ISSN No. (Print): 975-3 ISSN No. (Online): 49-339 Flood Zoning Simulation in Steady flow With Model of onedimensional HEC-RAS and two-dimensional CCHE-D (Case Study: Range River Shahar Chay) Saeed Judisani*, Edries Merufinia** and Behzad Zehforosh*** *Department of Civil Engineering, Islamic Azad University, Mahabad Branch, Mahabad, Iran **Young Researchers and Elite Club, Mahabad Branch, Islamic Azad University, Mahabad, Iran ***Department of Civil Engineering, Islamic Azad University, Maraghe Branch, Maraghe, Iran (Corresponding author: Edries Merufinia) (Received 7 April, 5, Accepted 7 June, 5) (Published by Research Trend, Website: www.researchtrend.net) ABSTRACT: The frequency of flood in recent decades causes that most parts of the country be exposed to destructive floods invasion and financial and life losses significantly be increased. Increase in population along with the lack of planning to exploit the land, destruction of forests and grasslands and also, development of impervious surfaces caused less water infiltration into the ground in water basins and flow faster to the downstream side. As a result, floods are more frequent, severe and sudden and inflict more damage. In this paper, a part of Brade Sur River in Urmia was selected and considering the importance of the above region, flood basins study and flood zoning in this area was selected as the necessity and objective of this study. In this study, flood capability of Brade Sur River basin in Urmia was evaluated using the techniques of GIS and HEC-HMS hydrologic model. Then, a reach of Brade Sur River in Urmia was hydraulically studied using the HEC-RAS hydraulic model and hydrographic maps were obtained for, 5,, 5, 5, return periods that can be used in zoning Brade Sur River in term of structural construction.. In this research flood basin of urmiashaharchay has been studied with GIS technique and HEC-HMS hydrological model also with CCHE-MESH model, then hydrological intervals of the river was studied with the achieved results and HEC-RAS and CCHED hydrological models and finally the numerical values for different return periods were obtained. Due to lack of observation and field data the numerical results of these two models are compared to each other. Keywords: Flood Zoning, hydrological models, HEC-RAS and CCHED INTRODUCTION Biological Forum An International Journal 7(): 764-777(5) Despite of numerous improvements, man has not been able to predict and control the flooding phenomenon completely yet. Between the years 973 to 996 each year on average, 66 million people have been affected by the deleterious results of flooding, according to United nations Scientific and cultural Organization (UNESCO). It has also been reported, the floods that have been occurred from 996 to 97 in Asia have had more than billion dollars economical damage. Unfortunately our country (Iran) is among the countries that suffer from flood. 4-year flooding statistics analysis (33-37) has shown that each year 47 floods an average happen in Iran and unfortunately 57 people have died during this time. So it is essential to marked research about the flood management from different points of view (Mohammad Pour et al 4). Rivers and some intervals of the rivers from the physical and general behaviors are different and we rarely can find two same rivers. Therefore morphological and hydrological studies in order to analyze the changes of the river and the impact of flood flows in soil erosion and destroy of the margins is essential. in technical discussions one of the reasons of flood increasing, is the reduction of rain or the change in the conversion of solid to liquid rainfalls due to continental changes. Population growth and forest and plains destruction also with the unpermeatable levels' expansion have cause little water permeation in soil and its fast flow to the downstream. Therefore the floods have been faster, more and more unpredictable and cause more damage. The purpose of this study is to make a two dimensional simulation with the combination of GIS with CCHE-D software on shaharchay river basin. The results of this research have been evaluated and validated with the results of HEC- RAS model. Most of the previous studies have used MIKE, HEC-RAS models which make a one dimensional flood flow simulation. Since two dimensional simulation is more homogenous with flood flow, so using the results of this paper can improve the process at flood flow simulation. MATERIAL AND THE METHODS The depth integrated two-dimensional equations are solved in CCHED model, Continuity Equation:
Sani, Merufinia and Zehforosh 765 Where and are the depth-integrated velocity components in the and directions respectively; is the gravitational acceleration; is the water surface elevation; is water density; is the total water depth; is the Coriolis parameter;,, and are the depth integrated Reynolds stresses; and and are shear stresses on the bed surface. Study Area. ShaharChay River is one of the major independent rivers of the Urmia plain located in the south and south west of the city of Urmia. The River is known as the Brade Sur in the upstream and the Kakre, Kouse Lou and Mirabad rivers pour into it and it is fed by the precipitations received from the West to the East. ShaharChay River is located in the category of medium-sized rivers with the catchment area located in the central part of central Silvana which is also known as the Urmia River. The area under study is 575.59 square-kilometers located in the city of Urmia. It is in 47, to 5, E and 4,, to 4,6, N. the residential areas under study include Urmia, Noushinshahr, Silvana and Serve. The lowest height of the area is 67 m and the maximum catchment area is 357 m above sea level. The study area circumference is equal to 47/56 km. The geographical map of the catchments under study is presented below. The range is located outside Urmia city and within the Urmia plain before reaching lake Urmia. In this paper first we obtained the topographic map of the area with :5 scales from the mapping organization of the country and then using the map the contour lines were drowned and the required revisions were made visually. Also the waterways and network of streams of the basins were formed and the GIS model was completed. The software can conduct physical calculations of the basin and the required parameters after the completion of the basin model. This is easily done on GIS. The following figure presents the basin model in the GIS software. To obtain every single slope of the waterways the drainage basin slope maps of the area produced by Arc GIS software are used. The upstream waterway have higher slope than the rest of areas indicating the mountainous basins in the area. From the maps of the slope it can be inferred that the highest area is within the class of.-% slope. Fig.. Formation of the basin and sub-basin operation in ARC GIS software. Fig.. Location of the city of Urmia and study area. This range is about m below the Keshtiban Dam in coordinates 5, 74 and 4,56, and has a length of meters, within this range the river passes through the Haspestan, Poshtgol and Darghalu villages. perimeter of basin is 56.47 kilometers. Fig. 3. Map of the slope in the study area. Maximum 4-hour rainfall. Maximum 4-hour rainfall is the amount of rain which has fallen down during 4 hours, and the highest amount of rainfall during a year (365 days) is chosen. We have used the maximum 4- hour rainfall data of shaharchay basin for the statistical period of time from 366-365 to 39-3.
Sani, Merufinia and Zehforosh 766 Table : Physical characteristics of the studied basins in the study area Shahar Chay. R a w Sub field No A A 3 A3 4 A4 5 A5 6 A6 7 A7 A 9 A9 A A A 3 A3 4 A4 5 A5 Ar ea (K m² ). 6 44. 7 3. 6 3.. 6. 7 39. 3 3. 5 7. 57 6. 6 6. 5 3. 5. 6 3. 45 3. 9 Peri mete r (Km) 5.6. 7.33 9.4 4.5 9.5. 43.3 4.75.7 4.5.3.95 6. 3.4 Ma in Str ea m len gth (K m) 4.5 9. 54. 7. 4 5. 5.3. 65 4. 69.7 6.6 6.3.4 9 7.4 7. 5 9.3 5 Ave rage Slop e Perc ent Maxi mum heigh t Mini mum heigh t Ave rage heig ht Grav elius coeffi cient Equivale ntcircle diamete r Concen tration Time Equi valen t Recta ngle Lengt h Equi valen t Recta ngle Widt h (m) (m) (m) (Km) (h) (Km) (Km) 4. 39 7.3 36 7 6. 36 575 9.5 55 573 4.4 774 7. 473 3.5 767 577 3.7 357 7 7.6 4 453. 9 4. 6 57 9. 33 5.5 3 45 4. 675 69 4.5 73 33 55 6 54 3 9 66 9 9 4 6 63 3 5 57 79 7 5 36 4 Sh ape Fa cto r. 4.. 4.9.6.5. 7.5.5 9.3 4..5.3 6.4..6 3.. 5.4. 5.6 4..7. 4.. 4. 3..7.4 4.6.4 7...3 7..9. 3.6.3.9 6.5 5..3 5.9. 9.5.9. 5.. 5.6 4..9.3 5.. 9.5..3 5.5..3..3 5..9 7.9.6.3 6..3. 3..6 6.5 3. 3.5.4. X 4 644 47 96 44 669 49 364 47 65 494 34 43 66 469 7 497 39 54 33 49 935 499 67 493 964 5 79 54 4 Y 43 9 43 65 44 3 44 5 44 93 7 44 36 4 44 6 9 43 4 44 53 44 74 44 7 3 44 6 6 45 55 45 39 45 34 7 6 A6 6. 5 3.9 9.4. 36 67 3 7.3 5. 4. 9..9 53 74 45 65 7 A7 63. 33.37 3. 37. 9 35 6 4. 9. 3.5.9 5..5 497 9 45 59
