Research Article Flood Hazard Mapping by Using Geographic …downloads.hindawi.com/journals/amete/2016/4891015.pdf · 2019-07-30 · Research Article Flood Hazard Mapping by Using

Research ArticleFlood Hazard Mapping by Using Geographic InformationSystem and Hydraulic Model Mert River Samsun Turkey

Vahdettin Demir and Ozgur Kisi

Civil Engineering Department Canik Basari University Samsun Turkey

Correspondence should be addressed to Ozgur Kisi okisibasariedutr

Received 2 October 2015 Revised 19 December 2015 Accepted 22 December 2015

Academic Editor Francesco Viola

Copyright copy 2016 V Demir and O KisiThis is an open access article distributed under theCreative CommonsAttribution Licensewhich permits unrestricted use distribution and reproduction in any medium provided the original work is properly cited

In this study flood hazardmaps were prepared for theMert River Basin Samsun Turkey by using GIS andHydrologic EngineeringCenters River Analysis System (HEC-RAS) In this river basin human life losses and a significant amount of property damages wereexperienced in 2012 floodThe preparation of flood risk maps employed in the study includes the following steps (1) digitization oftopographical data and preparation of digital elevationmodel using ArcGIS (2) simulation of flood lows of different return periodsusing a hydraulic model (HEC-RAS) and (3) preparation of flood risk maps by integrating the results of (1) and (2)

1 Introduction

Flooding as a major natural disaster affects many parts ofthe world including developed countries Due to this naturaldisaster billions of dollars in infrastructure and propertydamages and hundreds of human lives are lost each yearThese hazards and losses can be prevented and reduced byproviding reliable information to the public about the floodrisk through flood inundation maps [1] Flood inundationmaps are very essential for municipal planning emergencyaction plans flood insurance rates and ecological studies [2]Samsun is the largest and densely populated in the north ofTurkey This area is almost under threat of flooding in eachyear In this region themain reason of devastating flood is theinfluence of the Mert River especially during March Apriland July and due to seasonal rainfall which eventually makesthe district vulnerable to flooding In addition the humanbased constructions and the collapse of water retainingstructures are among the main causes of flooding

Geographic Information Systems (GIS) are successfullyused to visualize the extent of flooding and also to analyzethe floodmaps to produce flood damage estimationmaps andflood risk map [3ndash5] The GIS must be used together with ahydraulicmethod to estimate flood profile with a given returnperiod After 1970 Hydrologic Engineering Centers RiverAnalysis System (HEC-RAS) software developed by United

States Army Corps of Engineers (USACE) is widely usedin Europe and America In our country it was first appliedon Bartin River in 1998 by Yazıcılar and Onder [6] GISand HEC-RAS models were successfully used for obtainingflood maps of Waller River in Texas [7] Ohio Swan RiverBasin [3] Atrato River in Colombia [8] Vistula River inWarsaw Poland [4] Gordon River in France [9] northwestof Colombia [8] mid-eastern Dhaka in Bangladesh [10] andOnaville in Haiti [11] Celik et al analysed the 2004 flood ofKozdere Stream in Istanbul using HEC-RAS and GIS [12]Sole et al produced risk maps of Basilicata region (Italy)by acquiring water surface profiles according to differentrepetition flow in the main distributary (30 200 and 500years) [5] Masood and Takeuchi used HEC-RAS and GIS forassessing flood hazard vulnerability and risk of mid-easternDhaka [10] They obtained inundation map for flood of 100-year return period Sarhadi et al obtained flood inundationmaps of ungauged rivers in southeastern Iran by using HEC-RAS and GIS [13] Heimhuber et al used HEC-RAS and GISto perform one-dimensional unsteady-flow simulations ofdesign floods in the Ravine Lan Couline which is the majordrainage channel of the area [11] To the knowledge of theauthors the HEC-RAS and GIS methods were not previouslyapplied toMert River BasinDue to its proximity to numeroushomes businesses and industrial area the location of MertRiverrsquos flood plain is of great interest to city planners

Hindawi Publishing CorporationAdvances in MeteorologyVolume 2016 Article ID 4891015 9 pageshttpdxdoiorg10115520164891015

2 Advances in Meteorology

NE

S

W

0 05 1 2

35∘09984000998400998400E 36∘0998400

0998400998400E 37∘0998400

0998400998400E

35∘09984000998400998400E 36∘0998400

0998400998400E 37∘0998400

0998400998400E

42∘09984000998400998400N

41∘09984000998400998400N

42∘09984000998400998400N

41∘09984000998400998400N

(km)

