FEDERAL DEMOCRATIC REPUBLIC OF ETHIOPIA MINISTRY OF WATER AND ENERGY FEASIBILITY STUDY AND DETAIL DESIGN OF BALE GADULA IRRIGATION PROJECT SECTION I - DESIGN REPORTS VOLUME IV - DESIGN OF STRUCTURE ON CANAL & DRAINAGE SYSTEM DETAIL DESIGN REPORT OCTOBER 2011 ! in association with Water Works Design and Spervision Enterprise (WWDSE) Intercontinental Consultants and Technocarts PVT.LTD.(ICT)I [ [ t c r r r r r r r r r- r £■ £LIST OF VOLUMES SECTION 1 - DESIGN REPORTS VOLUME 1 EXECUTIVE SUMMARY VOLUME II DESIGN OF WEIR AND HEAD REGULATORS VOLUME III DESIGN OF IRRIGATION AND DRAINAGE SYSTEM VOLUME IV DESIGN OF STRUCTURES ON CANAL AND DRAINAGE SYSTEM VOLUME V DESIGN OF HYDROMECHANICAL GATES VOLUME VI INFRASTRUCTURE DESIGN VOLUME VII OPERATION AND MAINTENANCE MANUAL SECTION II - DRAWING ALBUM PART 1 DIVERSION WEIR AND HEAD REGULATORS PART II IRRIGATION AND DRAINAGE SYSTEM PART III CANAL AND DRAINAGE STRUCTURES PART IV HYDROMECHANICAL GATES PARTV INFRASTRUCTURE DESIGN SECTION III - TENDER DOCUMENTS VOLUME VIII BID DOCUMENT VOLUME IX TECHNICAL SPECIFICATIONS VOLUME X BILL OF QUANTITIES ------------------------------------------- .------------------------------------------------------IMinistry of Water And Energy - Federal Democratic Republic of Ethiopia table of contents LIST OF VOLUMES TABLE OF CONTENTS LIST OF TABLES LIST OF FIGURES ANNEXURES ABBREVIATIONS 1. GENERAL 1.1 Background Section -1, Volume - IV Design of Structures on Canal and Drainage System 1.2 Location or project and command area 1.3 Geological Features of the Project Area 1.4 Irrigation Canal System 1.4.1 Regulating Structures 1.4.2 Fall Structures 1.4.3 Cross Drainage Structures 1.4.4 Communication Structures 1.5 Drainage System 2. DESIGN STUDY REPORT 4. HEAD REGULATORS AND CROSS REGULATOR 4.1 Main Functions of Cross Regulators 4.2 Main Functions of Head Regulators 4.3 Design Criteria 4.4 Detail Design Calculations ano Drawings 5. ESCAPE STRUCTURES 5.1 Purpose of Escapes 5.2 Classification of Escapes 5.3 Location of Escapes 5.4 Detail Design Calculation of Drawings 6. FALL STRUCTURES 6.1 Vertical Fall 6.2 Design Criteria 6.2.1 Crest Level 6.2.2 Throat Width I || V VI Vll VIII i 1 1 2 2 3 3 3 4 4 5 8 8 8 8 15 16 16 16 17 17 18 18 18 18 18 WWDSE, Addis Abeba in Association with ICT Pvt Ltd. and ABCE PLC T Detail Design of Bale Gadula Irrigation & Drainage Project October. 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia 6.2.3 Shape of Crest 6.2.4 Cistern 6.2.5 Approaches 6.2.6 Curtain Wall 6.2.7 Floor 6.2.8 Protection Works beyond Impervious Floor 6.3 Detail Design Calculation 7.1 Classification and Type of Outlets 7.2 Types of Outlets 7.3 Requirement of Good Outlet 7.4 Selection of Type of Outlet 7.5 Location of Outlets 7.6 Open Flume Module (OFM) 7.6.1 Design Criteria 7.6.1.1 Throat width 7.6.1.2 Setting ofCrest 7.6.1.3 Sensitivity (5) 7.6.1.4 Flexibility (F) 7.6.1.5 Minimum modular head (Hm) 7.6.1.6 Radius at CBl 7.6.1.7 Length of throat or crest 7.6.1.8 Splay 7.6.1.9 Downstream Glacis Slope 7.6.1.10 Check 7.6.1.11 Design of Cistern 7.6.1.12 Floor length 7.7 Detailed Design Calculation and Drawings. TAIL CLUSTER 8.1 Design Criieria 8.1.1 Throat width: 8.1.2 Length of Crest: 8.1.3 Design of Cistern: 8.1.4 Downstream Glacis: 8.1.4 Curtain Wall: Section -1, Volume - IV Design of Structures on Canal and Drainage System 18 19 19 19 19 19 19 21 21 22 22 22 23 23 23 23 23 24 24 24 24 24 24 24 24 25 25 26 26 26 26 26 26 26 8.1.5 Floor Length: 27 8.1.5 Floor Thickness: 27 8.1.5 Protection Work: 27 8.2 Detailed Design Calculation WWDSE, Addis Ababa in Association with ICT Pvt. Ltd andABCE PLC 27 Detail Design of Bale Gadula Irrigation & Drainage Project October. 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia 9. HYDROLOGY OF THE NATURAL STREAMS/V ALLEYS 10. DRAIN CULVERT 10.1 Flood Calculations Section -1, Volume - IV Design of Structures on Canal and Drainage System 28 28 28 10.1.1 HFL Colculotions: 28 10.1.2 Waterway 10.2 Design Criteria 11. CANAL SYPHON FOR CANAL CROSSING BELOW ASSENDABO RIVER 11.1 Design of Canal syphon 11.2 The Sub Structure 12. DRAIN STRUCTURES 12.1 Drain Drops 12.2 Drain Outlets 13. MEASURING DEVICES OF DISCHARGE FOR MAIN CANALS 14.1 Stresses in Concrete 14.2 Reinforcement IS. DESIGN OF ROAD BRIDGE 28 28 30 30 30 31 31 31 32 34 35 36 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -iv- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011 1 r- |f j_ 1 r- (JL 1 'pLMinistry of Water And Energy - Federal Democratic Republic of Ethiopia LIST OF TABLES Section-I, Volume - IV Design of Structures on Canal and Drainage System TABLE 2. 1 TOTAL NUMBER OF CANAL & DRAINAGE STRUCTURES TABLE 4. 1 MINIMUM DEPTH OF CUTOFF TABLE 4. 2 SAFE EXIT GRADIENT FOR VARIOUS SOILS TABLE 4. 3 FREE BOARD FOR LINED AND UNLINED CANALS TABLE 4.4 DETAILS OF INVERTED FILTER TABLE 14. 1 PERMISSIBLE STRESSES IN CONCRETE TABLE 14. 2 PERMISSIBLE SHEAR STRESSES IN CONCRETE 5 10 10 14 15 34 34 WWDSE. Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC •v- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia LIST OF FIGURES Figure 4.1: Blench Curves Figure 4.2: Montague Curves Figure 4.3: Khosla Curves Section - /, Volume - IV Design of Structures on Canal and Drain ago System Figure 13.1: General Layout of Long Throated Flume Figure 13.2 : Profile of Flow Through the Long Throated Flume 11 11 13 32 33 r* ir1- jr JL 1 1 r- IpJL WWDSE. Addis Ababa in Association with ICT Pvt Ltd. and ABCE PLC Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia ANNEXURES Section - I, Volume - IV Design of Structures on Canal and Drainage System Annexure 4.1 DESIGN OF CROSS REGULATOR AT CH. 1075 M OF MAIN CANAL Annexure 4.2 DESIGN OF HEAD REGULATOR FOR SC-5 AT CH. 4445M FROM MAIN CANAL Annexure 4.3 STATEMENT FOR DESIGN OF HEAD REGULATORS FOR SECONDARY CANALS OFFTAKING FROM MAIN CANAL Annexure 5.1 DESIGN OF ESCAPE HEAD FOR ESCAPE OFFTAKING AT CH. 1055 M OF MAIN CANAL Annexure 6.1 DESIGN OF VERTICAL FALL-2.25 M FOR MAIN CANAL AT CH. 550 M Annexure 6.2 STATAEMENT FOR DESIGN OF FALL OF MAIN CANAL Annexure 6.3 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-1 Annexure 6.4 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-3 Annexure 6.5 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-5 Annexure 6.6 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-6 Annexure 6.7 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-7 Annexure 6.8 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-8 Annexure 6.9 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-9 Annexure 6.10 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-10 Annexure 6.11 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-11 Annexure 6.12 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-13 Annexure 6.13 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-14 Annexure 6.14 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-15 Annexure 6.15 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-18 Annexure 6.16 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-21 Annexure 6.17 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-22 Annexure 6.18 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-23 Annexure 6.19 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-24 Annexure 6.20 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-25 Annexure 6.21 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-26 Annexure 6.22 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-27 Annexure 6.23 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-28 Annexure 6.24 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-29 Annexure 6.25 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-30 Annexure 7.1 DESIGN OF OPEN FLUME MODULE FOR SC -1 O/T CH. 209 M OF TC 2-1 Annexure 7.2 STATEMENT OF DESIGN OF OPEN FLUME MODULE Annexure 10 1 DESIGN OF DRAIN CULVERT FOR BALE GADULA ON SECONDARY CANAL SC- 2 M AT CH. 20 M Annexure 10.2 STATEMENT FOR DESIGN OF DRAIN CULVERT ON SECONDARY CANALS Annexure 11.1 DESIGN OF CANAL SYPHON-PIPE AT CHAINAGE 6150 M OF MAIN CANAL (ASSENDABO RIVER CROSSING) Annexure 13.1 DESIGN PROFILE OF LONG THROATED FLUME ( MEASURING DEVICE) FOR MAIN CANAL AT CH. 200M Annexure 15.1 DESIGN OF HIGHWAY ROAD BRIDGE ON MAIN CANAL FOR GORO- GINIR ROAD ALONGWITH CATCH WATER DRAIN AS AQUEDUCT AT CH. 18900M WWDSE. Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC -vii- Detail Design of Bale Gadula Irrigation & Drainage Project October. 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia ABBREVIATIONS BW Bed Width Section -1, Volume - IV Design of Structures on Canal and Drainage System BDS CBL CCA CNS Basic Design Standard Canal Bed Level Culturable Command Area Cohesive Non-swelling Soils Cumecs Cubic meter per second D/S Drg No EL ERA FSD Downstream Drawing Number Elevation Ethiopian Road Authority Full Supply Depth FSL Full Supply Level Ha Hectare HFL High Flood Level HR Head Regulator Km Kilometer PC Primary Canal PVC Poly Vinyl Chloride M Meter Masi Mean above sea level Mcum Million cubic meter NIA NSP Net Irrigable Area Night Storage Pond Q Discharge QC Quaternary Canal RC Reinforced concrete SC Secondary Canal TC Tertiary Canal U/S Upstream USBR United states bureau of reclamation BGIP Bale Gadula Irrigation project WWDSE, Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia 1. GENERAL 1.1 Background Section - I, Volume - IV Design of Structures on Canal and Drainage System Irrigation and drainage structures cover major and most important components of a given irrigation system both in terms of investment costs and system operations & managements. While irrigation structures are functioning as conveyance in the system drainage structures serve the system by safely excluding excess and drainage flows from the system. These functions are important to develop effective operation and water management practices in the system during operation phase of the project. Designing irrigation and drainage structures is therefore, thought to be one major component for the project under consideration and as a result detail design works on irrigation and drainage structures is considered as a component for the project study and this report is produced accordingly. 1.2 Location of project and command area Bale Gadula Irrigation and Drainage Project is administratively located in Bale administrative zone of the Oromia National Regional State (ONRS). Goro is the project Woreda and the Goro town, the capital of the Woreda is located 82 km East of Robe town which is currently identified as the capital of Bale zone It is located some 500 Km southeast of Addis Ababa. The proposed weir site is located 9 km from Goro town in its general north direction. The command area is located on the left bank of the Weyb River. It is located in Goro administrative Woreda, of Bale Zone under Oromiya National Regional state (ONRS), Southern Ethiopia. The selected diversion weir site has a geographic grid reference of 7°6* N and 40°18 E. The command area has coverage of about 6155 ha Gross with altitude ranges of El 2060 to 1580 mask In brief the Bale Gadula Irrigation and Drainage Project consists of components as under: i) One diversion weir with one head regulator located in the left bank of the river having weir crest length of 46 m. ii) Only One main canal is off taking from the left bank from the diversion weir and 30 secondary canals are off taking and further 150 tertiary canals off take to irrigate about net command area of 5150 ha. The command area was studied by the Water Resources Development Authority. The identified potential irrigable area in command area now works to 5150 ha. As per to the TOR and technical proposal, as well as prefeasibility proposal, a net command area of 5000 ha was envisaged. The net command area now assessed and works out to be 5150 ha. WWDSE. Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC Detail Design of Bale Gadula Irrigation & Drainage Project October. 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia 1.3 Geological Features of the Project Area Section -1, Volume - IV Design of Structures on Canal and Drainage System Bale Gadula irrigation project has one main canal on the left side of the river Weyb; and its total length is 34.7km. Investigation by pitting was conducted at every 2 km starting from the beginning to the end point of the route. In addition to the test pits, auger holes are also drilled in between the test pits. The pitting as well as the augers was always accompanied with logging, sampling and conducting in situ infiltration tests in representative test pits. From the test pits, Auger hole investigation and surface observation, the main canal route has only two soil types and rocks exposed at the flat and slightly gently sloping topography of the command area and in the gully areas. These are: • Black cotton soil: This soil type is exposed in almost all parts of flat and slightly gently sloping topography of the command area and the main canal. The thickness of this soil group is greater than 3m in most of the test pits where as in MC-TP1 and MC-TP13 the thickness is 0.7m and 1.5m respectively which has underlined by basaltic bed rock. The soil is generally clay material with a considerable content of calcareous minerals having high plasticity in nature and highly consolidated. Cracking is very common for the formation in all locations when there is no water. In situ permeability tests had been conducted in some of the test pits to characterize the soil conductivity, and the soil has been found low permeable to impermeable. • Red Silty clay: This soil exposed only in one test pits and Auger hole along the main canal route, i.e., in MC-TP9 and MC-AU8. The total estimated length of this soil material is less than two km. The thickness of this soil group along the canals is in the range of 1.2 to 1.5m and underlined by a highly weathered basaltic rock fragments and big boulder size weathered rock. In general the soil is red, dry to moist and stiff to firm silty clay. In situ permeability test result shows that this soil group has exhibit low to moderate permeability. • Basalt: the exposures of this basaltic along the main canal are found at the gully known by the name Asendabo River. This is the type of rock formation which covers the project area as a bed rock unit In the crossing area the rock unit is characterized by jointed fresh scoraciouse basaltic rock exposures. 