00 0.283 0 00:01 31 JUNCTION 0.000 2.388 0 00:01 0.000 32 JUNCTION 0.000 4.106 0 00:01 0.000 33 JUNCTION 0.000 2.536 0 00:01 0.000 34 JUNCTION 0.000 5.144 0 00:01 0.000 35 JUNCTION 0.000 2.151 0 00:01 0.000 36 JUNCTION 0.090 2.033 0 00:01 0.000 37 JUNCTION 0.000 2.018 0 00:01 0.000 38 JUNCTION 0.000 1.943 0 00:01 0.000 39 JUNCTION 0.000 1.910 0 00:01 0.000 40 JUNCTION 0.000 1.893 0 00:01 0.000 41 JUNCTION 0.000 1.867 0 00:04 0.000 42 JUNCTION 0.000 1.867 0 00:04 0.000 43 JUNCTION 0.000 2.447 0 00:02 0.000 44 JUNCTION 0.000 2.201 0 00:01 0.000 45 JUNCTION 0.000 3.880 0 00:02 0.000 46 JUNCTION 0.000 5.786 0 00:02 0.000 47 JUNCTION 0.000 4.272 0 00:02 0.000 48 JUNCTION 0.410 3.768 0 00:02 0.000 49 JUNCTION 0.000 3.548 0 00:02 0.000



135

50 JUNCTION 0.000 3.403 0 00:02 0.000 51 JUNCTION 0.000 3.290 0 00:02 0.000 52 JUNCTION 0.000 3.190 0 00:02 0.000 53 JUNCTION 1.540 4.554 0 00:03 0.000 54 JUNCTION 0.000 4.510 0 00:03 0.000 55 JUNCTION 0.000 4.622 0 00:03 0.000 56 JUNCTION 0.320 4.681 0 00:03 0.000 58 JUNCTION 0.000 4.674 0 00:03 0.000 59 JUNCTION 0.000 4.616 0 00:03 0.676 0 00:03 60 JUNCTION 0.000 3.956 0 00:11 0.000 61 JUNCTION 0.000 3.956 0 00:11 0.000 62 JUNCTION 0.000 4.722 0 00:01 0.000 63 JUNCTION 0.000 4.099 0 00:03 0.000 64 JUNCTION 0.000 4.160 0 00:03 0.000 57 JUNCTION 0.000 4.009 0 00:04 0.000 66 JUNCTION 0.000 3.998 0 00:04 0.000 67 JUNCTION 0.000 3.956 0 01:06 0.000 69 JUNCTION 0.000 3.956 0 01:06 0.000 68 OUTFALL 0.000 4.177 0 00:10 0.000 *********************** Outfall Loading Summary *********************** ----------------------------------------------- Flow Avg. Max. Freq. Flow Flow Outfall Node Pcnt. CMS CMS ----------------------------------------------- 68 95.99 3.807 4.177 ----------------------------------------------- System 95.99 3.807 4.177 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ Total Flow Occurrence Velocity Full Full Minutes Link Type CMS days hr:min m/sec Flow Depth Surcharged ------------------------------------------------------------------------------------------ 1 CONDUIT 7.513 0 00:00 5.28 0.65 0.88 0 2 CONDUIT 2.214 0 00:00 3.80 0.29 0.70 0 3 CONDUIT 2.308 0 00:00 1.75 0.06 0.22 0 4 CONDUIT 2.379 0 00:00 4.34 0.11 0.63 0 5 CONDUIT 7.557 0 00:00 12.19 0.69 0.65 0 6 CONDUIT 3.846 0 00:00 4.20 0.46 0.68 0 7 CONDUIT 1.696 0 00:01 3.29 0.48 0.61 0 8 CONDUIT 1.696 0 00:01 3.52 0.11 0.59 0 9 CONDUIT 1.696 0 00:01 4.28 0.53 0.74 0 10 CONDUIT 1.696 0 00:01 4.28 0.45 0.74 0 11 CONDUIT 1.681 0 00:00 3.40 2.18 1.00 65 12 CONDUIT 3.096 0 00:00 9.49 1.10 1.00 65 13 CONDUIT 2.996 0 00:00 6.04 1.08 1.00 65 14 CONDUIT 2.959 0 00:00 5.90 1.44 1.00 66 15 CONDUIT 2.768 0 00:00 6.99 1.08 0.94 0



