Flood is one of the most destructive and frequent natural disasters, causing extensive human and financial losses worldwide. This research aims to delineate floodplains and assess flood risk in the Qarah-Su River located in Kermanshah Province, Iran. In this study, the hydraulic model HEC-RAS was used in both Steady State and Unsteady (Unsteady) flow conditions to simulate floods with various return periods (2 to 1000 years). To estimate peak flood discharge in an ungauged area (Doab Qaranji), two methods, the Area-Discharge method and the SCS Unit Hydrograph method, were utilized. The geometric data required for the model were extracted from a Digital Elevation Model (DEM) using the RAS Mapper module. Furthermore, satellite imagery from Sentinel-1 (radar data), Sentinel-2, and Landsat-8 on the Google Earth Engine (GEE) platform, along with NDWI and MNDWI indices, were used to extract actual flood extents and compare them with the model results.   

   Abstract It has long been customary to build dams and reservoirs to store water on the surface ground. Although dams are good structures for storing water, they are exposed to evaporation in dry areas, and sometimes due to lack of proper rainfall, the volume of the reservoir decreases. Underground or groundwater dams, unlike surface dams, are built underground and are used to store groundwater in areas where evaporation is high and surface water supply is low. These dams can recharge aquifers or raise the reservoir level in an aquifer with low flow to a level that can be easily exploited by pumping operations. Compared to conventional methods of surface water storage, underground dams have many advantages such as much lower construction cost, proximity to the place of consumption, being more hygienic, less loss due to evaporation, easier maintenance, less risk of pollution, durability and longer life, and non-occupancy the lands on the ground level are for the dam reservoir. Despite some disadvantages such as the small volume of the water volume, the impossibility of estimating the volume of the reservoir, and the lack of control of the conditions of the subsurface tank, the experience of using them in different regions of the world in arid and semi-arid climatic conditions has been very successful. In this research, using a multi-criteria decision-making system (analytical hierarchical analysis) and Boolean logic, 21 effective factors in locating an underground dam were investigated. These factors include 14 factors that prohibit the construction of an underground dam and 9 effective factors (geology, fault density, sediment thickness, permeability, water quality, slope, hydrographic network, distance from the village, and topography of areas with the ability to build a dam). A map of suitable places was prepared with 5 categories: completely unsuitable, unsuitable, assessable, suitable, and very suitable. The basis of classification was normalizing the obtained weights and converting them into percentages. For this purpose, the five categories 90 to 100, 75 to 90, 50 to 75, 35 to 50, and below 35% were selected. Based on the obtained results, nearly 1% of the lands in the western Kermanshah areas were classified as very suitable areas, 9% as suitable areas, 66% as intermediate and assessable areas, 22% as unsuitable areas, and 2% as completely unsuitable areas. The area under the curve in the ROC diagram was used to validate the model. For this purpose, 30 random points were selected in the GIS environment in non-prohibited areas obtained from the Boolean model, and the values of the five groups were transferred to these points. By field control of random points using Google Earth, the suitable areas were indicated with the number 1 and the unsuitable areas with the number 0, and then the ROC diagram was drawn. The results indicated about 60% conformity with the AHP model, which shows that the model is moderately valid. The reasons for this average adaptation are the lack of a layer of gorges and the lack of high-precision satellite images, which were among the limitations of this study.

Velocity distribution is one of the most important subjects in open-channel hydraulics, as it enables the determination of parameters such as flow rate and shear stress on the channel walls. Velocity distribution in rivers is three-dimensional, and Navier-Stokes equations can be used to estimate the velocity distribution. Numerical solutions for governing flow equations in three dimensions are complex. In certain situations where structures are not present in the river path, the equations can be simplified and solved in two dimensions by making certain assumptions. In this research, a two-dimensional mathematical model proposed by Kien and his colleagues, which is a partial differential equation in the form of a Poisson equation, is utilized to estimate the two-dimensional velocity distribution. The governing equation is solved using the finite volume method with the application of boundary conditions. The grid generation is the first step in the numerical solution of differential equations. Using structured rectangular or triangular grids, velocity distribution in an open channel can be calculated. One of the common methods for dealing with complex geometries is the use of unstructured triangular grids. Due to their unstructured nature, these grids can represent elements with various shapes in the domain, regardless of geometric complexity. The aim of this study is to develop a two-dimensional model for velocity distribution in open channels with irregular cross-sections using numerical solution and triangular mesh generation. Furthermore, the influence of vortex viscosity estimation methods and slip and no-slip conditions at the boundaries on the velocity distribution is also investigated. The accuracy of the numerical solution is evaluated by comparing it with the experimental results of Linn (1986), Tominaga and his colleagues (1989), and the Soren River estuary. The investigations show that the numerical approach provides satisfactory accuracy in estimating the maximum flow velocity and velocity distribution pattern in floodplain areas and the main channel cross-section.   