1.4 Irrigation Canal System The objectives of planning and designing structures for the canal network system are as undec a) Convey the canal water and distribute the same in an equitable manner through the network system; b) Ensure timely and adequate supply of water to the farmers; c) Deliver water in the network without erosion or damage to canal and structures; d) Deliver water according to predetermined requirements; WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC ‘2- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System e) Facilitate access from one part of the scheme to another part; f) Provide structural stability for hydraulic, soil, operating loads imposed on them; The following main types of structures are required on canals 1. Regulating structures; 2. Fall structures; 3. Communication structures; 4. Cross drainage structures. The first two types of structure are essential for the safety and maintenance of the canals and are usually provided on all canals irrespective of their capacity. The regulating structures ensure equitable distribution of water in the command area. The bridges are necessary to provide inter communication in the command area lying on either side of the canal. The general criterion for water control is to design a system that will provide accurate control for the range of flows expected in the system for each reach of canal and each canal structure, with flows on a continuous basis. The cross drainage structures are needed to provide safe crossing of the natural rivers/drains of the canals. 1.4.1 Regulating Structures These are required to maintain the levels and the discharges as per design. Some of the structures will be automatic and some will require regulation and manipulation. Usual types of structures include: (i) Manually operated structures: Cross Regulators, Head Regulators and Escape Regulators; (ii) Automatic operated structures: Open Flume Modules, Tail Clusters; 1.4.2 Fall Structures The fall structures have been provided to negotiate the original ground levels steeper than the bed gradient of canals at suitable intervals as per longitudinal profile of canals. Main canal, its secondary canals and tertiary canals have number of falls to maintain the basic requirement of matching the canal bed with original ground levels. 1.4.3 Cross Drainage Structures Generally, the alignment of canals crosses the natural drainage valleys and provision has to be made to take the canal safely across the drain. The general types of cross drainage structures are: (i) Drain crossing under canal in syphon through pipe or box: Drain Syphon; (ii) Canal crossing under drain in syphon through pipe or box: Canal Syphon; WWDSE, Addis Ababa in Association with ICT Pvt Ltd. and ABCE PLC •3- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Section -1, Volume — IV Federal Democratic Republic of Ethiopia______________ Design of Structures on Canal and Drainage System (Hi) Canal crossing over river/drain through trough: Aqueduct; (iv) Drainage passing over the canal: Super-passage. 1.4.4 Communication Structures Road bridges are provided for the existing and future anticipated roads to facilitate communication in the command area. These are provided at suitable interval on main canals, secondary canals and tertiary canals depending upon local conditions to facilitate the movement of material and people. The bridges are combined with Head Regulators, Escapes, Cross Regulators, Open Flume Modules and Tail Clusters to reduce the cost of construction and achieve the overall economy. 1.5 Drainage System The objective of drains and drainage network has been fully discussed in the system report presented separately. A typical schematic layout plan is enclosed to give an idea of the Irrigation and Drainage network, which indicates the drainage system as a whole. The drain structures facilitate the functions of drainage network as per designs. These structures are falls (Drop structures) in various drains mostly tertiary drains and collector drains. These are termed as drop out falls, wherever the drop is provided at the tail end of drain. The cross - drainage works meeting with canals and the road bridges have been detailed in the Irrigation structures component. WWDSE, Addis Ababa in Association with ICT Pvt Ltd and ABCE PLC -4- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia 2. DESIGN STUDY REPORT 2.1 General Section —I, Volume -IV Design of Structures on Canal and Drainage System This volume is submitted as part of Detail Design Study Report of Bale Gadula Irrigation and Drainage Project. This report deals with the design of all canal and drainage structures and must be read in conjunction with the Drawing Album Section-I Volume-IX Part-Ill of Canal and Drainage structures. Design Criteria for Hydraulic Design of the structures was submitted in the Feasibility Report. Here, the design criteria which are relevant have be incorporated for quick grasp of the subject. The design of each type of structures have been done and included in the report attached as Annexure whereas the design of every structure have been done and the hydraulic design is given in the tabular form by putting the results. The fall structures are in large number so the hydraulic design is given in the table for varying height of drop, discharge and section of canal. The hydraulic designs of all structures are incorporated in the report. The hydraulic design and structural design of every Aqueduct is attached with the design volume. 2.2 Number strutures The number and location of different types of strutures on irrigation and drainage systems have been planned on the basis of the detailed layout of the project. The strutures have been planned keeping view the functions of the structures and their need in the system. The list of the strutures actually provided is given in the Table2.1 Table 2.1 : Total Number of Canal & Drainage Structures S.No. Name of Structure YADMC-1 YADMC- 2 SCs in MC-1 SCs in MC-2 Drain Total 1 Head Regulator 5 8 81 29 123 2 Escape Head 1 1 2 3 Cross Regulator 5 7 12 4 Partial Flume 1 1 57 39 98 5 Road Bridge 6 10 16 6 Aqueduct 5 6 1 12 7 Drain Culvert 25 10 44 33 112 8 Drainage Syphon 34 7 41 9 Falls 51 107 59 217 WWDSE. Addis Ababa in Association with ICT Pvt Ltd and ABCE PLC Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System S.No. Name of Structure YADMC-1 YADMC- 2 SCs in MC-1 SCs in MC-2 Drain Total 10 Canal Falls in the sampled TCs 107 93 200 11 Canal Falls in the unsampled TCs 1093 772 1865 12 Collective Drainage Canal Falls 217 217 13 Tertiary Drain Canal Falls 281 281 Total 1248 959 324 167 498 3196 2.3 Detail Design & Drawings of the Structures The design of each major structures have been done and included in the report attached as Annexures. The design of structures having similar features, have been done and particular of the hydraulic design are given in the tabular form by putting the results. The fall structures are in large number so the hydraulic design is given in the table for varying height of drop, discharge and section of canal. The hydraulic design designs of all structures are incorporated in the report. The detailed drawinings of the structures have also been prepared and are attached in the report. Typical drawings have been prepared for different types of structures for which design particulars are given in tabular form. WWDSE, Addis Ababa in Association with ICT Pvt Ltd. and ABCE PLC -6- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia 3. TYPE OF STRUCTURES DEALT Section - /, Volume - IV Design of Structures on Canal and Drainage System The following types of structures are being provided in Yadot Irrigation and Drainage Project: (i) Head Regulators: At the Head of Main Canals, Secondary Canals, Tertiary Canals and at the Head of Tertiary Canals directly off-taking from Main canal; (ii) Escape Regulators: At the Head of emergency escapes; (iii) Cross Regulators: On Main Canals to maintain FSL for to regulate Escapes: (iv) Open Flume Modules: The provision of OFM have been made at the head of Tertiary Canals to regulate the flow in the agricultural field; (v) Tail Clusters (1 way & 2 way) at the tail end of Secondary canals; (vi) Road Bridge: On Main Canals for existing road crossing; (vii) Vertical Fall Structures for negotiating steep ground; (viii) Drain Syphon / Drain Culvert / Canal syphon for passing Drain below the Canal; (ix) Aqueducts: Aqueducts is provided in the Main Canals alongwith the highway road bridge to cross the catchwater drain through the main canal. (x) Measuring devices long throated flume for measurement of discharges of main canal at head reaches. WWDSE, Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC •7- Detail Design of Bale Gadula Irrigation & Drainage Project October 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System 4. HEAD REGULATORS AND CROSS REGULATOR The supplies passing down the parent canal and off-take canals are controlled I regulated by cross regulator and head regulator respectively. A head regulator provided at the head of a canal controls the supplies entering the canal. The cross regulator is also needed to close the supply in the downstream of canal and divert the flow through escape in emergency situation. 4.1 Main Functions of Cross Regulators The main functions are as follows: (i) Close the supply in case of breaches or any other emergency in downstream of the canal; 4.2 Main Functions of Head Regulators The main functions are as follows: (i) Regulate or control the supplies entering the off-taking canal from the parent canal; (ii) Control the silt entering the off-taking canal; (iii) Serve as a measuring device for measurement of discharge. A head regulator essentially consists of one or more spans with grooves in which either wooden plank can be placed or a steel gate can be installed to control the supplies. Cross regulator may be combined with bridges and falls from economic or any other special considerations. When the available working head in an off-taking canal is more than one third full supply depth in the parent canal, cross regulator may not generally be provided in conjunction with head regulator. 4.3 Design Criteria The design of head regulator and cross regulator consists of the following: (i) Setting of Crest The crest level of head regulator is kept 0.30 m higher than the upstream canal bed level or downstream canal bed level whichever is higher, whereas it is kept higher by 0.15 m in case of cross regulator. The crest level of the head regulator is generally kept higher than the crest level of the cross regulator. (ii) Length of Crest The length of crest of head regulator should be such so as to pass the designed discharge into the off taking canal. The drowned weir formula is used to calculate the waterway Q = Q1 + Q2 = free weir discharge +drowned part discharge Where 3 (Free weir equation) WWDSE. Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -8‘ Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Q - Cd Lh J2g(li + h ) 2 2{ a Section - I, Volume - IV Design of Structures on Canal and Drainage System (Drowned weir equation) Q = - Cd, L^2g[(h + h )% - h% J + Cd Hence 3 Where Q = Discharge passing through regulator h = upstream FSL - downstream FSL of canal ha = Head due to velocity of approach hi = Depth of downstream FSL above crest level Cd1 = 0.577 and Cd2 = 0.800 In case fall is combined with head regulator/cross regulator or depth of downstream FSL is lower than crest level then free flow will be take place and free weir formula shall be used in place of drowned weir formula. The discharge in this case is determined by the free flow formula over weir; The Discharge formula is Q = Where Q = Discharge passing through regulator C = 1.705 for broad crest weir H = Head over crest The width of waterway (L) can be worked out by putting all above values. The crest length is provided on higher side of calculated length to assure the full supply discharge to meet fluctuation in upstream full supply in parent canal. The value of ‘H’ has been considered half for head regulators to accommodate the fluctuation in parent canal to ensure the designed supply in off-taking canal. (iii) Shape of Crest Upstream face of the crest should be given a slope of 1:1 whereas the down stream sloping glacis should not be steeper than 2:1 (H: V) and the comers of the crest should be rounded for better efficiency. (iv) Crest Width Width of the crest shall be kept equal to 2/3 of ‘He’ subject to a minimum required to accommodate gate sill. (v) Level and Length of Downstream Floor This is worked out for the following conditions: (a) The designed discharge is passing down in the canal with all the gates of head regulator fully opened; (b) The discharge in the parent canal is insufficient but the off-taking canal is running full, as full supply level is maintained by the partial opening of the cross regulator gates or vice versa. a 2 Lh, Jlgfh + hj WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -9- Detail Design of Bale Gadula Irrigation & Drainage Project October. 