136

16 CONDUIT 4.491 0 00:00 9.70 1.02 0.90 0 17 CONDUIT 2.527 0 00:00 5.31 1.32 1.00 66 18 CONDUIT 1.876 0 00:00 3.73 0.64 1.00 65 19 CONDUIT 1.862 0 00:00 3.70 1.21 1.00 65 20 CONDUIT 2.685 0 00:00 5.37 26.63 1.00 66 21 CONDUIT 2.362 0 00:00 5.89 1.07 0.80 0 22 CONDUIT 2.315 0 00:00 7.71 0.67 0.65 0 23 CONDUIT 2.689 0 00:00 3.25 0.17 0.41 0 24 CONDUIT 2.227 0 00:00 2.68 0.18 0.47 0 25 CONDUIT 2.407 0 00:00 6.73 0.75 0.82 0 26 CONDUIT 2.387 0 00:00 5.06 1.22 0.90 0 27 CONDUIT 2.248 0 00:01 5.70 0.98 0.81 0 28 CONDUIT 2.703 0 00:00 6.25 1.07 0.88 0 29 CONDUIT 3.090 0 00:00 6.29 1.08 0.94 0 30 CONDUIT 2.388 0 00:01 2.25 0.43 0.70 0 31 CONDUIT 4.106 0 00:01 7.78 0.48 0.59 0 32 CONDUIT 2.536 0 00:01 2.69 4.63 0.86 65 33 CONDUIT 5.144 0 00:01 6.44 0.60 0.60 0 34 CONDUIT 2.151 0 00:01 2.13 0.26 0.68 0 35 CONDUIT 1.943 0 00:01 2.47 0.18 0.48 0 36 CONDUIT 2.018 0 00:01 5.49 0.19 0.31 0 37 CONDUIT 1.943 0 00:01 4.48 0.23 0.34 0 38 CONDUIT 1.910 0 00:01 4.52 0.27 0.32 0 39 CONDUIT 1.893 0 00:01 4.97 0.19 0.33 0 40 CONDUIT 1.867 0 00:04 4.12 0.28 0.34 0 41 CONDUIT 1.867 0 00:04 3.52 0.22 0.48 0 42 CONDUIT 2.447 0 00:02 2.81 0.51 0.61 0 43 CONDUIT 2.201 0 00:01 2.37 0.56 0.70 0 44 CONDUIT 3.880 0 00:02 4.07 0.63 0.59 0 45 CONDUIT 5.786 0 00:02 5.62 0.71 0.69 0 46 CONDUIT 4.272 0 00:02 5.50 0.57 0.66 0 47 CONDUIT 3.358 0 00:02 4.70 0.49 0.50 0 48 CONDUIT 3.548 0 00:02 5.04 0.53 0.49 0 49 CONDUIT 3.403 0 00:02 5.03 0.45 0.47 0 50 CONDUIT 3.290 0 00:02 3.94 0.45 0.68 0 51 CONDUIT 3.190 0 00:02 2.92 0.72 0.67 0 52 CONDUIT 3.014 0 00:03 3.63 0.50 0.53 0 53 CONDUIT 4.510 0 00:03 4.44 0.61 0.78 0 54 CONDUIT 4.622 0 00:03 3.89 0.62 0.74 0 55 CONDUIT 4.361 0 00:03 5.60 0.51 0.50 0 56 CONDUIT 4.674 0 00:03 4.40 0.68 0.67 0 57 CONDUIT 4.616 0 00:03 3.25 0.89 0.87 0 58 CONDUIT 3.956 0 00:11 2.57 0.75 1.00 63 59 CONDUIT 3.956 0 00:11 3.59 0.65 0.67 0 60 CONDUIT 4.722 0 00:01 4.10 0.33 0.48 0 61 CONDUIT 4.099 0 00:03 2.56 0.42 0.70 0 62 CONDUIT 4.160 0 00:03 1.95 0.54 0.65 0 63 CONDUIT 4.009 0 00:04 2.97 0.39 0.66 0 64 CONDUIT 3.998 0 00:04 3.33 0.16 0.57 0 65 CONDUIT 3.956 0 01:06 1.10 0.48 0.80 0 66 CONDUIT 3.956 0 01:06 2.99 1.00 1.00 53 67 CONDUIT 4.177 0 00:10 2.86 1.08 1.00 52 *************************** Flow Classification Summary *************************** ----------------------------------------------------------------------------------------- Adjusted --- Fraction of Time in Flow Class ---- Avg. Avg.