   از عوامل اصلي آسيب وتخريب سازه‌هاي هيدروليكي، وقوع آبشستگي موضعي است. در بررسي و مطالعه سازه‌هايهيدروليكي درون رودخانه‌اي، تعيين ميزان فرسايش و رسوب‌گذاري امري ضروري مي‌باشد. ميزانفرسايش و يا رسوب‌گذاري هنگامي كه يك سازه هيدروليكي در حال اجرا است، باعث مي‌شوداز تخريب سازه و تغيير ژئومرفولوژي رودخانه جلوگيري كند و باعث كاهش هزينه هاياقتصادي شود. در اين پژوهش عملكرد مدل عددي Flow 3D به منظور شبيه‌سازي آبشستگي پايين دست كف بندافقي مورد بررسي قرار گرفت. نتايج صحت سنجي اين مدل عددي با مدل آزمايشگاهي نشان دهندهقابليت مدل مذكور در شبيه‌سازي پديده مورد نظر بود. با توجه به ماهيت بستر وكارايي كف‌بند افقي، از سناريوهاي مختلف شبيه سازي استفاده شد دراين پژوهش 45 آزمون با استفاده از نرم‌افزار Flow 3D به منظور تعيين ميزان آبشستگي، رسوب‌گذاري وتنش برشي انجام شد. شبيه سازي هاي اين تحقيق شامل پنج عدد فرود به مقادير ،0.32،0.3، 0.25، 0.2 و 0.15 و سه ضريب زبري مانينگ ، 0.025، 0.02 و 0.014 براي دانه بندي 0.85 ميلي متر، دانه بندي 1.4ميلي متر و هچنين تنش برشي در دانه بندي 1.8 ميلي متر مي‌باشد.پس از صحت سنجي مدل، حاصل شد كه مدل انتقال رسوب نلسون به همراه مدل آشفتگي ?-k بيشترين تطابق را باداده هاي آزمايشگاهي دارد. نتايجحاصل از شبيه‌سازي نشان داد كه با افزايش ضريب زبري، سرعت جريان گذرنده و آبشستگيپايين دست نيز كاهش يافته است. علاوه بر اين، نتايج اين پژوهش نشان داد كه باافزايش ضريب زبري، رسوب‌گذاري و تنش برشي افزايش پيدا كرده است. با توجه به تاثيرپذيري پديده آبشستگي و رسوبگذاري نسبت به عدد فرود، نتايج نشان داد كه با افزايشعدد فرود آبشستگي افزايش يافته است.

      Useful omega-3, lignans (plant estrogens) and phytosterols in various oil seeds in heart disease, rheumatoid arthritis, obesity, treatment, cancer, high blood pressure, etc., probably due to disease diagnosis. And their opposite has been proven. Also, oilseeds grow all over the world and become important economic products. Recently, oilseeds have received much attention due to the presence of phytonutrients that have health benefits, especially in the treatment of many non-communicable diseases. Chia (Salvia hispanica L) is a herbaceous plant that belongs to the Lamiaceae family. Chia is an oilseed plant that is rich in omega-3 fatty acids, high quality nutrients, a large amount of dietary fiber, minerals, and vitamins. Also, this plant has various properties of polyphenol antioxidants. . It protects the oil of this plant against chemical and microbial damage. The purpose of this experiment was to optimize the conditions of callus induction and micropropagation of chia plant under different growth regulators and to use different explants for different explants of chia plant. Callus induction experiment using three hypocotyl and cotyledon explants. and leaves and growth regulator 2,4-D in the conditions of 0, 0.5, 1, 1.5 and 2 mg/liter along with 0.1 of BAP growth regulator. The factorial design was carried out in the form of a completely randomized design in three replications. The results of this experiment showed that the best combination for the induction of 100% callus was obtained at the level of 1.5 mg/liter of 2,4-D along with 0.1 mg/liter of BAP and hypocotyl explants. Direct regeneration experiment with five explants. including terminal bud, cotyledon, hypocotyl, leaf and node and BAP at seven levels including 0, 0.5, 1, 1.5, 2, 4 and 6 mg/liter and factorially and in the form of a completely random design . It was done in three repetitions. The results of the direct regeneration test showed that the highest percentage of direct regeneration was 100% and the highest number of stems in the explant (8.21) was obtained in the combination of shoot tip explant and BAP growth regulator in the amount of 2 mg/liter. The initial experiment was conducted with the growth regulator IBA at 0, 1 and 2 mg levels in a completely randomized design with three replications. The results of the rooting tests showed that the highest percentage of rooting was 100%, the highest number of roots (4.89) and the highest root length (7.03 cm) in the control treatment and in the MS culture medium without IBA growth regulator. Achieved. Key words: Chia, micro-propagation, tissue culture, culture medium   

Parasitic plants of the Orobanchaceae family are one of the limiting factors of cultivation in agricultural systems, and accurate identification and investigation of their biology is essential in order to better control these parasitic plants in fields and gardens. In Kermanshah province, many products are attacked by this plant family, and among them, products such as canola, tomato and sunflower with growing cultivated area and high damage potential by these species are of special importance. Referring to the mentioned fields, 414 samples were prepared, and after morphological and molecular examination of the samples, the dominant species in canola fields is Phelipanche cilicica, tomato fields, Phelipanche aegyptica, and sunflower fields, Orobancche cumana. The distribution map of 414 samples was done using the ... method.   

Water is the main element for the vital processes of all living beings and the main feature of the earth's sustainability of life on the planet, because having healthy and hygienic water is one of the most essential needs of human life and society. Water quality causes intensive resources in water exploitation. One of the most common problems of exploitation and maintenance of water phenomena is feed and scaling. Corrosion is a phenomenon that generally occurs as a result of material contact with the surrounding environment. Currently, a significant percentage of the country's annual income is allocated to issues related to life and water scaling, which prediction and estimation help a lot to control and reduce consumption costs. The use of corrosion and scaling indices is an indirect method of detecting and measuring water's tendency to corrosion and scaling. Due to the influence of various factors, the corrosion and scaling potential of water is a complex phenomenon and cannot be modeled easily. In this research, meta-exploratory methods such as artificial neural networks and gene expression programming were used to predict the water corrosiveness and sedimentation potential of the water distribution network in some rural areas of Kermanshah province. From the method of linear regression and gene expression programming, equations were extracted to estimate water corrosion indices. The results showed that artificial neural networks are able to determine water corrosion indices with the highest correlation {0.95, 0.91, 0.96, 0.92 and 0.99} and the lowest percentage of error {0.20, 44. 0, 0.40, 0.44 and 0.08} respectively for Langelier, Reisner, Aggressiveness, Pokorios and Larson indices. Also, by using the linear and non-linear relationships obtained by the gene expression programming model with high accuracy (0.84 to 0.97), it is possible to measure the most effective chemical parameters, water corrosion and scaling indicators at a cost estimated less and more accuracy.