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System Downstream floor level: For these conditions of flow, the discharge intensity ‘q’ and head loss ‘HL’ is worked out. Q Q = £ and HL = upstream TEL - downstream TEL Where: TEL - Total Energy Line Knowing q’ and ‘HL’ corresponding value of Ef2 may be read from Blench curves (Figure 4.1) Then, downstream floor level = Downstream TEL - Ef2 Length of downstream floor, Ef1 = Ef2 + HL (worked out Ef1) Knowing the values of 'q*. Ef1 and Ef2 for different flow conditions, the values of D1 and D2 (Depths of streams entering and leaving the standing wave are read from Montague specific energy of flow curves (Figure 4.2). The length of downstream floor = 5 (D2 - D1) (vi) Cutoffs The cutoffs shall be provided at the end of upstream and downstream floors for safety against scour, undermining and exit gradient. The upstream cutoff shall be carried out to Lacey’s scour depth to provide for safety of the structure, even when the lining in the parent canal gets damaged, subject to a minimum given in Table 4.1. Table 4.1: Minimum Depth of Cutoff s. No. Canal capacity (cumec) Minimum depth of u/s cutoff below bed level Minimum depth of d/s cutoff below bed level 1 Less than 3.0 1.00 m 1.20 m 2 3.0 to 30 1.20 m 1.50 m 3 30 to 150.0 1.50 m 1.80m 4 Above 150.0 1.80 m 2.00 m The depth of downstream cutoff shall be provided from safe exit gradient considerations as per given in Table 4.2. Table 4.2 : Safe Exit Gradient for Various Soils s. No Type of Material Safe exit gradient 1 Shingle 1/4 to 1/5 2 Coarse Sand 1/5 to 1/6 3 Fine Sand 1/6 to 1/7 WWDSE. Addis Ababa in Association with ICT Pvt Ltd. and ABCE PLC -10- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-I, Volume-IV Design of Structures on Canal and Drainage System Figure 4.1 : Blench Curves WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -11- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011EntrQy of flow + ——(\vj Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System Figure 4.2 : Montague Curves (-a Deplh (D)-(ml WWDSE, Addis Ababa in Association with ICT Pvt Ltd. and ABCE PLC 12- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-I, Volume-IV Design of Structures on Canal and Drainage System (vii) Total Floor Length and Exit Gradient The regulator floor is subjected to the maximum static head when the gate of the cross regulators are closed, the full supply level is maintained in the upstream for the feeding the off-taking canals and the d/s canal are empty. Thus maximum static head (H) = upstream FSL - downstream bed level Keeping maximum static head (H) and the d/s cutoff depth (d), calculate the ±71 = 0^ value of * // and for this value read a from Khosla curves (Figure 4.3). The total floor length will be a x d The crest level and the downstream floor level are joined with a sloping glacis of minimum slope 2:1. The balance of the floor length is provided in the upstream. If the total floor length works out excessive as mentioned above, the depth of downstream cutoff should be increased and floor length reduced keeping safe exit gradient. As a matter of fact the most suitable combination of total floor length and depth of d/s cutoff should be decided on the basis of economic considerations after meeting the minimum hydraulic requirements. Figure 4.3 : Khosla Curves (viii) Floor Thickness a) Downstream floor thickness Floor thickness can be evaluated by working out the uplift pressure variation at various points by Khosla’s analysis. Floor thickness WWDSE, Addis Ababa in Association with -f3- Detail Design of Bale Gadula Irrigation & Drainage Project ICT Pvt Ltd and ABCE PLC October. 2011i i J F 1 rMinistry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System Where H = Maximum static head = upstream FSL - downstream bed level P = Uplift pressure at that point b) Upstream floor thickness The net uplift pressure on the upstream floor will be nil as all the uplift pressure shall be counter balanced by the weight of standing water. Theoretically no floor thickness is required, however, a minimum of floor thickness equal to that provided near the downstream end shall be provided. The floor shall be thickened under the crest by the amount equal to height of Crest. Generally gravity floor in cement concrete (i:3:6) is provided and made safe against uplift pressure for the following conditions. In cases, when the thickness of floor works out to be excessive, raft floor is provided. For calculating the weight of the concrete specific gravity of the concrete shall be taken equal to 1.24 for submerged concrete. (ix) Transitions a) Upstream transitions: The wing wall shall be splayed from upstream end of floor to crest and vertical section of canal is flumed from upstream bed width to designed waterway. The upstream profile wall shall be embedded by 1.00 m into the bank beyond top of bank line. In head regulator off-taking at right angle, the upstream profile wall is curved from upstream bed line to top of bank line with the radius at bed level equal to total depth i.e. full supply depth plus free board. The length of profile wall is kept equal to upstream full supply depth. b) Downstream transitions: The wing wall shall be splayed from downstream end of cistern to end of downstream slope length and vertical section of canal widen from waterway to downstream bed width. The downstream profile wall shall be embedded by 1.00 m into the bank beyond top of bank line for head regulators and cross regulators. (x) Freeboard The following values of free board have been adopted for lined and unlined canal carrying different discharges. (Table 4.3) Table 4.3 : Free Board for Lined and Unlined Canals Free Board S.No. Discharge (cumec) Lined Unlined Total Free Board 1 Less than 14.16 0.30 m 0.30 m 0.60 m 2 14.16 and above 0.45 m 0.45 m 0.90 m Further, the free boards of 0.50 m and 0.30 m have been provided for unlined section of secondary and tertiary canals respectively. WWDSE, Addis Ababa in Association with ICT Pvt Ltd. and ABCE PLC -14- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section - /, Volume - IV Design of Structures on Canal and Drainage System (xi) Upstream and Downstream Bed Protections Beyond the end of downstream of impervious floor, properly designed inverted filter loaded by cement concrete blocks should be provided. The length of inverted filter may be kept as 1.5 D where D is the scour depth below downstream bed. The overall size of block and minimum thickness of the filter shall be as given in Table 4.4. Table 4.4 : Details of Inverted Filter S.No. Discharge (Cumec) Details of Inverted Filter 1 Up to 1.0 0.60 m x 0.60 m x 0.20 m C.C. block over 150 mm graded ballast 2 1.0 to 5.0 0.60 m x 0.60 m x 0.25 m C.C. block over 250 mm graded ballast 3 5.0 to 30.0 0.60 m x 0.60 m x 0.40 m C.C. block over 400 mm graded ballast 4 30.0 to 150.0 0.80 m x 0.80 m x 0.60 m C.C. block over 600 mm graded ballast I5 Above 150.0 1.25 m x 1.25 m x 0.60 m C.C. block over 600 mm graded ballast The width of gap between the blocks shall not be more than 50 mm. The gap shall be packed with large size pebbles/aggregates. Launching apron shall be provided in 2.25 D cubic m/m length beyond inverted filter and bock pitching. A toe wall shall be provided between block pitching over invert filter and launching apron. Similarly block protection in the upstream are also provided in a length equal to D cubic m/m length. The cubic content of material in launching apron should be equal to 2.25 D cubic m/m length. 4.4 Detail Design Calculations and Drawings The detailed design of cross regulator at ch. 1075 m of Main Canal is given at Annexure 4.1 and the drawing is available at Drawing no. BGIP/511. The detailed design of head regulator for SC-5 at ch. 4445 m of Main Canal is given at Annexure 4.2 and the drawing is available at Drawing no. BGIP/504. The detail design calculation for the head regulators offtaking from Main Canal have been prepared in form of general statement for convenience of reference and the same are given at Annexure 4.3. The typical drawing of head regulator showing the dimensions in symbolic form confirming to the parameters shown in the design statement Vide Annexure 4.3 is available at Drawing no. BGIP/505. WWDSE, Addis Ababa in Association with ICT Pvt Ltd. and ABCE PLC -15- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia 5. ESCAPE STRUCTURES Section - /, Volume - IV Design of Structures on Canal and Drainage System The Design criteria of Escapes are more or less same as Head Regulator. However, the crest height may be kept only 0.15 m above the upstream bed level which is more beneficial for silt clearance. Two escapes are provided for emergency escapes in each Main canal. An escape is meant to release surplus water from a canal most probably the canals flowing continuously. Escapes are the safety valves of an irrigation canal system The discharging capacity of an escape is limited to 50 to 60 percent of full supply discharge of the parent canal. Escapes are essentially safety valves for the canal system. They can serve such purposes as protection of the canal against possible damage, emptying of the canal for repairs and maintenance in addition to removing a part of sediment deposited in the canal. 5.1 Purpose of Escapes (i) Though the admission of water into the canal from the head is under complete control by the provision of a head regulator excess rise in water level, may take place at any point on the canal downstream as a result of admission of storm water into the system or due to sudden reduction in demand, (ii) The closure of canal outlets by the farmers due to low demand or faulty regulation could increase water level which may make the canal banks vulnerable to breaches or dangerous leaks. Similar situations can also arise in the case of lift canals in the event of breakdown in the water lifting arrangements; (iii) Provision of surplus escapes at suitable intervals along the canal would control the water levels and thereby save the canal from being damaged by outflanking or breaching; (iv) At times, the canal may be required to be closed for carrying out repair works, weed clearance, etc. Provision of escapes would enable the canal to be drained quickly thereby facilitating expeditious clearing and repair operations; (v) In some cases the head reach of a main canal may be subjected to heavy siltation. This would necessitate provision of scouring sluice in the form of an escape structure to clear the silt deposit. 5.2 Classification of Escapes The escapes may be classified into the following types: (a) Weir or Surface Escapes - These are weirs or flush escapes constructed either in masonry or concrete with or without crest shutters which are capable of disposing surplus water from the canal. (b) Sluice Escape - Sluices are also used as surplus escapes. They enable the canal to be emptied quickly for repairs and maintenance and in some cases WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -16- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Section-!, Volu me - IV Federal Democratic Republic of Ethiopia_____________ Design of Structures on Cana! and Drainage System act as scouring sluices also, to facilitate removal of silt. These are designed for Main Canals. 5.3 Location of Escapes (i) Locations of canal escapes are often near suitable drains, depressions or rivers; (n) In case of lift canals escapes are essential on upstream of the pumping stations; (ili) Wherever a canal is very dose to the edge of the river bank, there is a risk of flood flow entering into the canal by way of breaches; (rv) Certain quantity of heavy bed silt may find its way through the head regulator into the head reach of the main canal and thereby reduce the water way. 5.4 Detail Design Calculation of Drawings The detailed design of Escape regulator at ch.1055 m of Main Canal is given at Annexure 5.1 and the drawing is available at Drawing no. BGIP/501. WWDSE. Add# Ababa in Association with fCT Pvt Lid and A3CE PLC -17- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia 6. FALL STRUCTURES Section-I, Volume-IV Design of Structures on Canal and Drainage System Whenever, the natural slope of the ground is steeper than the longitudinal slope provided in the irrigation canal, the difference is adjusted by constructing vertical drops or falls at suitable intervals. The desirability of combining a fall with a regulator or bridge must be given due consideration, as such combination often results in economy and better regulation. When water is dropped from a higher elevation to a lower one over a very short distance, there would be surplus energy in the water mass and if this energy is not dissipated, it is likely that the canal downstream will be damaged by erosion etc. The drop structure has to provide for safe dissipation of the surplus energy. The design of fall with hydraulic consideration varies accordingly to the type and functions it has to perform. The Glacis Falls costlier than the vertical falls and hence the vertical falls will be provided. 6.1 Vertical Fall In case of a vertical fall there is no glacis or sloping floor downstream of the crest, the deep cushion of water is depended upon for dissipation of energy due to falling water. The energy is dissipated by means of impact and deflection of velocity suddenly from the vertical to the horizontal direction. The water cushion is formed by depressing the floor below the downstream bed of the canal. The vertical falls have been provided on Main Canal, Secondary and Tertiary Canals. The type of fall is kept vertical for drains also. The cost of vertical falls are less than glacis type falls for Yadot Irrigation Projects having discharge of canals and drains less than 10.0 cumecs. 6.2 Design Criteria The design of Vertical Fall comprises of the following: 6.2.1 Crest Level Keep the Crest Level 0.15 or 0.30 m above canal bed level. 6.2.2 Throat Width Keep the length of crest as required for passing the design discharge i.e Throat width (Bt). The Discharge formula is Q = CxBtxH '2 Where Q = Discharge passing over fall C = 1.84 for sharp crest weir H = Head over crest Throat width can be work out by putting all above values. 6.2.3 Shape of Crest Provide the top width of crest = O.55.vD05 WWDSE. Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC Detail Design of Bale Gadula Irrigation & Drainage Project October. 2011Ministry of Water And Energy - Section-I, Volume-IV Federal Democratic Republic of Ethiopia______________ Design of Structures on Canal and Drainage System Where D = Height of the Crest above downstream bed level Base width of crest will be equal to Top width + D/2 6.2.4 Ci stem Depth of Cistern with respect to downstream of CBL (X) = dc/3 Where de = Critical depth of flow = (q Length of Cistem = 5x(HxH )^ L Where H = Head Loss = upstream FSL - downstream FSL L H = Head over crest 6.2.5 Approaches (a) The upstream wing wall shall be splayed straight from the upstream edge of the crest up to upstream floor and shall be embedded by 1.00 m into the bank beyond top of bank line. (b) The downstream wing wall shall be splayed straight from the downstream edge of the cistem up to end of downstream floor and shall be embedded by 1.00 m into the bank beyond free board line. 6.2.6 Curtain Wall (a) Upstream curtain wall, Depth of upstream curtain wall = upstream FSD/3 + 0.30, if it is less than 1.00 m then provide 1.00 m otherwise provide as per calculation. (b) Downstream curtain wall, Depth of downstream curtain wall = downstream FSD/2 + 0.30, if it is less than 1.20 m then provide 1.20 m otherwise provide as per calculation. In case of Tertiary canals the both walls combined with each other below floor level due to narrow gap so no need to provide cutoffs. 