137

/Actual Up Down Sub Sup Up Down Froude Flow Conduit Length Dry Dry Dry Crit Crit Crit Crit Number Change ----------------------------------------------------------------------------------------- 1 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.41 0.0002 2 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.43 0.0000 3 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.12 0.0000 4 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 3.06 0.0000 5 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 2.72 0.0005 6 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.59 0.0001 7 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.51 0.0001 8 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.86 0.0000 9 1.00 0.00 0.00 0.00 0.00 0.99 0.00 0.00 1.77 0.0001 10 1.00 0.00 0.01 0.00 0.00 0.99 0.00 0.00 1.77 0.0001 11 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.60 0.0005 12 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.79 0.0002 13 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.77 0.0002 14 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.31 0.0003 15 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.97 0.0002 16 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.97 0.0002 17 1.00 0.00 0.00 0.00 0.00 0.99 0.00 0.00 1.20 0.0002 18 1.00 0.00 0.00 0.00 0.01 0.99 0.00 0.00 1.20 0.0001 19 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.73 0.0003 20 1.00 0.00 0.00 0.00 0.01 0.99 0.00 0.00 1.14 0.0061 21 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.67 0.0002 22 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 3.31 0.0002 23 1.00 0.00 0.00 0.00 0.01 0.99 0.00 0.00 1.55 0.0000 24 1.00 0.00 0.00 0.00 0.00 0.99 0.00 0.00 1.43 0.0000 25 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.82 0.0001 26 1.00 0.00 0.00 0.00 0.01 0.99 0.00 0.00 1.60 0.0002 27 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 2.30 0.0002 28 1.00 0.00 0.00 0.00 0.00 0.99 0.00 0.00 2.60 0.0002 29 1.00 0.01 0.00 0.00 0.00 0.99 0.00 0.00 1.73 0.0002 30 1.00 0.01 0.00 0.00 0.01 0.98 0.00 0.00 0.99 0.0001 31 1.00 0.01 0.00 0.00 0.00 0.99 0.00 0.00 1.18 0.0001 32 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.97 0.0011 33 1.00 0.01 0.00 0.00 0.98 0.00 0.00 0.00 0.78 0.0001 34 1.00 0.02 0.00 0.00 0.98 0.00 0.00 0.00 0.58 0.0000 35 1.00 0.02 0.00 0.00 0.00 0.00 0.00 0.98 1.07 0.0000 36 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 2.29 0.0000 37 1.00 0.00 0.00 0.00 0.01 0.99 0.00 0.00 1.91 0.0000 38 1.00 0.00 0.00 0.00 0.01 0.99 0.00 0.00 2.05 0.0000 39 1.00 0.00 0.00 0.00 0.01 0.99 0.00 0.00 1.95 0.0000 40 1.00 0.01 0.00 0.00 0.01 0.98 0.00 0.00 1.82 0.0000 41 1.00 0.01 0.00 0.00 0.01 0.98 0.00 0.00 1.51 0.0000 42 1.00 0.02 0.00 0.00 0.98 0.00 0.00 0.00 0.80 0.0001 43 1.00 0.02 0.00 0.00 0.98 0.00 0.00 0.00 0.87 0.0001 44 1.00 0.02 0.00 0.00 0.01 0.97 0.00 0.00 1.70 0.0001 45 1.00 0.03 0.00 0.00 0.01 0.96 0.00 0.00 1.88 0.0002 46 1.00 0.00 0.02 0.00 0.01 0.96 0.00 0.00 1.72 0.0001 47 1.00 0.00 0.00 0.00 0.03 0.97 0.00 0.00 1.48 0.0001 48 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.78 0.0001 49 1.00 0.00 0.00 0.00 0.01 0.99 0.00 0.00 1.85 0.0001 50 1.00 0.00 0.00 0.00 0.03 0.97 0.00 0.00 1.02 0.0001 51 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.94 0.0001 52 1.00 0.00 0.00 0.00 0.04 0.96 0.00 0.00 1.23 0.0001 53 1.00 0.00 0.00 0.00 0.01 0.99 0.00 0.00 1.08 0.0002 54 1.00 0.00 0.00 0.00 0.01 0.99 0.00 0.00 1.14 0.0001 55 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 2.13 0.0001 56 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.41 0.0001 57 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.87 0.0002



