E3S Web of Conferences 40, 03011 (2018) https://doi.org/10.1051/e3sconf/20184003011 River Flow 2018
Hydraulic potential of the Lower Vistula (Poland)
Michal Szydlowski1,*, Romuald Szymkiewicz1, Dariusz Gasiorowski1, Jakub Hakiel1, and Piotr Zima1 1Gdansk University of Technology, Faculty of Civil and Environmental Engineering (GUT), Gabriela Narutowicza 11/12 80-233 Gdansk, Poland
Abstract. The Vistula is the largest river in Poland. Lower Vistula (part of the river discussed in this paper) is almost four hundred kilometers long river section extending from the tributary Narew to the outflow to the Baltic Sea. In the 17th century the Vistula was the most navigable river in Europe. After partitioning of Poland the Vistula lost its significance. Now the Lower Vistula should provide a navigation connection to the Europe forming water routes E70 and E40. However it does not meet the criteria required for the international waterways. Moreover, the river has a quite large hydro-energy potential. There have been many plans for the development of the Lower Vistula River so far. Unfortunately none of them has been implemented. In this paper, the authors would like to present their own arguments to reactivate the Lower Vistula Cascade (LVC) project. In order to analyse the LVC idea and Lower Vistula hydraulic potential, a numerical hydraulic model of the Lower Vistula was developed at the Department of Hydraulic Engineering of Gdansk University of Technology. Various aspects of the LVC concept, such a potential inland waterways, hydropower, flood control and water retention, are discussed in the article.
1. Introduction The Vistula River is one of great European rivers. Its length is 1047 km. Its river bed is totally located inside of the Polish borders. Similarly, major part (ca 87 %) of its total catchment area equal to 194000 km2 belongs to Poland. The average discharge in its mouth to Baltic Sea is estimated as equal to 1080 m3s-1, whereas the total annual outflow of waters coming from the atmospheric precipitations and introduced by Vistula to sea is approximately equal to 34 km3. Insignificant degree of making use of the Vistula River potential makes essential difference comparing with others great European rivers. In current Polish economy the Vistula River practically does not take any part. Years ago, in XV, XVI and XVII century, the Vistula River played essential role. In the Middle centuries it was one of the most important European waterways. Unfortunately, many different (political, economical and geophysical) factors and processes acting for long times caused that currently there is a great difference between the Vistula River and other European rivers. For many reasons the most interesting for economical use of the Vistula River is its Lower part of length equal about 400 km, called the Lower Vistula. It is considered from Warsaw cross section to the Gulf of
* Corresponding author: [email protected]
© The Authors, published by EDP Sciences. This is an open access article distributed under the terms of the Creative Commons Attribution License 4.0 (http://creativecommons.org/licenses/by/4.0/). E3S Web of Conferences 40, 03011 (2018) https://doi.org/10.1051/e3sconf/20184003011 River Flow 2018
Gdansk. After the end of the 2nd World War there was undertaken many times idea of exploitation of the Lower Vistula River. This idea was dealing with construction of a cascade of dams and reservoirs. The only effect of undertaken project of a cascade is the Wloclawek barrage finished in 1970 and which is the only its element still working alone. Recently the Polish authorities made a decision on the second dam which will be located downstream the Wloclawek one. At the present time the question of economic use of the lower Vistula River became particularly important because intensively developed the Port of Gdansk, located at the mouth of Vistula River, will soon need additional connection in the form of waterway with the center of Poland. On the other hand, while discussion dealing with the Vistula River, usually only general opinions and arguments are presented. It seems to the authors that it would be better if such discussions were supported at least by the results of basic hydraulic analysis. To this order, the authors would like to present their own (hydraulic) arguments to reactivate the barrage cascade project. Various aspects of the concept, such creation of the potential inland waterway, hydropower, flood control and water retention, are discussed in the article.
2. Lower Vistula Cascade model The Lower Vistula includes the 391 km river section (Fig. 1) from the mouth of Narew (550.5 km) to the Balic Sea (941.5 km). In the analysed section the largest right hand side tributaries are: Narew (328 m3s-1), Drweca (45 m3s-1), and Osa (7 m3s-1). The largest left-hand tributaries are: Bzura (23 m3s-1), Brda (22 m3s-1), Wda (11 m3s-1) and Wierzyca (8 m3s-1). The average flow rate of the Vistula River at outflow cross section is 1080 m3s-1.