6.2.7 Floor The length of floor and floor thickness can be work out by Khosla’s theory as already mentioned above. In case of Tertiary canals the both wall combined with each other below floor level due to narrow gap so no need to calculate floor thickness, whereas 10 cm thick wearing coat in C-15 may be provided. 6.2.8 Protection Works beyond Impervious Floor The stone pitching 225 mm is provided in length of 1.50 to 2.50 m for upstream and in length of 3.00 to 5.00 m for downstream protection work. The stone pitching is not provided for falls on tertiary canal having very small discharge. 6.3 Detail Design Calculation The detailed design of Vertical Fall 2.25 m depth at ch. 550 m of Main Canal is given at Annexure 6.1 and the drawing is available at Drawing no. BGIP/506. WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -19- Detail Design of Bale Gadula Irrigation & Drainage Piojecl October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section - I, Volume - IV Design of Structures on Canal and Drainage System The typical design of vertical falls showing the dimension in symbolic form confirming to the parameters shown in the design statement for Secondary Canals viz, SC-1, SC-3, SC-5, SC-6, SC-7, SC-8, SC-9, SC-10, SC-11, SC-13, SC-14, SC-15, SC-18, SC-21, SC-22, SC-23, SC-24, SC-25, SC-26, SC-27, SC- 28, SC-29 and SC-30 are given at Annexure 6.2 to 6.25. The typical drawing is available at Drawing no. BGIP/507. Also, the drawing of fall with road crossing showing the dimension in symbolic form is available at Drawing no. BGIP/508. WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -20- Detail Design of Bale Gadula Irrigation & Drainage Project October. 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia 7. OUTLET STRUCTURES Section-I, Volume -IV Design of Structures on Canal and Drainage System An outlet is a structure provided at the head of Tertiary canal and at the head of Quaternary canals to receive water from parent canal. The outlets should be un gated and should carry a predetermined fixed discharge but proportionate to CCA of command below, when the parent canal is running at FSL i.e. with a constant upstream water level. An outlet structure may measure of discharge passing through it by fixing a gauge at the entry point of water. 7.1 Classification and Type of Outlets An irrigation outlet may be classified as follows: (i) A modular outlet (or rigid module) is an outlet whose discharge is independent of water levels in the parent canal and off-taking canal which ensures constant supply within certain working limits; (ii) A semi modular outlet (or flexible module) is an outlet whose discharge varies according to the water level in the parent canal but is independent of the fluctuations of water level in the off-taking canal so long as the minimum working head is available; (iii) A non-modular outlet is an outlet whose discharge varies with the water levels in the parent canal and off taking canal. 7.2 Types of Outlets (i) Modular outlets or rigid modules - such as Gibb's, Khanna's, Ghafoor’s etc. Gibb’s outlets have no moving parts and are superior in their action, as such most commonly used (ii) Principal types of semi modules are: (a) Pipe outlet - simplest and oldest type of outlet. When a pipe discharges freely in air, it is semi modular and when the pipe is submerged (in the water course i.e. off take canal downstream) it is non modular. The silt conduction is good and efficiency high. (b) Venturi flume out let - It is made of cast iron and consists of an orifice with bell mouth entry, a long expanding delivery pipe and an air vent connecting the throat of the delivery pipe to at atmosphere. This arrangement enables the discharge to take place at the atmospheric pressure. It is very easy to tamper and increase discharge by blocking the air vent holes. (c) Orifice semi module - consists of an orifice provided with a gradually expanding flume on the downstream side, example: Crump's adjustable proportionate module. Another type is open flume outlet; it is a weir with a long constricted throat and expanding flume on the downstream. This arrangement ensures formation of a jump. (iii) Non - modular outlets - may consist of a rectangular opening with a pavement, open sluices or simply a pipe. Pipe outlet when submerged is a WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -21- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Cana! and Drainage System non - modular outlet and even today it is in extensive use in many states. Pipes are usually embedded in concrete with face walls of masonry. 7.3 Requirement of Good Outlet (i) It should be simple in design, construction and working; (ii) It should not be easily tampered with by the cultivators; if tampered, it should be easily detected; (iii) Work efficiently even with a small working head; (iv) Draw its fare share of sediment carried by parent canal; (v) Capable of taking proportionate discharge with varying discharge in the parent canal; (vi) From cultivator’s point of view, should give design discharge irrespective of any fluctuations in the parent canal. 7.4 Selection of Type of Outlet Having laid down the requirements of a good outlet, from the cultivator’s point of view, a rigid module is preferable but from the distributor point of view a semi module is desirable for easy regulation of canal system. It follows that if there are frequent fluctuations in the canal, a proportionate module be provided. Various types of canal outlets have been evolved from time to time to obtain suitable performance, No one type has come out to be suitable universally. In fact it is very difficult to achieve good design with respect to flexibility^ and ‘sensitivity’ because of various indeterminate conditions both in distribution canal and off- taking canals, namely, discharge levels, silt charge, capacity factor, rotation of canals, regime condition of distributing canal etc. Variation in any of these factors affects proper working of an outlet, Even a particular type of outlet considered suitable upstream of a control structure in a canal may not remain suitable for a considerable distance on the same canal. However, pipe outlet, open flume module and Crump’s adjustable proportionate module of semi modular type may be adopted. The necessary modifications may be carried out on the basis of actual performance in the field. The Open Flume Modules are adopted and provided due to the variation in discharge, upstream full supply level and working head, the throat width varying frequently, so it is easy to construct according to actual width of opening and again easy to remold as per actual site conditions. 7.5 Location of Outlets While fixing the location of outlet the following points should be considered: (i) If there is a fall in the canal, the outlet should be provided upstream of the fall so that maximum area comes under command; (ii) As far as possible, the quaternary canal taking off from the outlet should run along the subsidiary ridge line and running of the quaternary canal parallel to the Tertiary canal should be avoided; WWDSE. Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -22- Detail Design of Bale Gadula Irrigation & Drainage Project October. 2011Ministry of Water And Energy - Section -1, Volume - IV Federal Democratic Republic of EthiopiaDesign of Structures on Canal and Drainage System (iii) NO direct outlet should be provided on Primary canal which are supposed to run continuously; (iv) The FSL at the outlet should be fixed such that all the fields within the outlet command can get water with ease; (v) In exceptional cases, if it is provided on Primary Canal, Gated Open Flume Module may be considered to maintain rotation system. 7.6 Open Flume Module (OFM) Open Flume Module is a weir with a long constricted throat and expanding flume on the downstream. Due to this, hypercritical velocity is ensured and hydraulic jump is formed. The formation of jump makes the discharge through the outlet independent of the water level in the quaternary canal, making it a semi module. 7.6.1 Design Criteria 7.6 1.1 Throat width: Discharge through outlet is given by Q = CxBtxH% Where, Q = Discharge in off-taking canal in Cumecs Bt = Throat width of flume in m (Bt >= 0.06 m) H = Head over crest of flume (m) C = Discharge coefficient depends upon throat width Throat Width Bt (cm) Value of C 6 to 9 1.60 9 to 12 1.64 Over 12 1.66 7.6.1.2 Setting of Crest H/D = 0.9 for proportionality, Where D = full supply depth of parent canal if the outlet is set higher than thus, it is hyper proportional, and if set lower it is sub proportional. The efficiency of the outlet varies between 80 to 90%. 7.6.1.3 Sensitivity (S) It is defined as the ratio of change of discharge of an outlet to the rate of change in the level of the parent canal, referred to the normal depth of the canal. Sensitivity, S = nxF = mx(D/H) Where n = Channel index = 5/3 for trapezoidal canal section m = Outlet index = 3 / 2 for weir type outlet WWDSE, Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC -23- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia 7.6.1.4 Flexibility (F) Section -1, Volume - IV Design of Structures on Canal and Drainage System It is ratio of rate of change of discharge of an outlet to the rate of change of the discharge of the parent canal. Flexibility, F = (m/ri)x(D/H) F=1 Proportionate outlet F>1 F<1 Hyper proportionate outlet Sub proportionate outlet 7.6.1.5 Minimum modular head (Hm) The minimum modular head or the minimum modular loss is the minimum loss of head or the difference between the upstream and downstream water levels which is required to be maintained to enable the module to pass its design discharge. Minimum modular head (Hm) = 0.2 x H 7.6.1.6 Radius at CBL Radius at Canal bed level = Top of bank level - Canal Bed Level 7.6.1.7 Length of throat or crest The length of crest will be 2 x H 7.6 7.8 Splay Splay of 1:10 should be given to side walls from the end of crest. Splay can be provided equal to downstream glacis length for ease in construction. 7.6.1.9 Downstream Glacis Slope It is provided as 5H:1V; whereas 2.5H.1V in case of combined fall with structure. 7.6.1.10 Check Minimum modular head (Hm) should be less than actual cutoff provided at head. 7.6.1.11 Design of Cistem Discharge intensity, q = Discharge / Throat Width Head Loss, HL = upstream FSL - downstream FSL Critical Depth, Dc = (q /g)^ From plate III (Blench curves) for q and H , read the value of Ef2 2 L The cistern level shall be lower of: (i) Downstream TEL -1.25 Ef2 (ii) Downstream Bed Level - 0.15 (iii) Downstream Bed Level -FSD/3 Cistern length = 5 X Ef2 Length of Glacis = (5 or 2.5) x D WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -24- Detail Design of Bale Gadula Irrigation & Drainage Project October. 2011Ministry of Water And Energy - Section -1, Volume - IV Federal Democratic Republic of EthiopiaDesign of Structures on Canal and Drainage System 7 6.1.12 Floor length Total floor length will equal to downstream glacis length plus cistern length, Provide minimum length 5.85 m for road crossing in case total length is less than total road bridge width including kerb and parapet wall i.e. 5.85 m for carriageway 4.50 m. 7.7 Detailed Design Calculation and Drawings. The detailed design of open flume module at for SC-1 at ch. 209 m of TC-2-1 Canal is given at Annexure 7.1 and the drawing is available at Drawing no. BGIP/513. The typical drawing of open flume module showing the dimension in symbolic form confirming to the parameters shown in the design statement for Secondary canals vide Annexure 7.2 is available at Drawing no. BGIP/514. r1 WWDSE, Addis Ababa in Association with !CT Pvt. Ltd. and ABCE PLC -25- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia 8. TAIL CLUSTER Section -1, Volume - IV Design of Structures on Canal and Drainage System Tail clusters have been proposed at tail of minors for distributing the supply proportionately even in case of excess water at the reach without endangering safety of the structure. A cluster of two (or more) outlets in the form of open flume type structures can be constructed at the tail of a canal. The driving head for each outlet is normally considered as 15 cm or 30 cm and width of the open flume varies directly in proportion to the discharge. The crest of each outlet is kept at the same level. This device with depth indication is a ready indicator whether the tail gets its authorized share of water. 8.1 Design Criteria 8.1.1 Throat width: Throat width (Bt) is given by the relation, O = CxBtXH'1 Where H =head over crest — 8.1.2 Length of Crest: It should be between 2H to 2.5 H 3/ » 8.1.3 Design of Cistern: Calculation for Ef2 Discharge per meter length (q) is given by the relation (q) = Outlet Discharge / Throat width Drop height (HL) = upstream FSL - downstream FSL From plate III (Blench curves) for q and HL, read the value of Ef2 The cistern level shall be lower of: (i) Downstream TEL -1.25 Ef2 (ii) Downstream Bed Level - 0.15 (iii) Downstream Bed Level - FSD/3 Cistern length = 5 X Ef2 8.1.4 Downstream Glacis: Provide downstream glacis slope as 5:1 and if fall is combined with tail structure, the downstream glacis slope is 2.5:1. Length of Glacis = (2.5 or 5) X D Where D = Crest Level - Cistern Level 8.1.4 Curtain Wall: a) Depth of upstream curtain wall = upstream FSD/3 + 0.30, if it is less than 1.00 m then provide 1.00 m otherwise provide as per calculation. WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -26- Detail Design of Bale Gadula Irrigation & Drainage Project October. 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-I, Volume-IV Design of Structures on Canal and Drainage System b) Depth of downstream curtain wall = downstream FSD/2 + 0.30, if it is less than 1.20 m then provide 1.20 m otherwise provide as per calculation. 8.1.5 Floor Length: Total floor length will be equal to downstream glacis length plus cistern length, Provide minimum length 3.90 m for road crossing in case total length is less than carriageway width 3.90 m. 8.1.5 Floor Thickness: The floor thickness is works out by Khosla’s analysis for off-taking Tertiary canals from Secondary canal. Whereas in case of Quaternary canal, the both side wall joined below floor level so no need to calculate the floor thickness and 10 cm thick wearing coat in concrete C-15 will be provided. 8.1.5 Protection Work: The stone pitching 225 mm is provided in length of 1.50m for upstream and in length of 3.00 m for downstream protection work. The detailed designs of Tail Clusters are attached under Annexures 3(H), 3(l) and 4(B). 8.2 Detailed Design Calculation The typical drawing of tail cluster showing the dimension in symbolic form is available at Drawing no. BGIP/515. WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -27- Detail Design of Bale Gadula Irrigation & Drainage Project October. 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-I, Volume -IV Design of Structures on Canal and Drainage System 3 designed using this peak flow. 10. DRAIN CULVERT 10.1 Flood Calculations The Secondary canals are crossing the local stream at number of places. There are number of drain culverts provided to pass the water collected from catch drains and from small catchment areas. Their catchment's sizes could vary from a fraction of a square kilometer. So it is a very careful exercise to precisely decide the design discharges to be adopted for the planning and design of the cross drainage structures those which will avoid disturbances from these encountering drains to the operation of the canal networks. 10.1.1 HFL Calculations: The High Flood Level (HFL) for above flood is calculated based on the assumption in relational to the cross sectional area and velocity of flow in drain. 10.1.2 Waterway The waterway assessed by lacey’s formula, P = 4.83x0 * The length of syphon is kept equal to lacey’s waterway as for canal siphon with small addition cost of pipes provide the more safety. The natural waterway shall not be reduced and it will be on higher side. 10.2 Design Criteria The design criteria are more or less same as of culvert. The length of pipe should be equal to the bottom width of canal section including service road. Invert level of pipe is fixed in such a way that minimum cushion 0.50 m shall be ensured below drain bed level. If the diameter of pipe is more than depth of water in drain then invert level will be HFL minus inner diameter of pipe, whereas if diameter is less than depth of water in drain then invert level of pipe will be same as drain bed level. 9. HYDROLOGY OF THE NATURAL STREAMS/VALLEYS The hydrology of the natural streams/valleys was studied by the hydrology component of the project (vol-1, Annex — 3 of the feasibility report). The hydrologist has employed SCS-CN method for estimating peak discharges at different recurrence intervals. The drainage area for the Asendabo stream at the crossing is estimated to be 47km2 crossing the main canal at ch. 6150m. The peak flood estimate was made both at 10-years and 25-years of recurrence interval for Asendabo stream. The Peak discharge of 25-years recurrence interval for streams like Asendabo seems to be on the lower side for the design of crossings the Asendabo stream. However, for our current level design work we have used the peak discharge of 25-years recurrence interval which is estimated to be 80m /s. The natural waterway of the Asendabo river at the crossing is WWDSE. Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -26- Detail Design of Bale Gadula Irrigation A Drainage Project October. 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-I, Volume-IV Design of Structures on Canal and Drainage System 10.3 Detailed Design Calculations and Drawings The detailed design of Drain culvert at ch. 20 m of Secondary canal is given at Annexure 10.1 and the drawing is available at Drawing no. BGIP/509. The typical drawing of drain culvert showing the dimension in symbolic form confirming to the parameters shown in the design statement for Secondary Canal vide Annexure 10.2 are available at Drawing no. BGIP/510. WWDSE. Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -29- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System 11. CANAL SYPHON FOR CANAL CROSSING BELOW ASSENDABO RIVER The canal syphon is proposed across the Assendabo river depending on the 25 year flood frequency discharge of the Nalla. The bed level of the canal is below the highest flood level of the river and canal is passing below river through provision of intake well of canal water bothside. 11.1 Design of Canal syphon The hydraulic design of Canal syphon is attached as Annexure 11.1. The water way is designed using Lacey’s formula i.e. P = 4.75 VQ Then dia of pipes to carry the canal discharge has been assessed based on the safe velocity in the pipe. Then head losses have also been calculated keeping maximum of 0.30m. 11.2 The Sub Structure The abutments are in masonry in RR Masonary. Pipes joints below the river is covered with cement concrete and also pipes are supported on cement concrete platform. 11.5 Detailed Design Calculations and Drawings The detailed design calculation of Canal syphon 6150 m of main canal is given at Annexure 11.1. The drawing is available at Drawing no. BGIP/503. I/VWDSE, Addis Ababa in Association with ICT Pvt Ltd. andABCEPLC -30- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia 12. DRAIN STRUCTURES 12.1 Drain Drops Section-I, Volume-IV Design of Structures on Canal and Drainage System Vertical falls are provided to negotiate the steep terrain slope. Pitching will be provided upstream and downstream of these structures. The design is more or less same as unlined canals. Masonry structures will be protected by coping 7.5 cm thick in CC (1:2:4) C-20 on top of wall, to prevent damage by water and by people/livestock. Where a drain outlet discharges into an existing gully, the gully bed will be protected with low checks constructed from gabions or masonry to ensure that the gully is not deepened or extended as a result of the focused drainage created by the irrigation and drainage system In case the bed level of existing drain is lower than (he proposed drains, a fall structures will be provided to avoid bed erosion. 12.2 Drain Outlets Pitching will be provided at the end of drains where they discharge into the pasture lands. This will be designed to dissipate the flow over a wide area, thus reducing its erosive capacity. In addition we will make provision for additional bed protection in the form of checks and additional pitching as scour protection, to be directed during the course of construction, if we find that the drains are causing localized erosion at their outlets Consideration was given to minimizing the protection works provided at the drain outlets, to allow for an assessment to be made of the erosion potential following operation of the scheme. This approach offered the advantage of reducing capital costs, whilst allowing subsequent works to be targeted at those areas most at risk. WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -31- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-I, Volume -IV Design of Structures on Canal and Drainage System 13. MEASURING DEVICES OF DISCHARGE FOR MAIN CANALS The most common structures used to measure flow in open channels operate by producing the critical flow or flow at critical depth through a control section of known dimensions.Under this flow condition, the discharge through the critical section is a function of the section shape and the upstream potential energy, as indicated by water levelupstream of the structure. (i) Description of the long throated flume 1. An approach channel that is necessary for the development of uniform and symmetric flow conditions and the establishment of a stable water surface whose elevation can be determined accurately. The approach channel may be lined or the original earthen channel. 2. A converging transition section in which the subcritical approach flow accelerates smoothly toward the throat with no discontinuities or flow separation - the transition may consist of plane surfaces or may be rouded. 3. A throat, or control section, in which the flow passes through critical depth. The throat must be horizontal in the direction of flow, but in the direction perpendicular to the flow any shape may be used. 4. A diverging section in which the velocity of the supercritical flow exiting the throat section is reduced and energy is dissipiated or partially recovered. 5. A tail water channel where the water level is a function of flow rate and the hydraulic properties of the downstream channel and structures. The range of water levels in the channel is fundamentally important to the design of the structure. The general layout of long throated flume is shown in Figure 13.1 Figure 13.1 : General Layout of Long Throated Flume WWDSE, Addis Ababa in Association with ICT Pvt Ltd. and ABCE PLC -32- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-I, Volume-IV Design of Structures on Canal and Drainage System (ii) Basic principle for design of flume The concept for designing the flume is based upon the dimensions of approch channel, conversing section, throat, diversing section and tailwater channel. The profile of of flow through long throated flume with stationary crest is shown in Figure 13.2. Figure 13.2 : Profile of Flow Through the Long Throated Flume The design of long throated flume of Main canal in initial head reach about ch 200 m is furnished using the WINFLUME32 software recommended by USBR. The profile of flume and output for head discharge relationship has been shown in Annexure 13.1 and Based on the calculation detail drawing has been prepared and are available at Drawing No. BGIP/512. WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -33- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia 14. STRUCTURAL DESIGN Section-I, Volume -IV Design of Structures on Canal and Drainage System All design work has generally been undertaken to international standards or Indian and Ethiopian design standards where these are considered more appropriate to local conditions. All designs have been carried out in MKS/SI Units. In case of a number of structures, where the dimensions are based upon hydraulic considerations, the reinforcement design is dictated by the minimum requirements of distribution steel. All the roadways in case of primary and secondary canals are 4.5 m wide. This matches up the 5.0 m width of the service road. The road slabs for the service roads and accesses in the canal system are designed for Class A loading as per IRC. The retaining walls and abutments are essential components of all the types of structures mentioned in para 3.0. It was therefore felt appropriate to develop standard designs for different height of wing walls. In case of abutments the additional consideration is of load coming from superstructure 14.1 Stresses in Concrete Allowable stresses depend on the grade of concrete used. Table 14.1 : Permissible Stresses in Concrete Grade of Concrete Permissible stress in 2 compression (N/mm ) Bending (acbc) Direct (acc) Permissible stress in Bond (Average) for plain bars in tension (N/mm ) Tbd 2 C15 5.0 4.0 0.6 C20 7.0 5.0 0.8 C25 8.5 6.0 0.9 C30 10.0 8.0 1.0 Shear stress checking for values of----------------- as given in table below. bd Table 14.2 : Permissible Shear Stresses in Concrete 100/45 100/15 bd 2 Permissible shear stress in concrete Tc, N/mm for grades of concrete C15 C20 C25 C30 2 0.15 0.18 0.18 0.19 0.20 0.25 0.22 0.22 0.23 0.23 0.50 0.29 0.30 0.31 0.31 0.75 0.34 0.35 0.36 0.37 1.00 0.37 0.39 0.40 0.41 WWDSE. Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -34- Detail Design of Bale Gadula Irrigation & Drainage Project October. 2011Ministry of Water And Energy - Section - I, Volume - IV Federal Democratic Republic of Ethiopia______________ Design of Structures on Canal and Drainage System lOOAr bd 2 Permissible shear stress in concrete Tc, N/mm for grades of concrete C15 C20 C25 C30 1.25 0.40 0.42 0.44 0.45 1.50 0.42 0.45 0.46 0.48 1.75 0.44 0.47 0.49 0.50 2.00 0.44 0.49 0.51 0.53 2.25 0.44 0.51 0.53 0.55 2.50 0.44 0.51 0.55 0.57 2.75 0.44 0.51 0.56 0.58 £3.00 0.44 0.51 0.57 0.60 14.2 Reinforcement Steel reinforcement used is High Yield Strength Deformed (HYSD) bars conforming to Ethiopian Building Code Standard Fe 430 (equivalent Indian Code 1786-1979 Grade 415). Minimum cover to reinforcement has been kept 50 mm for all structures in contact with water or earth, which is the minimum provided by BS 8007. The standard bar diameters that have been used are: 10, 12, 16, 20, 22 and 25 mm. The tensile stress in bending 1500 Kg/sq cm i.e. 150 N/mm2 is considered. WWDSE, Addis Ababa in Association with ICT Pvt. Ltd and ABCEPLC -35- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Section -1, Volume - /V Federal Democratic Republic of Ethiopia______________ Design of Structures on Canal and Drainage System 15. DESIGN OF ROAD BRIDGE A highway road bridge is crossing the main canal for Gero- Ginir road. The provision of 7.5 m clear roadway has been kept in the road bridge. The design of reinforcement are based on the SP-13 for class A or 70 R loading as described in the detailed design of highway road bridge. A provision of small aquaduct to cross the catchwater drain along the side of the highway road is made to facilitate crossing the catchwater. The detailed design of aquaduct is also appended in the Annexure 15.1. All the roadways in case of main canal and secondary canals are 4.5 m wide. This matches up the 5.0 m width of the service road. The road slabs for the service roads and accesses in the canal system are designed for a) Class A loading as per IRC and b) loads on account of the hoisting forces wherever mechanized gate operation is involved. Dispersion of wheel loads and axle loads has been worked out as per standard procedure. The slabs are in C-25 concrete and 0.45 m wide masonry parapets are provided along with masonry Kerbs (225 mm x 225 mm). So has been in