138

58 1.00 0.00 0.01 0.00 0.99 0.00 0.00 0.00 0.68 0.0002 59 1.00 0.01 0.00 0.00 0.04 0.95 0.00 0.00 1.16 0.0001 60 1.00 0.01 0.00 0.00 0.01 0.98 0.00 0.00 1.11 0.0001 61 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.59 0.0002 62 1.00 0.02 0.00 0.00 0.98 0.00 0.00 0.00 0.54 0.0002 63 1.00 0.02 0.00 0.00 0.00 0.98 0.00 0.00 1.39 0.0001 64 1.00 0.02 0.00 0.00 0.97 0.01 0.00 0.00 0.45 0.0000 65 1.00 0.02 0.00 0.00 0.98 0.00 0.00 0.00 0.22 0.0001 66 1.00 0.03 0.00 0.00 0.97 0.00 0.00 0.00 0.80 0.0002 67 1.00 0.03 0.00 0.00 0.97 0.00 0.00 0.00 0.68 0.0053

Snežak je poddimenzioniran v zgornjem delu, ravno tako pa na spodnjem delu zaključek deluje kot dušilka zato se višek vode preliva v AC jarke.

Logatec, Nov 2009 Sestavil : Niko Antončič, udig. Hidrologija



Dodatek A

Prispevno področje vzhodnega dela Lukovice ob cesti Pod gradom ima površino 9.96 ha, kar pomeni Q50 1.31 m3/s in Q100 1.55 m3/s v profilu regionalne ceste RC 308. Izvir in jarek se imenuje Klajbčev studenec. Odvodnik je v srednjem delu zacevljen (DN300). Tudi tu pri načrtovanju ni bil upoštevan problem ekstremnih nalivov. Pri ogledu terena z g. Krašovcem je bil izpostavljen lokalen problem podzemnih voda (Lukovica cesta Pod Gradom). Problem je verjetno nastal zaradi udora terena ca 50m nad naseljem in spremenjenega toka podzemne vode.

Prispevno področje najbolj vzhodnega dela Lukovice ob ima površino 10.66 ha, kar pomeni Q50 0.98 m3/s in Q100 1.39 m3/s v profilu regionalne ceste RC 308. Izvir in jarek se imenuje Dolinarjev studenec.

Potreben profil za odvod Q50-Q100 v RC je DN800 ali 0.5x1.0 m. Antončič Niko univ.dipl.ing.grad.