Flood estimate by SCS method It is necessary to specify the flood discharge and its hydrograph for the return period of the design in order to make awarness and present the damages of flood and its sediments and also in order to make a hydrostructure in downstream basin. HEC-HMS model in the study board, has been used to estimate the flood hydrograph. This case study has been divided into 7 sub-basins, considering this point in HEC-HMS model this division has been made to do two processes in a multi-basin and semi-distributed model. First is to follow the flood routine and second process is to estimate the flood hydrograph in every sub-basin output. SCS is the method that has been used in this model due to the lack of field and observations data in making the base hydrograph. The essential parameters Sani, Merufinia and Zehforosh 767 are - the area of basin - curve number 3- delay time 4- the rainfall of design.in order to calculate the delay time, we have used so many empirical relations. Here in order to estimate delay time according to the caculated CN for each sub-catchment we have used the proposed SCS relation. Y: the average slop percentage of basin L: the length of the longest river in foot S: water storage index within the basin in inch T_lag: the delay time of basin in hour Hydraulical characteristics. The case study is outside of urmia (urmia plain) before the joint point of the river with urmia lake. theinterval is meters down the kashtiban dam with the coordinates of 574 and 456 and with the length of meters. Cross- Section 3 4 5 6 7 9 3 4 5 6 7 Fig. 4. Used sections' position in this case study. Table : Cross sections characteristics in shaharchay intervals. Cont/Exp Coefficients Main Channel Bank Station Maning s n Values Downstream Reach Lengths Contraction Expansion Right Left ROB Channel LOB Right Main Right Bank Bank Rob Channel Lob. 4. 47.9.35.35.35 75 73 7. 69. 4.6.35.35.35 6 59 5. 6 43.4.35.35.35 5 59 6. 93.5 6.9.35.35.35 67 9 5. 3.4 5..35.35.35 46 6. 76. 5.5.35.35.35 4 59 7. 77. 55.4.35.35.35 74 79 3..35.35.35 76 65 5..6 3.7.35.35.35 35 5 63. 7.9 54..35.35.35 43 47 5. 7.4 54..35.35.35 95 5 5..3 4..35.35.35 9 7. 63.6.5.35.35.35 57 9. 77. 45.3.35.35.35 3 36. 3.5 74..35.35.35 76 6 6. 4.7 6.5.35.35.35 65 5 3. 96.4 6.35.35.35
Sani, Merufinia and Zehforosh 76 According to the water Organization measurements, the roughness coefficient at the mentioned river is.35. This section according to collected data, is prepared and transmitted to the model respectively.. The preparation of topographic map of shaharchay river.. Map preparation with DEM format by topographic map with ARC-GIS software. 3. Mesh creation with CCHE-MESH software. Smaller meshes creation need smaller time steps in order to solve the model or to find an acceptable answer from model. In this study, due to long time of simulation, the number of meshes, in direction of X (I=3) and in direction of Y(G=), have been chosen in respect of river geometry. Fig. 5. The topographic map of shaharchay river range. 4. Mesh map transmission to CCHE- GUI model Fig. 7. Transmitted topographical mapto CCHE-GUI model. We need to set the input stream boundary conditions to input boundary conditions. The total discharge number use for the different return periods is computed with HEC-HMS software and for output boundary conditions, we use the amount of initial water level which is one of the parameters of HEC-RAS model. In following tables you can see the amounts of discharge number and initial water level. Considering that the maximum instantaneous flow was estimated using HEC-HMS software for the mentioned basin, thus, flood hydrograph for different frequency can be achieved by having the unit hydrograph. For this purpose, it is necessary to multiply the dimensions of the unit hydrograph in the designed discharge rate on the maximum flow rate of the unit hydrograph. Fig. 6. A part of river mesh by CCHE-MESH software. Table 3: Initial water levels for return periods of,5,,5,5, from the HEC-RAS model. Return Periods section section section 3 section 4 section 5 section 6 section 7 section Years.4.3..67.74.7.7.53 5 Years 9. 9. 9.6.9 9.95.97.7 Years 9.57 9.53 9.45 9.9 9. 9. 9.5.9 5 Years 9.76 9.69 9.5 9.9 9.35 9.5 9.9.97 5 Years 9.93 9.4 9.7 9.45 9.4 9.37 9.4 9.5 Years 9. 9.97 9. 9.6 9.6 9.49 9.53 9.