view of availability of local material and skills. Providing RC parapets and kerbs at isolated location may turn out to be cumbersome. The detailed designs of highway road bridge at ch. 18900m of Main Canal as per the waterways required are given at Annexure 15.1. The drawing is available at Drawing no. BGIP/502. WWDSE, Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC -36- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Section — I, Volume — IV Federal Democratic Republic of Ethiopia_____________ Design of Structures on Canal and Drainage System ANNEXURE 4.1 DESIGN OF CROSS REGULATOR AT CH. 1075 M OF MAIN CANAL 1 DESIGN DATA MC SN Particulars U/S D/S Unit (•) Full Supply Discharge (Q) 3.6500 3.6500 cumecs (ii) Full Supply Level (FSL) 2061.830 2061.730 m (iii) Bed Width (BW) 1.60 1.60 m (iv) Full Supply Depth (FSD) 1.30 1.30 m (v) Free Board (FB) 0.45 0.45 m (vi) Canal Bed Level (CBL) 2060.530 2060.530 m (vii) Canal Bed Slope (1 in ) 2000.00 2000.00 - (viii) Velocity in Canal (V) 0.993 0.643 0 (ix) Top Bank Level (TBL) 2062.280 2062.180 m (x) Inner Side Slope (H:V) 1.0:1 1.0:1 - (xi) Outer Side Slope (H:V) 1.5:1 1.5:1 - (xii) Rugosity coefficient (N) 0.018 0.018 - (xiii) Gravitational Acceleration (g) 9.81 - m/sec2 (xiv) Working head - 0.100 m (xv) Type of canal Lined Lined - (xvi) Original Ground Level (OGL) 2060.450 2060.450 m (xvii) Lacey's silt factor 1.00 - - (xviii) Top Bank Width (L/R) 1.5/40 1.5/4.0 m (xxi) Top Width of Wall 0.45 0.45 m (xxii) Top Width of Platform Wall/Abutment 0.75 0.75 m A The Cross Regulator will be designed for submerged flow over the crest of Cross regulator 2 SETTING OF CREST Keep crest height above bed ( U/S or D/S whichever is higher) may be from 0.15m (min.) U/S bed level = 2060.530 m D/S bed level = 2060.530 m Fixing the Crest Level at 0.15m above the high er of the two - U/S & D/S bed levels A crest level = 2060.680 m WWDSE. Addis Ababa in Association with -37- Detail Design of B ale Gadul a Irrigation & Drainage Project ICT Pvt. Ltd. and ABCE PLC October 2011 rl r1 r1Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System Q = 2/3 Cd, L V2g [(h + ha) " - h. i- -I*, i ' -ic.idip r r -Ipc i WIDTH OF WATER-WAY: The discharge in this case is determined by the Drowned weir formula 3 M] + Cd2 L h, ^2g (h + ha) Where Discharge flowing over the crest Q = 3.650 cumec Difference in U/S FSL & D/S FSL of canal h = 0.100 m Head due to velocity of approach ha = 0.050 m Depth of D/S FSL above Crest Level hi = 1.050 m Cd, = 0.577 Cd2 = 0.800 A Clear width of water-way (L) Provide width of water-way (L) = = 2.40 2.50 m m Provide a single span of 2.5 m width, Hence overall waterway = 2.50 m Keep crest length 2.5 m to assure the full supply discharge to meet fluctuation in pool level. 4 TOP WIDTH OF CREST : Sharp Crested Weir will be provided so as to have minimum possible head loss. The minimum top width shall be 2/3 He. Where He = U/S FSL - Crest Level A min. top width of crest Provide top width of crest for accomodating Gates and Stoplog 1.15 0.77 2.00 WWDSE. Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC -38- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-I, Volume-IV Design of Structures on Canal and Drainage System 2.00 0 15 5 LEVEL AND LENGTH OF D/S FLOOR Dischage in Primary Main canal I*----------------------------- 9.85 Q 3.650 cumecs Total clear waterway L 2.50 m Discharge per metre length q 1.46 cumec/m Head loss hl 0.10 m From Blench Curve, Critical Depth, De = (q /g) 2 1/3 De 0.60 m Prejump depth corresponding to Ef1 0.34 m Post jump depth corresponding to Ef2 Upstream specific energy level Downstream specific energy level Froude no., F = q / V g x D/ d2 Ef1 F A Cistern Length required = 5x(D -D ) 21 Provide Minimum Cistern length to accommodate Road Width 0.94 m 1.15 m 1.05 m 2.37 3.00 4.75 m A Provided 4.75 m length of cistern, to be joined with D/S bed width an inverse slope of 5:1. A cistern level = D/S FSL - Ef2 = 2060.67 m 7 A Cistem depth will be equal to d/s bed level minus cistern level or in case d/s bed level is higher than calculated cistern level then depth be kept equal to FSD/4 = 0.325 m WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -39- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011 L-XMinistry of Water And Energy - Federal Democratic Republic of Ethiopia A Provided Cistern Depth Section-I, Volume -IV Design of Structures on Canal and Drainage System M - ? «■.- 0.40 m A Provided Cistern level = 2060.130 m A D/S Floor length = Cistern length + Inverse slope + Hor. Floor = 8.75 m VERTICAL CUT-OFFS The minimum depth of U/S & D/S Cut-off required for the given discharge is 1.20 m (i) Provide U/S Cut-off of 1.20 m depth below U/S bed level = 1.20 m Bottom elevation of upstream pile below floor = 2059.330 m (ii) Provide D/S cut-off of 1.50 m depth for safe exit gradient = 1.50 m Bottom elevation of downstream pile below floor = 2059 030 m 7 FLOOR LENGTH From Khosla's theory, the exit gradient can be expressed by the relation as Exit gradient = 1 / n x sqrt ( X ) X (H / d ) Where, GE ( Exit gradient) = 1 / 5 d = Depth of d/s cutoff H = Maximum static head = U/S FSL - D/S bed level Substituting the values = 1.50 m = 1.30 m 1 / 5 = 1 / n x sqrt (X.) X (H / d ) or 1 / x sqrt ( X ) = d / (5 x H) From Khosla curve for 1 / n x sqrt ( X ) a= Floor length = a x d = The Total l ength will be provided as below (i) D/S Floor length = (ii) D/S Glacis length ( 2:1 slope) = 0.231 2.50 3.75 m 8.75 m 1.10 m (iii) Length for Gates & Crest = 2.00 m (iv) U/S Glacis length (1:1 slope) = 0.15 m (v) U/S floor length = 2.00 m (vi) Total length of floor = 14.00 m (vii) Provided Floor length = 14.00 m (viii) Provided U/S Floor length = 2.00 m 8 PRESSURE VARIATION CALCULATIONS DfS Ei C, D, Floor Length = 14 m C D WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCEPLC -40- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy- Federal Democratic Republic of Ethiopia (I) At U/S cut off wall From Khosla's equation Section -1, Volume - IV Design of Structures on Canal and Drainage System Total floor length (b) = 14.00 m Depth of U/S cut off wall (d) = 1.20 m 1/a = d/b = 0.086 a = b/d = 11.667 X = (1 + V(1 + a ))/2 2 = 6.355 (|)E = (1/tt) Cos’’((X - 2)/X) = 26 *d=(1/tt) Cos ((X-1)/X) 1 = 18 tci 100 • Ie = = 74 4>di 100 - <f»o = = 82 Assuming floor thickness at U/S end as = 0.400 m Correction for floor thickness at U/S end = (82 - 74) X 0.4 /1.2 = 2.700 4>ci (Corrected) = (74 + 2.7) = 76.73 % (ii) At D/S cut off wall Total floor length (b) = 14.00 m Depth of D/S curtain wall (d) = 1.50 m From Khosla's equation 1/a = d/b = 0.107 a = b/d = 9.333 X = (1 + V (1 + a ))/2 2 = 5.193 ike = (1/TT) Cos'((X - 2)/X) = 29 ^0= (1/tt) Cos''((X- 1)/X) = 20 Assuming floor thickness at D/S end as = 0.400 m Correction for floor thickness at U/S end = (20 - 29) X 0.4 /1.5 = -2.36 % <|>t (Corrected) = (29 + -2.36) = 26.56 % Pressure variation = (76.73 - 26.56 ) /14 = 3.583 % FLOOR THICKNESS (I) D/S FLOOR Floor thickness from D/S face of D/S cut off wall at = 4.00 m p= 26.56+4 x 3.583 40.898 % Floor thickness = (p x H) / ((sp,gr.-1) X 100) = 0.425 m Pr ovide minimum as = 0.450 m Floor thickness of D/S slope varies from 0.45 m to 0.65 m from d/s floor to cistern. Floor thickness from D/S fac e of D/S cut off wall at = 8.75 m p= 26.56+8.75x3.583 = 57.919 % Floor thickness = (p x H) / ((sp.gr -1) X 100) = 0.602 m Provide minimum as = 0.650 m Floor thickness under cistern 0.65 m from start of cistern to end of cistern. WWDSE, Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC -41- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-I, Volume -IV Design of Structures on Canal and Drainage System Floor thickness from D/S face of D/S cut off wall at p= -2.36+11 85 x26.564 Floor thickness = (p x H) / ((sp.gr.-1) X 100) = Provide floor thickness under crest = 11.85 m 69.027 % 0.718 m 0.750 m Floor thickness of D/S Glacis varies from 0.75 m to 0.65 m from crest to cistern. (ii) U/S FLOOR Provide thickness of upstream floor 0.400 m 10 Protection Works beyond Impervios Floor (I) Downstream protection : Depth of scour R = 1.35 x (q /f) WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC 2 ir4 -42- Detail Design of Bale Gedula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Anticipated scour = 2.0 X R Downstream scour level = 2061.73 -3.47 Section-I, Volume ~ IV Design of Structures on Canal and Drainage System = 3.47 m = 2058 26 m = (a) Scour depth 'D* below d/s floor =2060.53 -2058.26 Inverted filter : The length of the inverted filter should be equal to 1.5D = 2.27 m 3.41 m Providing 0.60m x 0.60m x 0.20m CC blocks with 10cm gap filled with 'bajri' over 0.25m. thick graded filter. No of rows required =3.41/0.70 = 4.87 Hence,provide 5 rows of blocks.in the direction of flow (b) Provide length of inverted filter in the direction of flow = Launching apron : Thickness of launching apron Quantity of launching apron required = 2.25 X D Length required = 5 12/0.5 = = = say = 3.40 m 0.50 m 5.12 cu.m/ m 1024 m 11.00 m WWDSE, Addis Ababa in Association with ICT Pvt Ltd. and ABCE PLC Detail Design of Bale Gedula Irrigation A Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-!, Volume-IV Design of Structures on Canal and Drainage System ANNEXURE 4.2 DESIGN OF HEAD REGULATOR FOR SC-5 AT CH. 4445M FROM MAIN CANAL DESIGN DATA SN Particulars (i) Full Supply Discharge (Q) (ii) Full Supply Level (FSL) (iii) Bed Width (BW) (iv) Full Supply Depth (FSD) (v) Free Board (FB) (vi) Canal Bed Level (CBL) (vii) Canal Bed Slope (1 in ) (viii) Velocity in Canal (V) (ix) Top Bank Level (TBL) (x) inner Side Slope (H:V) (xi) Outer Side Slope (H:V) (xii) Rugosity coefficient (N) (xiii) Gravitational Acceleration (g) (xiv) Working head (xv) Type of canal (xvi) Original Ground Level (OGL) (xvii) Lacey’s silt factor (xviii) Top Bank Width (L/R) (xxi) Top Width of Wall MAIN CANAL SC-5 U/S D/S D/S Unit 3.65 3.65 0.077 cumecs 1970.00 1970.00 1969.85 m 1.60 1.60 0.60 m 1.30 1.30 0.30 m 0.45 0.45 0.25 m 1968.70 1968.70 1969.55 m 2000.00 2000.00 1666.66 - 0.99 0.99 0.44 m/s 1970.45 1970.45 1970.10 m 1:1 1:1 1:1 - 1.5:1 1.5:1 1.5:1 - 0.018 0.018 0.018 - 9.81 - - nV sec' - - 0.150 m Lined Lined Lined - 1970.000 1970.000 1970.000 m 1.00 - - - 1 5/4.0 1.5/4.0 1.5/4.0 m 0.45 0.45 0.45 m (xxii) Top Width of Platform Wall/Abutment 0.75 0.75 0.75 m (xxiii) Type of Soil Alluvial Soil A The Head Regulator will be designed for submerged flow over the crest of Head regulator. 2 SETTING OF CREST Keep crest height above bed ( U/S or D/S whichever is higher) may be from 0.150 m. U/S bed level = 1968.701 m D/S bed level = 1969.550 m Fixing the Crest Level at 0.15 m above the higher of the two - U/S & D/S bed levels A crest level = 1969.700 m 3 WIDTH OF WATER-WAY: The discharge in this case is determined by the Drowned weir formula :- WWDSE. Addis Ababa in Association with ICT Pvt Ltd. and ABCE PLC ■44- Detail Design ol Bale Gadula Irrigation t Drainage Propel October. 2011Ministry of Water And Energy • Federal Democratic Republic of Ethiopia Section - /, Volume — IV Design of Structures on Canal and Drainage System Q = 2/3 Cd, L >l2g [(h + ha) * - h. *] + Cd2 L h, V2g (h + ha) 33 Where Discharge flowing over the crest Difference in U/S FSL & D/S FSL of canal Head due to velocity of approach Depth of D/S FSL above Crest Level Q = 0.077 cumecs h = 0.076 m ha = 0.050 m hi = 0.150 m Cd, = 0.577 Cd2 = 0.800 A Clear width of water-way (L) = Provide width of water-way (L) = 0.314 m 0.400 m (Note: Calculate the water-way by considering half h to accommodate the fluctuation in U/S FSL) TOP WIDTH OF CREST : Sharp Crested Weir will be provided so as to have minimum possible head loss. The minimum top width shall be 2/3 He Where He = U/S FSL - Crest Level = 0.30 m A min. top width of crest = 0.20 m Provide top width of crest for accomodating Gates and Stoplog = 2.00 m Oper ating Platform 1.50 1.00 H------------------------------- 7.85 ------------------------- ------------ H WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -45- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011 .-21 7Ministry of Water And Energy - Federal Democratic Republic of Ethiopia 5 LEVEL AND LENGTH OF D/S FLOOR Dischage in Primary Main canal Total clear waterway Discharge per metre length Head loss From Blench Curve, Critical Depth. De = (q'/g)VJ Section - I, Volume - IV Design of Structures on Canal and Drainage System Q 0.077 cumecs L 0.40 m q 0.19 cumec/m hl 0.15 m De 0.16 m Di 0.10 m d2 0.55 m En 0.99 m Ec 0.58 m F Prejump depth corresponding to Ef1 Post jump depth corresponding to EQ Upstream specific energy level Downstream specific energy level Froude no., F = q / V g x D,3 A Cistern Length required = 5 x ( D - D 1.93 2 1 ) 2.25 Provide Minimum Cistem length to accommodate Road Width = 5.35 m A Provided 5.35 m length of cistern, to be joined with D/S bed width an inverse slope of 5:1. A cistern level = D/S FSL - Ef2 = 1969.271 m A Cistern depth will be equal to d/s bed level minus astern level or in case d/s bed level is higher than calculated cistern level then depth be kept equal to FSD/4 = 0.075 m A Provided Cistem Depth A Provided Cistern level = = 0.10 1969 450 m m A D/S Floor length = Cistern length + Inverse slope Hor. Floor = 7.35 m VERTICAL CUT-OFFS The minimum depth of U/S & D/S Cut-off required for the given discharge is 1.00 m (i) Provide U/S Cut-off of 1.00 m depth below U/S bed level = 1.00 m Bottom elevation of upstream pile below floor thickness of 0.3 m = 1967 401 m (ii) Provide D/S cut-off of 1.00 m aepth for safe exit gradient = 1.20 m Bottom elevation of downstream pile below floor thickness of 0.3m = 1968.05 m FLOOR LENGTH From Khosla's theory, the exit gradient can be expressed by the relation as Exit gradient = 1 / n x sqrt ( X) X (H / d ) Where, GE ( Exit gradient) = 1 / 5 d = Depth of d/s cutoff H = Maximum static head = U/S FSL - D/S bed level Substituting the values WWDSE, Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC = 1.20 m = 0.45 m 1 / 5 = 1 / n x sqrt ( X ) X (H / d ) -46- Detail Design of Bale Gadula Irrigation A Drainage Project October. 