25∘09984000998400998400E 30∘0998400

0998400998400E 35∘0998400

0998400998400E 40∘0998400

0998400998400E 45∘0998400

0998400998400E

30∘09984000998400998400E 35∘0998400

0998400998400E 40∘0998400

0998400998400E 45∘0998400

0998400998400E

40∘09984000998400998400N

35∘09984000998400998400N

40∘09984000998400998400N

35∘09984000998400998400N

2114ndash2381318466ndash211415793ndash184661312ndash1579310446ndash1312

7773ndash1044651ndash77732427ndash51minus247ndash2427

Figure 1 The location of the study area in Turkey

developers and property owners To the knowledge of theauthors the GIS and HEC-RAS were not previously appliedto this area where devastating floods happened

The aim of this study is to obtain flood hazard maps ofthe Mert River Basin using GIS and HEC-RAS for floods ofdifferent return periods (10 25 50 100 and 1000) First topo-graphical data were digitized and digital elevation model wasprepared using ArcGIS Then flood flows of different returnperiods were simulated using a hydraulic model (HEC-RAS)Finally flood risk maps were obtained by integrating theresults of ArcGIS and HEC-RASThe obtained flood map for10-year return period was also tested by 2012 flood in which12 people lost their lives

2 Study Area

Mert River is located in the center of Samsun Geographiclocation of the study area is between Latitude 41279 andLongitude 36352 Samsun is the largest city in the Central

Black Sea Region of Turkey This district faces devastatingfloods which have a destructive effect on humans buildingsand substructure systems The Mert River which is about8 kilometers long flows into the Black Sea Mert River wasselected for this study because it had a great loss of life andproperty in the recent floods (eg July 3 2012)This river hasfive highway bridges and one pedestrian bridge First secondand third bridges of this river are located in the Black Seacoastline and provide ease of transport between cities Thestudy area is shown in Figure 1

21 Methodology In the present study flood hazard mapswere obtained by using HEC-RAS HEC-GeoRAS and Arc-GIS The methodology for developing a flood hazard mapcan be explained by the following three phases (i) preparingdigital elevation model using ArcGIS (ii) simulation of floodflows of different return periods using HEC-RAS hydraulicmodel and (iii) preparing flood risk maps by integratingphases (i) and (ii) The flow chart of the methodology is

Advances in Meteorology 3

(1) P

repa

ring

data

Creating digital elevation model TIN production

Satellite images Determination of manning value

Provision of river sections(2

) Mod

elin

g an

d an

alys

is HEC-GeoRAS datum generation

Data transfer from HEC-GeoRAS to HEC-RAS

Hydrologic data Model simulations for 10 25 50 and 100 years of floods

Data transfer from HEC-RAS to HEC-GeoRAS

Manning value

(3) V

erifi

catio

n an

d so

lutio

n pr

opos

als

Structural and nonstructuralsuggestions for solutions

Result verification with previous picture

Forming water suface profiles and flood depth

Creation of flood maps

The evaluation of modelling result and

determination of precaution

Figure 2 Flow chart of methodology

illustrated in Figure 2 Next brief information is provided forthe HEC-RAS and HEC-GeoRAS Detailed information forthesemethods can be obtained from related literature [14 15]

22 HEC-RAS Model HEC-RAS a hydraulic model devel-oped by the USACE is extensively applied in calculating thehydraulic characteristics of rivers [16 17] It is an integratedprogram and uses the following energy equation for calculat-ing water surface profiles [14 18]

1198842+ 1198852+12057221198812

2

2119892= 1198841+ 1198851+12057211198812

1

2119892+ ℎ119890 (1)

where119884119885119881120572 ℎ119890 and119892 represent water depth channel ele-

vation average velocity velocity weighting coefficient energyhead loss and gravitational acceleration and subscripts 1 and2 respectively show cross sections 1 and 2

This programprovides user to input data data correctionto receive output display and analysisHEC-RASmodel needsdetails of river cross sections and upstream flow rate Thewater depth andmean velocity are calculated for a given crosssection using the energy conservation equation [14]

HEC-RAS calculates the water levelsrsquo variation along thechannel and the water level values are overlaid on a digitalelevation model (DEM) of the area to get the extent andflood depth using GIS [19] Spatial data like cross sectionriver reach stream network flow paths and others have beenobtained using HEC-GeoRAS (Arc-GIS extension) and thesedata then transferred to HEC-RAS [15]