Sani, Merufinia and Zehforosh 769 section 9 section section section section 3 section 4 section 5 section 6 section 7 5.9 5.59 5.73 5.69 5.66 5.64 5.63 5.6 5.5 6.54 6.34 6.4 6.34 6.3 6.9 6. 6.7 6. 7.9 6.9 6.9 6. 6.6 6.3 6. 6. 6.73 7.47 7.9 7.35 7.3 7. 7.9 7.7 7.6 7.7 7. 7.6 7.6 7.54 7.53 7.5 7.49 7.47 7.3.7 7.9 7.94 7.77 7.7 7.77 7.73 7.7 7.6 Table 4: The total discharges for return periods of, 5,,5,5, obtained from HEC-HMS software. Return Periods Q total Years 59. 5 Years 3.5 Years 75 5 Years 5.6 5 Years 77. Years 33.5 Fig.. Flood hydrograph for a -year return period obtained from HEC-HMS software. Fig. 9. Flood hydrograph for a 5-year return period obtained from HEC-HMS software.
Sani, Merufinia and Zehforosh 77 Fig.. Flood hydrograph for a -year return period obtained from HEC-HMS software. Fig.. Flood hydrograph for a 5-year return period obtained from HEC-HMS software. Fig.. Flood hydrograph for a 5-year return period obtained from HEC-HMS software.
Sani, Merufinia and Zehforosh 77 Fig. 3. Flood hydrograph for a -year return period obtained from HEC-HMS software. The calibration of results and errors estimation. The computed numerical results about the depth by two models in river with the different return periods can be seen in following tables. According to the numerous Table 5: Water depth for a year return period. Cross section HEC-RAS CCHED 3..6 5...7.96 4.65.9 6.. Table 6: Water depth for a 5 year return period. Cross section HEC-RAS CCHED 3..9 5..3.9. 4.3. 6.5 Table 7: Water depth for a year return period. Cross section HEC-RAS CCHED 3..37 5.4.4.6.4 4.5.3 6.6.3 results and 7 cross sections we decided to analyze 5 section for each return period. (sectio ns3,5,,4,6 were analyzed and in figure 4 you can see cross sections conditions.
Sani, Merufinia and Zehforosh 77 Table : Water depth for a 5 year return period. Cross section HEC-RAS CCHED 3.4.4 5..5.6.3 4.. 6.7.49 Table9.Water depth for a 5 year return period Cross section HEC-RAS CCHED 3..5 5.3.5.6.4 4..37 6.36.57 Table : Water depth for a year return period. Cross section HEC-RAS CCHED 3.3.5 5.36.6.33.54 4..49 6.44.67 Obtained datas have statistically errors that these errors should be computed. Despite the lack of observations and field data that can be based on observation data, obtained errors. in this study linear regression method was used to estimate the error. Computed error for 5 section for return periods of,5,,5,5 years explain in following tables: For years return period: =.467 +.35 =.37 =.36 =.5 =.6 Table: The amount of errors for a year return period. sections HEC-RAS CCHED Error value 3..6.4647 5...44646.7.96.9459 4.65.9.4733 6...793
Sani, Merufinia and Zehforosh 773 water height.4...6.4. 3 4 5 6 cross section HEC-RAS CCHE Fig. 3. Water height for year. For 5 years return period: =.936 + 4 =. =.6 = =.3 Table : The amount of errors for a 5 year return period. sections HEC-RAS CCHED Error value 3..9.36973 5..3.5496.9..74 4.3..77 6.5.966.4. water height..6.4. 3 4 5 6 cross section HEC-RAS CCHE Fig. 4. Water height for 5 year. For years return period: =.744 +.97 =.6 =.44 =.3 =.743
Sani, Merufinia and Zehforosh 774 Table3: The amount of errors for a year return period. sections HEC-RAS CCHED Error value 3..37.779 5.4.4.95.6.4.4999 4.5.3.375 6.6.3.6543.5 water height.5 HEC-RAS CCHE 4 6 cross section Fig. 5. Water height for year. For 5 years return period: =.565 +.3665 =.547 =.7 =. =.4 Table4.The amount of errors for a 5 year return period sections HEC-RAS CCHED Error value 3.4.4.635 5..5.77495.6.3.93967 4...93757 6.7.49.744 water height.5.5 4 6 HEC-RAS CCHE cross section Fig. 6. Water height for 5 year.