Freesurface flow in hydraulic are defined using shallow water equations, providedthat the vertical dimension is very small compared to the horizontal dimension.Which are theequations governing the flow of a shallow water. Due to the fact thatanalytical models offer a wide range of changes in water height, the numericalmodel is able to show changes in water level at different moments. Numerousnumerical methods have been proposed by researchers to solve the shallow waterequations, among we which can mention the finitedifference, finite volume and finite element methods. Require problem meshingin all these methods for Discretization of equations. In thisresearch to solve problems, an unstructured triangular grid is used, which is produced by Easy Mesh program. Tosolve the shallow water equation, a time splitting and the finite volume methodare used along. Time splitting method works in a way that divides each timestep several virtual time step. Suchthat, first the two equations of advection and diffusion in the first step, andthen in the next step, which is within the same virtual step thefriction term will enter the computational cycle, and in the next step, theeffect of gravity and survival equation will be applied in the calculations. Byexamining the Lax-wendroff, Fromm,QUICKEST and First order methods for solving the advection sector as well as explicit andimplicit methods for solving the diffusion sector. Wasconcluded that the Fromm method and the implicit method for solving are better accurate. Itshould be noted that in solving the scattering equations by implicit method, thereare methods such as Gaussian elimination, iterative solution and TDMA that dueto obtaining a multi-diameter matrix in the numerical model, the iterativesolution method has been used. In orderto validate the numerical model and analytical solution, have been solvedproblems such as Gradually VariedFlow, one-dimensional and two-dimensional dam break, sudden expansion ofthe canal and the spur dyke structure. Accordingto the results obtained from the model and comparing it with the analyticalresults in solving the spur dyke structure Problem, at distancesaway from spur dyke, this error in results between the model and the analyticalsolution is reduced, Maximum of this error is near the turbulent flow. As a result of this comparison, this numericalmodel has an acceptable agreement with the results of analytical solution andthis model can be used in other problems that have similar conditions to thisproblems.Keywords: Shallow water equation, Irregular triangular grid, Timesplitting method, Finite volume method  

آب و رسيدن به راندمان انتقال و توزيع بالاتر در شبكه‌هاي آبياري مدرن، سيستم‌هاي تحت فشار جايگزين مجاري روباز مي شوند. در اين راستا طراحان شبكه‌هاي آبياري به دنبال اين موضوع هستند كه طراحي خود را به اقتصادي‌ترين طرح ممكن نزديك نمايند تا علاوه بر تأمين نيازهاي مصرف‌كنندگان به بهترين شكل هزينه نيز تا حد ممكن كاهش يابد. اهميت اين موضوع هنگامي روشن مي‌شود كه مهندسين با طرح‌هاي بزرگ روبه‌رو مي‌شوند. در عمل مهندسين با تجربه براي يافتن يك طرح با قيمت كم، به صورت سنتي از روش‌هاي آزمون و خطا مبتني بر قضاوت مهندسي استفاده مي‌كنند. به دليل اينكه روش‌هاي سنتي هيچ تضميني براي رسيدن به جواب بهينه و يا حتي نزديك به جواب بهينه ندارند، تحقيقات بسياري در زمينه روش‌هاي بهينه‌سازي انجام‌شده است. با توجه به توصيه‌هاي انجام‌شده توسط محققين قبلي يكي از توانمندترين روش‌هاي بهينه‌سازي و راه‌حل مسائل پيچيده رياضي ، الگوريتم ژنتيك مي‌باشد كه از آن به‌طور گسترده‌اي در حل مسائل مهندسي آب   استفاده ‌شده است. بر اين اساس در اين پايان نامه طراحي بهينه سيستم آبرساني شبكه آبياري تحت فشار اسماعيل آباد مورد توجه قرار گرفت. بصورت ويژه اثر روش هاي مختلف برآورد افت جريان بر طراحي بهينه سيستم مذكور مورد بررسي قرار گرفت. براي اين منظور يك كد كامپيوتري شبيه ساز- بهينه ساز توسعه داده شد. بهينه سازي بر اساس روش الگوريتم ژنتيك دودويي و شبيه سازي بر اساس حل معادلات جريان غير ماندگار انجام مي شود. در شبيه سازي جريان غير ماندگار روش هاي مختلف محاسبه افت ازجمله   افت ماندگار، شبه ماندگار و غير ماندگار در نظر گرفته شده است.   با استفاده از نتايج   Covas و همكاران(2004و 2005) و داده هاي اندازه گيري Bergant و همكاران (2001)   مدل شبيه ساز جريان غير ماندگار مورد صحت سنجي دقيق قرار گرفت.   نتايج اين صحت سنجي نشان داد دقت مدل در شبيه سازي سيكل هاي فشار جريان   بسيار مناسب عمل مي كند و عملا اختلاف بين سيكل­ها در مدل حاضر با نتايج حقيقات قبلي وجود ندارد و مي­توان از صحت داده­هاي خروجي از نرم افزار اطمينان داشت. با استفاده از طراحي بهينه خط لوله نيمه اصلي آبياري باراني بر روي سطح بدون شيب با چهارخروجي جانبي كه توسط واليانتزاس ( Valiantzas, 2003b) معرفي شد صحت سنجي مدل بهينه ساز انجام شد.   نتايج نشان داد هزينه پروژه و فشار در ابتداي سيستم با مقادير ارايه شده توسط   واليانتزاس اختلاف قابل ملاحظه­اي نداشت.   پس از صحت سنجي اثر روش هاي مختلف برآورد افت بر هيدروليك جريان در شبكه اسماعيل آباد و در ادامه بر طراحي بهينه آن مورد تجزيه و تحليل قرار گرفت.   بهينه سازي بدون در نطر گرفتن   قيود و ملاحظات ضربه قوچ و با استفاده از افت ماندگار هيزن-ويليامز   نشان داده شد كه   هزينه لوله گذاري   محاسبه شده برابر با 725292 دلار است كه در مقايسه با هزينه اجرا شده 8/12 درصد كاهش داشته است. در حالت استفاده از افت غيرماندگار( رابطه Brunone, 1991) و با در نظر گرفتن ملاحطات ضربه قوچ   هزينه لوله گذاري به مقدار 3/743543 دلار رسيده است. اين هزينه در مقايسه با شرايط بدون در نظر گرفتن ضربه قوج ( مقدار 87/725292 ) 18250 دلار يعني حدود 5/2 درصد افزايش داشته است. در اين حالت با قطر دو لوله P2P11 و P11P12   تغيير داشته و فشار ورودي از 087/139 به 65/133 متر كاهش پيدا كرده است.   علاوه بر اين نتايج اين تحقيق نشان داد با درنظر گرفتن ملاحظات ضربه قوچ در بهينه سازي شبكه،   در نظر گرفتن يا   عدم در نظر گرفتن   افت غير ماندگار تاثيري بر   قطر هاي بهينه شده   ندارد.   بر خلاف تحقيقات آزمايشگاهي كه در اعداد رينولدز نسبتاً كوچك انجام شده اند در مقياس واقعي و   اعداد رينولدز بالا مقادير افت غيرماندگار نسبت به مقادير افت ماندگار نمي­تواند قابل ملاحظه باشد و بر طرح بهينه تاثير گذار باشد.

بارش از اجزاي اصلي چرخه آب­شناسي و ورودي مورد نياز بسياري از مدل­هاي آب و هوايي و آب­شناسي است. كمبود داده­هاي قابل اعتماد و كامل از مهم­ترين چالش­ها در واكاوي   بارش و پيش­بيني­هاي آب­شناسي در مديريت آب است. طي ساليان اخير تخمين بارش با استفاده از ماهواره­ها توانسته است به­عنوان يك راهكار نوآورانه مورد توجه قرار گيرد. داده­هاي ماهواره­اي با فراهم آوردن پوشش مكاني كامل، قادر به تخمين بارش براي كل جهان است. براي تبديل مقادير بارندگي مستخرج از تصاوير ماهواره­اي در ماههاي مختلف به سري مكاني-زماني مقادير بارندگي زميني، ابتدا دقت تصاوير ماهواره­اي TRMM و GPM نسبت به مقادير زميني ثبت شده مورد بررسي قرار گرفت. تصاوير GPM نسبت به TRMM همبستگي بيش­تري با داده­هاي زميني داشت. به­منظور شبيه­سازي مكاني- زماني بارش در كل دشت مدل­هاي مختلف شبكه عصبي مورد ارزيابي قرار گرفت و در آخر خروجي مدل ORELM داراي بهترين برازش با داده­هاي مشاهداتي با مجذور ضريب همبستگي برابر با 96/0 بود، همچنين داراي بهترين و نزديك­ترين پراكندگي نقاط در اطراف خط 45 درجه بود و از اين نظر دقيق­ترين مدل محسوب مي­شود. براي اطمينان از انتخاب درست مدل برتر از دياگرام تيلور نيز استفاده شد، نتايج نشان داد نزديك­ترين نقطه به نقطه مرجع مربوط به روش ORELM مي­باشد، لذا براي تبديل بارندگي حاصل از تصاوير ماهواره­اي به بارش زميني از اين مدل استفاده شد. در تحقيق حاضر سعي بر آن شده است كه با دست يافتن به اطلاعات حاصل از تصاوير ماهواره­اي در منطقه مطالعاتي بتوان اطلاعات جديدي از نوسانات منابع آب زيرزميني منطقه و منابع محرك در تغذيه و تخليه منابع آب زيرزميني دشت ميان­دربند به­دست آورد. هم­چنين به پيش­بيني تراز آب زيرزميني دشت با استفاده از تصاوير ماهواره­اي بارش و مدل كوپل شده WEAP-MODFLOW با هدف مديريت صحيح منابع آب پرداخته شده است. در اين تحقيق براي اولين بار تصاوير ماهواره­اي در يك مدل تلفيقي-ديناميك استفاده شده است. در مدل كوپل شده WEAP-MODFLOW مقدار بارندگي روي دشت و تغذيه ناشي از بارندگي و آب آبياري در سطح كل دشت با استفاده از شبيه­سازي ناحيه غيراشباع خاك(مدل رطوبت خاك) و براساس تركيب مدل شبكه عصبي مصنوعي ORELM و تصاوير ماهواره­اي در هر يك از مناطق همگن(60 ناحيه مختلف) در طول دوره شبيه­سازي(اكتبر 2000 تا سپتامبر 2020) محاسبه شد. نقشه تراز آب زيرزميني براي تمام ماه­هاي دوره شبيه­سازي مورد محاسبه قرار گرفت و براساس آن­ها تغييرات در ماه­هاي خشك و تر و حتي تحت تأثير وقايع حدي و بارش­هاي سنگين مورد بررسي قرار گرفت. نتايج نشان داد ميزان متوسط افت تراز آب زيرزميني با در نظر گرفتن كل سطح آبخوان كرمانشاه در پايان دوره بهره­برداري 20 ساله(اكتبر 2000تا سپتامبر 2020) حدود 3 متر است.

Abstract    Separate exploitation and management of groundwater and surface water resources can cause serious damage to any of the resources and cause problems such as lowering the water level, increasing harvesting costs, damage to the environment and, etc. These problems and the effects of climate change on water resources can exacerbate the damage. For this reason, in this study, at the first, climate change was extracted based on the output of CMIP5 series models in Kermanshah plain and then the interaction of groundwater and surface water was simulated through dynamic connection of surface and groundwater resources and coupling with climate parameters. In this method, data and results are circulated any monthly time step between MODFLOW and WEAP models and the output of CMIP5 series models, so that in the basic period, the values ??of harvest, runoff, river level from WEAP model were entered MODFLOW model to calculate the level and volume of aquifer storage, etc. and returned to the WEAP model. In this shuttle between the two models, the output of climate change models (AR5) is added that the coupled model be simulate and predict surface and groundwater resources in the situation of climate change. The base period was selected from October 1991 to September 2018, then the first three periods (2018-2045), the second (2045-2072) and the third (2072-2099) under four release scenarios RCP2.6, RCP4.5, RCP6.0, RCP8.5 were simulated. The results in the base period show that the average groundwater level at the end of the period decreased by 4.3 meters and the final balance of the plain is negative 9.37 (MCM/Year). Rainfall changes at RCP2.6 scenario respectively in the first, second and third periods, the highest increase in precipitation in March, December and March by 7.79, 1.81 and 4.87 mm and the largest decrease in February, April and May will be 4.42, 8.74 and 13.37 millimeters. The simulation results of the model coupled with this scenario show that the Kermanshah aquifer increased by 19 cm in the first period and the positive balance that is 56,000 cubic meters per year, and in the second and third periods respectively decreased by 0.81 and 1.9 meters and the negative balance of 3.6 and 5.8 (MCM/Year), Will experience. In RCP4.5 the highest increase in precipitation in the first period and March by 5.1 mm and the highest decrease in the first, second and third periods in May, April and May will be 6.3, 12.1 and 16.9 mm, and in the simulation results, the reduction of the level, that forecast is respectively, 0.45, 2.82 and 2.62 meters, and negative balances of 1.73, 9.12 and 9 (MCM/Year). In RCP6.0, the highest increase of precipitation in the first period and March will be 6.39 mm and the highest decrease in the first, second and third periods in May, April and May will be 9.89, 12.25 and 16.07 mm. In the simulation results, the reduction of the level is respectively predicted to 1.02, 3.27 and 2.79 meters, and the negative balance is predicted that 3.2, 10.4 and 9.7 (MCM/Year). In RCP8.5, the highest increase of precipitation in the first period and March will be 3.31 mm and the highest decrease in the first, second and third periods in February, February and May will be 6.37, 14.28 and 18.9 mm. And in the simulation results, the level decrease is respectively predicted to be 1.12, 4.41 and 3.35 meters, and the negative balance is predicted of 3.37, 13.4 and 11.73 (MCM/Year). Keywords: Climate Change, Fifth Report (IPCC5), Conjunctive use, Surface and Groundwater Interaction, MODFLOW, WEAP, Balance      

  Abstract:  Due to the complexity and structure of the water supply networks, a computer simulator is needed to analyze the performance of the networks during operation. One of the most important parameters in computer software is the close proximity of the modeling results to the actual state of the system which must be precisely adjusted to achieve this goal.To achieve this, model coefficients must be adjusted and calibrated by field data. Parameters that are constantly changing in water distribution networks are: pipe roughness coefficient and demand pattern coefficients. These variables are not explicitly calculated by direct measurement and are usually estimated by measuring the outputs of the outputs of the models and the steps to obtain these variables are like an inverse problem.In this study, EPANET hydraulic software and genetic algorithm were used to optimize the coefficient of roughness of water supply pipes and demand pattern coefficients. The objective function in this study is to minimize the sum of the observed and computational pressure difference in the network nodes.Increasing the number of data points increases the accuracy of the results, but the cost of calibration also increases Therefore, the overall objective of this study is to determine the hydraulic calibration of the water supply network with minimum pressure measurement points.In this case, there are usually many clusters of solutions that obtain acceptable error at the sampled points, but have many other errors that can be mistakenly selected as the model's final answer if not accurate. In this research, we have presented some strategies that can be used to obtain the realistic model solution while utilizing minimum sampling points.  Keywords: Pipe roughness coefficient - Demand pattern – Water distribution network - Genetic algorithm.  

  Considering severe water scarcity in current century, integrated water resources management is urgent need to sustain water resources and economic development. The objective of this study was to introduce the optimal planning method of water resources distribution in Bisotun dam (out of river bed) for agriculture, industry and environmental sectors. Biseton reservoir dam is capable for water transformation from Gamasiab river through still pipe with 3500 lit/s capacity during 6 months (late October to April) considering water supply for agriculture, industry and environment needs in East Kermanshah. However, simulation and optimal scenarios were selected using (LINGO) and Water Evaluation and Planning System Programming (WEAP) models considering two scenario; with built dam and its upstream and without   them for agriculture, industry and environmental needs. The results revealed that in both scenarios, the transformed water to dam was constant for industry and agriculture 37 and 14 million m3, respectively. In contrast considering, the Biston dam, there is about 2 million m3 surplus water for environmental needs. Thus, the reserved upper stream through Biston dam cause reduction in down discharge flow of Gamasiab river in rainfall season and consequently can be allocated about 42 million m3 water for environment sector. This situation related to water storage in reservoir dams that are built in upper stream during rainfall seasons. Adversely, during dry months, the reserved water from these dams flowed down stream for environment needs. It is concluded that environmental water needs can be supplied during dry months.

   abstract Weirs are the oldest man-made hydraulic structures that are widely used in practice, hence their study is of particular importance. The most common division of the   weirs are two broad crest and sharp crest. The sharp crest are formed with rectangular, triangular, trapezoidal, circular, parabolic, and so on. . In this study, we first introduced a special type of sharp crest weir called morning glory sharp crest weirs.    Given the occurrence of the critical flow depth in the crest of the weir, the analytic stage- discharg relatio     Q = ((2a?g) / (n + 1) ^ (3/2) [((n + 1) / (n + 2))] ^ n + 3/2)) H ^ (n + 3/2) were derived for the desired weirs. For this type of weir, 2 = n and a depends on the weir geometry. The results of this study indicated that measured stag-discharge relation   is not consistent with the analytic stag-discharge relation   . So that the measured discharge for a fixed stag greater than the analytical calculate discharge. Then, in order to fit the analytical sateg –discharge relatio   to the measured one a correction coefficient was applied to the analytic relation. This correction coefficient is a function of the ratio of the water   head   to the height of the weir   and the a / n ratio. This coefficient was optimized using gene expression programing (GEP)method.    In order to determine the three-dimensional flow pattern on the wier,numerical simulation was performed by FLOW-3D software. The numerical simulation results showed that the FLOW-3D software, in addition to providing a three-dimensional flow pattern and calculating parameters such as velocity components , pressure, discharge, etc., has the   ability to simulate the mesured stage- discharge relation   for this type of proposed weir. Key word: Stag-discharge relation   , Analytical solution, Moring glory shar   crest weir, FLOW -3D, Discharge coefficient.

  Understanding the phenomenon and its response to various issues in today's engineering affairs, such as air and space, fluid mechanics, etc., is of considerable importance. Knowing and studying the flow characteristics in the channels is one of the important issues in designing various types of structures associated with them as well as planning schemes. The exact determination of the shear stresses of the bed and wall from the theoretical point of view, as well as from the point of view of applied issues such as its role in erosion studies and sedimentation and design of protective coatings, is of particular importance. Compound channels include a deep main channel and one or two flood plains around it, which are relatively smaller than the main channel. Hydraulic studies on these channels are much more complicated than conventional channels because of the interactions between the flood plains and the main canal. In this study, the performance of the Ansys Fluent three-dimensional numerical model in simulating various hydraulic parameters for a rectangular compound channel with smooth and rough beds has been investigated. The model of turbulence and mesh network was simulated with the help of the results of the experimental model and the numerical model of health assessment and various scenarios using the numerical model. Comparison of shear stress values ??shows that with decreasing depth in flood plains, the rate and percentage of shear stress in flood plains increases and decreases in the main channel. By reducing the depth of water in the main channel, the percentage of shear stress in the main canal increases and decreases in flood plains.   Also, increasing roughness can increase the shear stress. The results of the studies also indicate that increasing flow rate increases the flow power and At the intersection of the flood plains and the main canal, the speed is higher and there are vortices in this area. In the present study, the phenomenon of momentum transfer with the aid of transverse velocity vertexes was investigated. By comparing the ratio of different shapes, a stable compound channel was introduced based on the momentum transfer phenomenon. Other work done in this study is to investigate the depth profile of velocity, which is plotted for different simulation scenarios. In this regard, roughness of the profile of the depth profile changes the velocity and reduces the average velocity. The results of this research can play a role in designing sustainable channels, especially at the intersection of the main channel and flood plains.Key words: Three-dimensional numerical model, Ansys Fluent, compound channel, shear stress, momentum transfer, stable channel, flood plain, main channel

  

  Abstract:  Coastal protection against erosion is one of the main objectives of river training in the sustainable development of water resources. Because the erosion of river banks, damages to agricultural lands, damage to adjacent structures, such as bridges and roads, the flow of waterways and environmental issues are significant. This causes a large amount of money to be spent annually on protecting the shores of the river from erosion. Coastal conservation methods are divided into two general categories of direct and indirect protection from the viewpoint of the performance of structures. In the indirect method, the stabilization of the rivers is carried out by the construction of transverse structures or spillways along the erodible coastline.Groynes structures are designed with the aim of sedimentation and preventing the erosion of the edges and edges of the river and the stabilization of the river's position. The groynes are well-structured and adaptable to the diverse river conditions that are widely used in planning training, and in particular the stabilization and restoration measures of the sides. Therefore, it is important to study the process of erosion and sedimentation within the range of groynes from different aspects of design, conservation and maintenance. Much research on scour and flow pattern around the groynes is done by different researchers, but to scouring around hokey-shaped groyne is not well studied experimentally.`Given that the use of three-dimensional models in flow pattern analysis in rivers is accurate, but economically and time-consuming. On the other hand, single-dimensional models are generally associated with significant errors because they do not take into account the three-dimensional nature of the flow. Because of the time and cost savings, two-dimensional models are always used as a substitute method but less accurately used by researchers. Therefore, in the present research, in order to check the ability of the SRH-2D model to simulate the erosion pattern around the hokey groynes, first, using the experimental data, the erosion and sedimentation values ??around the groyne will be measured for at least two different hydraulic conditions.The collected data is used to validate and calibrate the numerical model. After the model calibration and ensure to the model accuracy, with the implementation of numerous models, flow patterns and sediment patterns around the hokey groyne are analyzed with different geometric conditions and in different locations along the 90° bend. Finally, the effect of various forms of hokey in different locations is compared to the flow and sediment pattern. The SRH-2D model is a two-dimensional model and is particularly suited for issues where two-dimensional effects are important. Its model include use in-stream structures, flow in the bends, flow in the drains with lateral channels and backflow in the agricultural channels.This model is preferred in cases where the study area is wider than the three-dimensional model in a shorter time frame. The required mesh is provided using the SMS model and the mesh generated in the SRH-2D environment is called.Key Words: River Organization, Hokey Groynes, SRH-2D model, flow and sediment model, 90° Bend

The time series is a time-dependent hydrologic variable finding its future forecasting is the most important goal of time series analysis. Considering of trend term, period term, and generally stationary in hydrologic time series can be affected to improve the performance of modeling algorithms and results interpretation. Using historical information of variables enables prediction of its future values, which is a key factor in planning, policy making and management of water resources systems. Evolutionary GEP is one of the algorithms that has high efficiency in time series modeling which has been interested by researchers due to its high accuracy in modeling. The effect of data properties in comparison of different effective parameters of the gene expression model has not assessed simultaneously on time series forecasting accuracy in previous studies. Therefore, the aim of this research is assessment of time series properties and important parameters of GEP for time series forecasting with high accuracy in Calibration and validation periods. Several time series in different climate are used in this research as monthly time series Temperature of Alaska, Florida, New York and Boston with a period of 50 years, monthly time series Temperature of Ireland, Portugal, Indonesia and India with a period of 50 years, time series groundwater depth of Chamchamal Plain station and songhor, and monthly time series Water flow in Langat and Semeniyh areas and Pirsalman are used.   Genexprotools5.0 software has been used to model of those time series by GEP. 70% of the data is used for model training and the rest for model validation. Head Size, Embedding Dimension, and Number of chromosomes are used to assess the effects of different GEP parameters and generated some scenarios base on them which are solved by Genexprotools5.0 software. The RMSE, R and NASH statistical criteria are used to evaluate the model's performance in scenarios. effective parameters. By more assessment of data properties and effective parameters in GEP model, the results indicate that periodic term in data properties of temperature time series caused to find R with more than 90% in calibration and validation period as effective parameters in GEP model has affected less than 10% in results. In other words, the data properties has more effects on time series forecasting. So, by the elimination of periodic term, the results in all cases would be significantly reduced. The periodicity of the time series is sinusoidally for the excellent performance of the model in predicting the variation process, which is a prerequisite for obtaining the results, and it is sufficient that the maximum volatility values in the correlation function in the ACF diagram are close to one. In this case, the modeling results will have acceptable statistical metrics. Also, the results showed that alternating a series when it does not have a periodic ACF diagram would improve the performance of the model and produce acceptable results in modeling. Keywords:TimeSeries, Gene Expression, forecasting, Periodicity,ACF curve, Genexprotools5.0

  In the present study, a computer code is developed that will examine several issues in a complementary and interrelated way. Initially, hydraulic flow simulation for normal river sections is performed in tree-shaped systems of open channels under the program. In a tree system, the total flow of input to the system is known, and it is necessary to determine with the special algorithm that is considered in this study the discharge of each of the channels branched out from the main channel. Also, due to the fact that normal transverse sections have several different roughness coefficients on the flood and main channels, and in order to calculate hydraulic factors such as depth and flow velocity, it is necessary to determine the hydraulic equivalent roughness coefficient. In this subprogram, the values ??of the equivalent roughness coefficient The natural compound sections are calculated using different methods. In the present model, we examine 26 existing equations for calculating the equivalent roughness coefficient in normal periods and are evaluated in comparison with the previous measurement results and known commercial models of existing relationships. After hydraulic simulation, the flow of results, including the depth and flow velocity in different sections in each branch, is sent under the program of pollution. The surface water that flows in the form of rivers is the place where the waste water from the agricultural, industrial and urban wastewaters is discharged. These issues affect the quality of water resources for human consumption. Even sometimes, the amount and type of contamination are in a way that leads to irreparable damage to the environment and animal life. Therefore, adequate utilization of rivers requires adequate information on the amount and type of pollutants present in it. During this research, the pollution program is carried out using the numerical solution of the transmission and distribution equation.

  The velocity distribution is the most important variable for determining the flow characteristics such as discharge, shear stress distribution, sedimentation, erosion, head loss, energy factor, and the required momentum requirement for hydraulic. The velocity distribution in a channel is influenced by geometric shape, bed roughness, and the presence of structures, and must be studied and examined before solving a variety of hydraulic problems in open channels. The velocity distribution in open channels has been studied over many years, and in recent years, this problem is investigated by solving the Navier-Stokes hydrodynamic equations that are combined with turbulent models.The velocity distribution equation can be the velocity values ??in vertical directions Exaggerated by assuming that the maximum velocity is on or below the water surface. This equation does not have the constraints and defects of other common equations, and the velocity distribution corresponds to it in a physical space with a probability distribution. This distribution has an M parameter called "entropy parameter" whose value is used as an indicator for comparing different patterns of flow velocity distribution in the channels.

  an adequate estimation of Manning roughness has a significant effect on hydraulic routing. So far several relationships have been proposed for calculating manning roughness coefficients in composite sections, each of which can have a different effect on the computational flood area. One can conclude that research has been carried out so far which can be very tiny differences in the determination of manning roughness values Estimated area of flood lands changed tens of thousands of square meters and thus have a significant impact on the estimated losses. this also affects river planning and management. there fore, such plans and actions directly related to the management and management of rivers require careful consideration in the choice of manning roughness determination method. the purpose of this study is to determine the irrigation channel roughness coefficient. for this purpose, for a more detailed study 420 meters from the channel of 3 km three mills Songor was selected and 15 cross sections were harvested. the velocity of the water flow was measured accurately using the molten device at the inlet and outlet sections and the level of water level in all sections before and after the dredging. In this research, a computer model was developed consisting of two sub-optimization programs using genetic and hydraulic algorithms based on standard step-by-step method for calculating flow profiles. the input of the computer model includes the geometric characteristics of the studied range, the amount of input flow and the profile of the water level measurement over the interval. after determining the number of chromosomes and the manning roughness limit, ultimately, the roughness coefficients for each section are optimized by comparing the computational water surface profile and the measurement. in order to validate the model, the genetic algorithm model is evaluated using solving linear and nonlinear optimization problems that have analytical solutions and it is shown that the results obtained from the model with the analytic solution results are completely equal. In order to verify the hydrodynamic model, its results were compared in some specific cases with the results of the HEC-RAS model. the results of the validation of the hydrodynamic model showed that there is a correlation coefficient of 0.99 between the water surface digits calculated by the present model and the HEC-RAS software. also, in this research, the manning optimum roughness coefficients were calculated in two steps before and after the dredging. the results showed that manning roughness optimized after dredging was 50% less than before dredging.  Keywords: Roughness coefficient, Three mill channel, numerical simulation, continuous flow, genetic algorithm

  Tunneling, tunnel excavation, and the use of underground spaces as one of the most important and widely used tools today are rapidly increasing. Due to the importance of the safety of these spaces, it is essential to have sufficient knowledge and awareness at all stages of the construction and preparation of underground spaces. Selection of a suitable maintenance system for tunnels to achieve a sustainable and safe environment over time is one of the important issues in tunneling. After establishing that the tunnel requires installation of a maintenance system based on sustainability methods, the design phase of the maintenance system should begin. After designing a maintenance system and choosing the right system, by implementation of maintenance system, sustainability is provided. Tunnel maintenance system design methods are divided into three categories: analytical methods, numerical methods, and empirical methods. One of the methods for determining the required buffer of a tunnel is by the Q system method. In this research, it has been tried to determine a suitable maintenance system for tunneling in Q method by using some artificial intelligence methods. For this purpose, firstly, using Pearson analysis methods and Principle Component Analysis (PCA) by    software and then the gamma test method by WinGamma software, the effective parameters have been identified in the Q system and three different models have been selected for obtaining the value of Q. The first and second models have three input parameters and one output parameter, and the third model has four input parameters and one output parameter. Then, using some artificial intelligence methods including neural networks, fuzzy logic, gene expression programming, genetic algorithm and multivariable regressions, the amount of Q is calculated using different models individually. Finally, with respect to the amount of Q obtained from each of the models and the equivalent dimension parameter, the equivalent maintenance system is predicted using the software provided.   The software provides all the parameters required for tunnel buffer, including bolt lengths, bolt distance, and shotcrete thickness for operator. In this study, by using the parameters that have the greatest impact on rock mass index (Q), the value of Q is predicted. In this way, the effect of less important parameters or parameters that are not available or access to them is either costly or time consuming will be eliminated which reduces costs and saves time. After calculating and comparing different results obtained from artificial intelligence methods, it was determined that in the first model, the GRNN type neural network with RMSE value of 0.1 and R2 value of 0.99 is more capable of predicting rock quality index. And then the gene expression planning method with RMSE value of 2.16 and R2 value of 0.90 has more positive outcomes. Also in the second model, the GRNN type neural network with RMSE value of 1.01 and R2 value of 0.97 Has the best performance and then the methods of gene expression planning, genetic algorithm and MLP neural network have nearly similar results. in the third model, the GRNN type neural network with RMSE value of 0.31 and R2 value of 0.99 Has more satisfying results and then gene expression programming with RMSE value of 1.38 and R2 value of 0.95 showed more acceptable outcomes.

The explorers consider the study of water flow in saturated and unsaturated soils to determine the seepage, pore pressure, uplift force and hydraulic gradient in the design of dams. Numerical simulation is a rapid method and low cost for the study of soil water flow, which in recent decades due to advances in computer science has been increased. Most numerical models for water movement in soil is based on finite element method or regular rectangle mesh. Therefore, in this study 2D unsteady flow in porous media is provided based on volume method and unstructured triangular mesh. If the range of simulation has complex geometries and irregular, using triangular mesh is suitable. In this model can be used Van Genuchten equation or other functions to calculate hydraulic conductivity in unsaturated soil for simulation of flow. The numerical model verified with the experimental data of other researchers in two parts: confined and unconfined flow. The average error of numerical model in calculating pressure in confined and unconfined flow respectively are: 1.1 and 1.5 percent, and the average error in calculating seepage in the unconfined flow is 5.6 percent, which is sufficient for the numerical model  

Study of the behavior of rivers given that makes the essential point   that The river is a dynamic process and   according to morphological characteristics behavior of that is Changing. As a result of these changes, hydraulic conditions of the river will be affected. Therefore, it is necessary to effect the combination of flow and sediment especially in unstable rivers Considered.  

  Abstract Today optimize designing of pressurized irrigation system so as the minimal total cost to be producted, has received considerable attention many years ago by the engineers who study hydraulic works. In this thesis, a computer model is provided which includes two sub-programs based on is genetic algorithm optimization and analysis of water hammer, which language is Visual Basic. The following is the link to the programs and in the form of a computer model that provides the optimize designing of pressurized irrigation system. Two models genetic algorithm and analysis water hammer were independently of calibration. The genetic algorithm using linear and nonlinear constrained optimization problems solved with analytical solutions have been assessed and it was shown that the results of the model is quite analytical results. To verify the model analysis, water hammer, pressure fluctuations in a pressurized irrigation system by closing the valve was tested at the end of a branch, in this case the output of all sprinklers set to zero and the model was run for a long time, so the stability of the system, the pressure remaining in the node that was calculated by the difference between the level of water reservoir at the start of the system and the level of location nodes were compared and results showed that the water hammer nodes as well as pressure values of the predict. After verification and of calibration model, the design of an irrigation system, drainage the main lines and the semi-main, real (Ismail abad network in Lorestan) was used. Analysis of the results showed a 11/39 percent cost reduction regardless of limitations water hammer and 10/63 percent cost reduction with respect to the limitations of its water hammer.

AbstractFor cost-effective and efficient designing of drip irrigation systems, informing from vertical and horizontal expansion of the wetting front of source is an important point. The proper management of drip irrigation systems, need to be aware of how to increase water distribution in the soil. Many numerical and analytical models to estimate the distribution of moisture in the soil to increase water use efficiency in drip irrigation systems have been developed. Exact solution of Famous equation water movement in soil (Richards’s equation) that is used in many of these models lead to more accurate estimates of the moisture onion. Among the factors that affect on the Dimension of moisture onion are dropper Debbie, the volume of water application, irrigation time, Slope of the land, tissue, structure and initial moisture content of the soil. The goal of this study is investigation of the effect of slope and Debbie on wetting soil onion under drip irrigation and its simulation with HYDRUS-2D model surface and compares the results with some experimental models. Experiments for collecting needed data to investigate the wetting front in a Plexiglas box filled with silty clay loam soils was carried out in the hydraulic laboratory Razi University in Kermanshah. To evaluate the effect of slope and Debbie on dimensions of moisture onion, the experiments had been done on four different slopes and four Debbies, with constant watering time in three replications. The results of experiments showed with increasing the slope of the land, with the time constant irrigation, the area and dimensions of moisture onion has been increased and humidity pattern extends to the downstream side. Also the results showed that with increasing Debbie, the wetted area has been increased that the majority part of this increasing took place in the horizontal direction and the wetted front was surface. For example, 25 percent slope in Debbie 4 liters per hour increased 11.14 percent the wet area compared with zero slope that the percent of its decreasing in upside land 13.13 and the percent of its increasing in downside land was 29/28. Also the Debbie 8 Litters per hours in zero slopes includes 70.94 percent increasing in wet area compared with Debbie 2 liters per hour. For investigating of the difference between the values ??of the simulated depth and width of wet by HYDRUS-2D numerical model with those obtained from experiments, used from Variance values ?? and average data. This comparison showed that the observed and calculated values ??has not significant difference at 5% level. Performance Hydrus 2d model based on statistical parameters Root Mean Square Error (RMSE), the coefficient of determination (R2) and coefficient of residual mass (CRM) were investigated. The coefficient of determination in All Debbies and slope was calculated upper than 85%. The maximum calculated error at the maximum wetted of depth in deferent slopes and discharges between 0.49 to 2.17 and for maximum width of between 0.52 to 2.42 were gotten. Comparison of experimental models with HYDRUS-2D numerical model showed that HYDRUS-2D numerical model has higher precision. The results of this study showed that the HYDRUS-2D model has great potential in simulation of moister pattern in slopes and flat lands.