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-I, Volume -IV Design of Structures on Canal and Drainage System or 1 / n x sqrt ( X ) = d / (5 x H) From Khosla curve for 1 / 7t x sqrt ( X) a Floor length = a x d = The Total length will be provided as below (■•) D/S Floor length = (ii) D/S Glacis length ( 2:1 slope) = (Hi) Length for Gates & Crest = 0.53 2.10 2.52 m 7.35 m 0.50 m 2.00 m (iv) U/S Glacis length (1:1 slope) = 1.00 m (v) U/S floor length = 1.50 m (vi) Total length of floor = 12.35 m (vii) Provided Floor length = 12.35 m (viii) Provided U/S Floor length = 1.50 m 8 PRESSURE VARIATION CALCULATIONS u/s D/S E C, Di Floor Length = 12.35 m (i) At U/S cut off wall From Khosla’s equation 2 Total floor length (b) Depth of U/S cut off wall (d) 1/a = d/b a = b/d = X = (1+V(1+a ))/2 ♦e = (1/tt) Cos' ((X - 2)/X) ♦d = (1/tt) Cos' ((X - 1)/X) ♦ci = 100 - = ♦01 = 100 - - 1 1 Assuming floor thickness at U/S end as = Correction for floor thickness at U/S end = (82 - 75) X 0.3 /1 = ♦ci (Corrected) = (75 + 2.3) = 12.35 m 1.00 m 0.081 12.349 6.695 25 18 75 82 0.300 m 2.300 77.04 % WWDSE, Addis Ababa in Association with ICT Pvt Ltd. and ABCE PLC Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia (ii) At D/S cut off wall Section -1, Volume - IV Design of Structures on Canal and Drainage System Total floor length (b) = 12.35 m Depth of D/S curtain wall (d) = 1.20 m From Khosla's equation 1/a = d/b = 0.097 a = b/d = 10.291 2 = 5.670 X = (1 + ^ (1 + a ))/2 0 E = (1/TT) Cos'((X-2)/X) = 28 |d=(1/tt)Cos''((X-1)/X) = 19 Assuming floor thickness at D/S end as = 0.300 m Correction for floor thickness at U/S end = (19 - 28) X 0.3 /1.2 = -2.10 % | E (Corrected) = (28 + -2.1) = 25.49 % Pressure variation = (77.04 - 25.49 ) /12.35 = 4.174 % FLOOR THICKNESS (i) D/S FLOOR Specific Gravity of Concrete = 2.24 Floor thickness from D/S face of D/S cut off wall at 2.00 m p= 25.49+2x4.174 = 33.841 % Floor thickness = (p x H) / ((sp.gr.-1) X 100) = 0.123 m Provide minimum as = 0.300 m Floor thickness of D/S slope varies from 0.3 m to 0.3 m from d/s floor to cistern. Floor thickness from D/S face of D/S cut off wall at 7.35 m p= 25.49+7.35 x4.174 56.172 % Floor thickness = (p x H) / ((sp.gr.-1) X 100) = 0.204 m Provide minimum as = 0.300 m Floor thickness under cistern 0.3 m from start of cistern to end of cistern. Floor thickness from D/S face of D/S cut off wall at 9.35 m p= 25.49+9.85x4.174 66.607 % Floor thickness = (p x H) / ((sp.gr.-1) X 100) = 0.242 m Provide floor thickness under crest = 0.300 m Floor thickness of D/S Glacis varies from 0.3 m to 0.3 m from crest to cistern. (II) U/S FLOOR Provide thickness of upstream floor 0.300 m WWDSE, Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC -48- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Section — /, Volume - IV Federal Democratic Republic of EthiopiaDesign of Structures on Canal and Drainage System (i) Downstream protection : Depth of scour R = 1.35 x (q /f) 2 ird = 0.45 m Anticipated scour = 2.0 X R = 0.90 m Downstream scour level = 1969.85 -0.9 = 1968.95 m Scour depth 'D' below d/s floor =1969.55 -1968.95 = 0.60 m (a) Inverted filter: The length of the inverted filter should be equal to 1.5D - 0.90 m Providing 0.60m x 0.60m x 0.20m CC blocks with 10cm gap filled with 'bajri' over 0.15m. thick graded filter. No of rows required =0.9/0.70 = 1.29 Hence,provide 2 rows of blocks.in the direction of flow r 1 Provide length of inverted filter in the direction of flow = 1 30 m WWDSE, Addis Ababa in Association with ICT Pvt Ltd. and ABCE PLC Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Launching apron : Thickness of launching apron Section -1, Volume - IV Design of Structures on Canal and Drainage System = 0 50 Quantity of launching apron required = 2.25 X D Length required = 1.35/0.5 = = 1.35 2.70 m cu.m/ say = 3 00 m WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -50- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011 EEMinistry of Water And Energy - Federal Democratic Republic of Ethiopia Section-i, Volume-IV Design of Structures on Canal and Drainage System ANNEXURE 4.3 STATEMENT FOR DESIGN OF HEAD REGULATORS FOR SECONDARY CANALS OFFTAKING FROM MAIN CANAL PARTICULARS PARENT CANAL Designed Discharge U/S Fuji Supply Level Canal Bed Width Full SupptyDepth Free Board U/S Canal Bed Level Velocity in Canal, Vc D/S Full Supply Level D/S Canal Bed Level OriginalJSround Level OFFTAKING CANAL Discharge of O/T Canal FSL of Offtaking Canal_ BW of Offtaking Canal FSD of Qfftaking Canal" FB of Offtaking Canal CBL of Offtaking Canal HYDRAULIC DESIGN Crest Level Width of Waterway Top Width of Crest Discharge intensity, q Head Loss, HL Critical Depth, De Pre Jump Depth, Di Pre Jump Depth, D2 Value of Efi Value of Ef2 Froude No., F=q / vgDi Cistern Length Cistern Depth Cistern Level Depth of U/S Curtain Depth of D/S Curtain Maximum static head, H D/S Floor Length D/S Glacis Length ( 2J£ Crest length U/S Glacis Length (1:1) U/S FloorLength Total Length of Floor D/S Floor Thickness (Min) D/S Floor Thickness (Max) “Floor Th. under Crest U/S Floor Thickness length of D/S Invert Filter_ Length of Launcing Apron UNIT SC-3 cumec SC-4 4022 m 3.650 4445 m 3.650 m/sec cumec/m 1058 m 3.650 2061.843 1.600 1.300 0.450 2060.543 0.990 2061 843 2060 543 1970.000 0.023 2060.590 0.300 0.250 0.250 2060 340 2060.693 0.300 2.000 0.077 0 100 0.550 1.773 0.520 0.774 4.944 0.100 2060.240 1.000 1.200 1.50 6.944 0.906 2.000 0.15 1.500 11.50 0.300 0.300 0.300 0.300 0.600 2.000 SC-2 2789 m 3.650_ 2020.908 1.600 1.300 0.450 2019.608 0.990 2020 908 2019.608 2056.000 0.067 2020.706 0.400 0.350 0.250 ’ 2020.356 SC-2 2020.506 0.300 2.000 0.223 0.100 0.550 0.722 0.520 2.255 5.350 0.100 2020.256 1.000 1.200 0.55 7.350 0.500 2.000 0.90 1.500 12.25 0.300 0.300 0.300 0.300 1.300 3.000 3650 2016.374 1.600 1.300 0.450 2015.074 0.990 2016.374 2015.074 2015.940 0.198 2016.021 0.700 0.500 0.300 2015.521 SC-3 2015.671 0.300 2.000 0.660 0.100 0.700 1.053 0.700 6.664 5.350 0.100 2015.421 1.000 1.200 0.85 7.350 0.500 2.000 0.60 I. 500 II. 95 0.300 0.300 0.300 0.300 2.700 7.000 1981.924 1.600 1.300 0.450 1980.624 0.990 1981.924 1980.624 1981.510 0.085 1981.723 0,500 0.450 0.250 1981.273 SC-4 1981.423 0300 2.000 0.283 0.100 0.550 0.721 0520 2.861 5.350 0.100 1981.173 1.000 1.200 0.65 7.350 0.500 2.000 0.80 1.500 12.15 0.300 0.300 0.300 0.300 1.300 4.000 1970.001 1.600 1.300 0.450 1968.701 0.990 1970.001 1968.701 1970.000 0.077 1969.850 0.600 0.300 0.250 1969.550 SC-5 1969.700 0.400 2.000 0.193 0.100 0.550 0.671 0.520 1.944 5.350 0.100 1969.450 1.000 1.200 0.45 7.350 0.500 2000 100^ L500 12.35 0.300 0.300 0.300 0.300 1.300 3.000 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. andABCE PLC -51- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT Sym SC-6 SC-7 SC-8 SC-9 SC-10 bol 5396 m 6375 m 7041 m 9095 m 10287 m A PARENT CANAL 1 Designed Discharge cumec C1 3.650 3650 2.990 2.990 2.990 2 U/S Full Supply Level m C2 1950 502 1938.069 1937.403 1907.824 1897.383 3 Canal Bed Width m C3 1.600 1.600 1.400 1.400 1.400 4 Full Supply Depth m C4 1.300 1.300 1.050 1.050 1.050 5 Free Board m C5 0.450 0.450 0.450 0.450 0.450 6 U/S Canal Bed Level m C6 1949.202 1936.769 1936.353 1906.774 1896.333 7 Velocity in Canal, Vc m/sec 0.990 0.990 1.234 1.234 1.234 8 D/S Full Supply Level m C8 1950.502 1938.069 1937.403 1907.824 1897.383 9 D/S Canal Bed Level m C9 1949.202 1936.769 1936.353 1906.774 1896.333 10 Original Ground Level m C10 1949.700 1937 493 1937.800 1907.960 1898.000 B OFFTAKING CANAL 1 Discharge of O/T Canal cumec C11 0.074 0.100 0.127 0.100 0.245 2 FSL of Offtaking Canal m C12 1950.352 1937.843 1937.179 1907.614 1897.233 3 BW of Offtaking Canal m C13 0.500 0.500 0.600 0400 0.700 4 FSD of Offtaking Canal m C14 0.300 0.350 0.400 0 340 0.450 5 FB of Offtaking Canal m C15 0 250 0.250 0.300 0.250 0.300 6 CBL of Offtaking Canal m C16 1950.052 1937.493 1936.779 1907 274 1896.783 C HYDRAULIC DESIGN UNIT SC-6 SC-7 SC-8 SC-9 SC-10 1 Crest Level m D1 1950.202 1937.643 1936.929 1907.424 1896.933 2 Width of Waterway m D2 0.400 0.300 0.300 0 300 3 0600 Top Width of Crest m D3 2.000 2.000 4 2.000 2.000 2.000 Discharge intensity, q cumec/m 0.185 0.333 0.423 5 0.333 Head Loss, HL 0408 m 0.15 0.23 0.22 0.21 6 Critical Depth, De 0.15 m 0.15 0.22 7 0.26 Pre Jump Depth, Di 0.22 026 m 0.100 0.100 0.100 8 0.100 Pie Jump Depth, D2 0.100 m 0.550 0.550 9 0.550 0.550 Value of Efi 0.550 m 0.670 0.746 0.744 10 Value of Ef2 0.730 0670 m 0.520 0.520 11 0.520 0.520 0520 m 1.866 3.365 4.274 12 3.365 4.123 m D4 5.350 13 Cistern Depth 5.350 5.350 5.350 m 5.350 D5 0.100 14 0.100 Cistern Level 0.100 0.100 m 0.100 D6 1949.952 15 1937.393 Depth of U/S Curtain 1936.679 1907.174 m D7 1896.683 1.000 16 1.000 1.000 m 1.000 D8 1.000 1.200 17 Froude No., F=q / vgO? Cistern Length Depth of D/S Curtain Maximum static head, H Crest length U/S Glacis Length (1:1) U/S Floor Length Total Length of Floor Floor Th. under Crest U/S Floor Thickness 1.200 1.200 m 1.200 D9 1.200 0.45 18 D/S Floor Length 0.58 0.62 m 0.55 D10 0.60 7.350 19 7.350 D/S Glacis Length (2:1) 7.350 7.350 m D11 7 350 0.500 20 21 0.500 0.500 m 0.500 D12 . 0 500 2.000 2.000 2.000 m 2.000 D13 . 2.000 1.00 22 0.87 0.58 m D14 0.65 0.60 1.500 23 1.500 1.500 m 1 500 D15 1.500 12.35 24 12.22 D/S Floor Thickness (Min) 11.93 m 12.00 D16 11.95 0.300 25 D/S Floor Thickness JMax) 0.300 m 0.300 017 0.300 0.300 0300 0.300 0.300 0.300 0 300 26 m 018 0.300 27 28 0.300 0.300 m 0.300 D19 0.300 0.300 Length of D/S Invert Filter 0.300 m 0.300 D20 0.300 0300 1.300 29 2.000 Length of Launcing Apron 2.000 m D21 2 000 2 000 3.000 5.000 6.000 5.000 5 000 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -52- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section - I, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT Sym bol SC-11 SC-12 SC-13 SC-14 SC-15 11421 m 13223 m 14117m 14117 m 16040 m A PARENT CANAL 1 Designed Discharge cumec C1 2.990 2350 2350 2.350 2.350 2 U/S Full Supply Level m C2 1885.749 1872.716 1862.603 1862.603 1837.430 3 Canal Bed Width m C3 1.400’ 1.400 1.400 1.400 1.400 4 Full Supply Depth m C4 1.050 0.900 0.900 0.900 0.900 5 Free Board m C5 0.450 0.400 0.400 0.400 0.400 6 U/S Canal Bed Level m C6 1884.699 1871.816 1861.703 1861.703 1836.530 7 Velocity in Canal. Vc m/sec 1.234 1.143 1.143 1.143 1.143 8 D/S Full Supply Level m C8 1885.749 1872.716 1862.603 1862.603 1837.430 9 D/S Canal Bed Level m C9 1884.699 1871.816 1861.703 1861.703 1836.530 10 Original Ground Level m C10 1884.369 1872.500 1860.496 1860.496 1836.224 B OFFTAKING CANAL 1 Discharge of O/T Canal cumec C11 0.115 0.144 0077 0231 0.080 2 FSL of Offtaking Canal m C12 1885.599 1871.904 1860.653 1860.653 3 BW of Offtaking Canal m C13 0.500 0.500 0.400 0.700 4 FSD of Offtaking Canal m C14 0.350 0.450 0.300 0.500 5 FB of Offtaking Canal m C15 0.250 0.300 0.300 0.300 0.350 1835.480 0.500 0.300 6 CBL of Offtaking Canal m C16 1885.249 1871.454 1360.353 1860153 1835.130 C HYDRAULIC DESIGN UNIT SC-11 SC-12 SC-13 SC-14 SC-15 1 Crest Level m D1 1885.399 1871.966 1861.853 1861.853 1836.680 2 Width of Waterway m D2 0.400 0.300 0.300 0.300 0.300 3 Top Width of Crest m D3 2.000 2.000 2.000 2.000 2.000 4 Discharge intensity, q cumec/m 0.288 U.480 0.257 0.770 0.267 5 Head Loss, HL m 0.15 0.81 1.95 1.95 1.95 6 Critical Depth. De m 0.20 0.29 0.19 0.39 0.19 7 Pre Jump Depth, Di m 0.100 0.100 0.100 0.100 0.100 8 Pre Jump Depth, D2 m 0.550 0.700 0.700 0.550 0.550 9 Value of Ef 1 m 0.670 1.512 2.650 2.530 2470 10 Value of Ef2 m 0.520 0.700 0.700 0.580 0.520 11 Froude No.. F=q / VgDi4 m 2.903 4.846 2.591 7.774 2692 12 Cistern Length m D4 5.350 4.626 3.000 2.250 2.550 13 Cistern Depth m D5 0.100 0.100 0.100 0.100 0.100 14 Cistern Level m D6 1885.149 1871.354 1860.253 1860.053 1835.030 15 Depth of U/S Curtain m D7 1.000 1.000 1.000 1.000 1.000 16 Depth of D/S Curtain m D8 1.200 1.200 1.200 1.200 1.200 17 Maximum static head, H m D9 0.50 1.26 2.25 2.45 2.30 18 D/S Floor Length m D10 7.350 6.626 5.000 4.250 4.550 19 D/S Glacis Length ( 2:1) m D11 0.500 1.224 3200 3.600 3.300 20 Crest length m D12 2000 2.000 2.000 2.000 2.000 21 U/S Glacis Length (1:1) m D13 0.70 0.15 0.15 0.15 0.15 22 U/S Floor Length m D14 1.500 1.500 1.500 1.500 1.500 23 Total Length of Floor m D15 12.05 11.50 11.85 11.50 11.50 24 D/S Floor Thickness (Min) m D16 0.300 0.300 0.300 0.300 0.300 25 D/S Floor Thickness (Max) m D17 0.300 0.300 0.300 0.300 0.300 26 Floor Th. under Crest m D18 0.300 0.300 0.600 0.700 0.700 27 U/S Floor Thickness m D19 0.300 0.300 0.300 0.300 0.300 28 Length of D/S Invert Filter m D20 1.300 2.000 1.300 2.700 1.300 29 Length of Launcing Apron | ID D21 4.000 6.000 4.000 8.000 4.000 r1 [1 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -53- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011 r JMinistry of Water And Energy • Federal Democratic Republic of Ethiopia Section-I, Volume -IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT Sym bol SC-16 SC-17 SC-18 SC-19 SC-20 17862 m 18931 m 18931 m 20038 m 21250 m A PARENT CANAL 1 Designed Discharge cumec C1 1.700 1.700 1.700 1.700 1.700 2 U/S Full Supply Level m C2 1824 408 1802.003 1802.003 1779.482 1759 770 3 Canal Bed Width m C3 1.400 1.400 1.400 1.400 1.400 4 Full Supply Depth m C4 0.800 0.800 0.800 0.800 0.800 5 Free Board m C5 0.400 0.400 0.400 0.400 0.400 6 U/S Canal Bed Level m C6 1823.608 1801.203 1801.203 1778.682 1758.970 7 Velocity in Canal. Vc m/sec 1.078 1.078 1.078 1.078 1.078 8 D/S Full Supply Level m C8 1824.408 1802.003 1802.003 1779.482 1759.770 9 D/S Canal Bed Level m C9 1823.608 1801.203 1801.203 1778.682 1758.970 10 Original Ground Level m C10 1822.480 1802.050 1802.050 1777 500 1757.490 B OFFTAKING CANAL 1 Discharge of O/T Canal cumec C11 0.080 0.144 0.060 0.071 0.068 2 FSL of Offtaking Canal m C12 1822.658 1801.838 1801.853 1777.732 1757.770 3 BW of Offtaking Canal m C13 0.600 0.500 0.400 0.400 0.400 4 FSD of Offtaking Canal m C14 0.400 0.400 0.300 0.300 0.250 5 FB of Offtaking Canal m C15 0.300 0.300 0.250 0.250 0.250 6 CBL of Offtaking Canal m C16 1822 258 1801.438 1801.553 1777 432 1757 520 C HYDRAULIC DESIGN UNIT SC-16 SC-17 SC-18 SC-19 SC-20 1 Crest Level m D1 1823.758 1801.588 1801.703 1778.832 1759.120 2 Width of Waterway m D2 0.300 0.400 0.300 0.300 0.300 3 Top Width of Crest m D3 2.000 2.000 2.000 2.000 2.000 4 Discharge intensity, q cumec/m 0.267 0.360 0.200 0.237 0.227 5 Head Loss, HL m 1.75 0.16 0.15 1.75 2.00 6 Cntical Depth, De m 0.19 0.24 0.16 0.18 0.17 7 Pre Jump Depth, Di m 0.100 0.100 0.100 0.100 0.100 8 Pre Jump Depth, D2 m 0.550 0.550 0.550 0.550 0.550 9 Value of Efi m 2.270 0.685 0670 2.270 2.520 10 Value of Efj m 0.520 0.520 0.520 0.520 0.520 11 Froude No.. F=q / xgD/ m 2.692 3.635 2.019 2.389 2.289 12 Cistern Length m D4 2.650 5350 5.350 2.850 13 Cistern Depth 2.450 m D5 0.100 0.100 0.100 0.100 14 Cistern Level 0.100 m D6 1822.158 1801.338 15 1801.453 Depth of U/S Curtain 1777.332 1757.420 m D7 1.000 1 000 16 17 1.000 Depth of D/S Curtain 1.000 1.000 m D8 1.200 1.200 1.200 Maximum static head, H 1.200 1.200 m D9 2.15 0 56 18 19 “ 0.45 D/S Floor Length 2.05 2.25 m D10 4.650 7.350 7.350 D/S Glacis Length (2:1) 4 850 4.450 m D11 3.200 0.500 0.500 20 Crest length 3 000 3.400 m D12 2.000 2.000 21 2.000 U/S Glacis Length (1:1) m 2 000 2.000 D13 0.15 0.39 0.50 22 U/S Floor Length 0.15 0.15 m D14 1.500 1.500 23 Total Length of Floor 1.500 m 1.500 1.500 015 11.50 11.73 24 11.85 D/S Floor Thickness (Min) 11.50 11.50 m D16 0.300 0.300 25 D/S Floor Thickness (Max) 0.300 0.300 0300 m D17 0.300 0.300 0.300 0.300 0 300 26 Floor Th. under Crest m D18 0.600 0.300 27 U/S Floor Thickness 0.300 0.600 0.700 m D19 0.300 0.300 0.300 28 Length of D/S Invert Filter 0.300 0.300 m D20 1.300 2.000 29 Length of Launcing Apron 1.300 1.300 1.300 m D21 4.000 5.000 3.000 4.000 4.000 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC 54- Detail Design of Bale Gadula Irrigation & Drainage Project October. 