For 5 years return period: Sani, Merufinia and Zehforosh 775 =.57 +.393 Table 5: The amount of errors for a 5 year return period. sections HEC-RAS CCHED Error value 3..5.94359 5.3.5.37.6.4.456 4..37.39 6.36.57.9737 water height..6.4...6.4. 3 4 5 6 cross section HEC-RAS CCHE Fig.7. Water height for 5 years. For years return period: =.34 +.7 Table6: The amount of errors for a year return period. sections HEC-RAS CCHED Error value 3.3.5.37499 5.36.6.54436.33.54.356 4..49.76944 6.44.67.73454
Sani, Merufinia and Zehforosh 776 water height..6.4...6.4. 3 4 5 6 cross section HEC-RAS CCHE FINDINGS AND RECOMMENDATIONS In this project, ARC GIS software was used to evaluate the sub-basins of Brade Sur River in Urmia overlooking the studied period. This software has a high capability to calculate the physical properties of the basin and the used parameters in HEC-HMS software. The studied area is divided into 7 sub-basins by this software. HEC-HMS and SCS software were used to estimate discharge with different return periods. This model attempts to draw a flood hydrograph for each of its subbasins using the physical characteristics of the study area and therainfall data. Two land use map and also soil groups hydrologic map were integrated in ARC- GIS software to estimate CN. CCHE-D and HEC-RAS softwares is used in order to flood zoning. In the way that the obtained cross sections were entered in these softwares by mapping operation and then, flood discharge values has been entered into these softwares for different return periods obtained from HEC-HMS software. The achieved results from HEC-RAS model are in a great accordance with observed data. Because of this reason HEC-RAS method has gained great fame in our country and all the professors and organizations have accepted and corroborated this model. Most of the engineering projects in river use this model. On the other hand CCHE-D model is not known in my country and it need to be paid attention. Since the output parameters and information of this model are complete, then we can use it easily. Fig.. Water height for year REFERENCES Jia, Yafei and Wang, Sam S.Y. (). "CCHED: Two - dimensional Hydrodynamic and Sediment Transport Model for Unsteady Open Channel Flows Over Loose Bed." NCCHE Technical Report, NCCHE-TR- -, Aug. HEC-RAS US.Army corps of Engineers (hl), "Hydraulic Reference Manual of HEC-RAS Washington,D.C HEC-RAS user's manual available at www.hec.usace.army.mil/software/hec-ras/ Knebl, M.R; Yang, Z.L; Hutchison, K; and Maidment, D.R. (5). Regional scale flood modeling using NEXRAD rainfall, GIS, and HEC-HMS/RAS: a case study for the San Antonio River Basin Summer storm event. Journal of Environmental Management. 75(4): 35-336, doi:.6/j.jenvman.4.. Meire, D; De Doncker; Declercq, F; Buis, K; Troch, P; and Verhoeven R.().Modelling river-flood plain interaction during flood propagation. Nat Hazards, 55: -. Doi:.7/s69--9554-. Mohammadpour O, Hassanzadeh Y, Khodadadi A and Saghafian B, 4.Selecting the Best Flood Flow Frequency Model Using Multi-Criteria Group Decision-Making. Water Resour Manage : 3957-3974. Qi, H., Altinakar, M.S., and Jeon, Y. ().GIS -Based Decision Support System for Dam Break Flood Management under Uncertainty with Two- Dimensional Numerical Simulations. J. Water Resour. Plann. Manage. 3: 334-34. JaliliFard et al, Principles of River Engineering by HEC-RAS Software.Amirkabir University of Technology Pub. NikMahzari. (). Application of One -Dimensional Calibrated Model of HEC-RAS in Computations of Water Profile of Nazlu Chay River, Master's Thesis in Irrigation Facilities, Urmia University.
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