23 HEC-GeoRAS Model (GIS) HEC-GeoRAS is developedfor the treatment of geographic data with the HEC-RAS andis working on an extension to ArcGIS (module) Other sup-plemental information with geometric data files is obtained


Mert River Bridge 2Mert River Bridge 1

Pedestrian bridge

Mert River Bridge 4 Mert River Bridge 3

EG Q100

WS Q100

WS Q100

Crit Q100

Ground

GroundBank stations

0 500 1000 1500 2000 2500 3000

6

4

2

0

minus2

minus4

Figure 3 Water surface profile for the Q100 flood

from theDigital TerrainModelsThismodule can convert theformat of HEC-RAS software and can read the obtained for-mat After analyzing the data with HEC-RAS water surfaceprofiles water level and water velocity can be obtained Theresults obtained from hydraulic model can be converted toGIS format by using HEC-GeoRAS and thus flood mappingand flood depth map can be obtained [20]

Themixture of processing topographical information andother GIS data in ArcMap utilizing GeoRAS provides uswith the capacity to create and export a geometry file to beinvestigated by RAS The created geometry document holdsinformation on river catchment and station cross section cutlines bank stations flow path It achieves lengths for left andright overbanks and channel and roughness coefficients andfurthermore can contain blocked obstructions The resultsof RAS reproduction for example river profiles can besent specifically to a GIS environment where they can beanalyzed further by the assistance of the GeoRAS toolbar Aparticularly arranged GIS information exchange document(lowast sdf) is utilized to perform the GIS data import and exportbetween RAS and ArcMap [21]

3 Application and Results

In this study HEC-RAS 410 was utilized for hydraulic anal-ysis and ArcGIS 102 was used for mapping First 3D model

of study area was prepared utilizingArcGIS Digital ElevationModel (DEM) was produced by 11000 scale topographicalcontour lines Then topographic data obtained from ArcGISwere transferred to HEC-RAS via Hec-GeoRAS moduleFlood values of different return periods (10 25 50 and 100years) and Manning roughness coefficient values were alsoentered into the HEC-RAS program for calculating waterlevel for each cross section Finally the hydraulic analysisresults were entered into the ArcGIS via Hec-GeoRAS mod-ule and flood hazard maps were obtained for each returnperiod

Manning roughness coefficients of 0022 0026 and 0045were used for concrete bush-wooded and woodland riverbanks and 003 was utilized for the river base Flood valuesof diverse return periods and annual instant maximum flowswere obtained from the Turkish General Directorate of StateHydraulic Works All these values are reported in Table 1Table 2 gives the annual instant maximum flows of MertRiver As can be clearly seen from Table 2 a flood (near Q10flood of ten-year return period) was seen in the studied areain 2012 and loss of life and property occurred

Flood simulations were conducted using hydrodynamicprogram for the floods of 10 15 50 and 100 return periods Asan example water surface profiles for the Q100 flood and thelocation of the bridges on Mert River are shown in Figure 3Bridges were numbered according to their proximity to the


Table 1 Flood values of different return periods of Mert River

Return period 5 10 25 50 100 500 1000 10000Flood (m3s) 508 6418 8397 10116 12076 17095 20285 31395

Q10 Q25

Q50 Q100

Figure 4 3D hazard maps of the Mert River obtained for the Q10 Q25 Q50 and Q100 floods

Table 2 Annual instant maximum flows of Mert River

Year 2007 2008 2009 2010 2011 2012 2013Flow (m3s) 158 102 663 871 73 570 661

Black Sea Mert River flows into the sea after Mert RiverBridge 1 It is clear from the figure that the last three bridgesstay under water in the case of Q100 flood 3D hazard mapsof the Mert River acquired for the Q10 Q25 Q50 and Q100floods are illustrated in Figure 4 As obviously seen from thefigure there are residential and industrial areas in the studiedregion which are significantly affected by flood disaster

Flood depths for each return period were illustrated inFigure 5Themaps clearly demonstrates that when Q10 floodhappens the maximum depth is 62m and affected areais approximately 30 (according to the urban area) in thedownstream of the Mert River and the maximum depth andflooded area respectively increase to 76m and 60 in thecase of Q100 flood This indicates the flatness of the study

area Concerning the quantity of affected residential area 650housings were affected by the 10-year event This increases to780 840 and 960 housings in the case of Q25 Q50 andQ100floods respectively

2012 flood where loss of life and property occurredwas also simulated in the present study Flood hazard mapand a photograph indicating a flood instant are outlined inFigure 6 It is clear from the figure that the influenced areais approximately 30 like the Q10 floodThe greatest hazardsoccur on the right side of the river which is mostly covered byindustrial area The flood magnitude alters a little on the leftside of the river and the water reaches just a small numberof houses near the river bank It is clear from the hazardmap prepared according to the 2012 flood which appeared inFigure 6 that the maximum depth is around 1 and 19m inthe residential area A flooded building demonstrates that thewater level in this area increased to 1ndash15m when 2012 floodoccurred 619 housings were affected by the 2012 flood Thisindicates that the simulation results obtained in this studycorrespond to the real flood hazard


62ndash4443ndash3534ndash2827ndash21

2ndash1211ndash045044ndash00014







N

E

S

W

N

E

S

W

N

Q10 Q25

Q50 Q100

E

S

W

N

E

S

W

Figure 5 Water elevation maps of the studied area for the Q10 Q25 Q50 and Q100 floods

Flood of July 3 2012 demonstrated that some areas (traf-fic roads and buildings surrounding the Mert River) arehighly affected even though they have a low recurrenceperiod (close to Q10) The flooded area is located in down-stream of Mert River and includes industrial region and res-idential buildings It ought to be noticed that the buildings areplaced near watercourses All these indicate a deficient urbanplanning which results in occupation of river andor naturalflooding areas [22]

The analyzed cross sections of Mert River and floodedarea in the case of 2012 flood are represented in Figure 7 Theflood impact additionally appeared for the selected section

(red line) in this figure (see Figure 7(a)) Figure 7(b) showsthe prevention of flood by adding levee and regulation of riverbottom Dotted line in cross section indicates the swell heightof the flood

For the duration of an intense storm real-time analysisincludes using observed rainfall or gauged stage upstream asinput for hydrologic modeling utilizing output flow rates tohydraulic modeling and finally mapping the output (floodhazardmapping) by a GIS programThen this information isutilized to manage flood warning activities such as voidancesand road closures However the stream velocities are usuallytoo great during a flood to make the flood hazard mapping


1ndash15 m

areaResidential

Industrial area



July 3 2012

N

E

S

W

Figure 6 Flood hazard map and a photograph indicating the flood instants in industrial and residential area for the flood of July 3 2012[1 24ndash26]

practical For solving this problem the flood hazardmappingprocedures employed in this study may be utilized to preparea series of flood hazard maps taking into account diversereturn periods In the duration of an intense storm the floodwarning controller can choose the most appropriate digitalflood hazard map that corresponds most closely to the real-time measured stream flow [23]

Numerous existing flood hazard maps require revisionsince they are outdated The flood hazard mapping outlinedin this study saves time and money versus traditional floodhazard delineation on paper maps By this way flood hazardmaps can be regularly updated as variations in hydrologic andhydraulic conditions warrant [23]

4 Conclusions

Flood hazard mapping of Mert River Basin Samsun Turkeywas investigated using GIS and HEC-RAS in this study 3Dhazard maps were obtained for the Q10 Q25 Q50 and Q100floods The flood maps demonstrated that some areas arehighly affected from flood for low return period (Q10) event

Through Q10 flood the maximum depth reached 62m andaffected area was approximately 30 in the downstream ofthe Mert River In addition 650 housing were affected by thisflood All these indicated an insufficient urban planning inthis area Significant floods occurred for the 100-year returnperiod on the downstreamof theMert River and three bridgesout of five remained under flood Flood hazard map of the2012 flood where human life losses and a significant amountof property damages were experienced was additionally pre-pared utilizing GIS and HEC-RAS programsThe simulationresults of the Q10 and 2012 floods were compared with eachother and similarity was found between them The studiedarea generally covers industrial and residential areas It wasseen that floods can be prevented in this region by addinglevee and regulation of river bottom Otherwise the majorityof this flooded area ought to be forested andor kept as parkarea

Conflict of InterestsThe authors declare that there is no conflict of interestsregarding the publication of this paper


400 600 800 1000 1200 1400 1600

Station (m)

10

8

6

4

2

0

Elev

atio

n (m

)

EG 2012

WS 2012

Crit 2012

GroundBank station

2699427

254265

2408067

2269904

2146877Main

Mer

t riv

er

20176421917804

1820579

1729709

16605541543415

14636241292193

11049131013389

9261027

8425629

7370829

51418523925861

160723

(a)

400 600 800 1000 1200 1400 1600

Station (m)

10

8

6

4

2

0

Elev

atio

n (m

)

EG 2012

WS 2012

Crit 2012

GroundLeveeBank station

(b)

Figure 7 The analyzed cross sections of Mert River and flooded area in the case of 2012 flood (a) flood effect for the selected section (b)prevention of flood by adding levee and regulation of river bottom

Acknowledgment

This study was supported by Turkish Academy of Sciences(TUBA)

References

[1] V Demir Mert River (SAMSUNTURKEY) the Flood MapsDetermining the Help of Geographic Information Systems CanikBasari University Institute of Natural Sciences Samsun Turkey2015

[2] C Goodell and C Warren ldquoFlood inundation mapping usingHEC-RASrdquo Obras y Proyectos pp 18ndash23 2006

[3] J JWiles andN S Levine ldquoA combinedGIS andHECmodel forthe analysis of the effect of urbanization on flooding the Swan

Creek watershed Ohiordquo Environmental amp Engineering Geos-cience vol 8 no 1 pp 47ndash61 2002

[4] M Gutry-Korycka A Magnuszewski J Suchozebrski WJaworski M Marcinkowski and M Szydlowski ldquoNumericalestimation of flood zones in the Vistula River valley WarsawPolandrdquo in Climate Variability and ChangemdashHydrological Im-pacts pp 191ndash195 IAHS-AISH Publication 2006

[5] A Sole L Giosa and V Copertino ldquoRisk flood areas a studycase Basilicata regionrdquo in River Basin Management IV vol 1pp 213ndash228 WIT Press Southampton UK 2007

[6] F Yazıcılar and H Onder ldquoTaskın Yatakları PlanlamasındaHEC-RAS Bilgisayar Programı ile Su Yuzu Profili Hesap-lanması-Bartın Nehrinde Bir Uygulamardquo in Su MuhendisligiProblemleri Semineri Mugla Turkey September 1998


[7] E C Tate D RMaidment F Olivera andD J Anderson ldquoCre-ating a terrainmodel for floodplainmappingrdquo Journal of Hydro-logic Engineering vol 7 no 2 pp 100ndash108 2002

[8] S Mosquera-Machado and S Ahmad ldquoFlood hazard assess-ment of Atrato River in Colombiardquo Water Resources Manage-ment vol 21 no 3 pp 591ndash609 2007

[9] N A Sheffer M Rico Y Enzel G Benito and T Grodek ldquoThePalaeoflood record of the Gardon River France a comparisonwith the extreme 2002 flood eventrdquoGeomorphology vol 98 no1-2 pp 71ndash83 2008

[10] M Masood and K Takeuchi ldquoAssessment of flood hazardvulnerability and risk of mid-eastern Dhaka using DEM and 1Dhydrodynamic modelrdquo Natural Hazards vol 61 no 2 pp 757ndash770 2012

[11] V Heimhuber J-C Hannemann and W Rieger ldquoFlood riskmanagement in remote and impoverished areasmdasha case studyof Onaville HaitirdquoWater vol 7 no 7 pp 3832ndash3860 2015

[12] H E Celik G Coskun H K Cigizoglu N Agıralioglu AAydin and A I Esin ldquoThe analysis of 2004 flood on KozdereStream in IstanbulrdquoNatural Hazards vol 63 no 2 pp 461ndash4772012

[13] A Sarhadi S Soltani and R Modarres ldquoProbabilistic floodinundationmapping of ungauged rivers linkingGIS techniquesand frequency analysisrdquo Journal of Hydrology vol 458-459 pp68ndash86 2012

[14] C Fan C-H Ko and W-S Wang ldquoAn innovative modelingapproach using Qual2K and HEC-RAS integration to assess theimpact of tidal effect on RiverWater quality simulationrdquo Journalof Environmental Management vol 90 no 5 pp 1824ndash18322009

[15] A A Baky A M Zaman and A U Khan ldquoManaging floodflows for crop production risk management with hydraulic andGIS modeling case study of agricultural areas in ShariatpurrdquoAPCBEE Procedia vol 1 pp 318ndash324 2012

[16] E C Carson ldquoHydrologic modeling of flood conveyance andimpacts of historic overbank sedimentation on West ForkBlackrsquos Fork Uinta Mountains northeastern Utah USArdquo Geo-morphology vol 75 no 3-4 pp 368ndash383 2006

[17] F Pappenberger K BevenM Horritt and S Blazkova ldquoUncer-tainty in the calibration of effective roughness parameters inHEC-RAS using inundation and downstream level observa-tionsrdquo Journal of Hydrology vol 302 no 1ndash4 pp 46ndash69 2005

[18] G Brunner and V Bonner HEC River Analysis System (HEC-RAS) US Army Corps of Engineers Institude forWater Resour-ces Hydrologic Engineering Center Davis Calif USA 2010

[19] D K Gautam and R G Kharbuja ldquoFlood hazard mapping ofbagmati river in kathmandu valley using geo-informatics toolsrdquoJournal of Hydrology and Meteorology vol 3 no 2677 pp 1ndash92006

[20] HEC-GeoRAS HEC-GeoRAS GIS Tools for Support of HEC-RAS using ARCGIS HEC-GeoRAS 2009

[21] A Haghizadeh L Teang Shui M Mirzaei and H MemarianldquoIncorporation of GIS based program intohydraulic model forwater level modeling on river basinrdquo Journal of Water Resourceand Protection vol 4 pp 25ndash31 2012

[22] F V Silva N B Bonuma and P K Uda ldquoFlood mapping inurban area using HEC-RAS model supported by GISrdquo in Pro-ceedings of the 6th International Conference on Flood Manage-ment (ICFM6 rsquo14) Sao Paulo Brazil September 2014

[23] E Tate and D Maidment ldquoFloodplain mapping using HEC-RAS and ArcView GISrdquo CRWR Online Report 99-1 Center forResearch in Water Resources 1999

[24] Samsunda-sel-felaketi-on-raporu-aciklandi-2012-07-08 2012httpwwwensonhabercomsamsunda-sel-felaketi-on-raporu-aciklandi-2012-07-08html

[25] NTV ldquoSamsunda-sel-9-can aldi 2012rdquo 2012 httpwwwntvcomtrgaleriturkiyesamsunda-sel-9-can-aldiQz9WsxxiRU-uFyoEQ6BtJHg

[26] 2012 httpwwwsamsunmimarorgdosyalar134218056132631doc

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Geological ResearchJournal of


Geology Advances in


NE

S

W

0 05 1 2

35∘09984000998400998400E 36∘0998400

0998400998400E 37∘0998400

0998400998400E

35∘09984000998400998400E 36∘0998400

0998400998400E 37∘0998400

0998400998400E

42∘09984000998400998400N

41∘09984000998400998400N

42∘09984000998400998400N

41∘09984000998400998400N

(km)

25∘09984000998400998400E 30∘0998400

0998400998400E 35∘0998400

0998400998400E 40∘0998400

0998400998400E 45∘0998400

0998400998400E

30∘09984000998400998400E 35∘0998400

0998400998400E 40∘0998400

0998400998400E 45∘0998400

0998400998400E

40∘09984000998400998400N

35∘09984000998400998400N

40∘09984000998400998400N

35∘09984000998400998400N

2114ndash2381318466ndash211415793ndash184661312ndash1579310446ndash1312

7773ndash1044651ndash77732427ndash51minus247ndash2427

Figure 1 The location of the study area in Turkey

developers and property owners To the knowledge of theauthors the GIS and HEC-RAS were not previously appliedto this area where devastating floods happened

The aim of this study is to obtain flood hazard maps ofthe Mert River Basin using GIS and HEC-RAS for floods ofdifferent return periods (10 25 50 100 and 1000) First topo-graphical data were digitized and digital elevation model wasprepared using ArcGIS Then flood flows of different returnperiods were simulated using a hydraulic model (HEC-RAS)Finally flood risk maps were obtained by integrating theresults of ArcGIS and HEC-RASThe obtained flood map for10-year return period was also tested by 2012 flood in which12 people lost their lives

2 Study Area

Mert River is located in the center of Samsun Geographiclocation of the study area is between Latitude 41279 andLongitude 36352 Samsun is the largest city in the Central

Black Sea Region of Turkey This district faces devastatingfloods which have a destructive effect on humans buildingsand substructure systems The Mert River which is about8 kilometers long flows into the Black Sea Mert River wasselected for this study because it had a great loss of life andproperty in the recent floods (eg July 3 2012)This river hasfive highway bridges and one pedestrian bridge First secondand third bridges of this river are located in the Black Seacoastline and provide ease of transport between cities Thestudy area is shown in Figure 1

21 Methodology In the present study flood hazard mapswere obtained by using HEC-RAS HEC-GeoRAS and Arc-GIS The methodology for developing a flood hazard mapcan be explained by the following three phases (i) preparingdigital elevation model using ArcGIS (ii) simulation of floodflows of different return periods using HEC-RAS hydraulicmodel and (iii) preparing flood risk maps by integratingphases (i) and (ii) The flow chart of the methodology is


(1) P

repa

ring

data




) Mod

elin

g an

d an

alys





Manning value

(3) V

erifi

catio

n an

d so

lutio

n pr

opos

als










1198842+ 1198852+12057221198812

2

2119892= 1198841+ 1198851+12057211198812

1

2119892+ ℎ119890 (1)








Pedestrian bridge


EG Q100

WS Q100

WS Q100

Crit Q100

Ground

GroundBank stations

0 500 1000 1500 2000 2500 3000

6

4

2

0

minus2

minus4












Q10 Q25

Q50 Q100



Year 2007 2008 2009 2010 2011 2012 2013Flow (m3s) 158 102 663 871 73 570 661














N

E

S

W

N

E

S

W

N

Q10 Q25

Q50 Q100

E

S

W

N

E

S

W







1ndash15 m

areaResidential

Industrial area



July 3 2012

N

E

S

W




4 Conclusions





400 600 800 1000 1200 1400 1600

Station (m)

10

8

6

4

2

0

Elev

atio

n (m

)

EG 2012

WS 2012

Crit 2012

GroundBank station

2699427

254265

2408067

2269904

2146877Main

Mer

t riv

er

20176421917804

1820579

1729709

16605541543415

14636241292193

11049131013389

9261027

8425629

7370829

51418523925861

160723

(a)

400 600 800 1000 1200 1400 1600

Station (m)

10

8

6

4

2

0

Elev

atio

n (m

)

EG 2012

WS 2012

Crit 2012


(b)


Acknowledgment


References






































Volume 2014

Mining


Journal of



Geophysics







Journal of




Advances in











Geology Advances in


(1) P

repa

ring

data




) Mod

elin

g an

d an

alys





Manning value

(3) V

erifi

catio

n an

d so

lutio

n pr

opos

als










1198842+ 1198852+12057221198812

2

2119892= 1198841+ 1198851+12057211198812

1

2119892+ ℎ119890 (1)








Pedestrian bridge


EG Q100

WS Q100

WS Q100

Crit Q100

Ground

GroundBank stations

0 500 1000 1500 2000 2500 3000

6

4

2

0

minus2

minus4












Q10 Q25

Q50 Q100



Year 2007 2008 2009 2010 2011 2012 2013Flow (m3s) 158 102 663 871 73 570 661














N

E

S

W

N

E

S

W

N

Q10 Q25

Q50 Q100

E

S

W

N

E

S

W







1ndash15 m

areaResidential

Industrial area



July 3 2012

N

E

S

W




4 Conclusions





400 600 800 1000 1200 1400 1600

Station (m)

10

8

6

4

2

0

Elev

atio

n (m

)

EG 2012

WS 2012

Crit 2012

GroundBank station

2699427

254265

2408067

2269904

2146877Main

Mer

t riv

er

20176421917804

1820579

1729709

16605541543415

14636241292193

11049131013389

9261027

8425629

7370829

51418523925861

160723

(a)

400 600 800 1000 1200 1400 1600

Station (m)

10

8

6

4

2

0

Elev

atio

n (m

)

EG 2012

WS 2012

Crit 2012


(b)


Acknowledgment


References






































Volume 2014

Mining


Journal of



Geophysics







Journal of




Advances in











Geology Advances in



Pedestrian bridge


EG Q100

WS Q100

WS Q100

Crit Q100

Ground

GroundBank stations

0 500 1000 1500 2000 2500 3000

6

4

2

0

minus2

minus4












Q10 Q25

Q50 Q100



Year 2007 2008 2009 2010 2011 2012 2013Flow (m3s) 158 102 663 871 73 570 661














N

E

S

W

N

E

S

W

N

Q10 Q25

Q50 Q100

E

S

W

N

E

S

W







1ndash15 m

areaResidential

Industrial area



July 3 2012

N

E

S

W




4 Conclusions





400 600 800 1000 1200 1400 1600

Station (m)

10

8

6

4

2

0

Elev

atio

n (m

)

EG 2012

WS 2012

Crit 2012

GroundBank station

2699427

254265

2408067

2269904

2146877Main

Mer

t riv

er

20176421917804

1820579

1729709

16605541543415

14636241292193

11049131013389

9261027

8425629

7370829

51418523925861

160723

(a)