TR-55 Tabular Hydrograph Method

Input Summary

Description .....................

Lukovica-2

Rainfall Distribution ........... Type III

Ia/P Interpolation .............. Off

Total Area ...................... 9.96 ha

Peak Time ....................... 12.50 hrs

Peak Flow ....................... 1.5490 cms

Given Input Data:

-------------------------------------------------------------------------

------

Subarea D/S Subareas Area CN Tc Tt

Rainfall

Description (ha) (hrs) (hrs)

(mm)

-------------------------------------------------------------------------

------

Ja-1 9.96 65 0.42 0.00

180.00

Support Data:

Subarea Name: Ja-1, Row: 1

Sheet Flow

----------

Description ..................... Ja-1

Manning's n ..................... 0.4000

Flow Length ..................... 80.00 m

Two Yr, 24 hr Rainfall .......... 85.00 mm

Land Slope ...................... 0.15 m/m

Computed Sheet flow time .......................> 0.34 hrs

Shallow Concentrated Flow

-------------------------

Description ..................... Ja-1

Surface ......................... Unpaved

Flow Length ..................... 526.18 m

Watercourse Slope ............... 0.15 m/m

Velocity ........................ 1.90 mps

Computed Shallow flow time .....................> 0.08 hrs

***************************

Total Time of Concentration .........................> 0.42 hrs

****************************


Input Summary

Description .....................

Lukovica-2



Total Area ...................... 9.96 ha

Peak Time ....................... 12.50 hrs

Peak Flow ....................... 1.3139 cms

Given Input Data:

-------------------------------------------------------------------------

------


Rainfall


(mm)

-------------------------------------------------------------------------

------

Ja-1 9.96 65 0.42 0.00

164.00

Support Data:

Subarea Name: Ja-1, Row: 1

Sheet Flow

----------

Description ..................... Ja-1

Manning's n ..................... 0.4000

Flow Length ..................... 80.00 m


Land Slope ...................... 0.15 m/m



-------------------------

Description ..................... Ja-1

Surface ......................... Unpaved

Flow Length ..................... 526.18 m


Velocity ........................ 1.90 mps


***************************


****************************


Input Summary

Description .....................

Lukovica-3



Total Area ...................... 10.66 ha

Peak Time ....................... 12.50 hrs

Peak Flow ....................... 1.3940 cms

Given Input Data:

-------------------------------------------------------------------------

------


Rainfall


(mm)

-------------------------------------------------------------------------

------

Do-1 10.66 60 0.36 0.00

180.00

Support Data:

Subarea Name: Do-1, Row: 1

Sheet Flow

----------

Description ..................... Do-1

Manning's n ..................... 0.4000

Flow Length ..................... 75.00 m


Land Slope ...................... 0.20 m/m



-------------------------

Description ..................... Do-1

Surface ......................... Unpaved

Flow Length ..................... 544.56 m


Velocity ........................ 2.31 mps


***************************


****************************


Input Summary

Description .....................

Lukovica-3



Total Area ...................... 10.66 ha

Peak Time ....................... 12.50 hrs

Peak Flow ....................... 0.9829 cms

Given Input Data:

-------------------------------------------------------------------------

------


Rainfall


(mm)

-------------------------------------------------------------------------

------

Do-1 10.66 60 0.36 0.00

164.00

Support Data:

Subarea Name: Do-1, Row: 1

Sheet Flow

----------

Description ..................... Do-1

Manning's n ..................... 0.4000

Flow Length ..................... 75.00 m


Land Slope ...................... 0.20 m/m


Messages:

Info: Time of Concentration rounded to 0.40 hrs in row <1>.


-------------------------

Description ..................... Lu-3

Surface ......................... Unpaved

Flow Length ..................... 544.56 m


Velocity ........................ 2.31 mps


Messages:


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Messages:
