Use of Simulation Techniques for Design of Sprinkler

Republic of Iraq Ministry of Higher Education and Scientific Research University of Technology Building and Construction Engineering Department

Use of Simulation Techniques for Design of Sprinkler Irrigation Systems for Farmland in Adiwaniyah Governorate A Thesis Submitted To the Department of Building and Construction Engineering of University of Technology In Partial Fulfillment of the Requirements for the Degree of Master of Science in Water Resources Engineering

By

Hasan H. Kraidi B.Sc. (Eng.) University of Baghdad, 2003

Supervised By

Prof. Dr. Karim K. Al-Jumaily Prof. Dr. Aqeel Shakir Al-Adili 2013

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‫ﺑِ ْﺴ ِﻢ اﻟﻠﱠ ِﻪ اﻟﱠﺮ ْﲪَ ِﻦ اﻟﱠﺮِﺣﻴﻢِ‬ ‫ٍ‬ ‫ﺸﺎءُ َوﻓَـ ْﻮ َق ُﻛ ﱢﻞ‬ ‫ﻧ‬ ‫ﻦ‬ ‫ﻣ‬ ‫ﺎت‬ ‫ﻧَـ ْﺮﻓَ ُﻊ َد َر َﺟ َ ْ َ َ‬ ‫ِذي ِﻋ ْﻠ ٍﻢ َﻋﻠِ‬ ‫ﻴﻢ‬ ‫ٌ‬ ‫اﻟﻌﻈﻴﻢ‬ ‫َ‬ ‫اﻟﻌﻠﻲ َ‬ ‫ﺻﺪق اﷲُ ُ‬ ‫ﯾﻮﺳﻒ ‪٧٦‬‬

Acknowledgments First of all, all praise is for “ALLAH” Who enabled me to achieve this work. I would like to express my sincere gratitude and appreciation to my supervisors Prof. Dr. Karim Khalaf EL- Jumaily and Prof. Dr. Aqeel Shakir Al-Adili for their guidance and valuable advices throughout the preparation of this thesis, and spending numerous hours with me discussing the results and revising my thesis sentence by sentence. Thanks are presented to all the staff of Department of The Directorate of Studies and Designs, Directorate of Water Resources, Directorate of Agriculture and the staff of Huriyah-Daghara Project for providing me with essential data.

Hassan H. Kradi 2013

I

ABSTRACT Adiwaniyah governorate suffers of networks deterioration of water resources and irregular distribution of water, despite the multiplicity of sources, which led to the deterioration of agricultural lands and pouring soil in the governorate, due to poor management of its water resources and low efficiency of irrigation to less than 27%, thus low productivity of donum that affected on level of living for the people of the province significantly. For the purpose of addressing this situation and due to the fact that this province is one of the main agricultural governorates in the country where the total arable lands is about 1.85 million donums, beside the data showed that the largest proportion of planted of this area was 47% in 2006, it becomes necessary to study these problems using modern simulation techniques to find appropriate solutions in formats easier than the traditional lengthy methods. In this research, several software’s models have been used to design and systems management of water resources with adopting meteorological data and measurements at field of the study area. Soil-Plant-Air-Water (SPAW) computer model was used to analyze the type and properties of soil of the study area, and then using the results of this model as input data for the CropWAT, 2008 model, in addition to data from Adiwaniyah meteorological station, to calculate the wheat crop water requirements, and hence irrigation requirements for a field area of 54 donums. The results of this model were compared with the results of Kharoofa’s equation set for central and southern of Iraq for the same data, and then a system of scheduling irrigation works was designed, for the field in question using the same model, after proposing and designing a periodic hand move

II

sprinkler irrigation system, to reduces the capital cost for the project to enable lands owners getting it, by using (WaterCAD) model. The results of the designed models were compared in terms of discharges with actually applied discharge on the ground, and this research has indicated that there is a big difference between the applied discharges and that consumed by the plant. The final design of the designed system capacity is 76.56 m3/hr to irrigate area of 54 donums, within 9 days of 15 hours per day, while the average of filed measurements of six fields of wheat in the same area showed that the existing applied discharge is 327 m3/hr, with spending 10 days to irrigate 85 donums with not less ten hours per day, so that will contribute to vivification and irrigate about 984400 donums of heath lands. This study also showed that the use of hand move sprinkler irrigation system saves more than 90% of capital cost of permanent system, as well as simulation techniques provide a lot of effort, time, money and the accuracy of the results in the field of water resources if it is wanted to set up a new study or design of water resources system project. The proposed models were designed for specific site data of soil, climate season, topographic of land, field dimensions and cultivated crop. These models can be used in the same field of the study area for the other crops (maize, sorghum) at summer season, but in deferent operation management and irrigation scheduling, and also could be applied on the other areas by considering the above limitations.

III

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Table of Contents

Acknowledgement……………………………………………………………..I Abstract………………………………………………………………….…….II Table of Contents…………………………………………………………….IV List of Figures………………………………………………………………..IX List of Tables………………………………………………………………...XI List of Abbreviations…………………………………………………...….. XII List of Samples….…………………………………….……………….…...XIII CHAPTER ONE: INTRODUCTION ............................................................ 1 1.1

Water Resources Systems...................................................................... 1

1.2

Aims of the Study .................................................................................. 3

1.3

Scope of the Study ................................................................................. 3

CHAPTER TWO: REVIEW OF LITERATURE ........................................ 5 2.1

Introduction ........................................................................................... 5

2.2

Water Balance ....................................................................................... 5

2.3

Estimation of Evapotranspiration .......................................................... 6

2.4

Water Resources Systems Design Techniques...................................... 9

2.4.1

Conventional Techniques Water Networks Design ........................ 9

2.4.2

Programming Techniques in Network Design................................ 9

2.4.3

Water Allocation and Distribution ................................................ 10

2.5

GIS Application in Water Resources Management ............................ 11

2.6

Decision Support Tools in Irrigation Management ............................. 13

CHAPTER THREE: METHODOLOGY AND MODELING OF WATER RESOURCES SYSTEM DESIGN ............................................................... 17 3.1

Introduction ......................................................................................... 17

3.2

Study Area and Data Collection .......................................................... 17

3.3

Climate................................................................................................. 20 IV

3.3.1

Temperatures ................................................................................. 20

3.3.2

Wind Speed ................................................................................... 21

3.3.3

Rainfall .......................................................................................... 22

3.3.4

Evaporation ................................................................................... 23

3.3.5

Sun Shine....................................................................................... 24

3.3.6

Net Radiation................................................................................. 25

3.4

Cropping Pattern .................................................................................. 25

3.5

Simulation Technique and Models Management ................................ 26

3.6

Irrigation Water Requirements ............................................................ 27

3.7

Evapotranspiration Estimation Model:- .............................................. 28

3.7.1

CropWAT (8.0) ............................................................................. 28

3.7.2

CropWAT (8.0) Input Parameters ................................................. 30

3.7.3

CropWAT (8.0) Model Output ..................................................... 30

3.7.4

Simulation of Reference Crop Evapotranspiration ....................... 30

3.7.5

Effective Rainfall .......................................................................... 34

3.7.6

Crop Water Requirements ............................................................. 35

3.7.7

Irrigation Water Requirement ....................................................... 38

3.8

Soil Plant Air Water (SPAW) and Soil Data Determination .............. 40

3.8.1

Description of SPAW .................................................................... 40

3.8.2

Soil Data Collection ...................................................................... 40

3.9

Introduction about Sprinkler Irrigation Systems ................................. 42

3.9.1

Sprinkler Irrigation ........................................................................ 42

3.9.2

Advantages .................................................................................... 43

3.9.2.1 Adaptability ................................................................................ 43 3.9.2.2 Labour Savings .......................................................................... 43 3.9.2.3 Special Uses ............................................................................... 44 3.9.2.4 Water Savings ............................................................................ 44 3.9.3

Disadvantages................................................................................ 44

3.9.3.1 High Costs .................................................................................. 44 V

3.9.3.2 Water Quality and Delivery ....................................................... 45 3.9.3.3 Environmental and Design Constraints ..................................... 45 3.9.4

Types of Sprinkler Systems .......................................................... 45

3.10 Sprinkler Irrigation System Design Simulation Model ....................... 46 3.10.1 WaterCAD Simulation Model ...................................................... 46 3.10.2 Conservation of Mass and Energy Equations ............................... 47 3.10.3 Friction and Minor Loss Methods Adopted By WaterCAD Model 49 3.10.3.1 Chezy’s Equation .................................................................... 49 3.10.3.2 Manning’s Equation ................................................................ 49 3.10.3.3 Colebrook-White Equation ..................................................... 49 3.10.3.4 Hazen-Williams Equation ....................................................... 51 3.10.3.5 Darcy-Weisbach Equation ...................................................... 51 3.10.4 Minor Losses ................................................................................. 52 3.10.5 Pump Theory ................................................................................. 53 3.11 WaterCAD Simulation Model ............................................................. 54 3.11.1 STEPS IN USING WaterCAD ..................................................... 57 3.11.2 Advantages Of Using WaterCAD:- .............................................. 57 3.12 Selected Field Network:- ..................................................................... 57 3.12.1 The Plan of Sprinkler Irrigation Scheme ...................................... 59 CHAPTER FOUR: DESIGN SIMULATION OF SPRINKLER IRRIGATION SYSTEM ............................................................................... 61 4.1

Introduction ......................................................................................... 61

4.2

Preliminary Design Steps .................................................................... 62

4.3

Final Design Steps ............................................................................... 64

4.4

Preliminary Sprinkler Irrigation Design Steps .................................... 66

4.4.1

Net depth of water application ...................................................... 66

4.4.2

Irrigation Frequency at Peak Demand and Irrigation Cycle ......... 68

4.4.3

Gross Depth of Water Application................................................ 70 VI

4.4.4 4.5

Preliminary System Capacity ........................................................ 71

Final Design Steps for Periodic-Move System ................................... 71

4.5.1

Sprinkler Simulation ..................................................................... 72

4.5.2

Sprinkler Selection and Spacing ................................................... 73

4.5.3

Effect of Slope............................................................................... 79

4.6

Layout and Final Design ..................................................................... 80

4.6.1 4.7

Design of Periodic Move Sprinkler Irrigation System ................. 80

Allowable Pressure Variation.............................................................. 84

4.7.1

Pipe Size Simulation ..................................................................... 84

4.7.1.1 Laterals Simulation .................................................................... 85 4.7.1.2 Main Line Simulation ................................................................ 85 4.8

Total Head Requirements .................................................................... 85

4.9

Pump Selection and Power Requirements .......................................... 87

4.10 Model Application and Limitations .................................................... 89 CHAPTER FIVE: ANALYSIS OF SPRINKLER DESIGN SYSTEM .... 90 5.1

Sprinkler Irrigation Network ............................................................... 90

5.2

Sprinklers ............................................................................................. 91

5.3

Sprinkler Network Configuration........................................................ 92

5.4

Results of Field Measurements & Design ........................................... 94

5.4.1

System Capacity & Water Quantity .............................................. 94

5.4.2

Main Line Pipe Sizing................................................................... 94

5.4.3

Laterals Pipes Sizing ..................................................................... 96

5.4.4

WaterCAD Pressure Simulation in the System ............................ 99

5.4.5

WaterCAD Velocity Simulation ................................................. 100

5.4.6

Pump and Energy Usage Simulation .......................................... 101

CHAPTER SIX: CONCLUSIONS AND RECCOMENDATIONS ........ 103 6.1

Introduction ....................................................................................... 103

6.2

Conclusions ....................................................................................... 103 VII

6.3

Recommendations ............................................................................. 105

REFERENCES ............................................................................................. 107 Appendices .................................................................................................... 115

VIII

List of Figures Fig (3-1); Study Area, Adiwaniyah Province .................................................. 18 Fig (3-2); Arable Land of The Study Area ...................................................... 19 Fig (3-3); Cultivated Land of Adiwaniyah, (By GIS) ..................................... 20 Fig (3-4); Monthly arrearage, min & max temp for Adiwaniyah station (19782010)................................................................................................................. 21 Fig (3-5); Monthly Average Wind Speed for Adiwaniyah Station (1978-2010) .......................................................................................................................... 22 Fig (3-6); Monthly Average Rainfall mm for Adiwaniyah station (1979-2010) .......................................................................................................................... 23 Fig (3-7); Monthly Average Evaporation for Adiwaniyah Station (1978-2010) .......................................................................................................................... 24 Fig (3-8); Daily Average Sun Shine for Adiwaniyah ...................................... 24 Fig (3-9); Net Radiation at Adiwaniyah .......................................................... 25 Fig (3-10); Main CROPWAT (8.0) Window................................................... 29 Fig (3-11); Reference Level for Weather Data, (FAO, 2012) ......................... 32 Fig (3-12); ETo at Adiwaniyah Meteorological Station................................... 33 Fig (3-13); Effective Rainfall at Adiwaniyah Meteorological Data ................ 35 Fig (3-14); Soil Water Balance (CropWAT8.0 User Manual) ........................ 39 Fig (3-15); Soil Characteristics Simulation by SPAW .................................... 41 Fig (3-16); Conservation of Energy ................................................................. 48 Fig (3-17); Flow Line Entrance, (WaterCAD Manual, 2008) ......................... 53 Fig (3-18); Pump Operating Point ................................................................... 54 Fig (3-19); Water CAD Graphical User Interface ........................................... 56 Fig (3-20) Satellite image for Irrigated Area (by ArchGIS) ............................ 58 Fig (3-21); Proposed Sprinkler Irrigation Scheme........................................... 60 IX

Fig (4-1); Topographic Map for the Study Area, (Studies &Designs Directorate of Adiwaniyah, 2004) ................................................................... 63 Fig (4-2); Design flow chart of periodic-move Sprinkler systems .................. 65 Fig (4-3); Operating pressure and the uniformity coefficient, (Naser, 2003).. 76 Fig (4-4) Permanent Sprinkler Irrigation System ............................................ 82 Fig (4-5); Semi-portable Sprinkler Irrigation System...................................... 83 Fig (5-1); WaterCAD Sprinkler Network configuration ................................. 93 Fig (5-2); WaterCAD’s Simulation Model ..................................................... 95 Fig (5-3); Main Line Design ............................................................................ 97 Fig (5-4); Lateral Design.................................................................................. 98 Fig (5-5); First Sprinkler Node, Max Pressure in The System ........................ 99 Fig (5-6); Last Sprinkler Node, Min Pressure in the System ........................ 100 Fig (5-7); Pump Head Curve Simulated by WaterCAD Model .................... 102

X

List of Tables Table (3.1); Cropping Pattern in Adiwaniyah.................................................. 26 Table (3.2); ETo at Adiwaniyah Meteorological Station ................................. 33 Table (3.3); Wheat Crop Water Requirements ................................................ 37 Table (4.1); Farm irrigation efficiencies for Sprinkler irrigation in different climates............................................................................................................. 70 Table (4.2); Sprinkler Manufacture Table ....................................................... 75 Table (4.3); Maximum Sprinkler Spacing As Related To Wind Velocity, Rectangular Pattern .......................................................................................... 77 Table (4.4); Maximum Sprinkler Spacing As Related To Wind Velocity, Square Pattern .................................................................................................. 78 Table (4.5); Maximum Precipitation Rates to Use on Level Ground, (Irrigation Water Management, FAO, 1992)..................................................................... 79 Table (4.6); Precipitation Rates Reduction on Sloping Ground, (Irrigation Water Management, FAO, 1992)..................................................................... 79 Table (5.1); Hydraulic Constraints of the Network ......................................... 90 Table (5.2); Emitter Coefficient for Sprinkler Nozzle ..................................... 91 Table (5.3); Pipes Sizes and Carried Discharges ............................................. 96

XI

List of Abbreviations CWR: Crop Water Requirements. DMIS: Decision Support System for the Management of the Irrigation Schedule. ETC: Crop Evapotranspiration. ETO: Reference Evapotranspiration. GIS: Geographic Information System. GIS: Geographical Information System. GUI: Graphical user interface. HGL: Hydraulic Grade Line. IWR: Irrigation Water Requirements. KC: Crop Coefficient. OMIS: Operational Management of Irrigation Systems. PVC: Polyvinyl chloride SPAW: Soil-Plant-Air-Water. CU: Coefficient of uniformity

XII

List of samples Symbol A BHP C D dgross dnet f FC g hf Idx IE Ir It J K L n P Pr Q R Re Sl Ts U10 U2 V Z

Description

Dimension units

Area L2 Break horse power Hazen-William coefficient Inside pipe diameter L Gross depth of irrigation L Net depth of irrigation L Friction coefficient Field Capacity LL-1 Gravitational acceleration LT-2 Friction loss along the lateral L Maximum net of each irrigation L Irrigation efficiency Irrigation interval T Duration of irrigation T Friction gradient A coefficient which depends upon the emitter type Pipe length L Emitter exponent Pressure at which the emitter operate L Sprinkler precipitation rate LT-1 Flow rate at the inlet of the pipe L3T-1 Hydraulic radius L Reynolds Number Lateral spacing L Irrigation application time T Wind Speed at 10 m elevation. LT-1 Wind speed at 2m elevation. LT-1 Average velocity LT-1 Root depth L

XIII

m2 Hp m mm mm mm/m m/s2 m mm % day hour m/m m m mm/hr m3/s m m hour mm/hr mm/hr m/s M

CHAPTER ONE: INTRODUCTION ‫ــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــ‬

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CHAPTER ONE: INTRODUCTION

1.1 Water Resources Systems The term "water resources systems" comprises water sources, means of their control and transportation to water users. However, these sources become limited, and the competition for it is increasing day by day. The Middle East is the most water scarce region in the world. Worldwide, the average water availability per person is closed to 7,000m3/person/year, whereas in the Middle East region, only around 1,200m3/person/year is available. One half of Middle East’s population lives under conditions of water stress. Moreover, with the population expected to grow, per capita availability of water is expected to halve by 2050, (FAO, 2012). Agriculture accounts for the vast majority of water resources consumption in Iraq, withdrawing 92% of total freshwater for irrigation and food production, (Iraqi Ministry of Water Resources, 2010). As development of new water resources is not only costly but also restricted, good and efficient water management in agriculture sectors plays an extremely important role in the national water resources planning sector of the countries. Adiwaniyah governorate suffers from networks deterioration of water resources and irregular distribution of water, despite the multiplicity of sources, which led to the deterioration of agricultural lands and pouring soil in the province. Because of poor management of its water resources and low efficiency of irrigation to less than 27%, thus, low productivity of donum that affected on level of living for the people of the province significantly. For the purpose of addressing this situation and due to the fact that this province from the provincial agricultural and large core in the country with a total of arable lands where up to 1.85 million donums, the data showed that the largest

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proportion of planted of this area was 47% in 2006, so it became necessary to find a proper management for the its water resources (Adiwaniyah Water Resources Directorate, 2012). (Abernethy, 2000) defined the management as “a process of making and implementing decisions about obtaining and using an organization’s resources in order to achieve agreed organizational objectives”. Management requires setting of objectives, devising strategies and decisions to achieve these objectives. Therefore, the central task of management is to make good decisions. Decision-making is not a sudden action by a single person. It requires a process, which presents information about the existing situation, analysis of feasible options, and so on. Decisions are not good if they are not realistic and it cannot be more emphasized that after a decision has been made, it must be possible for it to be implemented in reality. New methods to design water resources systems and management for decision making are being developed which incorporate computer based capabilities with data management, analysis, and making decisions on operation and maintenance for better productions. Such tools is named as a Simulation Technique for Decision Support System (DSS), which is defined by (Sprague and Carlson, 1982) as “an interactive computer based system that helps decision makers utilizes data and models to solve unstructured or underspecified problems. Simulation is the process of duplicating the behavior of an existing or proposed system. The main advantage of simulation models lies in their ability to accurately describe the reality. (Hufmschmidt and Fiering, 1966) are the first scientists who described the simulation technique for design of water resources systems. (James and Lee, 1971) have noted that simulation is the most powerful tool to study complex systems.

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1.2 Aims of the Study The aims of this research are to:1.

Design and establish rational irrigation planning system by employing advanced scientific simulation techniques.

2.

Suggestion and design management model to estimate multiple irrigation water networks and scheduling systems at field level for Adiwaniyah governorate agriculture lands.

3.

Increasing the area of arable lands of the governorate by preserving the consumed irrigation water at field level to save it for the next field until the tail lands.

4.

Improving the water use efficiency in agriculture and spreading of irrigation benefits to tail end areas.

5.

Preservation of the agricultural production capacity of agricultural lands in irrigated commands.

1.3 Scope of the Study The general scope of this study includes: General introduction about water resources systems management regarding agriculture’s sector and aim of the study for Adiwaniyah governorate. Reviews of literature are introduced in chapter two. Chapter three has enclosed study for regional database collection and analysis, scheme, methodology and modeling of system management as well as advantages and disadvantages of Sprinkler irrigation systems and factors affecting Sprinkler performances.

3


Suggestion and design simulation of Sprinkler irrigation system for a wheat farm by using Bentley system of WaterCAD are presented in chapter four. In chapter five, analyses of simulation results are introduced, as well as, discussion of factors, which affect the operation of Sprinkler irrigation system. Finally, summarized of conclusions and recommendations are presented in chapter six.

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CHAPTER TWO: REVIEW OF LITERATURES ‫ــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــ‬

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CHAPTER TWO: REVIEW OF LITERATURES

2.1 Introduction This chapter is a review of literature that focuses on the available previous work and researches on the water balance, Evapotranspiration estimation modeling, water resources systems design techniques, and GIS application in water resources management. The development and use of predictive models for water management systems have been a common practice for many years. In the last twenty years, these models have been extended to analyze water quality as well. These new capabilities are driven by the timely challenge to comply with stringent governmental regulations and customer expectations. With the advancement in computing, water network simulation provides a fast and efficient way of predicting water consumptions and network’s hydraulic characteristics. Many modeling programs are now available for commercial and educational use. 2.2 Water Balance The water budget or water balance of an agriculture field is a basis for examining the characteristics of water and estimating of water requirements. The water balance approach has been used for several applications, like scheduling of irrigation, estimating irrigation requirements, estimating effective rainfall, calculating drainage quantities and assessing the values of seepage and percolation. (Odhiambo and Murty, 1996a) developed a water balance model applicable to lowland paddy fields. This model simulates various processes, such as evapotranspiration, seepage and percolation, and surface runoff. The

5


model is capable of predicting the changes in water balance components under different land management and hydrological conditions. The model can be applied either for plot-to-plot or independent plot layouts. Odhiambo and Murty (1996b) validated this model using controlled plot of experimental data. The model assumed to adequately represent the ponded surface water as the field storage, where the soil moisture of a properly irrigated paddy field is constant during most of the crop growth stages. Odhiambo and Murty (1996b) applied the model to a large irrigated area to assess and compare the water balance of intensive and extensive layouts.

They found there are

significant differences in water balance, which are attributed to the layouts and water management practices. 2.3 Estimation of Evapotranspiration Evapotranspiration can be obtained by many calculation methods. However, it is reported that pan evaporation is a more satisfactory method of estimating reference crop evapotranspiration than other methods. (Azhar et al., 1992, Sriboonlue and Pechrasksa, 1992). The practical value of the pan evaporation method in particular in comparative studies and for practical irrigation scheduling is well recognized. (The Food and Agriculture Organization FAO, 1992) modified Penman method, which has found worldwide application in irrigation development and management projects that are somewhat over predicting under non-adjective conditions (Smith et al., 1992). Penman-Monteith energy balance equation has become more popular as a method to estimate evapotranspiration as it estimates the flux of energy and moisture between the atmosphere, the land and water surfaces. As it is an energy conservation equation, it is universally accepted. Unanimous agreement was reached in the consultation of FAO in 1992 to recommend the Penman-Monteith approach as the presently best-performing combination

6


equation. Based on comparative studies recently carried out, the method performing best was considered to be the Penman-Monteith method, adopting specific parameters for a standard reference crop (Smith et al., 1992). (Hazrat

Ali,

1999)

used

Penman-Monteith

equation

to

estimate

evapotranspiration because of its universal applicability. He found the evapotranspiration estimation by Penman-Monteith equation to be comparable more than 95% with the results observed from pan evaporation data. The reference evapotranspiration (ETo) is defined as the rate of evapotranspiration from a hypothetic crop with an assumed crop height (12 -1

cm), a fixed canopy resistance (70 sm ), and albedo (0.23) which would closely resemble evapotranspiration from an extensive surface of green grass cover of uniform height, actively growing, completely shading the ground and not short of water (Smith, et al., 1992). The reference evapotranspiration as determined by the Penman-Monteith approach considers an imaginative crop with fixed parameters and resistance coefficients. (Allen, 1997) found the Penman-Monteith resistance model provided the most reliable and consistent daily estimates of alfalfa and grass reference evapotranspiration when surface roughness heights and canopy resistances were calculated according to Penman-Monteith equations. The crop coefficients introduced by (Doorenbos and Pruitt, 1977) in FAO Irrigation and Drainage Paper No. 24 were considered to a large extent still valid. It was clear, however, that the large amount of new research data generated since then was published (Doorenbos and Kassam, 1979; Shah et al., 1986; Sriboonlue and Pechrasksa, 1992; Rao and Rees, 1992; and others), justified, updated and reviewed the crop factors. The acceptance of the Penman-Monteith formula as recommended by the FAO consultation (Smith et al., 1992) logically changed the concept of crop factors and

7


reference evapotranspiration, as the crop evapotranspiration is directly integrated in the formula through the crop and air resistance factors. Although the Penman-Monteith approach would eliminate the use of crop coefficients, there is insufficient consolidated information on crop resistances presently available. Therefore, the use of crop coefficients as introduced in the FAO-24 method is maintained. (Yarahmadi, 2003), concluded that the CropWAT model is very sensitive to climatic and crop growth data. Hence, the input data of this model should have high accuracy. This model offers reasonable results for crops in comparison with fruit-trees. Reference manual that contains generally calibrated values for the model for different crops in Iran that it was used to validate the results. (Mahdi, 2012), showed that using CropWAT program to compute reference evapotranspiration, crop water requirements and irrigation requirements is found to be so easier to carry out standard calculations. The information and the results can be obtained in forms of tables and figures; such software is very beneficial in the field of irrigation system design. Since the CropWAT (8.0) model depends on Penman-Monteith equation and is one of the best tools in the world, it is applied in this research to simulate the reference evapotranspiration that has been used to compute the irrigation water requirements for the proposed crop and field, and also to design irrigation schedule depending on method of fixed percentage of critical root zone depletion.

8


2.4 Water Resources Systems Design Techniques A well designed water network is very important in the realization of the objectives of the water system, such as maximizing efficiency and being cost effectiveness. The network must also satisfy various demands while meeting minimum pressure requirements. Cost effective solutions that satisfy the hydraulic constraints of the system are always desired, however such a solution is very difficult to achieve manually as stated earlier on. In recent years, many researches have been done on the development of computer software programs as well as optimization techniques to search for the optimal solution to piped networks. In this chapter, various techniques known in the design of water distribution networks have been reviewed. 2.4.1 Conventional Techniques Water Networks Design The outcome of design and analysis of pressurized water distribution networks with the conventional procedure that uses a trial-anderror approach depends solely on the designers experience, knowledge and skills. However, this approach is extremely difficult and inefficient more, especially if the network is large and complex. It also involves much iteration which can be very cumbersome. 2.4.2 Programming Techniques in Network Design A wide variety of techniques have been used in recent times, some approaches attempt to employ efficient methods that combine the various techniques to the optimal design problem. (Gessler, 1982) linked a network hydraulic simulation model to a filtering subroutine to efficiently enumerate all feasible solutions in pipe network design. With some of the most studied being the Linear Programming (LP), non-linear programming (NLP), Dynamic programming (DP) and Heuristic optimization (HO) techniques

9


(Eiger, et al., 1994). This model selects both the optimal design as well as several near-optimal solutions for tradeoff analysis, and is perhaps the most widely used optimization model. 2.4.3 Water Allocation and Distribution (Kemachandra and Murty, 1992) used Water Allocation and Distribution Program (WADPRO) to calculate the flow rates required in the tertiary canals and consequently the operation time. WADPRO calculates the total water requirement in a tertiary unit. The flow time or the operation time required was calculated by knowing the maximum canal capacity at the head of the tertiary canal and the total water requirement. When low canal flow rates were used, it necessitates almost continuous canal flows in the system, resulting in inefficient water utilization. (Malano, 1994) described the application of an integrated Irrigation Main System Operation model (IMSOP) to Thup Salao Irrigation Scheme, Thailand. The model simulates the operation of canal irrigation delivery network and assists in the day-today operation of an irrigation system. This model has three main modules, which simulate evapotranspiration, irrigation requirement and system operation. Canal Management Software (CanalMan) CSUWDM (Gates et al., 1984, and Merkley, 1997) are two computer models developed to simulate flows in open canal systems. CanalMan model (Merkley, 1997) was developed for performing hydraulic simulations of unsteady flow in branching canal networks. The model incorporates turnout structures and inline structures. It can simulate canal operations in a manual mode and has also the possibility to generate proposed operating schedules through a centralized automatic mode (Global Automation) or it is able to run with several built-in local gate automation algorithms (Local Automation). CanalMan implicitly

10


solves an integrated form of the Saint-Venant equations of continuity and motion for one-dimensional unsteady open-channel flow. This research has adopted WaterCAD software to design a Sprinkler irrigation network in case of steady state, and simulate the flow through this network to choose the system components and compute the flow characteristics by using Hazen-William equation. 2.5 GIS Application in Water Resources Management Geographic Information Systems (GIS) of various types have been linked to models in recent past to demonstrate its ability as a tool in environment and water related modeling. GIS are effective tools for storing, managing, and displaying spatial data often encountered in water resources management. Currently, GIS have been applied in different areas of water resources, such as surface hydrology and ground water modeling, water supply and sewer system modeling, storm water and non-point source pollution modeling for urban and agricultural areas, and other issues. Distributed rainfall-runoff modeling requires a large number of parameters to describe the local topography, soil type, and land use, and is substantially facilitated by the use of GIS. (Stuebe and Johnston, 1990) used Geographic Resources Analysis Support System (GRASS), a public domain GIS where the land cover map layers were created by combining the vegetative and land use layers, and a separate layer was created for runoff volume. (Lee, 1991) constructed a watershed database consisted of a hydrographic map, soil map, slope map and land use data. Watershed and sub-

11


basin boundaries and locations of monitoring stations were coded in the GIS. Two hydrologic models were used to interface with the database. (Lee, 1991) concluded that GIS would provide an efficient way to compile necessary input data for various hydrologic investigations. (Cuhadaroglu et al., 1992) stored the natural features of the terrain in a GIS database and used as a primary input to a model for surface flow calculation. Spatial decision support systems (SDSSs) are a new class of computer systems that combine the technologies of GIS and decision support systems to aid decision makers with problems that have a spatial dimension. Water resources models offer the capability to model, and GIS technology offers the spatial dimension of a water resource problem. A decision support system, which integrates these two, is the SDSS (Walsh, 1993). (Warwick and Haness, 1994) tested ARC/INFO GIS to provide spatially related input to the HEC-1 hydrologic model. GIS performed the tedious and time-consuming tasks of spatial averaging efficiently. GIS is also used to derive area weighted hydrologic parameters for input to the HEC-1. Therefore, GIS has been successfully integrated with distributed parameter, single event water quality models, such as AGricultural Non-Point Source (AGNPS). (Dayawansa, 1997) and (Majid, 1994) used GIS together with AGNPS to collect, manipulate, visualize, and analyze the input and output data of water quality. NPS model ANSWERS (Aerial Non-point Source Watershed Environment Response Simulation) was interfaced with GIS to estimate erosion, deposition and related hydrologic parameters by (Joao, 1992). Most of the datasets needed for the ANSWERS model were represented in the vector format and captured into the ARC/INFO software for

12


entry into the available computer systems. (Gadipudi et al., 1994) interfaced ARC/INFO with Hydrology Simulation Procedure - FORTRAN model (HSPF) to predict, map, monitor, and manage pollutants from agricultural areas. ArchGIS (9.3.1) was used in this research for creating a shape file for WaterCAD model as a decision support system, as well as setting and drawing the water resources and agriculture maps regarding arable and nonarable lands distribution of the area of study. 2.6 Decision Support Tools in Irrigation Management The lack of appropriate tools to predict the possible outcomes of certain operational decisions makes appropriate decision making difficult. Decision support systems are computer based systems used to assist and aid decision makers in the decision making process. There are many definitions given to a decision support system. (Sprague and Watson, 1975) have noted that decision support systems/models developed are frequently not used for the intended purpose because: 1.

Insufficient attention given to data sources.

2.

Model developer’s main focus is on the model and model outputs rather than its use.

3.

Models are not easily combined leading to lack of flexibility in dealing with new, unanticipated problems.

4.

There is no established database for the model to use.

5.

Lack of updates and modification of the model.

(Sprague and Carlson, 1982) defined it as “an interactive computer based system that helps decision makers utilizes data and models to solve unstructured or under-specified problems. A decision support system is used

13


to analyze a problem, determine alternative decisions, compare and select one. Historical data and models are used to generate and evaluate the forecasts and decision alternatives. Decision support system brings together information from a variety of sources, assists in the organization and analysis of information, and facilitates the evaluation of assumptions underlying the use of models. Decision support systems are future oriented and used to determine the future course of actions in dynamic environments. Future state predictions and assessments are evaluated by generating several alternatives or scenarios. The system searches for decision alternatives that can satisfy certain criterion. A decision support system requires user involvement in problem presentation, analysis and evaluation of decision outcomes and preferences. A decision support system needs flexibility and adaptability to changes in the decision making process. A decision support system is an integrated computer hardware and software package readily usable by managers and operators as an aid for making implementation and operational decisions, and learning of probable system performance. The three main components of a decision support system are data sub-system, model sub-system that includes forecasting or predicting models and knowledge base, and a user interface. Decision support systems incorporate both subjective and quantitative information. There are few numbers of decision support systems developed for different water related issues such as operation guidance used during droughts (Palmer and Holmes, 1988), decision support system for the management of the irrigation schedule (DMIS) (Ye et al., 1992), Operational Management of Irrigation Systems (OMIS) (Schuurmans and Krogt, 1992), (Eom et al.,

14


1998) conducted a survey to identify the decision support systems developed during 1988 – 1994. (Ye et al., 1992) used a decision support system for the management of the irrigation schedule (DMIS) at field level of medium to large-scale irrigation schemes. The Improved Field Capacity Concept (IFCC), which is a simplified field water balance model incorporated in DMIS, was used to simulate the soil water profile of the crop root zone. DMIS has a database management unit, storage and processing unit and a simulation model for the computation of soil water content in the crop root zone. The model is capable of presenting graphs and maps together with weekly reports of daily variation in soil water content and the dates of irrigation assuming future weather conditions. (Schuurmans and Van der Krogt, 1992) presented Operational Management of Irrigation Systems (OMIS), a decision support system for the management of irrigation networks. This software package supports the aspects of irrigation water management at planning, operation, monitoring and performance evaluation phases. OMIS also supports the planning of a cropping pattern at the start of the irrigation season, operation of canal systems during the season and evaluation of the performance at the end of the season and a schedule for water allocation. OMIS is used at local or district levels to manage one or more irrigation systems. A graphic based decision support system with GIS which allows rapid integration of one or more decision alternatives pertaining to water quality planning (Lotov et al., 2000), an integrated decision support system for small-scale tank irrigation system operation (Arumugam and Mohan, 1997), decision support system in irrigation project planning (Kuo et al., 2000), Irrigation Network Control and Analysis (INCA) software (Makin and

15


Skutsch, 1994), Computerized System for the Distribution of Water in Irrigation Modules (EXPERDI) (Martinez and Mundo, 1994) and decision support system for local water management (Koch and Allen, 1986). Data needed for decision support system are typically historical data with extrapolation potential. Data required are typically retrieved and combined from multiple sources, characterized by a varying degree of detail and accuracy (Bui, 2000). There are direct linkages between the database and analysis modules. Graphical capabilities and Geographical Information Systems are also incorporated. One of the major complaints by water managers was that their experience and understanding of the system were not properly incorporated into the models developed. Heuristic knowledge obtained from managers of the water management systems provides the foundation for the knowledge base systems. Knowledge base or expert systems are concerned with developing computer systems, which exhibit some reasoning processes exhibited by human. (Silva et al., 2001) developed a decision support system to improve planning and management in a large irrigation scheme in Portugal. The system helps to analyze and evaluate crops and cropping systems that can potentially be cultivated together with identification of limitations. It incorporates socioeconomic and biophysical data at the field level to analyze the performance of an irrigation scheme in terms of the adoption of irrigation by farmers. The final output of this decision support system is given in the form of specific actions and policies for the irrigated area.

16

CHAPTER THREE: METHODOLOGY AND MODELING OF WATER RESOURCES SYSTEM DESIGN ‫ــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــ‬

3

CHAPTER THREE: METHODOLOGY AND MODELING OF WATER RESOURCES SYSTEM DESIGN

3.1 Introduction This chapter outlines the methodology of simulation techniques for water resources at Adiwaniyah governorate in this research. There are four main parts in this chapter, the first part consists of study area and the data of climate, and cropping pattern collections and analysis of arable and non-arable lands by ArchGIS9.3.1, the second section is the estimation of reference evapotranspiration and crop water requirements, hence the irrigation water requirement by the model of CropWAT (8.0), and the third part has to do with the analysis of collected soil data in the study area into SPAW model, and the last part of this research presents the Sprinkler irrigation system design and simulation of the model. 3.2 Study Area and Data Collection Adiwaniyah governorate locates at (180 Km) south of Baghdad, and lies between latitudes 31o 17' 18" – 32o 24' 24" and longitudes 44o 24' 44" – 45o 48' 6", Thus, the province occupies the site of the center of Iraqi alluvial plain almost as it mediates the middle Euphrates region, as shown in Figure (3.1).

17

‫‪18‬‬

‫‪CHAPTER THREE: METHODOLOGY AND MODELING OF WATER RESOURCES‬‬ ‫‪SYSTEM DESIGN‬‬ ‫ــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــ‬

‫‪Fig (3-1); Study Area, Adiwaniyah Governorate‬‬


The total area of Adiwaniyah governorate is 8366.443 km2, which represents 1.9% of the total area of Iraq. The gross arable area of Adiwaniyah governorate does not exceed 4643.43 km2 (approximately 55% of the total area of Adiwaniyah governorate), Figure (3.2).

Fig (3-2); Arable Land of The Study Area However, the percentage of actually cultivated land was to be maximum in 2006 about 26% of the total area of Adiwaniyah governorate (Adiwaniyah Agriculture Directorate, 2012), which represents 47% of the arable land, due to limited and bad management for water resources and inequity of distribution of water resource of the area, Figure (3.3).

19


Fig (3-3); Cultivated Land of Adiwaniyah Governorate, (By GIS) 3.3 Climate Adiwaniyah governorate has a semi-arid to arid climate, which is characterized by the whole of Iraq, a hot, dry summer and cool little rain in winter where characterized by high rates of temperature domain the day, as well as, between winter and summer, with low humidity. And, the year of the study area is divided into two prominent seasons hot, dry weather during summer and the winter season with a few rain and cold weather during the year. 3.3.1 Temperatures Adiwaniyah governorate area is characterized by extreme temperatures and very different peaks in the period from mid-July to mid-

20


August. Figure (3.4) shows monthly average temperatures for the period from 1978 to 2010, (Adiwaniyah meteorological station, 2012) 50 45 40 35 Temp.

30 25 20 15 10 5 0

Jan

Feb Mar Apr May Jun

Jul

Aug

Min

5.4

7.4

27

26.4 23.3 18.6 11.7

Avr

10.7 13.3

11.5 17.3 22.6 25.2 18

24.5 30.2 33.9 35.7 35.1

Max 16.6 19.5 24.6 31.2 37.5 41.8

44

Sep 32

Oct

Nov Dec 7.1

26.1 17.9 12.6

43.8 40.7 34.5 24.8 18.2

Fig (3-4); Monthly Average, Min & Max Temp for Adiwaniyah Meteorological Station (1978-2010) 3.3.2 Wind Speed The area of Adiwaniyah governorate is prevailed most days of the year by northwesterly winds called locally (shamally) interspersed with southeasterly severe winds during the winter season and the beginning of spring and often accompanied by fickle weather with storms and dust. It is possible for these storms to breeze up during any month of the year with increase the likelihood of taking place during the spring months. Monthly average of wind speed of Adiwaniyah meteorological station is 3.1 m/s, and could be the highest speed of winds in the period of high temperatures, a period between May and August, as shown in Fig (3.5), (Adiwaniyah Meteorological Station, 2012).

21

CHAPTER THREE: METHODOLOGY AND MODELING OF WATER RESOURCES SYSTEM DESIGN ‫ــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــ‬ 4.5 4

Wind speed (m/s)

3.5 3 2.5 2 1.5 1 0.5 0 Jan.

Feb.

Mar

Apr

May

Jun

Jul

Aug

Sep

Oct

Nov

Dec

Fig (3-5); Monthly Average Wind Speed for Adiwaniyah Meteorological Station (1978-2010) 3.3.3 Rainfall The climate of Iraq is classified into arid or semi-arid region so the average yearly rainfall is about 150 mm. Adiwaniyah governorate area features a lack of rain falling as limited to the months of October to May, and that the period between June and September is fully characterized by drought. The peaking of monthly rainfall lies in the period between December and January at Adiwaniyah meteorological Station for the period (1978-2010), the maximum monthly rainfall during January is about 25mm, and almost the lowest in September is approximately 3.7 mm, (Figure 3.6), (Adiwaniyah Meteorological Station, 2012).

22

CHAPTER THREE: METHODOLOGY AND MODELING OF WATER RESOURCES SYSTEM DESIGN ‫ــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــ‬ 30

Rainfall (mm)

25

20

15

10

5

0 Jan

Feb

Mar

Apr

May

Jun

Jul

Aug

Sep

Oct

Nov

Dec

Fig (3-6); Monthly Average Rainfall Mm for Adiwaniyah Meteorological Station (1979-2010) 3.3.4 Evaporation The amount of evaporation depends on temperature and relative humidity, where the evaporation rate increases during the summer season with high temperatures and low relative humidity, and rates drop during the winter season, where temperatures drop and increasing rates of relative humidity. Measuring of evaporation in Adiwaniyah meteorological station is gauged by using the evaporation pan class (A), and Figure (3.7) shows the monthly average evaporation of Adiwaniyah meteorological station for the period 1979-2010 (Adiwaniyah Meteorological Station, 2012).

23

CHAPTER THREE: METHODOLOGY AND MODELING OF WATER RESOURCES SYSTEM DESIGN ‫ــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــ‬ 800

Evaporation (mm)

700 600 500 400 300 200 100 0 Jan.

Feb.

Mar

Apr

May

Jun

Jul

Aug

Sep

Oct

Nov

Dec

Fig (3-7); Monthly Average Evaporation for Adiwaniyah Meteorological Station (1978-2010) 3.3.5 Sun Shine Sun shine duration is about (6.6 – 9.5hr/day) from January to May while it increases gradually to 11.7 hrs from June to December. Figure (3.8) shows the sunshine duration for Adiwaniyah governorate. 14

Sun Shine (h)

12 10 8 6 4 2 0 Jan

Feb

Mar

Apr

May

Jun

Jul

Aug

Sep

Oct

Nov

Dec

Fig (3-8); Daily Average Sun Shine for Adiwaniyah Governorate

24


3.3.6 Net Radiation The net radiation at Adiwaniyah is about 27.0 MJ/m2/day or more during June and July, while the lowest radiation is in January and December, (Figure, 3.9) shows the net radiation at Adiwaniyah governorate, (Adiwaniyah meteorological Station, 2012).

Net Radiation (MJ/m2/day)

30

25

20

15

10

5

0 Jan

Feb

Mar

Apr

May

Jun

Jul

Aug

Sep

Oct

Nov

Dec

Fig (3-9); Net Radiation at Adiwaniyah Meteorological Station 3.4 Cropping Pattern Cropping patterns and cropping intensity greatly affect the amounts of water required to be supplied to an irrigation scheme. A selected cropping pattern must consider the crops that can be grown successfully in the area, local needs, areas needed, and available water resources. However, in case of Adiwaniyah governorate, the land is suitable for cultivation and the adopted cropping intensity should consider the available water resources and economic feasibility. For Adiwaniyah governorate, the general scheme has adopted the cropping pattern as in (table, 3.1), (Adiwaniyah Agriculture Directorate, 2012).

25


Table (3.1); Cropping Pattern in Adiwaniyah Governorate Crop

Actually Cultivated

Intensity %

area (donum) Wheat

371090

48.37

Barley

312109

40.68

Summer Vegetables

89969

11.73

Sorghum

44293

5.77

Orchards

28514

3.72

Maize

17485

2.28

Winter Vegetables

12146

1.58

Alfalfa

8953

1.17

It can be noted from the table above that wheat crop has the biggest intensity of cropping area, so that it will be adopted for designing proper irrigation system, hence improving the irrigation efficiency for this important strategic crop. 3.5 Simulation Technique and Models Management Simulation is the process of duplicating the behavior of an existing or proposed system. It consists of designing a model of the system and conducting experiments with this model either for better understanding of the functioning of the system or for evaluating various strategies for its management. The essence of simulation is to reproduce the behavior of the system in every important aspect to learn how the system will respond to conditions that may be imposed on it or that may occur in the future, (Mujthaba, 2010).

26


Main features of models must be that, it may differentiate irrigation methods, soil texture classes, climate, crop growth stages, variation in root depth, and field management allowed depletion percentage hence to design a prober irrigation system with reasonable efficiency. The developed models must be field-tested, validated and could work with on demand and fixed rotation systems, and may synchronize both irrigation water delivery systems in case of partially use of suggested system. Considering above factors the model was developed for irrigation scheduling planning and management for general crops, particularly fieldtested on wheat with limited availability of water to obtain optimum yield. The models were intended to be developed in regional so that can be used publicly. The simulation model design and management sub-system consists of the following models:(a) Simulation Estimating of Evapotranspiration for the study area and irrigation water requirements by CropWAT (8.0) model. (b) Soil Data Determination Simulation by Soil-Plant-Air-Water (SPAW) model. (c) Sprinkler and irrigation design simulation model by WaterCAD model. These models are supported by data from the study area as discussed previously. 3.6 Irrigation Water Requirements Prior to design any irrigation project, it is necessary to calculate the project water requirements. Such requirements include crop water needs and other water uses. With increasing scarcity and growing competition for water,

27


judicious use of water in agricultural sector will be necessary. This means that exact (correct) amounts of water and correct timing of application should be adopted. In addition, it will need more wide spread adoption of deficit irrigation, especially in arid and semi-arid regions. Recent advances in new irrigation technologies will help to identify irrigation scheduling strategies that minimize water demand with minimal impacts on yields and yield quality, leading to improved food security. So, details about compute reference evapotranspiration, crop water requirement, irrigation requirement, and soil tests will be discussed in detail, (SEBB, 2010). 3.7 Evapotranspiration Estimation Model:Evapotranspiration is one of the most important factors to be known prior to make and implement any decisions for the design and management of water resources systems. Evapotranspiration varies day-to-day dependent on the weather and crop, therefore it is not suitable to consider a fixed value. There are many methods proposed by different scientists and organizations for estimating the evapotranspiration of a reference crop. Land and Water Development Division of Food Agriculture Organization, (FAO) has developed a software named CropWAT in 1992 to evaluate the irrigation water requirement, CropWAT (8.0) (2009) which will be used in this research. 3.7.1 CropWAT (8.0) CropWAT (8.0) (2009) is a decision support tool developed by the Land and Water Development Division of FAO. It is a computer program for the calculation of crop water requirements and irrigation requirements based on soil, climate and crop data depending on Penman-Montieth method. In addition, the program allows the development of irrigation schedules for

28


different management conditions and the calculation of scheme water supply for varying crop patterns. CropWAT (8.0) can also be used to evaluate farmers' irrigation practices and to estimate crop performance under both rain fed and irrigated conditions. CropWAT (8.0) is meant as a practical tool to carry out standard calculations for reference evapotranspiration (ETo), and more specifically the design and management of irrigation schemes. It allows the development of recommendations for improved irrigation practices, the planning of irrigation schedules under varying water supply conditions (Clarke and Smith, 1998). Figure (3.10) shows the main CropWAT (8.0) Window.

Fig (3-10); Main CropWAT (8.0) Window

29


3.7.2 CropWAT (8.0) Input Parameters In order to calculate the reference evapotranspiration by the model, four parameters, which are max and min or average temperatures, relative humidity, sun shine and wind speed, have to be collected, as well as the region, altitude, latitude and longitude of the meteorological station of the study area. 3.7.3 CropWAT (8.0) Model Output Once all the data is entered, CropWAT (8.0) program automatically calculates the results as tables or plotted in graphs. The time step of the results can be any convenient time step: daily, weekly, decade or monthly. The output parameters for each crop in the cropping pattern are:1. Reference crop evapotranspiration, ETo (mm/period). 2. Effective rain (mm/period), the amount of rain water that enters the soil. 3. Crop water requirements, CWR (mm/period). 4. Irrigation water requirements, IWR (mm/period). 3.7.4 Simulation of Reference Crop Evapotranspiration Evaporation and transpiration occur simultaneously, and both processes depend on solar radiation, air temperature, relative humidity and wind speed. Transpiration rate is also influenced by crop characteristics, environmental aspects and cultivation practices. Different kinds of plants may have different transpiration rates. Not only the type of crop, but also the crop development, environment and management should be considered when assessing transpiration. For example, when the crop is small, water is predominately lost by soil evaporation, because little of the soil surface is covered by the plant, but once the crop is well developed and completely covers the soil, transpiration becomes the main process.

30


Reference evapotranspiration (ETo) is defined as the rate at which readily available soil water is vaporized from specified vegetated surfaces. The concept of the ETo was introduced to study the evaporative demand of the atmosphere independent of crop type, crop development and management practices. If water is abundantly available at the reference surface, soil factors do not affect ETo, however, ET may decrease overtime as soil water content decreases (Richard et al., 1998). CropWAT (8.0) model is based on FAO Penman-Montieth method (1992) (Eq. 3-1) for calculating the reference crop evapotranspiration:- =

− )+

(

.

(

+

∆+ (

−

)

)

+ .

…………….………( .

)

Where: ETO = Reference crop evapotranspiration (mm/day). RN = Net radiation at crop surface (MJ-2 /day). G = Soil heat flux (MJ-2/day). T = Average temperature (oC). U2 = Wind speed measured at 2 height (m/s). (ea-ed) = Vapor pressure deficit (kPa). ∆ = Slope vapor pressure curve (kPa oC). γ = Psychometric constant (kPa oC). 900 = Conversion factor for daily-basis calculation. The available data of wind speed at the meteorological station of the study area measured at 10 m height, so it must be converted to CropWAT(8.0) models format by using the following formula (Shariati 1997), (Figure,3.11) =

. (

.

−

.

∗

)

……………………………………….…( . )

31


Where: U2 = Wind speed at two meters. Uz = Wind speed in Z meter elevation, and Z= altitude of measured wind speed.

Fig (3-11); Reference Level for Weather Data, (FAO, 2012) The result of ET0 of CropWAT (8.0) has been validated with Blaney-Criddle which is modified by N. Kharofa (1985) Eq. (3-3). ETo = C P Tc1.3 ………………………………………………………...… (3.3) Where: C = coefficient calculated for the local site, Kharofa (1985) fixed it by (0.34) for the middle of Iraq. P= the percentage of the number of daylight hours in the month relative to the number in the year. Tc = average monthly temperature (oC).

32


By applying the meteorological data of Adiwaniyah meteorological Station which discussed above in CropWAT (8.0), the results of ETo will be as in table (3.2) and figure (3.12). Table (3.2); ETo At Adiwaniyah Meteorological Station

Fig (3-12); ETo at Adiwaniyah Meteorological Station

33


The values of ETo are found to be low in Jan. to April months, increased during May to Sep., reached maximum value of 11.73 mm/day in July and declined during October to December months. This variation in ETo values is attributed to combined effects of temperature, sun shine hours, radiation, wind speed and humidity. The increase in ETo during May to Sep. can be related to the change in temperature and wind speed, because in this period the highest temperatures and wind speed are recorded, while the reduction in ETo value in the late months is due to low temperatures, as shown in (Figure, 3.4) and (Figure, 3.5), respectively. 3.7.5 Effective Rainfall Effective rainfall is defined as that part of the rainfall which is effectively used by the crop after rainfall losses due to surface runoff and deep percolation that have been accounted. The effective rainfall is the rainfall ultimately used to determine the crop irrigation requirements (FAO, 1991). To account for the losses due to runoff or percolation, a choice can be made of one of the four methods given in CropWAT(8.0) (Fixed percentage, Dependable rain, Empirical formula, and USDA Soil Conservation Service). However, rainfall in the central zone of Iraq is in general scarce and undependable. Adiwaniyah meteorological station was used in the model to estimate the effective rainfall on the study area In general, the efficiency of rainfall will decrease with increasing rainfall. For most rainfall values below 100 mm/month, the efficiency will be approximately 80% (FAO, 1992). The monthly amount of effective rainfall is subtracted from the net irrigation requirements to obtain the amount of water that should be applied by irrigation.

34


As can be seen from the values depicted in (figure, 3.13), the effective rainfall for the project area is very small, and therefore it will be neglected for calculating the water requirements of the area.

Fig (3-13); Effective Rainfall at Adiwaniyah Meteorological Data 3.7.6 Crop Water Requirements The amount of water required to compensate the evapotranspiration loss from the cropped field is defined as crop water requirement. Although the values for Crop evapotranspiration under standard conditions (ETc) and crop water requirement are identical, crop water requirement refers to the amount of water that needs to be supplied, while crop evapotranspiration refers to the amount of water that is lost through evapotranspiration, (CropWAT 8.0 Manual, 2009). Crop evapotranspiration can be calculated from climatic data and by integrating directly the crop resistance, albedo and air resistance factors in the Penman-Monteith approach. As there is still a considerable lack of information for different crops, the Penman-Monteith method was used for the

35


estimation of the reference evapotranspiration (ETo). Experimentally determined ratios of ETc/ETo, called crop coefficient (KC), were used to relate ETc to ETo, therefore it can express crop evapotranspiration as ETC = KC * ETO. This is known as the crop coefficient approach to calculate crop evapotranspiration, (CropWAT 8.0 Manual, 2009). Differences in leaf anatomy, stomatal characteristics, aerodynamic properties and even albedo cause ETC to differ from ETO under the same climatic conditions. Due to variations in the crop characteristics throughout its growing season, KC for a given crop changes from sowing till harvest, (CropWAT 8.0 Manual, 2009). Being the calculation of crop water requirements a fundamental element for water management, FAO has paid attention to the standardization and dissemination of the most accurate and accepted methodologies to calculate them. In 1990, FAO organized a consultation of experts and researchers in collaboration with the International Commission for Irrigation and Drainage and with the World Meteorological Organization, to review the published FAO methodologies on crop water requirements and to advice on the revision and update of procedures. The panel of experts recommended the adoption of the Penman-Monteith combination method as a new standard for reference evapotranspiration and advised on procedures for calculating the various parameters. This material is presented in the publication No. 56 of the Irrigation and Drainage Series of FAO. In CropWAT (8.0) model, the calculation of crop water requirements was carried out per decade. For the calculations of the Crop Water Requirements (CWR), the crop coefficient approach was used.

36


Crop evapotranspiration per decade was calculated by multiplication of the number of effective crop days. To convert monthly rainfall data to decade values, a linear interpolation was carried out. Values for first and third decades of each month were calculated by interpolation with the preceding and successive month, respectively. Crop water requirements were then calculated as the difference between the crop evapotranspiration and effective rainfall, (table, 3.3). Table (3.3); Wheat Crop Water Requirements

37


3.7.7 Irrigation Water Requirement Irrigation is required when rainfall is insufficient to compensate for the water lost by evapotranspiration. The primary objective of irrigation is to apply water at the right period and in the right amount. By calculating the soil water balance of the root zone on a daily basis, the timing and the depth of future irrigations can be planned. The root zone is presented by means of a container in which the water content may fluctuate, Fig (3.14). To express the water content as root zone depletion is useful. It makes the adding and subtracting of losses and gains straightforward as the various parameters of the soil water budget are usually expressed in terms of water depth. Rainfall, irrigation and capillary rise of groundwater towards the root zone add water to the root zone and decrease the root zone depletion. Soil evaporation, crop transpiration and percolation losses remove water from the root zone and increase the depletion. The daily water balance, expressed in terms of depletion at the end of the day (FAO, 2009) is: Dr, i = Dr, i-1 - (P - RO)i - Ii - CRi + ETc, i + Dpi………………… (3.4) Where:Dr, i = Root zone depletion at the end of day i (mm), Dr, i-1= Water content in the root zone at the end of the previous day, i-1 (mm). Pi = Precipitation on day i (mm). ROi = Runoff from the soil surface on day i (mm). Ii = Net irrigation depth on day i that infiltrates the soil (mm). CRi = Capillary rise from the groundwater table on day i (mm). ETc, i = Crop evapotranspiration on day i (mm). DPi = Water loss out of the root zone by deep percolation on day i (mm).

38


In order to compute the irrigation water requirement, the model computes a daily water balance of the root zone as described above. Net irrigation water requirement is therefore equal to the root zone depletion. To avoid crop water stress, irrigations should be applied before or at the moment when the readily available soil water is depleted. To avoid deep percolation losses that may leach relevant nutrients out of the root zone, the net irrigation depth should be smaller than or equal to the root zone depletion, the daily water balance of the study area is presented in (Appendix A).

Fig (3-14); Soil Water Balance (CropWAT8.0 User Manual)

39


3.8 Soil Plant Air Water (SPAW) and Soil Data Determination 3.8.1 Description of SPAW The SPAW (Soil-Plant-Air-Water) computer model simulates the daily hydrologic water

budgets

of

agricultural

landscapes

by two

connected routines, one for farm fields and a second for impoundments such as wetland ponds, lagoons or reservoirs. Climate, soil and vegetation data files for field and pond projects are selected from those prepared and stored with a system of interactive screens. Various combinations of the data files readily represent multiple landscape and ponding variations. The objective of using the SPAW model was to understand and predict agricultural hydrology and its interactions with soils and crop production without undue burden of computation time or input details. This required continual vigilance of the many choices required for the representation of each physical, chemical and biological process to achieve a "reasonable" and "balanced" approximation of the real world with numerical solutions. In this research, the software was used to determine the soil data for Crop water Requirements estimation in CropWAT (8.0). 3.8.2 Soil Data Collection Data from Huriyah-Dgharah project field laboratory has been used in the software for soil classification determination are: 29% of clay, 17% of sand and 54% of silt. The output of SPAW and the characteristics of soil are shown in (figure, 3.15).

40

‫‪41‬‬

‫‪CHAPTER THREE: METHODOLOGY AND MODELING OF WATER RESOURCES SYSTEM DESIGN‬‬ ‫ـــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــ‬

‫‪Fig (3-15); Soil Characteristics Simulation by SPAW‬‬


3.9 Introduction about Sprinkler Irrigation Systems Sprinkler and trickle irrigation together represent the broad class of “pressurized” irrigation methods, in which water is carried through a pipe system to a point near where it will be consumed. This is in contrast to surface irrigation methods, in which water must travel over the soil surface for rather long distances before it reaches the point where it is expected to infiltrate and be consumed. Thus, surface irrigation methods depend on critical uncertainties associated with water infiltration into the soil while being conveyed, as well as at the receiving site, (Nebguid, 1996). 3.9.1 Sprinkler Irrigation With Sprinkler irrigation, water is jetted through the air to spread it from the pipe network across the soil surface. This adds a degree of uncertainty to Sprinkler irrigation, as wind and other atmospheric conditions affect the application efficiency. The usual target of sprinkling is uniform watering of an entire field. Sprinkling as an important method of agricultural irrigation had its beginning in the early part of this century. By 1950, Sprinklers method was adopted with using aluminum pipe, and more efficient pumping plants further reduced the cost and increased the usefulness of Sprinkler irrigation. Today sprinkling is a major means of irrigation on all types of soils, topographies and crops. Sprinkler irrigation systems can be broadly divided into set and continuous-move systems. In set systems, the Sprinklers remain at a fixed position while irrigating, whereas in continuousmove systems, the Sprinklers operate while moving in either a circular or a straight path. Set systems include systems moved between irrigations, such as hand-move and gun Sprinklers (referred to as periodic-move systems). They also include such systems as solid-set Sprinklers (referred to as fixed systems).

42


The principal continuous-move systems are center-pivot and linear moving laterals and travelling Sprinklers, (Nebguid, 1996). 3.9.2 Advantages 3.9.2.1 Adaptability Sprinkler irrigation is an adaptable means of supplying all types of crops with frequent and uniform application of irrigation over a wide range of topographic and soil conditions. Sprinkler irrigation can be partly or fully automated to minimize labour costs, and systems can be designed to minimize water requirements. Some of the more important objectives that can be attained by sprinkling are: Effective use of small, continuous streams of water, such as from springs and small boreholes; Proper irrigation of shallow soils that cannot be graded without detrimental results; Irrigation of steep and rolling topography without producing runoff or erosion; and Effective, light, frequent watering whenever needed, such as for germination of a crop, like lettuce, which may latter be surface irrigated, (Tome Schere, 1998). 3.9.2.2 Labour Savings Following are some features of the Sprinkler method relative to labour and management requirements. Periodic-move Sprinkler systems require labour for only one or two relatively short periods each day to move the Sprinkler laterals in each field. Labour requirements can be further reduced by utilizing mechanically moved, instead of hand-moved, laterals. Furthermore, unskilled labour can be used, because irrigation decisions are made by the manager, rather than by the irrigators. Most mechanized and automated Sprinkler systems require very little labour and are simple to

43


manage; and fixed Sprinkler systems can eliminate field labour during the irrigation season, (Tome Schere, 1998). 3.9.2.3 Special Uses Some of the more important special uses of Sprinkler irrigation include: modifying weather extremes by increasing humidity, cooling crops, and alleviating freeze damage to buds and leaves by use of special systems design; and using light, intermittent irrigation to supplement erratic or deficient rainfall, (Tome Schere, 1998). 3.9.2.4 Water Savings High application efficiency can be achieved by properly designed and operated Sprinkler irrigation systems. Properly engineered systems are easy to manage or automate to achieve overall seasonal irrigation efficiencies of 75 % or greater. It is because much of the finesse needed to operate them can be designed into the systems hardware, thus reducing the management and labour inputs and training needed, (Tome Schere, 1998). 3.9.3 Disadvantages The disadvantages of Sprinkler systems are mainly in the areas of high costs, water quality and delivery problems, and environmental constraints. 3.9.3.1 High Costs Both initial and pumping costs for Sprinkler irrigation systems are higher than for surface irrigation systems on uniform soils and slopes. However, surface irrigation may be potentially more efficient. In this research, the capital cost of the designed system was minimized by suggesting periodic hand move sprinkler irrigation systems after

44


deep dissections with irrigation engineer of Adiwaniyah Water Resources Directorate, the farmer and the owners of the lands. 3.9.3.2 Water Quality and Delivery The Sprinkler method is restricted by the following water-related conditions. Large flows intermittently delivered are not economical to use without a reservoir, and even minor fluctuations in rate cause difficulties. Saline water may cause problems, because salt is absorbed by the leaves of some crops and high concentrations of bicarbonates in irrigation water may spot and affect the quality of fruit when used with overhead Sprinklers. Certain waters are corrosive to the metal pipes typically used in many Sprinkler irrigation systems, (Tome Schere, 1998). 3.9.3.3 Environmental and Design Constraints Some important constraints that limit the applicability of the Sprinkler method are: sprinkling is not well-adapted to soils having an intake rate of less than about 3 mm/h. Windy and excessively dry conditions cause low Sprinkler irrigation efficiencies. Field shapes other than rectangular are not convenient to handle, especially for mechanized Sprinkler systems, (Tome Schere, 1998). 3.9.4 Types of Sprinkler Systems Sprinkler systems may be divided into two basic groups: set systems that operate with the sprinklers set in a fixed position, and continuous-move systems that operate while the sprinkler in moving through the field. Set systems may be further divided according to whether or not sprinklers must be moved through a series of positions during the course of irrigating a field. Those systems that must be moved are called periodic-move systems which

45


will be adopted in this research, and those not requiring any movement are called fixed systems, (Tome Schere, 1998). 3.10 Sprinkler Irrigation System Design Simulation Model The study comprehends WaterCAD to model a sprinkler network as well as solving a problem related to an irrigation system. The models consist of an optimization technique from a network solver WaterCAD used to reach at the proposed scheme. WaterCAD (8.0) model is chosen, because it handles both steady state and extended period simulation of water distribution network. This section presents discussions on WaterCAD simulation model using a sample model of a sprinkler irrigation system and a real irrigation system. 3.10.1 WaterCAD Simulation Model WaterCAD from Haestad method is a software application for construction of simple and complex pipe networks. Water distribution system program is developed by the U.S.A Environmental Protection Agency’s Water Supply, and Water Resources Division. It is compatible with Geographical Information System (GIS) software, which aids in the organization of the distribution system inventory and planning (Maksimovic and Prodanovic, 1996). It can perform both steady-state and extended period simulations to compute the hydraulic performance (pressures, flows, head-loss in the pipe) for a given layout and nodal demands. In addition, it can perform water quality modeling, determining the age of water, performing source tracking, finding the fate of a dissolved substance, or determining substance growth or decay.

46


WaterCAD (8.0) uses several equations to calculate the hydraulic model of our design simulation. These equations are the conservation of mass, conservation of energy, hydrostatic-pressure, friction and minor losses formulas. 3.10.2 Conservation of Mass and Energy Equations Conservation of mass equation states that the water that enters the system will be equal to the mass leaving at any node in the system containing incompressible fluid, the total volumetric or mass flows in must equal the flows out, less the change in storage. Separating these into flows from connecting pipes, demands, and storage, it should be obtained: Where:.∆ = ∑

∑

. ∆ + ∆

………………………………………….…( .

)

Qin = Total flow into the node (m3/s, cfs) Qout = Total demand at the node (m3/s, cfs) ∆

S

= Change in storage volume (m3, ft.3)

∆t = Change in time (s) The other important equation is the conservation of energy equation:+

+

+ ∑

=

+

Where:Z = Elevation (m). P = Pressure (N/m2) = Water specific weight (N/m3) V = Velocity (m/s)

+

+ ∑

+ ∑

… … … … … . . ( . )

47


g = Gravitational acceleration (m/s2) hp = Head added at pumps (m) hl = Head loss in pipes (m) hm = Head loss due to minor losses (m) Equation (3.6) states that the differences in energy between two points must be equaled regardless of path taken (Haestad Methods, 2001). This equation is the basic Bernoulli equation with added head changes for pumps, pipe friction, and minor loss to accommodate for water distribution system modeling. The head change added at pumps is determined by using a pump characteristics curve and system head curve. Using three different equations, WaterCAD can solve the head losses, (Figure, 3.16)

Fig (3-16); Conservation of Energy

48


3.10.3 Friction and Minor Loss Methods Adopted By WaterCAD Model WaterCAD uses several equations to calculate the head loss along the pipes and through the fittings and display it on each element of the model with color coding when run the model, the head loss equations frequently used are:3.10.3.1

Chezy’s Equation Chezy’s equation is rarely used directly, but it is the basis for

several other methods, including Manning’s equation. Chezy’s equation is: = . .√ . ……………………………………………………………..( .

)

Where:Q = Discharge in the section (m3/s) C = Chezy’s roughness coefficient (m1/2/s) A = Flow area (m2) R = Hydraulic radius (m) S = Friction slope (m/m) 3.10.3.2

Manning’s Equation Manning’s equation, which is based on Chezy’s equation, is one of

the most popular methods in use today for free surface flow. For Manning’s equation, the roughness coefficient in Chezy’s equation is calculated as:

=

………………………………………………………………….( .

Where:C= Chezy’s roughness coefficient (m1/2/s) R = Hydraulic radius (m)

)

49


n= Manning’s roughness (s/m1/3) Substituting this roughness into Chezy’s equation, one can obtain the well-known Manning’s equation:= . .

.

.

…………………………………………………………..( .

)

Where:Q= Discharge (m3/s) k = Constant (1.00 m1/3/s) n = Manning’s roughness (s/m1/3) A = Flow area (m2) R = Hydraulic radius (m) S = Friction slope (m/m) 3.10.3.3

Colebrook-White Equation The Colebrook-White equation is used to iteratively calculate for

the Darcy-Weisbach friction factor: Full Flow (Closed Conduit):= −

.

+

.

… … … … … … … … … … … … … … … … … … … … ( .

Where:f = Friction factor (unit less) k = Darcy-Weisbach roughness height (m) Re = Reynolds Number (unit less) R = Hydraulic radius (m) D = Pipe diameter (m)

)

50


3.10.3.4

Hazen-Williams Equation The Hazen-Williams formula is frequently used in the analysis of

pressure pipe systems (such as water distribution networks and sewer force mains). The formula is as follows:=

. . .

.

.

.

…………………………………………………….( .

)

Where:Q= Discharge in the section (m3/s) C = Hazen-Williams roughness coefficient (unit less) A= Flow area (m2) R = Hydraulic radius (m) S = Friction slope (m/m) k = Constant of the units (0.85 for SI units). The Hazen-Williams C-Factor is given by WaterCAD when the user selects a respective type of pipe material, the lower the C-Factor, the rougher the inside of the pipe. In this research study, the default value in WaterCAD was used for the water distribution model. For example, the default C-Factors for PVC pipes and Cast Iron pipes of 150 and 130 were used, respectively. 3.10.3.5

Darcy-Weisbach Equation Because of non-empirical origins, the Darcy-Weisbach equation is

viewed by many engineers as the most accurate method for modeling friction losses. It most commonly takes the following form: = Where:

………………………………………………………………( .

)

51


hL = Headless (m) f = Darcy-Weisbach friction factor (unit less) D = Pipe diameter (m) L = Pipe length (m) V = Flow velocity (m/s) g= Gravitational acceleration constant (m/s2) 3.10.4 Minor Losses Minor losses in pressure pipes are caused by localized areas of increased turbulence that create a drop in the energy and hydraulic grades at that point in the system. The magnitude of these losses is primarily dependent upon the shape of the fitting, which directly affects the flow lines in the pipe. The equation most commonly used for determining the loss in a fitting, valve, meter, or other localized component (WaterCAD Manual, 2008), is: =

. … … … … … … … … … … … … … … … … … … … … … … … … . ( .

)

Where:hm = Loss due to the minor loss element (m) K = Loss coefficient for the specific fitting V = Velocity (m/s) g = Gravitational acceleration constant (m/s2) Typical values for fitting loss coefficients are included in the fittings table, (Appendix, B). Generally speaking, more gradual transitions create smoother flow lines and smaller head losses. For example, the effects of

52


entrance configuration on typical pipe entrance flow lines, is shown in (figure, 3.17).

Fig (3-17); Flow Line Entrance, (WaterCAD Manual, 2008)

3.10.5 Pump Theory Pumps are an integral part of many pressure systems. Pumps add energy, or head gains, to the flow to counteract head losses and hydraulic grade differences within the system. A pump is defined by its characteristic curve, which relates the pump head, or the head added to the system, to the flow rate. This curve is indicative of the ability of the pump to add head at different flow rates. To model the behavior of the pump system, additional information is needed to ascertain the actual point at which the pump will be operating. The system operating point is based on the point at which the pump curve crosses the system curve representing the static lift and head losses due to friction and minor losses. When these curves are superimposed, the operating point can easily be found (WaterCAD User’s manual, 2008). This is shown in the Figure (3.18).

53


Fig (3-18); Pump Operating Point 3.11 WaterCAD Simulation Model The WaterCAD computer model used for water distribution network analysis is composed of two parts: the input data file and the WaterCAD computer program. The data file defines the characteristics of the pipes, the nodes (ends of the pipe), and the control components (such as pumps and valves) in the pipe network. The computer program solves the nonlinear energy equations and linear mass equations for pressures at nodes and flow rates in pipes. The WaterCAD input data file includes descriptions of the physical characteristics of pipes and nodes, and the connectivity of the pipes in a pipe network system. The user can graphically layout the water distribution network, if desired. Values for the pipe network parameters are entered through easy-to-use dialog boxes. The pipe parameters include the length, inside diameter, minor loss coefficient, and roughness coefficient of the pipe. Each pipe has a defined positive flow direction and two nodes. The parameters

54


of nodes consist of the water demand or supply, elevation, and pressure or hydraulic grade line. The hydraulic grade line (HGL) is the summation of node elevation and pressure head at the node. The control components, which usually are installed on pipes, include control valves and booster pumps. They are also part of the input data file based on site specific data. WaterCAD program used in this model was designed to run under the Windows operating system of personal computer. The program computes the flow rates in the pipes and then HGL at the nodes (junctions). The calculation of flow rates involves several iterations, because the mass and energy equations are nonlinear. The number of iterations depends on the system of network equations and the user specified accuracy. A satisfactory solution of the flow rates must meet the specified accuracy, the law of conservation of mass and energy in the water distribution system, and any other requirements imposed by the user. The calculation of HGL requires no iteration, because the network equations are linear. Once the flow rate analysis is completed, the water quality computations are then performed. In the program, there is a graphical user interface (GUI) that facilitates the construction of layout of the network to be simulated. A network is easily constructed by pointing and clicking an icon on the GUI that represents the physical entity (pipes, valves, Sprinklers, etc.). Editing the properties of the network components and its simulation options can also be done. Simulation carried out is presented to the user in a readable format on the GUI, (Figure, 3.19) presents a typical GUI.

55

‫‪56‬‬


‫‪Fig (3-19); Water CAD Graphical User Interface‬‬


3.11.1 Steps in Using WaterCAD The WaterCAD manual by Bentley (2008) outlines the following steps in using WaterCAD to model a water distribution system 1. Draw a network representation of your distribution system or import a basic description of the network placed in DWX file by AutoCAD or shape file by GIS. 2. Edit the properties of the objects that make up the system 3. Describe how the system is operated 4. Select a set of analysis options 5. Run a hydraulic/water quality analysis 6. View the results of the analysis 3.11.2 Advantages Of Using WaterCAD:1. Survey data can be read into the program, all calculations are done internally and quickly. 2. Graphics, summary output tables for quick references. 3. Easy to compare simulation with other calibrated data. 4. Changes are quick and easy to make. 5. Unlimited network size and complexity (looped systems, etc.). 6. Error checking and warnings. 3.12 Selected Field Network:The total area to be irrigated is 56 donums, (0.135km2), (450 m * 300 m), located at north of Adiwaniyah governorate (Figure, 3.20). This area can be configured according to proposed irrigation system (Sprinkler irrigation system) and planted crop (wheat). AutoCAD 2013 was used to draw the networks and hence export them as DWX file to the WaterCAD to design it hydraulically. (Figure, 3.20) shows the satellite image for the study field.

57

‫‪58‬‬


‫‪Fig (3-20) Satellite Image for Irrigated Area‬‬


3.12.1 The Plan of Sprinkler Irrigation Scheme The field which was chosen as the study area consists of two neighbors’ pieces of lands for two famers; each one has dimensions of 150 m * 450 m. The main pipe of the system supposed to be lied on the center line between the two lands, but the laterals which are carrying the raiser and Sprinklers must be installed perpendicularly on the main line. (Figure, 3.21), shows that, the designed Sprinkler network consist of the main line of 445 m in length, three pairs of laterals are laid perpendicularly on the main line; each lateral pipe is 135m in length, the distance between two laterals is 135 m as well, and 66 Sprinklers carried by the laterals with 11 Sprinklers per lateral.

59

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‫‪Fig (3-21); Proposed Sprinkler Irrigation Scheme‬‬

CHAPTER FOUR: DESIGN SIMULATION OF SPRINKLER IRRIGATION SYSTEM ‫ــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــ‬

4

CHAPTER FOUR: DESIGN SIMULATION OF SPRINKLER IRRIGATION SYSTEM

4.1 Introduction A Sprinkler irrigation system generally includes Sprinklers, laterals, sub mains, main pipelines, pumping plants, operational control equipment and other accessories required for efficient water application. In some cases, Sprinkler systems may be pressurized by gravity, and therefore pumping plants may not be required. The planning and design of irrigation systems should aim at maximizing the returns and minimizing both the initial cost and the quantity of water used, thus contributing both directly and indirectly to the overall reduction of the production costs and the increase of returns. In other words, planning and design is a process of optimizing resources using. The procedure for designing Sprinkler systems can be divided into two phases, (Addink, et al., 1989):a. Preliminary design steps. b. Final or Adjustment design steps. Preliminary design steps comprise the procedure for synthesizing farm data in order to determine the preliminary design parameters, which will be needed in the final design adjustment process. The final design steps reconcile the preliminary design parameters obtained with the irrigation equipment performance characteristics, as well as human, physical and financial factors. In fact, the final adjustment of the design is the process of selecting the appropriate irrigation system components for the specific circumstances.

61


This chapter focuses on the processes involved in the designing of Hand Move Sprinkler Irrigation Systems and the selection of the system components. 4.2 Preliminary Design Steps The first step in the preliminary design phase is the collection of basic farm data as discussed. The data include: a. A topographic map showing the proposed irrigated area with contour lines (Figure, 4.1), farm and field boundaries and water source or sources, and this is shown in satellite image of the area of study, power sources, such as electricity lines, in relation to water source and area to be irrigated, roads and other relevant general features, such as obstacles. b. Data on water resources, quantity over time. c. The climate of the area and its influence on the water requirements of the selected crops (presented in previous chapter). d. The soil characteristics and their compatibility with the crops and irrigation system proposed. e. The types of crops (cropping pattern) intended to be grown and their compatibility with both the climate in the area, the water availability and the soils; current agricultural practices should be identified. These farm data have been analyzed in order to determine the following preliminary design parameters: a. Peak and total irrigation water requirements. b. Infiltration rate of soils to be irrigated. c. Maximum net depth of water application per irrigation. d. Irrigation frequency and cycle. e. Gross depth of water application. f. Preliminary system capacity.

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‫‪CHAPTER FOUR: DESIGN SIMULATION OF SPRINKLER IRRIGATION SYSTEM‬‬ ‫ـــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــ‬

‫)‪Fig (4-1); Topographic Map for the Study Area, (Studies &Designs Directorate of Adiwaniyah, 2004‬‬


4.3 Final Design Steps Once the preliminary design parameters are determined, the next phase is to reconcile them with the performance of the irrigation equipment which leads to at the final design. The final design steps involve: a. Identification of irrigation system options with farmer participation. b. Preparation of system layout for the field shape and topography. c. The hydraulic design and iterative adjustments. d. Irrigation equipment selection taking into consideration the economic and financial aspects. e. Final irrigation system selection as well as options, taking into consideration farmers' preferences, management capabilities, labor aspects, financial capabilities and constraints. The final design steps are intended to make the irrigation system selected compatible with the preliminary design factors. Each of the design steps is needed, irrespective of the irrigation system selected. The general steps to be followed for periodic-move system are presented diagrammatically in (Fig 4.2).

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‫‪CHAPTER FOUR: DESIGN SIMULATION OF SPRINKLER IRRIGATION SYSTEM‬‬ ‫ــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــــ‬

‫‪Fig (4-2); Design Flow Chart of Periodic-Move Sprinkler Systems‬‬


4.4 Preliminary Sprinkler Irrigation Design Steps The preliminary design factors that need to be established are:1. Depth of water application per irrigation. 2. Irrigation frequency. 3. Duration of irrigation per set. 4. Required system capacity (flow rate). All these design parameters are derived from the data on climate, water, soil and crop. 4.4.1 Net depth of water application The depth of water application is the quantity of water, which should be applied during irrigation in order to replenish the water used by the crop due to evapotranspiration as it has been computed in the previous chapter. In specific case, the computation of the net depth of water application requires additional inputs cooperate CropWAT (8.0) model as the following: a. The available soil moisture [FC - Permanent Wilting Point (PWP)]. b. The allowable soil moisture depletion (P) as a percentage from the available soil moisture. c. The effective depth of root zone of the crop (RZD). Soil survey and tests should be done to determine the field capacity (FC) and permanent wilting point (PWP) of the soil. In the absence of equipment to do that, reports and data from Huriyah-Daghara Project's field laboratory were used to estimate the soil texture, FC, PWP and P. by using SPAW computer model simulate. The difference between the field capacity and permanent wilting point will give the available soil moisture (water holding capacity), which is the total amount of water that the crop can use.

66


Depending on the crop sensitivity to stress, the soil moisture should be allowed to be depleted only partially. For most field crops, a depletion of 50% of the available moisture is acceptable. This is the moisture that will be easily available to the crop without causing undue stress. The effective root zone depth of the crop under consideration can be established from specified tables. It is advisable, however, to use local data when available as these can be more realistic. Some tests and measurements for root depth of wheat crop at the field of the study were taken and compared with measurements of Agriculture Directorate of Adiwaniyah Governorate, these tests and measurements showed that the RZD of wheat is (0.8-1m), so that it was taken as 1m as the worst case for this research. The maximum net depth to be applied per irrigation will be at the maximum root zone depth at the mid-season of the crop depending on the crop cycle, can be calculated, using the following equation, (FAO, 1992): = (

−

)∗

∗ ………………………………………( .

)

Where: dnet = Readily available moisture or net depth of water application per irrigation for the selected crop (mm). FC = Soil moisture at field capacity (mm/m). PWP = Soil moisture at the permanent wilting point (mm/m). RZD = the depth of soil that the roots exploit effectively (m). P = the allowable portion of available moisture permitted for depletion by the crop before the next irrigation. Depending on Huriyah-Daghara’s field laboratory data and the SPAW model results with applying equation (4.1) in CropWAT model, the maximum dnet for the area of the case study is 60.4 mm, (Appendix A).

67


In order to express the depth of water in terms of the volume, the area proposed for irrigation must be multiplied by the depth:

(m 3)=

∗ ∗ …………….( . )

Where: A = Area proposed for irrigation (ha). d = Depth of water application (mm). 10 = Conversion factor. For the field of the study area of an area of 54 donums (13.5 ha), depending on the results of CropWAT (8.0) model and using equation (4.2), a net application of 8154 m3of water will be required per irrigation to bring the root zone depth of soil from the 50% allowable depletion level to the field capacity at worst case within the period between 16 November and 30 of April. 4.4.2 Irrigation Frequency at Peak Demand and Irrigation Cycle The peak daily water use is the peak daily water requirement of the crop determined by subtracting the rainfall from the peak daily crop water requirements. Irrigation frequency is the time it takes the crop to deplete the soil moisture at a given soil moisture depletion level. After establishing the net depth of water application, the irrigation frequency at peak water demand should be determined using the following equation, (Irrigation Manual, 2001): Where:

( ) =

…………………………….………( . )

68


IF = irrigation frequency (days) dnet = net depth of water application (mm) ETC= peak daily water use (mm/day) Different crops require different amounts of water at the different stages of growth. Details on this were computed and studied profoundly for the crops are commonly cultivated in the study area in the previous chapter and presented in (Appendix A), depending on the meteorological data of Diwaniyah meteorological station by using internationally recognized method (Penman-Monteith) with CropWAT8 model. It should be mentioned that for design purposes in the peak daily amount of water used by the crop should be taken, which is the worst case scenario. According to CropWAT (8.0) model result, the peak demand of wheat at Adiwaniyah meteorological station was estimated to be 6.38 mm/day. Therefore, using equation (4.3) will give irrigation frequency IF equal to 60.4/6.38=9.47 days. The system should be designed to provide 60.4 mm every 9.47 days. For practical purposes, fractions of days are not used for irrigation frequency purposes. Hence, the irrigation frequency in this case should be 9 days, with a corresponding dnet of 57.42 mm (6.38 x 9), and by using equation (4.1), the moisture depletion should be 34% (p = 57.42/170). The question arises as to whether the irrigation system should apply the dnet in 9, 8, 7, right down to 1 day. This choice will depend on the flexibility the farmer would like to have and his willingness to pay the additional cost for different levels of flexibility. If irrigation is to be completed in 1 day, the system becomes idle for the remaining 9 days, and the cost of the system would be exorbitant, since larger sizes of irrigation equipment would

69


be required. On the other hand, for all practical purposes and in order to accommodate the time for cultural practices (spraying etc.), it is advisable that irrigation is completed in less than the irrigation frequency. In the case of this study, 9 days irrigation and 1 day without irrigation is considered adequate. The 9 days required to complete irrigation cycle in the area under consideration is called the irrigation cycle. 4.4.3 Gross Depth of Water Application The gross depth of water application (dgross) equals the net depth of irrigation divided by the farm irrigation efficiency. It should be noted that farm irrigation efficiency includes possible losses of water from pipe leaks. The gross depth can be calculated from equation (4.4), (Irrigation Manual, 2001):

=

……………………………………….………..…..( . )

Where, E= the farm unit irrigation efficiency The farm irrigation efficiency of Sprinkler systems varies from climate to other as in table (4.1), (FAO, 1982). Table (4.1); Farm Irrigation Efficiencies for Sprinkler Irrigation in Different Climates Climate

Farm irrigation efficiencies

Cool

80%

Moderate

75%

Hot

70%

Desert

65%

70


According to FAO classification, the climate of Adiwaniyah governorate is considered as moderate at winter season, so that the farm irrigation efficiency would be 75%, and applying equation (4.4), the gross depth of irrigation should be 76.56 mm (57.42/0.75). 4.4.4 Preliminary System Capacity The next step is to estimate the system capacity. The system capacity (Q) can be calculated using Equation (4.5), (Irrigation Maual, 2001):=

∗ ∗ ∗ ∗

………………………………………………………( .

)

Where: Q = System capacity (m3/hr.). A = Design area (ha). d = Gross depth of water application (mm). I = Irrigation cycle (days). Ns = Number of shifts (movment) per day. T = Irrigation time per shift (hr.). For the area of 13.5 ha, in order to achieve the maximum degree of equipment utilization, it is desirable, but not always necessary, that the irrigation system should operate for 15 hours per shift at one shift per day during peak demand and take an irrigation cycle of 9 days to complete irrigating the 13.5 ha. Substituting the values in Equation (4.5) gives a system capacity of 76.56 m3/hr. 4.5 Final Design Steps for Periodic-Move System Once the preliminary design parameters are obtained, the design adjustment can commence. The adjustment allows for the revision of the

71


preliminary design parameters, in order to suit the physical, human, financial, and equipment performance limitations or impositions. The next design step is to select the Sprinkler system design and the spacing. 4.5.1 Sprinkler Simulation Sprinklers are devices associated with junctions that model the flow through a nozzle or orifice. In these situations, the demand (i.e., the flow rate through the Sprinkler) varies in proportion to the pressure at the junction raised to some power. The constant of proportionality is termed the discharge coefficient. For nozzles and Sprinkler heads, the exponent on pressure is 0.5, and the manufacturer usually states the value of the discharge coefficient as the flow rate in CMH through the device at a 1 psi pressure drop. Emitters are used to model flow through Sprinkler systems and irrigation networks. Users can also be used to simulate the leakage in a pipe connected to the junction (if a discharge coefficient and pressure exponent for the leaking crack or joint can be estimated) and compute a fire flow at the junction (the flow available at some minimum residual pressure). In the latter case, one would use a very high value of the discharge coefficient (e.g., 100 times the maximum flow expected) and modify the junction’s elevation to include the equivalent head of the pressure target. When both an emitter and a normal demand are specified for a junction, the demand that Bentley Water CAD reports in its output results includes both the normal demand and the flow through the emitter. The flow through an emitter is calculated as (WaterCAD user’s manual, 2008): =

… … … … … … … … … … … … … … … … … … … … … … … … … … . . … (4.6)

72


Where:Q = Flow (m3/hr). k = emitter coefficient (property of the node). P = Pressure (n/m2). n = is the emitter exponent and is set globally in the calculation Options for the run; it is dimensionless but affects the units of k. The default value for n is 0.5 which is a typical value for an orifice, (WaterCAD user’s manual, 2008). 4.5.2 Sprinkler Selection and Spacing The selection of the correct Sprinkler depends on how the best fit spacing with a certain pressure and nozzle size can provide the water at an application rate that does neither cause runoff nor damage the crop and at the best possible uniformity under the prevailing wind conditions. The selected Sprinkler should fully satisfy the irrigation water requirements and the irrigation frequency. It is therefore necessary to know the infiltration rate of the soil before proceeding with Sprinkler selection. The infiltration rate was determined using the Huriayh-Daghara Project Field Laboratory report with SPAW computer model which has shown that the infiltration rate of the field land of the study is about 7.26 mm/hr. It should be pointed out that in order to avoid runoff, the Sprinkler application rate should not exceed the basic soil infiltration rate. Hence, the basic infiltration rate of the soil is used as a guide to select a Sprinkler with a precipitation rate lower than the infiltration rate.

73


Manufacturers' tables such in table (4.2) can be used to select Sprinklers and their spacing. Reference to such table will reveal that for the same nozzle, an increase in pressure will result in a larger wetted radius and higher discharge. Also, for the same pressure, a bigger nozzle would result in a higher discharge. In this study, where a precipitation rate of 6.44 mm/hr of chosen Sprinkler is compatible with the soil and wheat crop, there are several nozzle size, pressure and Sprinkler spacing combinations to choose from, so there is another aspect to consider in selecting a Sprinkler which is the energy cost.

74

‫‪75‬‬


‫‪Table (4-2); Sprinkler Manufacture Table‬‬


Lower pressures are preferable as long as the uniformity of application is not compromised. The coefficient of uniformity (CU) is a measure of the uniformity of water application. A value of 100% indicates perfect uniformity, which means that the water is applied to the same depth at each point in the field. As a rule, the selected Sprinkler should have a CU not less than 85% or more. It is advisable to avoid using the lowest pressure since usually this is the pressure that corresponds to low CU values. The effect of pressure on the water distribution from a Sprinkler is demonstrated in (Figure, 4.3).

Cu [%]

Uniformity coefficient Cu (%)

95

Nozzel Diameter [mm]

[6.0*3.1] [4.5*3.0] [8.0*4.0] 90

85

80

75

70 1.4 1.6 1.8 2 2.2 2.4 2.6 2.8 3 3.2 3.4 3.6 3.8 4

Operating Pressure [bar] Fig (4-3); Operating Pressure and the Uniformity Coefficient, (Naser, 2003)

76


Referring to the Sprinklers manufacture tables, there is a number of spacing fit the land of the case study, such as (12*12m), (12*15m), (12*18m) and (15*15m); the next step is to find out how the winds will affect the spacing between two Sprinkler and laterals. For this purpose, the mean wind velocity of the windiest month of the year is considered. Most designers set the maximum spacing of Sprinklers based on the information of tables (4.3) and (4.4). It should be noted also that in the rectangular pattern, better distribution is obtained when the lateral is placed across the prevailing wind direction. For variable wind directions, the square pattern gives better uniformity. In the case of the research, where the average wind velocity in June is 4.1 m/sec (14.7 km/hr) and in March is 3.4m/sec (12.2 km/hr), the Sprinkler spacing should be based on 45% of Sprinkler wetted diameter (D) for square pattern, and (40% of D) * (60% of D) for rectangular pattern. Table (4.3); Maximum Sprinkler Spacing as Related to Wind Velocity, Rectangular Pattern Average Wind Speed (km/hr) Up to 10

10-15

Above 15

Spacing as Percent of Wetted Diameter 40% between Sprinkler 65% between laterals 40% between Sprinkler 60% between laterals 30% between Sprinkler 50% between laterals

77


Table (4.4); Maximum Sprinkler Spacing as Related to Wind Velocity, Square Pattern Average Wind Speed (km/hr)

Spacing as Percent of Wetted Diameter

Up to 5

55% between Sprinkler

6-11


13-19


From table (4.2), the Sprinkler of the 4 mm nozzle at 350 kPa with 30.50 m of wetted diameter and 6.44 mm/hr precipitation rate was chosen for this design. From table (4.3), the spacing for a rectangular pattern for 14.7 km/hr wind speed (10-15 km/hr), 40% of D and 60% of D for the 12 m x 15 m spacing are 12.2 m (> than 12 m Sprinkler spacing) and 18.3 m (> than 15 m lateral spacing), respectively. Therefore, the wind requirements are satisfied the 12 m x 15 m spacing. Therefore, 6.44mm/hr Sprinkler precipitation rate is less than infiltration rate of the soil of the study area (7.26mmlhr), so it is compatible with the infiltration rate, and the 4 mm nozzle can be considered. It is advisable to determine whether the Sprinkler with a 4.0 mm nozzle would satisfy the wind requirements at the 12 m x 18 m spacing at 300 kPa. At this pressure, the wetted diameter is 26.60 m. 40% of D and 60% of D are 10.64 m (< than 12 m Sprinkler spacing) and 15.96 m (< than 18 m lateral spacing), respectively. For the 15 m x 15 m spacing, 45% of D is 11.9 m (0.45 * 26.60), which is less than the Sprinkler and lateral spacing of 15 m each. Therefore, the 4.0 mm nozzle operating at 300 kPa pressure does not meet the wind requirements either under 12 m x 18 m spacing or 15 m x 15 m spacing as the wetted diameter is too small compared to the desired spacing requirement.

78


4.5.3 Effect of Slope As mentioned before, in designing a Sprinkler system, the Sprinkler precipitation rate should not exceed the infiltration rate of the soil. Moreover, a correction of the precipitation rate is recommended in order to avoid the runoff in sloping land. Tables (4.5) and (4.6) are commonly used to assess the maximum precipitation rates under various conditions, (Haggard, Moore and Brye, 2005). Table (4.5); Maximum Precipitation Rates to Use on Level Ground, (Irrigation Water Management, FAO, 1992) Soil Type

Max. Precipitation rate Mm/hr

Light Sandy Soils

18-12

Medium Textured Soils

12-6

Heavy Textured Soils

6-2.5

Table (4.6); Precipitation Rates Reduction on Sloping Ground, (Irrigation Water Management, FAO, 1992) Slopes

Reduction Percent%

0-5%

0

6-8%

20

9-12%

40

13-20%

60

>20%

75

In the present study the slope of the land is 0.5% (Figure 4.1), therefore it is not need to correct the precipitation reduction.

79


4.6 Layout and Final Design The system layout was obtained by matching the potentially acceptable spacing with the dimensions of the field, such that as little land as possible is left out of the irrigated area. The layout should also accommodate access roads, drains and other obstruction. 4.6.1 Design of Periodic Move Sprinkler Irrigation System According to previous discussed data of the case study, the 12 m *15 m spacing for the 4 mm nozzle operating at 350 kPa pressure and delivering 1.16 m3 /hr at an application rate of 6.44 mm/hr, was accepted as a potential spacing. The next step is to determine the set time (Ts), which is the time each set of Sprinklers should operate at the same position in order to deliver the gross irrigation depth, and establish whether it is acceptable. So, it can be found out according to equation 4.6, =

……………………………….………………..………….….( . )

Where: Ts = Set time (hr) Pr= Sprinkler precipitation rate (mm/hr) Substituting the values in Equation (4.6) gives:Ts= 76.56/6.44=11.8 ≈12hours. Hence, each set of Sprinklers should operate at the same position for 12 hours in order to deliver the 76.56 mm gross application per irrigation for nine days. If it is assumed that the design is a permanent system, as in (Figure,

80


4.4), this would have been ideal, because it will have full utilization of the equipment by having two sets per day. However, if the design is a semiportable system, as in (Figure, 4.5), where the laterals have to be moved from one position to the next, there would be time available to move the laterals between each of the two shifts for the next day during the peak water demand period. In this case, the following choices will be adopted: 1. To increase twice the number of operating laterals so that extra laterals are

moved while the other laterals are operating, or

2. To re-assess the moisture depletion level, or 3. To use a different Sprinkler with the same or different spacing, nozzle, pressure and precipitation rate As a rule, it is more economical to look into alternative 2 or 3 than to follow alternative 1. Alternative 2, involves re-adjusting the moisture depletion level. The effect will be re-adjustment of dgross and consequently the set time. In the case, may assume that, during each irrigation cycle, the net equivalent depth to 9 days of consumptive use could be applied. This would amount to a net application depth of 57.42 mm (9 x 6.38), which is equivalent to 34% (57.42/ (170 x 1)) soil moisture depletion, with an irrigation frequency of 9 days. Allowing one day for cultural practices, the irrigation cycle would be 9 days. In order to apply the 57.42 mm net per irrigation, the gross application at 75% efficiency should be 76.56 mm (57.42/0.75).

81

‫‪82‬‬


‫‪Fig (4-4); Permanent Sprinkler Irrigation System‬‬

‫‪83‬‬


‫‪Fig (4-5); Semi-portable Sprinkler Irrigation System‬‬


4.7 Allowable Pressure Variation Pressure differences throughout the system or block or subunit should be maintained in such a range, so that a high degree of uniformity of water application is achieved. (Addink, et al., 1989) and (Keller, 1989) suggested that for practical purposes, the allowable pressure loss due to friction can be estimated at 23.4% of the required average pressure. For the same reason, the friction losses in the lateral should be kept to a minimum. Other researchers (Keller, et al., 1990) suggested that the allowable pressure variation should not exceed 20% of the Sprinkler operating pressure. In design case of the 12 m * 18 m spacing for the 4.5 mm nozzle operating at 350 kPa, the allowable pressure variation in the system should not exceed 20% of the Sprinkler operating pressure, which is 70 kPa (350 x 0.2) or 7 meters water head. 4.7.1 Pipe Size Simulation Pipe size simulation involves selecting the type and diameter of the pipe that would be used in the system, which can carry a given flow at or below the recommended velocity limit. For example, the velocity limit for PVC pipes is about 2 m/s (Labye et al., 1988). Also, depending on the water pressure, different classes of pipes can be selected for the same pipe type. PVC pipes range in diameter from 12 to 600mm, and come in pressure ratings of 40 meters (Class 4), 60 meters (Class 6), 100 meters (Class 10) and 160 meters (Class 16). If, for example, the water pressure at a pipe section is 30 meters and PVC pipe is being used, then a pipe rated at class 4 should be selected. There are a number of different types of pipes. It should consider what pipes are available in the market and their costs. Manufacturers provide friction loss coefficient, which can be used in sizing the pipes.

84


4.7.1.1 Laterals Simulation Laterals in a semi-portable system are PVC pipes with multi-outlets (Sprinklers) along their length. The friction losses were simulated and calculated by WaterCAD model with Hazen-Williams Equation, the model corrects the pipe diameter, since the flow reduces along the lateral. This was done by using Hazen-Williams roughness coefficients. (Appendix B) shows Hazen-Williams Roughness Coefficients (C), which most commonly used in Sprinkler irrigation systems. 4.7.1.2 Main Line Simulation It is necessary to know some characteristics of some of the pipes commonly used in irrigation, Plasticized Polyvinyl Chloride (PVC) pipes. The pressure within any part of the pipe network should not exceed the working pressure of that pipe, in order to comply with established standards. This should be kept in mind when selecting pipe sizes for frictional loss calculations. In addition, the recommended maximum velocities (2 m/s) should not be exceeded. PVC pipes normally come in 6 meters lengths. The most common sizes are 12-600 mm nominal diameter, even though larger sizes can be manufactured. Each pipe length is marked with the size and class of the pipe. While the class 6 pipe is used for surface irrigation, the most commonly used classes for pressurized irrigation systems are the classes 12. 4.8 Total Head Requirements The total head requirements are composed of the pump suction lift, the friction losses in the supply line, the friction losses in the main, lateral and

85


fittings, the riser, the Sprinkler operating pressure and the difference in elevation. The suction lift is the difference in elevation between the water level and the eye of the pump impeller plus the head losses in the suction pipe. The head losses of the suction pipe comprise the frictional losses of the pipe, fittings and the velocity head. The friction losses of the suction pipe are insignificant compared to the velocity head, if the pipe is short. The velocity head is equal to, (Chow, 1982)

……………………….. (4.6)

Where: v = Water velocity (m/s) g = Acceleration due to gravity (9.81 m/s2) (Keller and Bliesner, 1990), recommended that for centrifugal pumps the diameter of the suction pipe should be selected such that the water velocity v --> --> 0.60

50 1.15 1.00 0.55 0.80 1.00

31 0.30 1.00 0.80 0.40

166

1.15

SOIL DATA (File: D:\1-Simulation Technique for the design of water resources systems\CROPWAT DAT\Afak soil.SOI) Soil name: Silty clay loam General soil data: Total available soil moisture (FC - WP) Maximum rain infiltration rate Maximum rooting depth Initial soil moisture depletion (as % TA Initial available soil moisture

Cropwat 8.0 Bèta

170.0 180 100 51 83.3

Page 3

mm/meter mm/day centimeters % mm/meter

27/03/13 12:21:44 ã

CROP WATER REQUIREMENTS ETo station: Diwaniyah Rain station: Diwaniyah

Month

Nov Nov Dec Dec Dec Jan Jan Jan Feb Feb Feb Mar Mar Mar Apr Apr Apr

Crop: Wheat Diw Planting date: 16/11

Decade

Stage

Kc coeff

ETc mm/day

ETc mm/dec

2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3

Init Init Init Init Deve Deve Deve Deve Mid Mid Mid Mid Mid Late Late Late Late

0.30 0.30 0.30 0.30 0.41 0.59 0.77 0.96 1.14 1.19 1.19 1.19 1.19 1.19 1.00 0.72 0.43

0.97 0.86 0.74 0.60 0.82 1.19 1.51 2.22 3.08 3.60 4.21 4.81 5.42 6.23 5.96 4.76 3.12

4.8 8.6 7.4 6.0 9.1 11.9 15.1 24.4 30.8 36.0 33.6 48.1 54.2 68.6 59.6 47.6 31.2

2.5 5.4 5.6 6.1 6.7 7.7 8.5 7.6 6.3 5.5 5.3 5.0 4.7 4.7 5.0 5.1 3.8

2.3 3.2 1.7 0.0 2.4 4.2 6.6 16.8 24.5 30.5 28.4 43.1 49.5 63.8 54.7 42.5 27.4

496.9

95.6

401.4

Cropwat 8.0 Bèta

Page 4

Eff rain Irr. Req. mm/dec mm/dec

27/03/13 12:21:44 ã

CROP IRRIGATION SCHEDULE ETo station: Diwaniyah Rain station: Diwaniyah Yield red.:

Crop: Wheat Diw Soil: Silty clay loam

Planting date: 16/11 Harvest date: 30/04

0.0 %

Crop scheduling options Timing: Irrigate at % depletion Application: Refill to 100 % of field capacity Field eff. 75 %

Table format: Daily soil moisture balance Date

Day

Stage

Rain mm

16 17 18 19 20 21 22 23 24 25 26 27 28

1 2 3 4 5 6 7 8 9 10 11 12 13

Init Init Init Init Init Init Init Init Init Init Init Init Init

0.0 2.6 0.0 0.0 0.0 0.0 0.0 2.8 0.0 0.0 0.0 2.8 0.0

Nov Nov Nov Nov Nov Nov Nov Nov Nov Nov Nov Nov Nov

Cropwat 8.0 Bèta

Ks Eta fract. mm/day 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.0 1.0 1.0 1.0 1.0 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

Depl % 53 3 6 9 11 14 16 14 16 18 20 18 19 Page 5

Net IrrDeficit Loss mm mm mm 27.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.0 1.7 3.3 5.0 6.6 8.2 9.7 8.5 10.1 11.6 13.2 11.9 13.5

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Gr. Irr Flow mm l/s/ha 36.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

4.27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

27/03/13 12:21:44 ã

29 Nov 30 Nov 1 Dec 2 Dec 3 Dec 4 Dec 5 Dec 6 Dec 7 Dec 8 Dec 9 Dec 10 Dec 11 Dec 12 Dec 13 Dec 14 Dec 15 Dec 16 Dec 17 Dec 18 Dec 19 Dec 20 Dec 21 Dec 22 Dec 23 Dec 24 Dec 25 Dec 26 Dec 27 Dec 28 Dec 29 Dec 30 Dec

14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45

Init Init Init Init Init Init Init Init Init Init Init Init Init Init Init Init Init Init Init Init Init Init Dev Dev Dev Dev Dev Dev Dev Dev Dev Dev

Cropwat 8.0 Bèta

0.0 0.0 0.0 0.0 2.9 0.0 0.0 0.0 2.9 0.0 0.0 0.0 0.0 0.0 3.1 0.0 0.0 0.0 3.1 0.0 0.0 0.0 0.0 0.0 3.5 0.0 0.0 0.0 3.5 0.0 0.0 0.0

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.9 0.9 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8

21 23 25 26 24 25 26 28 2 3 5 6 8 9 7 8 9 10 8 10 11 12 13 14 12 13 15 16 14 15 16 17 Page 6

0.0 0.0 0.0 0.0 0.0 0.0 0.0 22.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

15.0 16.6 18.0 19.4 18.0 19.4 20.8 0.0 1.4 2.8 4.1 5.5 6.8 8.0 6.1 7.4 8.6 9.9 8.0 9.3 10.5 11.8 13.2 14.7 12.7 14.2 15.6 17.1 15.1 16.6 18.1 19.5

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 29.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

27/03/13 12:21:44 ã

31 Dec 1 Jan 2 Jan 3 Jan 4 Jan 5 Jan 6 Jan 7 Jan 8 Jan 9 Jan 10 Jan 11 Jan 12 Jan 13 Jan 14 Jan 15 Jan 16 Jan 17 Jan 18 Jan 19 Jan 20 Jan 21 Jan 22 Jan 23 Jan 24 Jan 25 Jan 26 Jan 27 Jan 28 Jan 29 Jan 30 Jan 31 Jan

46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77

Dev Dev Dev Dev Dev Dev Dev Dev Dev Dev Dev Dev Dev Dev Dev Dev Dev Dev Dev Dev Dev Dev Dev Dev Dev Dev Dev Dev Dev Dev Dev Dev

Cropwat 8.0 Bèta

0.0 0.0 0.0 4.0 0.0 0.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 4.5 0.0 0.0 0.0 4.5 0.0 0.0 0.0 0.0 0.0 3.9 0.0 0.0 0.0 3.9 0.0 0.0 0.0 0.0

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.8 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2

18 20 21 19 20 21 23 21 22 23 24 26 27 25 26 28 2 1 3 4 6 8 9 8 10 12 14 13 14 16 18 19 Page 7

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 37.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

21.0 22.8 24.7 22.5 24.3 26.2 28.0 25.8 27.7 29.5 31.3 33.5 35.6 33.3 35.5 0.0 2.2 2.0 4.1 6.1 8.2 11.0 13.7 12.5 15.3 18.0 20.8 19.6 22.4 25.1 27.9 30.6

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 50.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

27/03/13 12:21:44 ã

1 Feb 2 Feb 3 Feb 4 Feb 5 Feb 6 Feb 7 Feb 8 Feb 9 Feb 10 Feb 11 Feb 12 Feb 13 Feb 14 Feb 15 Feb 16 Feb 17 Feb 18 Feb 19 Feb 20 Feb 21 Feb 22 Feb 23 Feb 24 Feb 25 Feb 26 Feb 27 Feb 28 Feb 1 Mar 2 Mar 3 Mar 4 Mar

78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109

Dev Dev Dev Dev Dev Dev Dev Dev Mid Mid Mid Mid Mid Mid Mid Mid Mid Mid Mid Mid Mid Mid Mid Mid Mid Mid Mid Mid Mid Mid Mid Mid

Cropwat 8.0 Bèta

0.0 0.0 3.3 0.0 0.0 0.0 3.3 0.0 0.0 0.0 0.0 0.0 2.8 0.0 0.0 0.0 2.8 0.0 0.0 0.0 0.0 0.0 2.7 0.0 0.0 0.0 2.7 0.0 0.0 0.0 2.6 0.0

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

3.1 3.1 3.1 3.1 3.1 3.1 3.1 3.1 3.1 3.1 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.8 4.8 4.8 4.8

21 23 23 25 27 29 2 4 5 7 9 11 12 14 16 18 19 21 23 25 28 2 3 6 8 11 12 14 17 20 21 24 Page 8

0.0 0.0 0.0 0.0 0.0 49.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 46.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

34.3 37.9 38.2 41.9 45.5 0.0 3.1 6.2 9.2 12.3 15.9 19.5 20.3 23.9 27.5 31.1 31.9 35.5 39.1 42.7 0.0 4.2 5.7 9.9 14.1 18.3 19.8 24.0 28.9 33.7 35.9 40.7

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.0 0.0 0.0 0.0 0.0 65.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 62.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.00 0.00 0.00 0.00 0.00 7.58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7.23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

27/03/13 12:21:44 ã

5 Mar 6 Mar 7 Mar 8 Mar 9 Mar 10 Mar 11 Mar 12 Mar 13 Mar 14 Mar 15 Mar 16 Mar 17 Mar 18 Mar 19 Mar 20 Mar 21 Mar 22 Mar 23 Mar 24 Mar 25 Mar 26 Mar 27 Mar 28 Mar 29 Mar 30 Mar 31 Mar 1 Apr 2 Apr 3 Apr 4 Apr 5 Apr

110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 136 137 138 139 140 141

Mid Mid Mid Mid Mid Mid Mid Mid Mid Mid Mid Mid Mid Mid Mid Mid Mid Mid Mid Mid Mid Mid Mid Mid Mid Mid End End End End End End

Cropwat 8.0 Bèta

0.0 0.0 2.6 0.0 0.0 0.0 0.0 0.0 2.4 0.0 0.0 0.0 2.4 0.0 0.0 0.0 0.0 0.0 2.4 0.0 0.0 0.0 2.4 0.0 0.0 0.0 0.0 0.0 0.0 2.6 0.0 0.0

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

4.8 4.8 4.8 4.8 4.8 4.8 5.4 5.4 5.4 5.4 5.4 5.4 5.4 5.4 5.4 5.4 6.2 6.2 6.2 6.2 6.2 6.2 6.2 6.2 6.2 6.2 6.2 6.0 6.0 6.0 6.0 6.0

27 30 3 6 8 11 15 18 19 23 26 29 3 6 10 13 16 20 22 26 30 4 6 10 13 17 21 24 28 30 4 7 Page 9

0.0 50.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 49.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 50.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 50.3 0.0 0.0

45.5 0.0 4.8 9.6 14.4 19.2 24.7 30.1 33.1 38.5 43.9 0.0 5.4 10.8 16.3 21.7 27.9 34.1 38.0 44.2 0.0 6.2 10.1 16.3 22.5 28.8 35.0 40.9 46.9 0.0 6.0 11.9

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.0 67.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 65.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 67.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 67.1 0.0 0.0

0.00 7.77 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7.61 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7.78 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7.77 0.00 0.00

27/03/13 12:21:44 ã

6 Apr 7 Apr 8 Apr 9 Apr 10 Apr 11 Apr 12 Apr 13 Apr 14 Apr 15 Apr 16 Apr 17 Apr 18 Apr 19 Apr 20 Apr 21 Apr 22 Apr 23 Apr 24 Apr 25 Apr 26 Apr 27 Apr 28 Apr 29 Apr 30 Apr

142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 158 159 160 161 162 163 164 165 End

End End End End End End End End End End End End End End End End End End End End End End End End End

0.0 2.6 0.0 0.0 0.0 0.0 0.0 2.6 0.0 0.0 0.0 2.6 0.0 0.0 0.0 0.0 0.0 2.0 0.0 0.0 0.0 2.0 0.0 0.0 0.0

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

6.0 6.0 6.0 6.0 6.0 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 3.1 3.1 3.1 3.1 3.1 3.1 3.1 3.1 3.1 0.0

11 13 16 20 23 26 29 30 33 36 3 4 7 10 12 14 16 17 19 20 22 23 25 27 27

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 60.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

17.9 21.3 27.3 33.2 39.2 43.9 48.7 50.9 55.6 0.0 4.8 6.9 11.7 16.4 21.2 24.3 27.4 28.6 31.7 34.8 37.9 39.1 42.2 45.3

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 80.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.32 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Totals: Total gross irrigation Total net irrigation Cropwat 8.0 Bèta

592.5 444.4

mm mm

Total rainfall Effective rainfall Page 10

98.6 90.8

mm mm

27/03/13 12:21:44 ã

Total irrigation losses Actual water use by crop Potential water use by crop

0.0

mm

Total rain loss

7.7

mm

493.8 493.8

mm mm

Moist deficit at harvest 45.3 Actual irrigation requirement 403.0

mm mm

% %

Efficiency rain

%

Efficiency irrigation schedule 100.0 Deficiency irrigation schedule 0.0

92.2

Yield reductions: Stagelabel Reductions in ETc Yield response factor Yield reduction Cumulative yield reduction

Cropwat 8.0 Bèta

A

B

C

D

Season

0.0 0.40 0.0 0.0

0.0 0.60 0.0 0.0

0.0 0.80 0.0 0.0

0.0 0.40 0.0 0.0

0.0 1.15 0.0

Page 11

% % %

27/03/13 12:21:44 ã

Appendix B Hazen-Williams Roughness Coefficients (C) & Typical Fitting K Coefficients

Technical Reference Hazen-Williams Roughness Coefficients (C) Pipe Material

C

New, unlined

130

10 yr. Old

107-113

20 yr. Old

89-100

30 yr. Old

75-90

40 yr. Old

64-83

Concrete or concrete lined Steel forms

140

Wooden forms

120

Centrifugally spun

135

Copper

130-140

Galvanized iron

120

Glass

140

Lead

130-140

Plastic

140-150

Steel Coal-tar enamel, lined

145-150

New unlined

140-150

Riveted

110

Tin

130

Vitrified clay (good condition)

110-140

Wood stave (average condition)

120

Bentley WaterCAD V8i User’s Guide

18-1153

Technical Reference

Fitting Loss Coefficients For similar fittings, the K-value is highly dependent on things such as bend radius and contraction ratios. Typical Fitting K Coefficients Fitting

K Value

Pipe Entrance

Fitting

K Value

90° Smooth Bend

Bellmouth

0.03-0.05

Bend Radius / D = 4

0.16-0.18

Rounded

0.12-0.25

Bend Radius / D = 2

0.19-0.25

Sharp-Edged

0.50

Bend Radius / D = 1

0.35-0.40

Projecting

0.80

Contraction—Sudden

Mitered Bend  = 15°

0.05

D2/D1 = 0.80

0.18

 = 30°

0.10

D2/D1 = 0.50

0.37

 = 45°

0.20

D2/D1 = 0.20

0.49

 = 60°

0.35

 = 90°

0.80

Contraction—Conical D2/D1 = 0.80

0.05

D2/D1 = 0.50

0.07

Line Flow

0.30-0.40

D2/D1 = 0.20

0.08

Branch Flow

0.75-1.80

Expansion—Sudden

Tee

Cross

D2/D1 = 0.80

0.16

Line Flow

0.50

D2/D1 = 0.50

0.57

Branch Flow

0.75

D2/D1 = 0.20

0.92

45° Wye

Expansion—Conical D2/D1 = 0.80

0.03

D2/D1 = 0.50

0.08

D2/D1 = 0.20

0.13

Bentley WaterCAD V8i

Line Flow

0.30

Branch Flow

0.50

Appendix C WaterCAD’s Model Simulation Results

Scenario: Base Steady State Analysis Junction Report Label

J-1 J-2 J-3 J-4 J-5 J-6 J-7 J-8 J-9 J-10 J-11 J-12 J-13 J-14 J-15 J-16 J-17 J-18 J-19 J-20 J-21 J-22 J-23 J-24 J-25 J-26 J-27 J-28 J-29 J-30 J-31 J-32 J-33 J-34 J-35 J-36 J-37 J-38 J-39 J-40 J-41 J-42 J-43 J-44 J-45 J-46 J-47 J-48 J-49 J-50 J-51 J-52 J-53 J-54 J-55 J-56 J-57 J-58

Elevation (m) 18.00 18.00 18.00 18.00 18.00 18.00 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50

Zone

Hydrant Hydrant Hydrant Hydrant Hydrant Hydrant Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers

Type

Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand

Title: Sprinkler Irrigation System c:\...\water cad\450x150 vertically\project2.wcd 09/26/13 09:45:49 PM © Haestad Methods, Inc.

Base Flow (m³/hr) 0.00 0.00 0.00 0.00 0.00 0.00 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16

Demand (Calculated) (m³/hr) 0.00 0.00 0.00 0.00 0.00 0.00 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16

Pattern

Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed

TORO 37 Brookside Road Waterbury, CT 06708 USA

Pressure (kPa) 418.02 410.29 408.91 402.42 401.29 398.46 395.98 389.82 384.74 380.66 377.47 375.08 373.37 372.24 371.58 371.26 371.18 388.25 382.08 377.01 372.93 369.74 367.35 365.64 364.51 363.84 363.53 363.44 386.87 380.70 375.63 371.55 368.36 365.96 364.26 363.13 362.46 362.15 362.06 380.38 374.21 369.14 365.06 361.87 359.48 357.77 356.64 355.97 355.66 355.57 379.25 373.08 368.00 363.92 360.74 358.34 356.63 355.50 Project Engineer: Hassan H. Kradi WaterCAD v6.5 [6.5120n] Page 1 of 2 +1-203-755-1666

Scenario: Base Steady State Analysis Junction Report Label

J-59 J-60 J-61 J-62 J-63 J-64 J-65 J-66 J-67 J-68 J-69 J-70 J-71 J-72

Elevation (m) 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50 19.50

Zone

Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers Sprinklers

Type

Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand


Base Flow (m³/hr) 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16

Demand (Calculated) (m³/hr) 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16

Pattern

Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed


Pressure (kPa) 354.84 354.53 354.44 376.42 370.25 365.17 361.09 357.91 355.51 353.80 352.67 352.01 351.70 351.61

Project Engineer: Hassan H. Kradi WaterCAD v6.5 [6.5120n] Page 2 of 2 +1-203-755-1666

Scenario: Base Steady State Analysis Pipe Report Label Length DiameterMaterial Hazen- Control DischargeUpstream Structure Downstream Structure Pressure (m) (mm) Williams Status (m³/hr) Hydraulic Grade Hydraulic Grade Pipe C (m) (m) Headloss (m) P-1 10.00 P-2 25.00 P-3 135.00 P-4 15.00 P-5 120.00 P-6 15.00 P-7 135.00 P-8 12.00 P-9 12.00 P-10 12.00 P-11 12.00 P-12 12.00 P-13 12.00 P-14 12.00 P-15 12.00 P-16 12.00 P-17 12.00 P-18 12.00 P-19 12.00 P-20 12.00 P-21 12.00 P-22 12.00 P-23 12.00 P-24 12.00 P-25 12.00 P-26 12.00 P-27 12.00 P-28 12.00 P-29 12.00 P-30 12.00 P-31 12.00 P-32 12.00 P-33 12.00 P-34 12.00 P-35 12.00 P-36 12.00 P-37 12.00 P-38 12.00 P-39 12.00 P-40 12.00 P-41 12.00 P-42 12.00 P-43 12.00 P-44 12.00 P-45 12.00 P-46 12.00 P-47 12.00 P-48 12.00 P-49 12.00 P-50 12.00 P-51 12.00 P-52 12.00 P-53 12.00 P-54 12.00 P-55 12.00 P-56 12.00 P-57 12.00

150.0 150.0 150.0 125.0 125.0 100.0 100.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0

PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC

150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0

Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open


76.56 76.56 63.80 51.04 38.28 25.52 12.76 12.76 11.60 10.44 9.28 8.12 6.96 5.80 4.64 3.48 2.32 1.16 12.76 11.60 10.44 9.28 8.12 6.96 5.80 4.64 3.48 2.32 1.16 12.76 11.60 10.44 9.28 8.12 6.96 5.80 4.64 3.48 2.32 1.16 12.76 11.60 10.44 9.28 8.12 6.96 5.80 4.64 3.48 2.32 1.16 12.76 11.60 10.44 9.28 8.12 6.96

18.00 60.92 60.71 59.92 59.78 59.12 59.00 60.71 59.96 59.33 58.81 58.40 58.07 57.82 57.65 57.53 57.47 57.44 59.92 59.17 58.54 58.02 57.60 57.28 57.03 56.86 56.74 56.68 56.64 59.78 59.03 58.40 57.88 57.46 57.14 56.89 56.72 56.60 56.54 56.50 59.12 58.37 57.74 57.22 56.80 56.48 56.23 56.06 55.94 55.87 55.84 59.00 58.25 57.62 57.10 56.68 56.36

17.92 60.71 59.92 59.78 59.12 59.00 58.71 59.96 59.33 58.81 58.40 58.07 57.82 57.65 57.53 57.47 57.44 57.43 59.17 58.54 58.02 57.60 57.28 57.03 56.86 56.74 56.68 56.64 56.64 59.03 58.40 57.88 57.46 57.14 56.89 56.72 56.60 56.54 56.50 56.49 58.37 57.74 57.22 56.80 56.48 56.23 56.06 55.94 55.87 55.84 55.83 58.25 57.62 57.10 56.68 56.36 56.11


0.08 0.21 0.79 0.14 0.66 0.12 0.29 0.75 0.63 0.52 0.42 0.33 0.24 0.17 0.12 0.07 0.03 0.01 0.75 0.63 0.52 0.42 0.33 0.24 0.17 0.12 0.07 0.03 0.01 0.75 0.63 0.52 0.42 0.33 0.24 0.17 0.12 0.07 0.03 0.01 0.75 0.63 0.52 0.42 0.33 0.24 0.17 0.12 0.07 0.03 0.01 0.75 0.63 0.52 0.42 0.33 0.24

Headloss Gradient (m/km) 8.20 8.20 5.85 9.41 5.52 7.73 2.14 62.66 52.52 43.21 34.74 27.13 20.39 14.55 9.62 5.65 2.67 0.74 62.66 52.52 43.21 34.74 27.13 20.39 14.55 9.62 5.65 2.67 0.74 62.66 52.52 43.21 34.74 27.13 20.39 14.55 9.62 5.65 2.67 0.74 62.66 52.52 43.21 34.74 27.13 20.39 14.55 9.62 5.65 2.67 0.74 62.66 52.52 43.21 34.74 27.13 20.39

Velocity (m/s)

1.20 1.20 1.00 1.16 0.87 0.90 0.45 1.81 1.64 1.48 1.31 1.15 0.98 0.82 0.66 0.49 0.33 0.16 1.81 1.64 1.48 1.31 1.15 0.98 0.82 0.66 0.49 0.33 0.16 1.81 1.64 1.48 1.31 1.15 0.98 0.82 0.66 0.49 0.33 0.16 1.81 1.64 1.48 1.31 1.15 0.98 0.82 0.66 0.49 0.33 0.16 1.81 1.64 1.48 1.31 1.15 0.98


Scenario: Base Steady State Analysis Pipe Report Label Length DiameterMaterial Hazen- Control DischargeUpstream Structure Downstream Structure Pressure (m) (mm) Williams Status (m³/hr) Hydraulic Grade Hydraulic Grade Pipe C (m) (m) Headloss (m) P-58 P-59 P-60 P-61 P-62 P-63 P-64 P-65 P-66 P-67 P-68 P-69 P-70 P-71 P-72 P-73

12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00

50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0

PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC

150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0

Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open


5.80 4.64 3.48 2.32 1.16 12.76 11.60 10.44 9.28 8.12 6.96 5.80 4.64 3.48 2.32 1.16

56.11 55.94 55.82 55.76 55.72 58.71 57.96 57.33 56.81 56.40 56.07 55.83 55.65 55.54 55.47 55.44

55.94 55.82 55.76 55.72 55.72 57.96 57.33 56.81 56.40 56.07 55.83 55.65 55.54 55.47 55.44 55.43


0.17 0.12 0.07 0.03 0.01 0.75 0.63 0.52 0.42 0.33 0.24 0.17 0.12 0.07 0.03 0.01

Headloss Gradient (m/km) 14.55 9.62 5.65 2.67 0.74 62.66 52.52 43.21 34.74 27.13 20.39 14.55 9.62 5.65 2.67 0.74

Velocity (m/s)

0.82 0.66 0.49 0.33 0.16 1.81 1.64 1.48 1.31 1.15 0.98 0.82 0.66 0.49 0.33 0.16


Scenario: Base Steady State Analysis Pump Report Label Elevation Control Intake Discharge Discharge Pump Calculated (m³/hr) Head Water (m) Status Pump Pump (m) Power Grade Grade (kW) (m) (m) PMP-1

0.00 On

17.92

60.92

76.56 43.00


8.95



Appendix D Pump Manufacture Chart

GE-4M End suction centrifugal pump ■ Features

Standard End Suction

■ Applications

■ Standard specifications

■ Maximum back pressure…Refer to Specification table

◦ Liquid 　 Clean water 0 〜 90℃ ◦ Materials Impeller FC or CAC406 (BC6) Shaft SUS403 (portion contacting liquid), Casing FC ◦ Construction Impeller : Close Shaft sealing : Mechanical seal (Sic x Carbon) Bearing : Sealed ball bearing ◦ Installation Indoor ◦ Flange JIS 10K

Total head at zero flow (m) × 0.098 ——————————————————）MPa （0.98 − 　　　　　　 10 Total head at zero flow (m)

——————————————— ｝kgf/cm ｛ 10 − 　　　　　10

2

■ Maximum suction head

In Line

◦ Easy maintenance and inspection due to back pull out construction ◦ Long life mechanical seal is adopted for shaft sealing ◦ Simple end suction top centerline discharge position enable steady installtion with high discharge pipe loading ◦ Wide applications for various usages. ◦ Less vibration and quiet operation sound because of 4 pole motor revolution (1500min-1/50Hz, 1800min-1/60Hz) ◦ In accordance with Japanese Industrial Standard(JISB8313) ◦ Evaluated item of「horizontal centrifugal pump」by (C)Public Buildings Association., Ltd.

◦ Cold and hot water circulation ◦ Cooling water for building and factory equipments ◦ Agriculture ◦ Industry (Please inquire in case drinking water application)

(Companion flanges are optional accessories)

（

50Hz：− 6m　GEJ-50×405M(G)-4MN0.4：− 4.5m GEJ-65×505M(G)-4M0.75：− 5m 60Hz：− 6m（Bore 125×100mm below） − 5.5m（Bore 150×125mm）

■ Standard accessories

）

Motor, Base, coupling, coupling cover, priming plug, wedge (more than bore 50x40 models)

■ Selection chart　50Hz

Speed 1,500min − 1

70 60

40

⑲ 30

Total Head（ｍ）

Sealless Magnet Coupling Stainless Steel

50

⑱ ⑧

20

③

8

⑩

⑥

⑳

⑮ ⑭

①

⑤

⑬

④

6

Self-Priming

⑯

⑪

⑦

②

⑰

⑫

15

10

⑨

5 4 3 0.04 0.05

0.08

0.1

0.15

0.2

0.3

0.4

0.5

0.8

0.6

1.0

1.5

■ Selection chart　60Hz

3.0

4.0

5.0 6.0

Speed 1,800min − 1

90 80

K(R形50Hz)

60 50

⑳

40

Total Head（ｍ）

Accessories

2.0

Capacity（㎥/ ）

⑨

30

⑲

⑬

⑱ 20 15

④

⑦

②

⑥

①

⑤

10 8

⑫

⑧

③

⑪

⑰ ⑯

⑩

⑮ ⑭

6 5 4 3 0.05 0.06

0.08

0.1

0.15

4 pole

0.2

0.3

0.4

0.5 0.6

0.8

1.0

Capacity（㎥/ ）

1.5

2.0

3.0

4.0

5.0 6.0

8.0

GE-4M ■ Specification & outline dimension table 　Inquire specification sheets and drawings in case of acutual work planning GE-4M　50Hz Flange : JIS 10K thick type

Bore φd2

●

(Companion flanges are optional accessories)

The drawing shows example complete with TEFC motor

TL 3

PL

ML

Standard End Suction

SC

SH

DH

Bore φd1

AD BP BW

㎜ №

Model

Motor

0.16 0.16 0.16 0.32 0.32 0.32 0.32 0.32 0.63 0.63 0.63 0.63 1.25 1.25 1.25 1.25 1.25 1.25 1.25 2.0 2.0 2.0 2.0 2.0 2.5 2.5 3.1 3.15 3.15 3.15 2.5 2.5 2.5 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 4.6 5.0 5.0 5.0

07.2 07.8 12.5 04.8 06.8 09.2 12 20.5 05.2 10 13.2 21 05 07.8 07.5 12.2 19.2 24.5 32 08 12.2 17 24 31 06.2 10 10 15.5 19.5 24 30.8 31.5 45 04.8 09.5 13.5 16 13.5 17.5 26 32 25 28 35 45

※ BP, BW : upper … pump side dimension, lower … motor side dimension

0.88｛9.0｝080 0.86｛8.8｝080 0.81｛8.3｝080 0.89｛9.1｝080 0.88｛9.0｝080 0.85｛8.7｝100 0.82｛8.4｝100 0.73｛7.4｝100 0.89｛9.1｝100 0.84｛8.6｝100 0.8 ｛8.2｝100 0.72｛7.3｝100 0.87｛8.9｝100 0.86｛8.8｝100 0.84｛8.6｝100 0.79｛8.1｝100 0.74｛7.5｝100 0.68｛6.9｝125 0.6 ｛6.1｝125 0.85｛8.7｝125 0.78｛8.0｝125 0.75｛7.6｝125 0.69｛7.0｝125 0.62｛6.3｝125 0.84｛8.6｝125 0.81｛8.3｝125 0.80｛8.2｝140 0.76｛7.7｝140 0.66｛6.7｝140 0.62｛6.3｝140 0.55｛5.6｝140 0.52｛5.3｝140 0.41｛4.2｝140 0.85｛8.7｝140 0.82｛8.4｝140 0.76｛7.8｝140 0.75｛7.6｝140 0.69｛7.0｝140 0.65｛6.6｝140 0.58｛5.9｝140 0.51｛5.2｝140 0.54｛5.5｝140 0.49｛5.0｝140 0.42｛4.3｝140 0.38｛3.9｝140

0647 0654 0733 0647 0727 0733 0731 0825 0733 0731 0731 0825 0732 0822 0825 0823 0923 1029 1146 0921 1029 1029 1146 1146 0927 0923 1029 1146 1146 1146 1146 1276 1276 1029 1146 1146 1146 1280 1276 1276 1276 1280 1280 1280 1280

111 112 122 111 121 122 122 138 122 122 122 138 122 138 138 138 158 180 199 158 180 180 199 199 158 158 180 199 199 199 199 214 214 180 199 199 199 214 214 214 214 214 214 214 214

420 420 480 420 480 480 480 540 480 480 480 540 480 540 540 540 600 660 740 600 660 660 740 740 600 600 660 740 740 740 740 840 840 660 740 740 740 840 840 840 840 840 840 840 840

290 336 210 256 290 336 230 276

290 336 290 336 210 256 290 336 230 276

320 320

336 366 336 366

400 458 290 348

320 366 320 366 320 366 400 458 320 378 350 396 260 306 350 396 290 336 400 458 290 348 400 458 320 378 440 498 350 408 490 548 350 408 490 548 400 458 440 498 350 408 490 548 350 408 490 548 350 408 490 548 400 458 490 548 400 458 440 498 320 378 440 498 350 408 490 548 350 408 490 548 400 458 490 548 400 458 490 548 400 458 490 548 400 458 600 668 490 558 600 668 490 558 490 548 350 408 490 548 400 458 490 548 400 458 490 548 400 458 600 668 490 558 600 668 490 558 600 668 490 558 600 668 490 558 600 668 490 558 600 668 490 558 600 668 490 558 600 668 490 558

347 395 395 347 347 395 395 470 395 415 425 470 415 425 470 470 515 590 590 495 590 590 650 650 545 545 590 590 650 650 650 720 720 650 650 690 690 720 720 720 720 805 805 805 805

187 215 215 187 187 215 215 245 215 215 225 245 215 225 245 245 265 310 310 245 310 310 335 335 265 265 310 310 335 335 335 365 365 335 335 335 335 365 365 365 365 405 405 405 405

0681 0681 0746 0681 0741 0766 0778 0842 0766 0778 0819 0842 0778 0839 0842 0840 1001 1064 1172 970 1054 1064 1172 1193 0970 1026 1079 1187 1208 1190 1190 1297 1297 1079 1187 1208 1190 1301 1297 1297 1452 1301 1452 1452 1493

045 045 055 045 055 055 055 055 055 055 055 055 040 055 055 055 060 080 100 075 080 080 100 100 060 060 080 100 100 100 100 095 095 080 100 100 100 095 095 095 095 095 095 095 095

046 053 064 047 054 063 069 096 066 075 081 108 072 085 089 104 129 159 197 127 164 174 213 233 144 134 179 202 245 293 282 422 439 172 213 246 290 367 412 429 481 476 553 561 610

Accessories

09 10.2 15.2 07.5 09.2 12.2 14.8 24.2 08 13 16 26 09 10.5 12.5 17 24.2 30.5 38 14.2 19.2 24 31 37 11.8 15 18.5 24 32 37 42.5 47 59 13.5 17.2 23.5 25.2 28 32 39 45.5 44.5 49.5 56.5 61

Self-Priming

0.05 0.05 0.05 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.63 0.63 0.63 0.63 0.63 0.8 0.8 1.0 1.0 1.0 1.0 0.8 0.8 0.8 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6

Sealless Magnet Coupling Stainless Steel

0.4 0.4 0.75 0.4 0.75 0.75 1.5 2.2 0.75 1.5 2.2 3.7 1.5 2.2 2.2 3.7 5.5 7.5 11 3.7 5.5 7.5 11 15 3.7 5.5 7.5 11 15 18.5 18.5 22 30 7.5 11 15 18.5 18.5 22 30 37 30 37 45 55

In Line

1 GEJ-40×325M-4MN0.4 40 32 2 GEK-40×325M-4MN0.4 3 GEK-405M-4MN0.75 4 GEJ-50×405M-4MN0.4 5 GEJ-505M-4MN0.75 50 40 6 GEK-505M-4MN0.75 7 GEK-505M-4MN1.5 8 GEL-505M-4MN2.2 9 GEJ-655M-4MN0.75 10 GEK-655M-4MN1.5 65 50 11 GEK-655M-4MN2.2 12 GEL-655M-4MN3.7 13 GEJ-805M-4MN1.5 14 GEJ-805M-4MN2.2 15 GEK-805M-4MN2.2 80 65 16 GEK-805M-4MN3.7 17 GEL-805M-4MN5.5 18 GEM-805M-4MN7.5 19 GEM-805M-4MN11 20 GEK-1005M-4MN3.7 21 GEL-1005M-4MN5.5 100 80 22 GEL-1005M-4MN7.5 50 23 GEM-1005M-4MN11 24 GEM-1005M-4MN15 25 GEK-1255M-4MN3.7 26 GEK-1255M-4MN5.5 27 GEL-1255BM-4MN7.5 28 GEL-1255BM-4MN11 125 100 29 GEM-1255BM-4MN15 30 GEM-1255BM-4M18 31 GEM-125×1005M-4M18 32 GEO-1255M-4M22 33 GEO-1255M-4M30 34 GEK-1505M-4MN7.5 35 GEK-1505M-4MN11 36 GEL-1505M-4MN15 37 GEL-1505M-4M18 38 GEM-1505M-4M18 39 GEM-1505M-4M22 150 125 40 GEM-1505M-4M30 41 GEM-1505M-4M37 42 GEO-1505M-4M30 43 GEO-1505M-4M37 44 GEO-1505M-4M45 45 GEO-1505M-4M55

Performance Maximum Dimensions（mm） Capacity Head Capacity Head Back pressure kW ㎥/min m ㎥/min m MPa｛kgf/ ㎠｝SC BL BA BM BP BW DH SH TL AD kg

Weight

㎜

Ref

㎐

Suction Discharge Bore Bore

BM BL

BA

‫اﻟﻤﺴﺘﺨﻠﺺ‬ ‫ﺗﻌﺎﻧﻲ ﻣﺤﺎﻓﻈﺔ اﻟﺪﯾﻮاﻧﯿﺔ ﻣﻦ ﺗﺪھﻮر ﺷﺒﻜﺎت اﻟﻤﻮارد اﻟﻤﺎﺋﯿﺔ وﻋﺪم اﻧﺘﻈﺎم ﺗﻮزﯾﻊ‬ ‫اﻟﻤﯿﺎه رﻏﻢ ﺗﻌﺪد ﻣﺼﺎدرھﺎ ﻣﻤﺎ أدى اﻟﻰ ﺗﺪھﻮر ﺣﺎﻟﺔ اﻻراﺿﻲ اﻟﺰراﻋﯿﺔ وﺗﻐﺪق اﻟﺘﺮﺑﺔ ﻓﻲ‬ ‫اﻟﻤﺤﺎﻓﻈﺔ ﺑﺴﺒﺐ ﺳﻮء ادارة ﻣﻮاردھﺎ اﻟﻤﺎﺋﯿﺔ واﻧﺨﻔﺎض ﻛﻔﺎءة اﻟﺮي اﻟﻰ اﻗﻞ ﻣﻦ ‪%٢٧‬‬ ‫وﺑﺎﻟﺘﺎﻟﻲ ﺗﺪﻧﻲ اﻧﺘﺎﺟﯿﺔ اﻟﺪوﻧﻢ ﺑﺸﻜﻞ ﻛﺒﯿﺮ ﻣﻤﺎ أﺛﺮ ﺳﻠﺒﺎ ﻋﻠﻰ اﻟﻤﺴﺘﻮى اﻟﻤﻌﺎﺷﻲ ﻻھﺎﻟﻲ‬ ‫اﻟﻤﺤﺎﻓﻈﺔ‪ ،‬وﻟﻐﺮض ﻣﻌﺎﻟﺠﺔ ھﺬا اﻟﻮﺿﻊ وﻧﻈﺮا ﻟﻜﻮن ھﺬه اﻟﻤﺤﺎﻓﻈﺔ ﻣﻦ اﻟﻤﺤﺎﻓﻈﺎت‬ ‫اﻟﺰراﻋﯿﺔ اﻟﻜﺒﯿﺮة واﻻﺳﺎﺳﯿﺔ ﻓﻲ اﻟﺒﻠﺪ ﺣﯿﺚ ﯾﺒﻠﻎ ﻣﺠﻤﻮع اﻻراﺿﻲ اﻟﺼﺎﻟﺤﺔ ﻟﻠﺰراﻋﺔ ﻓﯿﮭﺎ‬ ‫ﺑﺤﺪود ‪ ١,٨٥‬ﻣﻠﯿﻮن دوﻧﻢ ﻓﯿﻤﺎ ﺑﯿﻨﺖ اﻟﺒﯿﺎﻧﺎت ان اﻛﺒﺮ ﻧﺴﺒﺔ ﻣﺰروﻋﺔ ﻣﻦ ھﺬه اﻟﻤﺴﺎﺣﺔ ﻛﺎﻧﺖ‬ ‫‪ %٤٧‬ﻓﻲ ﻋﺎم ‪ ،٢٠٠٦‬ﻟﺬا اﺻﺒﺢ ﻣﻦ اﻟﻀﺮوري دراﺳﺔ ھﺬه اﻟﻤﺸﺎﻛﻞ ﺑﺎﺳﺘﺨﺪام ﺗﻘﻨﯿﺎت‬ ‫اﻟﺒﺮاﻣﺞ اﻟﺤﺪﯾﺜﺔ ﻻﯾﺠﺎد اﻟﺤﻠﻮل اﻟﻤﻨﺎﺳﺒﺔ ﺑﺼﯿﻎ اﺳﮭﻞ ﻣﻦ اﻟﻄﺮق اﻟﺘﻘﻠﯿﺪﯾﺔ اﻟﻤﻄﻮﻟﺔ‪.‬‬ ‫ﺗﻨﺎول اﻟﺒﺤﺚ اﺳﺘﺨﺪام ﻋﺪة ﺑﺮاﻣﺞ ﻟﺘﺼﻤﯿﻢ وادارة اﻧﻈﻤﺔ اﻟﻤﻮارد اﻟﻤﺎﺋﯿﺔ ﺑﺄﻋﺘﻤﺎد‬ ‫ﺑﯿﺎﻧﺎت ﺟﻮﯾﺔ وﻗﯿﺎﺳﺎت ﺣﻘﻠﯿﺔ ﻟﻤﻨﻄﻘﺔ اﻟﺪراﺳﺔ‪ ،‬ﺣﯿﺚ ﺗﻢ اﺳﺘﺨﺪام ﺑﺮﻧﺎﻣﺞ )‪ (SPAW‬ﻟﻤﻌﺮﻓﺔ‬ ‫ﻧﻮع وﺧﻮاص اﻟﺘﺮﺑﺔ‪ ،‬ﺛﻢ اﺳﺘﺨﺪام ﻧﺘﺎﺋﺞ ھﺬا اﻟﻨﻤﻮذج ﻛﺒﯿﺎﻧﺎت ﻟﺒﺮﻧﺎﻣﺞ )‪(CropWAT‬‬ ‫ﺑﺎﻻﺿﺎﻓﺔ اﻟﻰ ﺑﯿﺎﻧﺎت ﻣﺤﻄﺔ اﻟﺪﯾﻮاﻧﯿﺔ اﻟﺠﻮﯾﺔ ﻻﺣﺘﺴﺎب اﻻﺣﺘﯿﺎﺟﺎت اﻟﻤﺎﺋﯿﺔ واﻻرواﺋﯿﺔ ﻟﻨﺒﺎت‬ ‫اﻟﻘﻤﺢ ﻟﺤﻘﻞ ﺑﻤﺴﺎﺣﺔ ‪ 54‬دوﻧﻢ وﻣﻦ ﺛﻢ ﻣﻘﺎرﻧﺔ ﻧﺘﺎﺋﺞ اﻟﻨﻤﻮذج ﻣﻊ ﻣﻌﺎدﻟﺔ ﻧﺠﯿﺐ ﺧﺮوﻓﺔ‬ ‫اﻟﻤﻮﺿﻮﻋﺔ ﻟﻮﺳﻂ وﺟﻨﻮب اﻟﻌﺮاق وﻣﻦ ﺛﻢ ﺗﺼﻤﯿﻢ ﻧﻈﺎم ﺟﺪوﻟﺔ ارواﺋﯿﺔ ﻟﻠﺤﻘﻞ اﻟﻤﺬﻛﻮر‬ ‫ﺑﺄﺳﺘﺨﺪام ﻧﻔﺲ اﻟﻨﻤﻮذج ﺑﻌﺪ اﻗﺘﺮاح وﺗﺼﻤﯿﻢ ﻧﻈﺎم ري ﺑﺎﻟﺮش ﻣﺘﻨﻘﻞ ﻟﺘﻘﻠﯿﻞ اﻟﻜﻠﻔﺔ اﻻﺑﺘﺪاﺋﯿﺔ‬ ‫ﻟﻠﻤﺸﺮوع ﻟﯿﺘﯿﺴﺮ ﻻﺻﺤﺎب اﻻراﺿﻲ اﻟﻌﻤﻞ ﺑﮫ وذﻟﻚ ﺑﺄﺳﺘﺨﺪام ﺑﺮﻧﺎﻣﺞ ال‬ ‫)‪.(WaterCAD‬‬ ‫ﻛﻤﺎ ﺗﻢ ﻣﻘﺎرﻧﺔ ﻧﺘﺎﺋﺞ اﻟﻨﻤﻮذج اﻟﻤﺼﻤﻢ ﻣﻦ ﺣﯿﺚ اﻟﺘﺼﺮﯾﻒ ﻣﻊ ﻣﺎ ﯾﺴﺘﮭﻠﻚ ﻣﻦ‬ ‫ﺗﺼﺮﯾﻒ ﻋﻠﻰ ارض اﻟﻮاﻗﻊ ﻓﺄﺛﺒﺘﺖ اﻟﺪراﺳﺔ ان ھﻨﺎك ﻓﺎرق ﻛﺒﯿﺮ ﺑﯿﻦ ﻣﺎ ﯾﻄﺒﻖ ﻣﻦ ﺗﺼﺮﯾﻒ‬ ‫وﻣﺎ ﯾﺴﺘﮭﻠﻚ ﻣﻦ ﻗﺒﻞ اﻟﻨﺒﺎت ادى اﻟﻰ اﻟﻤﺸﺎﻛﻞ اﻋﻼھﻮ ﻓﺎﻟﺘﺼﻤﯿﻢ اﻟﻨﮭﺎﺋﻲ ﻟﻠﻤﻨﻈﻮﻣﺔ اﻟﻤﻘﺘﺮﺣﺔ‬ ‫ھﻮ ‪ ٧٦,٥٦‬م‪/٣‬ﺳﺎﻋﺔ ﻟﺮي ﻣﺴﺎﺣﺔ ‪ ٥٤‬دوﻧﻤﺎ ﺧﻼل ‪ ٩‬أﯾﺎم وﺑﻤﻌﺪل ‪ ١٥‬ﺳﺎﻋﺔ ﻓﻲ اﻟﯿﻮم‬

‫اﻟﻮاﺣﺪ ‪ ،‬ﻓﻲ ﺣﯿﻦ أظﮭﺮ ﻣﺘﻮﺳﻂ اﻟﻘﯿﺎﺳﺎت اﻟﻤﯿﺪاﻧﯿﺔ ﻟﺴﺘﺔ ﺣﻘﻮل ﻗﻤﺢ ﻓﻲ اﻟﻤﻨﻄﻘﺔ ﻧﻔﺴﮭﺎ أن‬ ‫اﻟﺘﺼﺮﯾﻒ اﻟﻤﻄﺒﻖ ھﻮ‪ ٣٢٧‬م‪/٣‬ﺳﺎﻋﺔ ﺧﻼل ‪ ١٠‬أﯾﺎم ﻟﺮي ‪ ٨٥‬دوﻧﻢ وﺑﻤﻌﺪل ﻋﺸﺮ ﺳﺎﻋﺎت‬ ‫ﻓﻲ اﻟﯿﻮم اﻟﻮاﺣﺪ‪ ،‬ﻟﺬا ﻓﺄن اﺳﺘﺘﺨﺪام اﻟﺘﺼﻤﯿﻢ اﻟﻤﻘﺘﺮح ﺳﯿﺴﺎھﻢ ﻓﻲ ﺗﻮﻓﯿﺮ ﻣﯿﺎه اﻟﺮي ﻟﻤﺎ ﯾﻘﺎرب‬ ‫‪ ٩٨٤٤٠٠‬دوﻧﻢ ﻣﻦ أﻻراﺿﻲ اﻟﺒﻮر ﻓﻲ ﻣﺤﺎﻓﻈﺔ اﻟﺪﯾﻮاﻧﯿﺔ‪.‬‬ ‫ﻛﺬﻟﻚ اﺛﺒﺘﺖ اﻟﺪراﺳﺔ‪ ،‬أن اﺳﺘﺨﺪم ﻧﻈﺎم اﻟﺮي اﻟﻤﺘﻨﻘﻞ ﯾﻮﻓﺮ ‪ %٩٠‬ﻣﻦ ﻗﯿﻤﺔ رأس‬ ‫اﻟﻤﺎل ﻟﻠﻨﻈﺎم اﻟﺜﺎﺑﺖ‪ ،‬ﻛﻤﺎ أن اﺳﺘﺨﺪام ﺗﻘﻨﺎﯾﺎت اﻟﺒﺮاﻣﺠﯿﺎت ﯾﻮﻓﺮ اﻟﻜﺜﯿﺮ ﻣﻦ اﻟﺠﮭﺪ واﻟﻮﻗﺖ‬ ‫واﻟﻤﺎل واﻟﺪﻗﺔ ﻓﻲ اﻟﻨﺘﺎﺋﺞ ﻓﻲ ﻣﺠﺎل اﻟﻤﻮارد اﻟﻤﺎﺋﯿﺔ اذا ﻣﺎ ارﯾﺪ اﻋﺪاد دراﺳﺔ او ﺗﺼﻤﯿﻢ‬ ‫ﻟﻤﺸﺮوع ﻣﺎ‪.‬‬ ‫ان اﻟﻨﻤﺎذج اﻟﻤﻘﺘﺮﺣﺔ ھﻲ ﻟﺒﯿﺎﻧﺎت ﻣﺤﺪدة ﻛﺎﻟﻤﻮﻗﻊ‪ ،‬ﻧﻮع اﻟﺘﺮﺑﺔ‪ ،‬ﻣﻮﺳﻢ اﻟﻤﻨﺎخ‪،‬‬ ‫طﺒﻮﻏﺮاﻓﯿﺔ اﻷرض‪ ،‬اﻷﺑﻌﺎد اﻟﻤﯿﺪاﻧﯿﺔ واﻟﻤﺤﺎﺻﯿﻞ اﻟﻤﺰروﻋﺔ‪ .‬وﺑﺬﻟﻚ ﯾﻤﻜﻦ اﺳﺘﺨﺪام ھﺬه‬ ‫اﻟﻨﻤﺎذج ﻟﻨﻔﺲ ﻣﻨﻄﻘﺔ اﻟﺪراﺳﺔ وﻟﻤﺤﺎﺻﯿﻞ اﺧﺮى ﻛﺎﻟﺬرة واﻟﺬرة اﻟﺒﯿﻀﺎء‪...‬اﻟﺦ ﻓﻲ ﻣﻮﺳﻢ‬ ‫اﻟﺼﯿﻒ‪ ،‬وﻟﻜﻦ ﺑﻄﺮﯾﻘﺔ ﺗﺸﻐﯿﻞ ﻣﺨﺘﻠﻔﺔ‪ ،‬وأﯾﻀﺎ ﯾﻤﻜﻦ ﺗﻄﺒﯿﻘﮭﺎ ﻋﻠﻰ ﻣﻨﺎطﻖ اﺧﺮى ﻣﻦ اﻟﻌﺮاق‬ ‫ﻣﻊ اﻻﺧﺬ ﺑﻨﻈﺮ اﻻﻋﺘﺒﺎر اﻟﻤﺤﺪدات اﻋﻼه‪.‬‬

‫ﺟﻤﮭﻮرﯾﺔ اﻟﻌﺮاق‬ ‫وزارة اﻟﺘﻌﻠﯿﻢ اﻟﻌﺎﻟﻲ واﻟﺒﺤﺚ اﻟﻌﻠﻤﻲ‬ ‫اﻟﺠﺎﻣﻌﺔ اﻟﺘﻜﻨﻮﻟﻮﺟﯿﮫ‬ ‫ﻗﺴﻢ ھﻨﺪﺳﺔ اﻟﺒﻨﺎء واﻻﻧﺸﺎءات‬

‫اﺳﺘﺨﺪام ﺗﻘﻨﯿﺎت اﻟﻤﺤﺎﻛﺎة ﻟﺘﺼﻤﯿﻢ ﻣﻨﻈﻮﻣﺔ ري‬ ‫ﺑﺎﻟﺮش ﻟﺤﻘﻞ ﻓﻲ ﻣﺤﺎﻓﻈﺔ اﻟﺪﯾﻮاﻧﯿﺔ‬ ‫رﺳﺎﻟﺔ ﺗﻘﺪم ﺑﮭﺎ‬

‫ﺣﺴﻦ ھﺎدي ﻛﺮﯾﺪي‬ ‫)ﺑﻜﻠﻮرﯾﻮس ‪ /٢٠٠٣‬ﻛﻠﯿﺔ اﻟﮭﻨﺪﺳﺔ – ﺟﺎﻣﻌﺔ ﺑﻐﺪاد(‬

‫إﻟﻰ ﻗﺴﻢ ھﻨﺪﺳﺔ اﻟﺒﻨﺎء واﻹﻧﺸﺎءات ﻓﻲ اﻟﺠﺎﻣﻌﺔ اﻟﺘﻜﻨﻮﻟﻮﺟﯿﺔ‬ ‫وھﻲ ﺟﺰء ﻣﻦ ﻣﺘﻄﻠﺒﺎت ﻧﯿﻞ درﺟﺔ اﻟﻤﺎﺟﺴﺘﯿﺮ ﻓﻲ‬ ‫ﻋﻠﻮم ھﻨﺪﺳﺔ اﻟﺒﻨﺎء واﻻﻧﺸﺎءات )ھﻨﺪﺳﺔ اﻟﻤﻮارد اﻟﻤﺎﺋﯿﮫ(‬

‫ﺑﺄﺷﺮاف‬ ‫اﻻﺳﺘﺎذ اﻟﺪﻛﺘﻮر ﻛﺮﯾﻢ ﺧﻠﻒ اﻟﺠﻤﯿﻠﻲ‬ ‫‪٢٠١٣‬م‬

‫اﻻﺳﺘﺎذ اﻟﺪﻛﺘﻮر ﻋﻘﯿﻞ ﺷﺎﻛﺮ اﻟﻌﺎدﻟﻲ‬ ‫‪١٤٣٤‬ھـ‬

Use of Simulation Techniques for Design of Sprinkler

Use of Simulation Techniques for Design of Sprinkler

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