Fig. 1. Lower Vistula system with LVC barrages concept
2 E3S Web of Conferences 40, 03011 (2018) https://doi.org/10.1051/e3sconf/20184003011 River Flow 2018
Gdansk. After the end of the 2nd World War there was undertaken many times idea of In the 1950s a concept was developed for the Lower Vistula of a cascade of barrages. The exploitation of the Lower Vistula River. This idea was dealing with construction of a cascade Lower Vistula Cascade (LVC) at the section from Wyszogrod to Tczew was originally of dams and reservoirs. The only effect of undertaken project of a cascade is the Wloclawek designed as a system of eight barrages, further expanded with the Grudziadz barrage and the barrage finished in 1970 and which is the only its element still working alone. Recently the Warsaw barrage (Fig. 1). The LVC concept had changed over the years, and the changes Polish authorities made a decision on the second dam which will be located downstream the focused mainly on the number of barrages and their locations, and the damming levels Wloclawek one. adopted for them. A detailed and historical account of the LVC project’s various At the present time the question of economic use of the lower Vistula River became modifications in 1957–2009 can be found in [1]. Out of the whole cascade system only one particularly important because intensively developed the Port of Gdansk, located at the mouth barrage was developed in Wloclawek, with construction completed in 1970. of Vistula River, will soon need additional connection in the form of waterway with the center An initiative to reactivate the project of another LVC barrage has been taken by Energa of Poland. On the other hand, while discussion dealing with the Vistula River, usually only SA (electric energy operator) and Gdansk University of Technology (GUT) [2]. In order to general opinions and arguments are presented. It seems to the authors that it would be better analyse the proposed LVC impact on flow conditions, a hydraulic model of the Lower Vistula if such discussions were supported at least by the results of basic hydraulic analysis. To this was developed at the Department of Hydraulic Engineering of GUT. The LVC river flow order, the authors would like to present their own (hydraulic) arguments to reactivate the simulations were determined on the basis of hydraulic calculations made using the software barrage cascade project. Various aspects of the concept, such creation of the potential inland package of HEC-RAS (Hydrologic Engineering Centre – River Analysis System) [3]. The waterway, hydropower, flood control and water retention, are discussed in the article. model of the Vistula River was developed based on details of the river bed geometry (325 river cross-sections), roughness coefficients of individual design sections, and tributaries inflows. In addition, the model has included the existing hydro engineering facilities (bridges 2. Lower Vistula Cascade model and Wloclawek barrage) and the proposed development of LVC barrages (Tab. 1). For the The Lower Vistula includes the 391 km river section (Fig. 1) from the mouth of Narew (550.5 purpose of this analysis it was assumed that the cascade is made up of nine barrages located km) to the Balic Sea (941.5 km). In the analysed section the largest right hand side tributaries at the section from Wyszogrod (584.0 km) to Tczew (903.5 km), including the existing are: Narew (328 m3s-1), Drweca (45 m3s-1), and Osa (7 m3s-1). The largest left-hand tributaries barrage in Wloclawek (Fig. 1), and the Warsaw barrage (539.5 km). It was also assumed that are: Bzura (23 m3s-1), Brda (22 m3s-1), Wda (11 m3s-1) and Wierzyca (8 m3s-1). The average the reservoirs will be bounded with side dams, natural high banks of the valley and the current flow rate of the Vistula River at outflow cross section is 1080 m3s-1. line of levees. In Table 1 basic details of LVC barrages chosen for hydraulic calculations are listed. The calculations were made for steady and unsteady flows. Table 1. Barrages parameters in the adopted LVC concept.
River Normal Max Min Flow Weir cross- water water water rate crest Dam section stage stage stage
(km) (m3s-1) (m a.s.l.) Tczew 903.5 1046 11.0 12.5 10.5 3.2 Gniew 876.3 1037 18.5 20.0 18.0 10.7 Grudziadz 829.5 1027 25.5 27.0 25.0 17.7 Chelmno 801.5 1013 32.5 34.0 32.0 24.7 Solec Kuj. 758.0 986 41.0 42.5 40.5 33.2 Siarzewo 707.9 914 46.0 46.5 45.3 38.2 Wloclawek 674.8 911 57.3 58.5 56.5 50.5 Plock 618.0 942 64.0 65.5 63.5 56.2 Wyszogrod 584.0 886 70.5 72.0 70.0 62.7 Warsaw 539.5 549 81.0 82.5 80.5 73.2
In addition to barrage cascade, the bridges crossings the river were taken into account in the Lower Vistula model. There are 19 structures like road, railway and road-rail bridges from km 540 to km 941 of this river segment. Characteristic flow rates, necessary to calculate flow parameters in steady flow Fig. 1. Lower Vistula system with LVC barrages concept conditions, were estimated at gauge cross-sections, as well as at cross-sections corresponding
3 E3S Web of Conferences 40, 03011 (2018) https://doi.org/10.1051/e3sconf/20184003011 River Flow 2018
to t e ocatio o esi e casca e a s e va ues o ro o ic o rates are prese te i a e
Table 2. aracteristic ea a ua o rates a o o er istu a ross ea o o o sectio ocatio rate s rate s arsa o i s o ro epa o s a oc oc a e iar e o oru o ec uj e o ru ia ie c e i o
e s ape o t e pot etica oo ave use i t e u stea o a a sis as eter i e usi t e arsa iversit o ec o o et o e o tai e pot etica oo aves it pea va ues e ua to s or pro a i ities o e cee a ce respective a uratio a out t o o t s ere use i t e ro a ic u stea o e as t e upper ou ar co itio
3. Hydraulic calculations rau ic ca cu atio s ere per or e irst to eter i e o co itio s or t o varia ts o t e eve op e t o t e o er istu a e ca cu atio s or t e curre t state ere a e to eter i e t e s ape o t e ater ta e pro i es or ea o rates t e ca cu atio s t e oc a e a as ta e i to accou t ere t e or a ater sta e as i pose e i or er to eter i e t e i pact o t e a opte eve op e t o t e o co itio s si u atio s o ater o it t e e isti ri e structures a oc a e arra e as e as t e assu e ro e i eeri structures ave ee per or e e ca cu ate ater sta e pro i es or ea a ua o rate are s o i i ure or a ost ears oc a e as ee operati as a si e a uc a state o or i co siste t it t e assu ptio s a opte i t e ori i a project as cause a u avora e processes suc as i te sive erosio o t e otto ic e ra es t e river e o strea t e arra e a co crete e e e ts o t e a e ative e ects o t e ac o t e a casca e are e visi e o t e o itu i a pro i e o t e river s o i i ure uc a situatio a previous e tio e processes ave re uce t e sa et o t e e tire aci it a t e o a to per a e t e sure structure sa et as to co si er t e co structio o a o strea a raisi ater ta e to a ove sea eve uc a so utio iar e o arra e as esi e a accepte o is over e t ast ear s i t e case o oc a e a t e sa et o t e e tire epe s o t e rau ic support o eac o t e a s s o rau ic ca cu atio s i t e para eters assu e or a a sis a uara tee rau ic support o a s ic i e sure sa e operati co itio s or i ivi ua structures
4 E3S Web of Conferences 40, 03011 (2018) https://doi.org/10.1051/e3sconf/20184003011 River Flow 2018 to t e ocatio o esi e casca e a s e va ues o ro o ic o rates are prese te i a e
Table 2. aracteristic ea a ua o rates a o o er istu a ross ea o o o sectio ocatio rate s rate s arsa o i s o ro epa o s a oc
oc a e iar e o Fig. 2. a cu ate o er istu a ater sta es i prese t state a it co cept oru i porta t issue re ate to t e rau ics o t e o er istu a is t e eve op e t o i a o ec uj ater tra sport propose t e uropea io o a it is p a e to ui t ree e o ru ia i ter atio a ater a s co ecti t e a tic ea it t e a u e i ratis ava ie co ecti t e a tic ea it t e ac ea a co stituti t e ast est uropea c e co u icatio route co ecti aipe a it t erp e istu a iver it i t e tas s i o o t e uropea io is ua i ie to t e ater a s part o t e eve op e t o t e o is sectio o t is ater a it is re uire to ai tai t e avi a e route o i ter atio a e s ape o t e pot etica oo ave use i t e u stea o a a sis as eter i e c ass t s ou a so e ote t at t e a ater a s ave a co o sectio o t e usi t e arsa iversit o ec o o et o e o tai e pot etica oo istu a ro a s to os c ater a it t e status o a i ter atio a ater aves it pea va ues e ua to s or pro a i ities o e cee a ce route ust eet so e tec ica re uire e ts irst t e i i u tra sit ept or t e respective a uratio a out t o o t s ere use i t e ro a ic ater a o i ter atio a c ass is o test t e u i e t o t is co itio o t e u stea o e as t e upper ou ar co itio a a se sectio o t e river t e resu ts o ca cu atio s o t e avera e ept i t e o er istu a iver e or t e prese t state it t e i i u tra sit ept ere co pare as s o i i ure 3. Hydraulic calculations rau ic ca cu atio s ere per or e irst to eter i e o co itio s or t o varia ts o t e eve op e t o t e o er istu a e ca cu atio s or t e curre t state ere a e to eter i e t e s ape o t e ater ta e pro i es or ea o rates t e ca cu atio s t e oc a e a as ta e i to accou t ere t e or a ater sta e as i pose e i or er to eter i e t e i pact o t e a opte eve op e t o t e o co itio s si u atio s o ater o it t e e isti ri e structures a oc a e arra e as e as t e assu e ro e i eeri structures ave ee per or e e ca cu ate ater sta e pro i es or ea a ua o rate are s o i i ure or a ost ears oc a e as ee operati as a si e a uc a state o or i co siste t it t e assu ptio s a opte i t e ori i a project as cause a u avora e processes suc as i te sive erosio o t e otto ic e ra es t e river e o strea t e arra e a co crete e e e ts o t e a e ative e ects o t e ac o t e a casca e are e visi e o t e o itu i a pro i e o t e river s o i i ure uc Fig. 3. a cu ate ater ept i prese t river state or o a ea a ua o rates a it a apte a situatio a previous e tio e processes ave re uce t e sa et o t e e tire aci it co cept a t e o a to per a e t e sure structure sa et as to co si er t e co structio o a o strea a raisi ater ta e to a ove sea eve uc a so utio iar e o ept ca cu atio s ere a e or t o c aracteristic o rates t e ea a o a ua o s s it ca e see or ea o rates t e ept i t e c a e is reater t a t e arra e as esi e a accepte o is over e t ast ear s i t e case o i i u tra sit ept o t e sectio s o strea a a o t e oc a e reservoir oc a e a t e sa et o t e e tire epe s o t e rau ic support o eac o t e sectio upstrea oc a e reservoir t e ept s are too s a to provi e t e esire t e a s s o rau ic ca cu atio s i t e para eters assu e or i ter atio a ater a c ass t s ou a so e e tio e t at t e uratio o t e ea a ua a a sis a uara tee rau ic support o a s ic i e sure sa e operati o s o t e istu a iver is o s i t over a s a ear t e case o o o s co itio s or i ivi ua structures
5 E3S Web of Conferences 40, 03011 (2018) https://doi.org/10.1051/e3sconf/20184003011 River Flow 2018
occurri i t e river t e ept s e cee t e va ue ecessar or t e i ter atio a ater a o o t e sectio o t e oc a e reservoir a i t e re io o t e estuar to t e sea e out ate ata s o t at t e i i u tra sit ept or a ater a it a i ter atio a c ass it ea a o ater eve s ca ot e e sure ot er ise t a casca i t e river co ectio it t e a ove ept ca cu atio s or t e co cept ere a e a a ai co ro te it t e ecessar tra sit ept i e ca cu atio s co ir e t at casca i o t e river uara tees t e creatio o a ater a it para eters re uire or t e i ter atio a c ass t e oca ca cu ate ept o t e sectio ear arsa is ess t a ic ea s t at i t e case o casca e co structio oca re i or s i e ee e re ate to t e appropriate s api o t e otto e ater a c assi icatio a so i c u es ista ce et ee ri e structure a ater ta e e i i u ista ce or t e i ter atio a c ass is a sis o ca cu ate ater ta e pro i es or a opte s o s t at t is co itio i ot e et t ree structures a e otor a ri e i ru ia it a ista ce o ri e i os c it a ista ce o a a ri e i su s ie o i oru it a ista ce o eeti t e i ter atio a c ass re uire e ts i re atio to t e ista ce u er t ese ri es i re uire reco structio o t ese aci ities ri es i oru a os c or c a i t e ocatio o t e a ear ru ia or er to eter i e t e ro po er pote tia or eac arra e t e a i u a i i u output po ers ere eter i e as e as avera e a ua e er output a t output po er or eac po er p a t ere eter i e a ter t e o o i or u a
P 9.81 Qe H n
ere P – output po er η – overa p a t e icie c Qe – isc ar e t rou p a t s H – et ater ea
Table 3. po er a a ua e er outputs or various a i u o s t rou p a t Qe a o t rou i po er a po er er output po er p a t P i P a E Qe a s
e etai s o ropo er pote tia ca cu atio ere prese te i e a re ate po er a e er outputs o s ste i c u i a t e arra es o or t e a a se o s t rou t e po er p a ts are prese te i a e e ar est tota a i u po er o ca e ac ieve it t e p a ts isc ar e capacit o s e respective avera e a ua e er output o a arra es is e co structio o i t e varia t prese te i t is paper ea s t e creatio o i e e rete tio reservoirs ic co i e it t e proper co tro o ater sta es uri t e passa e o oo aves i ive a si i ica t e ect o re uci t e cu i atio o t e ave a t us re uce t e oo ris i t e istu a va e is co c usio as co ir e t e resu ts o o e i stea o s a t e tra s or atio o oo aves t s ou e e p asi e t at t e co structio o a u u er t e assu ptio s a opte at or i resu t i a oo rete tio it a va ue o t e or er o i io e tota oo rete tio i a ic co itio s o oo ave tra sitio s as esti ate at a out i io re atio to t e tota vo u es o t e ar est oo aves cou te i i io t is is ot a va ue uara teei t e tota rete tio o eac ave o ever ca cu ate re uctio o t e
6 E3S Web of Conferences 40, 03011 (2018) https://doi.org/10.1051/e3sconf/20184003011 River Flow 2018 occurri i t e river t e ept s e cee t e va ue ecessar or t e i ter atio a ater a o o t e sectio o t e oc a e reservoir a i t e re io o t e estuar to t e sea e out ate ata s o t at t e i i u tra sit ept or a ater a it a i ter atio a c ass it ea a o ater eve s ca ot e e sure ot er ise t a casca i t e river co ectio it t e a ove ept ca cu atio s or t e co cept 4. Hydraulic effects of LVC construction ere a e a a ai co ro te it t e ecessar tra sit ept i e ca cu atio s co ir e t at casca i o t e river uara tees t e creatio o a ater a it para eters 4.1. Safety of Wloclawek dam re uire or t e i ter atio a c ass t e oca ca cu ate ept o t e sectio ear arsa is ess t a ic ea s t at i t e case o casca e co structio oca re i or s i e ee e re ate to t e appropriate s api o t e otto e ater a c assi icatio a so i c u es ista ce et ee ri e structure a ater ta e e i i u ista ce or t e i ter atio a c ass is a sis o ca cu ate ater ta e pro i es or a opte s o s t at t is co itio i ot e et t ree structures a e otor a ri e i ru ia it a ista ce o ri e i os c it a ista ce o a a ri e i su s ie o i oru it a ista ce o eeti t e i ter atio a c ass re uire e ts i re atio to t e ista ce u er t ese ri es i re uire reco structio o t ese aci ities ri es i oru a os c or c a i t e ocatio o t e a ear ru ia 4.2. Protection against flooding of the Lower Vistula valley or er to eter i e t e ro po er pote tia or eac arra e t e a i u a i i u output po ers ere eter i e as e as avera e a ua e er output a t output po er or eac po er p a t ere eter i e a ter t e o o i or u a P 9.81 Qe H n ere P – output po er η – overa p a t e icie c Qe – isc ar e t rou p a t s H – et ater ea Table 3. po er a a ua e er outputs or various a i u o s t rou p a t Qe a o t rou 4.3. Lower Vistula as an inland waterway i po er a po er er output po er p a t P i P a E Qe a s e etai s o ropo er pote tia ca cu atio ere prese te i e a re ate po er a e er outputs o s ste i c u i a t e arra es o or t e a a se o s t rou t e po er p a ts are prese te i a e e ar est tota a i u po er o ca e ac ieve it t e p a ts isc ar e capacit o s e respective avera e a ua e er output o a arra es is e co structio o i t e varia t prese te i t is paper ea s t e creatio o i e e rete tio reservoirs ic co i e it t e proper co tro o ater sta es uri 4.4. Lower Vistula as a source of electricity t e passa e o oo aves i ive a si i ica t e ect o re uci t e cu i atio o t e ave a t us re uce t e oo ris i t e istu a va e is co c usio as co ir e t e resu ts o o e i stea o s a t e tra s or atio o oo aves t s ou e e p asi e t at t e co structio o a u u er t e assu ptio s a opte at or i resu t i a oo rete tio it a va ue o t e or er o i io e tota oo rete tio i a ic co itio s o oo ave tra sitio s as esti ate at a out i io re atio to t e tota vo u es o t e ar est oo aves cou te i i io t is is ot a va ue uara teei t e tota rete tio o eac ave o ever ca cu ate re uctio o t e
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4.5. Reservoir retention and water supply
5. Conclusions
6. Impact of the research on the policy decisions
References 3/16 5 HEC-RAS 5.0 River Analysis System, Hydraulic Reference Manual A methodology for calculating flows and maximum flows with specified maximum exceedance probability for controlled and uncontrolled catchments, and for identifying rainfall to runoff transition models 1/22
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