400 600 800 1000 1200 1400 1600

Station (m)

10

8

6

4

2

0

Elev

atio

n (m

)

EG 2012

WS 2012

Crit 2012


(b)


Acknowledgment


References






































Volume 2014

Mining


Journal of



Geophysics







Journal of




Advances in











Geology Advances in




Q10 Q25

Q50 Q100



Year 2007 2008 2009 2010 2011 2012 2013Flow (m3s) 158 102 663 871 73 570 661














N

E

S

W

N

E

S

W

N

Q10 Q25

Q50 Q100

E

S

W

N

E

S

W







1ndash15 m

areaResidential

Industrial area



July 3 2012

N

E

S

W




4 Conclusions





400 600 800 1000 1200 1400 1600

Station (m)

10

8

6

4

2

0

Elev

atio

n (m

)

EG 2012

WS 2012

Crit 2012

GroundBank station

2699427

254265

2408067

2269904

2146877Main

Mer

t riv

er

20176421917804

1820579

1729709

16605541543415

14636241292193

11049131013389

9261027

8425629

7370829

51418523925861

160723

(a)

400 600 800 1000 1200 1400 1600

Station (m)

10

8

6

4

2

0

Elev

atio

n (m

)

EG 2012

WS 2012

Crit 2012


(b)


Acknowledgment


References






































Volume 2014

Mining


Journal of



Geophysics







Journal of




Advances in











Geology Advances in










N

E

S

W

N

E

S

W

N

Q10 Q25

Q50 Q100

E

S

W

N

E

S

W







1ndash15 m

areaResidential

Industrial area



July 3 2012

N

E

S

W




4 Conclusions





400 600 800 1000 1200 1400 1600

Station (m)

10

8

6

4

2

0

Elev

atio

n (m

)

EG 2012

WS 2012

Crit 2012

GroundBank station

2699427

254265

2408067

2269904

2146877Main

Mer

t riv

er

20176421917804

1820579

1729709

16605541543415

14636241292193

11049131013389

9261027

8425629

7370829

51418523925861

160723

(a)

400 600 800 1000 1200 1400 1600

Station (m)

10

8

6

4

2

0

Elev

atio

n (m

)

EG 2012

WS 2012

Crit 2012


(b)


Acknowledgment


References






































Volume 2014

Mining


Journal of



Geophysics







Journal of




Advances in











Geology Advances in


1ndash15 m

areaResidential

Industrial area



July 3 2012

N

E

S

W




4 Conclusions





400 600 800 1000 1200 1400 1600

Station (m)

10

8

6

4

2

0

Elev

atio

n (m

)

EG 2012

WS 2012

Crit 2012

GroundBank station

2699427

254265

2408067

2269904

2146877Main

Mer

t riv

er

20176421917804

1820579

1729709

16605541543415

14636241292193

11049131013389

9261027

8425629

7370829

51418523925861

160723

(a)

400 600 800 1000 1200 1400 1600

Station (m)

10

8

6

4

2

0

Elev

atio

n (m

)

EG 2012

WS 2012

Crit 2012


(b)


Acknowledgment


References






































Volume 2014

Mining


Journal of



Geophysics







Journal of




Advances in











Geology Advances in


400 600 800 1000 1200 1400 1600

Station (m)

10

8

6

4

2

0

Elev

atio

n (m

)

EG 2012

WS 2012

Crit 2012

GroundBank station

2699427

254265

2408067

2269904

2146877Main

Mer

t riv

er

20176421917804

1820579

1729709

16605541543415

14636241292193

11049131013389

9261027

8425629

7370829

51418523925861

160723

(a)

400 600 800 1000 1200 1400 1600

Station (m)

10

8

6

4

2

0

Elev

atio

n (m

)

EG 2012

WS 2012

Crit 2012


(b)


Acknowledgment


References






































Volume 2014

Mining


Journal of



Geophysics







Journal of




Advances in











Geology Advances in































Volume 2014

Mining


Journal of



Geophysics







Journal of




Advances in











Geology Advances in










Volume 2014

Mining


Journal of



Geophysics







Journal of




Advances in











Geology Advances in

Documents

Research Article Flood Hazard Mapping by Using Geographic …downloads.hindawi.com/journals/amete/2016/4891015.pdf · 2019-07-30 · Research Article Flood Hazard Mapping by Using