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopie Section-!. Volume-IV Design of Structures on Canal and Drainage System PARTICULARS A PARENT CANAL 1 _ ___D_e_si_g_n_e_d__D_isch ___a_r_g_e__ 2 U/sTuifSupply Level cumec 3 4 Canal Bed Width Full Supply Depth 5 Free Board U/S Canal Bed Level Velocity in Canal, Vc D/S Full Supply Level D/S Canal Bed Level Original Ground Level OFFTAKING CANAL Discharge of O/£Canal FSL of Offtaking Canal BW of Offtaking Canal FSD of Offtaking Canal FB of Offtaking Cana! CBL of Offtaking Canal HYDRAULIC DESIGN Crest Level Width of Waterway Top Width of Crest Discharge intensity, q Head Loss. HL Crrtioal Depth, De Pre Jump Depth. Di Pre Jump Depth. D; Value of Eh Value of Ef? Froude No., F=q / ssD-. SC-21 21250 m 1.700 1759.770 1.400 0.800 0.400 1758.970 1.078 1759.770 1758.970 1757.490 0.110 SC-22 22087 m 1.100 £749.383 1.200 0.650 0.350 1748.733 0.947 SC-23 22734 m 1.100 1741.486 17200 0.650 0.350 1740.836 0.947 1749.383 ___1_7_4_1_._4_8_6_ 1748733 1740.836 T747.500 0.184 1747.933 0.700 0.500 0.300 1747.433 1748 883 0.300 __ 1739.980 ~ 0.090 1740T036 0.500 0300 0.300_ 1739.736 1740.986 0.300 cumec/m 2000 0.613 2.000 0.300 1.45 0.34 0.100 1.45 0.21 0.100 0.700 0.700 2.150 0.700 6.192 3.000 2.150 0.700 3.029 3.150 Cistern Length 0.100 Cistern Depth 1739.636 Cistern Level 1.000 Depth of U/S Curtain 16 Depth of D/S Curtain 0.100 1747.333 1.000 1.200 1.200 17 T8 19 Maximum static head, H D/S Floor Length D/S Glacis Length (2:1) _______ 1758.020 0.500 0750 0.300 1757.670 1759 120 0.300 2.000 0.367 0.100 0.700 2.450 0.700 3 702 3.000 0.100 1757.570 1.000 1.200 2.10 1.75 5.150 2.700 2.000 20 Crest length U/S Glacis Length (1:1) 717s Floor Length Total Length of Floor D/S Floor Thickness (Mm) D/S Floor Thickness (Max) Floor Th. under Crest U/S Floor Thickness Le ngth of D/S Invert Filter Tpngth of Launcing Apron D10T 5.000 3.100 2.000 0.15 ”1.500 11.75 0.300 0300 0.600 0.300 2.000 5.000 1.95 5.000 3.100 2.000 0.15 0.15 1 500 I. 500 11.75 0.300 II. 50 0.300 0.600 0.300 2.700 7.000 0.300 0.300 0.500 0.300 1.300 5.000 SC-24 23809 m 1.100 1726.921 1.200 £.650 0.350 1726 271 0.947 1726.921 1726.271 1725.420 0.110 1725.411 0700 0.300 0.300 1725.111 SC-24 1726.421 0.300 2.000 0.367 1.51 0.24 0.100 0.700 Z210 0.700 3.702 3.030 0.100 1725.011 1.000 1.200 1.81 5.030 2.820 2.000 0.1J5_ I. 500 II. 50 0.300 0.300 0.500 0.300 2.000 5.000 SC-25 24400 m 1.100 1717.320 1.200 0.650 0.350 1716.670 0.947 1717.320 1716.670 1715.500 0.131 1715.870 0.600 0.500 0.300 1715.370 SC-25 1716.820 0.300 2.000 0.437 1.45 0.27 0.100 0.700 2.150 0 700 4.409 3.000 0.100 1715.270" 1.000 1.200 1.95 5.000 3.100 2.000 0.15 I. 500 II. 75 0.300 0.300 0.600 0.300 2.000 5.000 AddisAbaba in Association with ICT Pvt Ltd and ABCE PLC Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-I, Volume-IV Design of Structures on Cana! and Drainage System ,Ci in K' F y 1 **f SN PARTICULARS UNIT Sym bol SC-26 SC-27 SC-28 SC-29 SC-30 25949 m 26710 m 29628 m 29628 m 30907 m A PARENT CANAL 1 Designed Discharge cumec C1 1.100 0.420 U/S Full Supply Level m C2 1689.321 1671.160 1636.292 1636.292 1610.013 3 Canal Bed Width m C3 1.200 0800 0.800 0 800 0.800 4 Full Supply Depth m C4 0.650 0.500 0.500 5 Free Board m C5 0.350 0.300 6 U/S Canal Bed Level m C6 1688.671 1670.660 1635.792 7 Velocity in Canal, Vc m/sec 0.947 0.776 8 D/S Full Supply Level m C8 1689.321 1671.160 1636.292 9 D/S Canal Bed Level m C9 1688671 1670.660 1635.792 0.420 0.420 0.420 0.500 0.500 1609.513 1610.013 1609.513 0.300 0.300 0.300 1635.792 0.776 0.776 0.776 1636.292 1635.792 10 Original Ground Level m C10 1687 500 1669.970 1634 890 1634.890 1609.150 B OFFTAKING CANAL 1 Discharge of O/T Canal cumec C11 0.131 0.194 0.134 0 067 0.088 2 FSL of Offtaking Canal m C12 1687.871 1670.010 1635.142 1634.802 1608.863 3 BW of Offtaking Canal m C13 0.500 0 600 0.600 0.300 0.500 4 FSD of Offtaking Canal m C14 0.350 0.400 0.350 0.300 0.300 5 FB of Offtaking Canal m C15 0.300 0300 0.300 0.300 0.300 6 CBL of Offtaking Canal m C16 1687.521 1669 610 1634.792 1634.502 1603.563 C HYDRAULIC DESIGN UNIT SC-26 SC-27 SC-28 SC-29 SC-30 1 Crest Level m D1 1688.821 1670.810 1635.942 1635.942 1609.663 2 Width of Waterway m D2 0.300 0.300 0.300 0.300 0300 3 Top Width of Crest m D3 2.C00 2.000 2.000 ZOOO ZOOO 4 Discharge intensity, q cumec/m 0.437 0.647 0.447 0.223 0.293 5 Head Loss, Hl m 1.45 1.15 1.15 1.49 1.15 6 Critical Depth. De m 0.27 0.35 0.27 0.17 0.21 7 Pre Jump Depth, Di m 0.100 0.100 0.100 0.100 0.100 8 Pre Jump Depth, D2 m 0.700 0.700 0.550 0.550 0.550 9 Value of Efi m 2.150 1.850 1.670 Z010 1.670 10 Value of Ef2 m 0.700 0.700 0.520 0.520 0.520 11 Froude No., F=q / vgDiJ m 4.409 6.529 4.510 Z255 2.962 12 Cistern Length m D4 3 050 3.250 3.350 2.770 3.450 13 Cistern Depth m D5 0.100 0.100 0.100 0.100 0.100 14 Cistern Level m D6 1687.421 1669.510 1634.692 1634.402 1608.463 15 Depth of U/S Curtain m D7 1.000 1.000 1.000 1.000 1.000 16 Depth of D/S Curtain m D8 1.200 1.200 1.200 1.200 1.200 17 Maximum static head, H m D9 1.80 1.55 1.50 1.79 1.45 18 D/S Floor Length m D10 5.050 5.250 5.350 4.770 5.450 19 D/S Glacis Length (2:1) m D11 2.800 2.600 2.500 3.080 2.400 20 Crest length m D12 2.000 2.000 2.000 2.000 2.000 21 U/S Glacis Length ( 1:1) m D13 0.15 0.15 0.15 0.15 0.15 22 U/S Floor Length m D14 1.500 1.500 1.500 1.500 1.500 23 Total Length of Floor m D15 11.50 11.50 11.50 11.50 11.50 24 D/S Floor Thickness (Min) m D16 0.300 0.300 0.300 0.300 0.300 25 D/S Floor Thickness (Max) m D17 0.300 0.300 0.300 0.300 0.300 26 Floor Th. under Crest m D18 0.500 0.500 0.500 0.600 0 400 27 U/S Floor Thickness m D19 0.300 0.300 0.300 0.300 0 300 28 Length of D/S Invert Filter m D20 2.000 2 700 2.000 1.300 1.300 29 Length of Launcing Apron m D21 6000 8.000 6.000 4.000 5.000 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -56- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-I, Volume-IV Design of Structures on Canal and Drainage System Annexure 5.1 DESIGN OF ESCAPE HEAD FOR ESCAPE OFFTAKING AT CH. 1055 M OF MAIN CANAL 1 DESIGN DATA MAIN CANAL ESCAPE SN Particulars U/S D/S D/S Unit (i) Full Supply Discharge (Q) 3.7400 3.7400 2.2440 cumecs (ii) Full Supply Level (FSL) 2061.844 2061.844 2061.480 m (iii) Bed Width (BW) 1.60 1.60 2.50 m (iv) Full Supply Depth (FSD) 1.30 1.30 1.00 m (v) Free Board (FB) 0.45 0.45 0.50 m (vi) Canal Bed Level (CBL) 2060.544 2060.544 2060.480 m (vii) Canal Bed Slope (1 in ) 2000 2000 2000 - (viii) Velocity in Canal (V) 0.993 0.993 0.562 m/s (ix) Top Bank Level (TBL) 2062.294 2062.294 - m (x) Inner Side Slope (H:V) 1 1 1.5 - (xi) Outer Side Slope (H:V) 1.5 1.5 1.5 - (xii) Rugosity coefficient (N) 0.018 0.018 0.030 - (xiii) Gravitational Acceleration (g) 9.81 9.81 9.81 m/s2 (xiv) Working head - - 0.300 m (xv) Type of canal Lined Lined Unlined - (xvi) Original Ground Level (OGL) 2060.480 2060.480 2060.480 m (xvii) Lacey's silt factor (f) 1.00 - - - (xviii) Top Bank Width (L/R) 5.00 5.00 5.00 m (xix) Width of Dowel 1.50 1.50 1.50 m (XX) Provision of cohesive non-swelling 0.00 0.00 0.00 m (CNS) layer below foundation (xxi) Top Width of Wall 0.45 0.45 0.45 m (xxii) Top Width of Platform wall/Abutment 0.75 0.75 0.75 m A The Head Regulator will be designed for submerged flow over its crest. 2 SETTING OF CREST Keep crest height above bed level (U/S or D/S whichever is higher) by 0.15 m. Fixing the Crest Level at 0.15 m above the higher of the two - U/S & D/S bed levels U/S bed level = 2060.544 m D/S bed level = 2060.480 m A crest level = 2060.694 m Provided crest to be joined with cistern a slope of (H:V) = 2 Provided U/S bed to be joined with crest an inverse slope of (H:V) = 1 3 WIDTH OF WATER-WAY: The discharge in this case is determined by the Drowned Weir formula WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCEPLC Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System 3 Q = 2/3 Cd, L V(2g) [(h + ha) " - h '"] + Cd2 L h, V[2g*(h + ha)J a Where Discharge flowing over the crest Q = 2.244 cumecs Difference in U/S FSL & D/S FSL of canal h = 0.364 m Head due to velocity of approach ha = 0.050 m Depth of D/S FSL above Crest Level hi = 0.786 m Cd! = 0.577 Cd2 = 0.800 A Clear width of water-way (L) = Provide clear width of water-way (L) = 1.01 m 1.10 m Keep crest length 1.1 m to assure the full supply discharge to meet fluctuation in pool level. 4 TOP WIDTH OF CREST : Sharp Crested Weir will be provided so as to have minimum possible head loss. The minimum top width as per IS 6531-1994 is 2/3 He Where He = U/S FSL - Crest Level = 1.15 m A min. top width of crest = 0.77 m Provide top width of crest for accomodating Gates and Stoplog = 2.00 m 9.85 5 LEVEL AND LENGTH OF D/S FLOOR Dischage in Primary Main canal Total clear waterway WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC Q L 2.244 cumecs 1.10 m 58- Detail Design of Bale Gedula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Discharge per metre length Head loss From Blench Curve, 2 1/3 Critical Depth, De = (q /g) Section-f, Volume-IV Design of Structures on Canal and Drainage System q 2.04 cumec/m Hl 0.50 m De 0.75 m Prejump depth corresponding to En D, Post jump depth corresponding to Ef? d2 0.37 m 1.27 m Upstream specific energy level En 1.90 m Downstream specific energy level Eb 1.40 m 3 Froude no., F = q N(g x D, ) F 2.86 A Cistern Length required = 5 x ( D - C, ) 2 4.48 Provide Minimum Cistern length to accommodate Road Width = 4.62 m A Provided length of cistem, to be joined with D/S bed width an inverse slope of (H:V) =5 A cistern level = D/S FSL - Ef2 = 2060.080 m A Cistern depth will be equal to d/s bed level minus cistern level or in case d/s bed level is higher than calculated cistern level then depth be kept equal to FSD/4 = 0.40 m A Provided Cistern Depth = 0.25 m A Provided Cistern level = 2060.080 m A D/S Floor Length = 9.85 m 6 VERTICAL CUT-OFFS The minimum depth of U/S & D/S Cut-off required for the given discharge is 1.50 m (i) Provide U/S Cut-off of 1.2 m depth below U/S bed level = 1.20 m Bottom elevation of upstream pile = 2059.344 m (ii) Provide D/S cut-off of 1.20 m depth for safe exit gradient = 1.20 m Bottom elevation of downstream pile = 2059.280 m 7 FLOOR LENGTH From Khosla's theory, the exit gradient can be expressed by the relation as Exit gradient = 1 / (n x sqrt (X )) X (H / d) Safe G (Exit gradient) = 1/5 e d = Depth of d/s cutoff H = Maximum static head = U/S FSL - D/S bed level Substituting the values or From Khosla curve for 1 / n x sqrt (X) D/S Floor length (Method 2) WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC =0.2 = = 1.20 m 1.36 m 1/5=1/ n x sqrt ( A) X (H / d) 1 /it x sqrt (A) = d/(5 x H) = 0.18 A = 3.27 a = 5.45 Total Floor length = a x d = 6.55 m = 4.36 -59- Detail Design of Bale Gadula Ir rigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia The Total length will be provided as below (i) D/S Floor length (Method 1) («) D/S Glacis length (2:1 slope) (iii) Length for Gates & Crest (iv) U/S Glacis length (1:1 slope) (vi) D/S Floor Length (Provided) (vii) Provided Total Floor length Section - I, Volume - IV Design of Structures on Canal and Drainage System = 9.85 m = 1.23 m = 2.00 m = 0.15 m = 9.85 m = 14.00 m (viii) Provided U/S Floor length (including crest and U/S glacis) = 4.15 m 8 PRESSURE VARIATION CALCULATIONS D/S Ei C, Floor Length = 14 m C D {i) At U/S cut off wall From Khosla’s equation From Khosla’s Graph Total floor length (b) = 14.00 m Depth of U/S cut off wall (d) = 1.20 m 1/a = d/b = 0.086 a = b/d = 11.667 2 X = (1 + >1 (1 + a ))/2 = 6.355 =(1/k) Cos'’((X - 2)/X) = 25.97 % 1 4>o =(1/n) Cos’ ((X-1)/X) = 18.10 % «ci = 100-*E = 74.03 % <foi = 100-|D = 81.90 % Assuming floor thickness at U/S end as = 0.500 m Correction for floor thickness at U/S end = 3.28 %(*) clear depth of cutoff, de = 0.70 m clear depth of D/S cutoff. De = 1.16 m distance between cutoffs, b’ = 13.00 m Correction for interference due to D/S cutoff, C = 0.76 %(*) 4>ci (Corrected) = 78.07 % (II) At D/S cut off wall From Khosla’s equation WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC Total floor length (b) = 14.00 m Depth of D/S curtain wall (d) = 1.20 m i/ = d/b a = 0.086 -60- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-I, Volume-IV Design of Structures on Canal and Drainage System a = b/d = 11.667 2 X = (1 + V (1 + a ))/2 = 6.355 | £ = (1/n)(Cos’’((X - 2)/X) = 25.97 % 1 *o=(1/5r) Cos' ((X - 1)/X) = 18.10 % Assuming floor thickness at D/S end as = 0.500 m Correction for floor thickness at D/S end = 3.28 % (-) clear depth of cutoff, de = 0.70 m clear depth of U/S cutoff, De = 0.64 m distance between cutoffs, b’ = 13.00 m Correction for interference due to U/S cutoff, C = 0.40 %(-) (Corrected) = 22.29 % Pressure variation 3.98 % per m FLOOR THICKNESS Floor thickness from D/S face of D/S cut off wall at 2.00 m P = 30.257 % Floor thickness = (p x H) / ((sp,gr.-1) X 100) = 0.333 m Provide minimum as = 0.500 m Floor thickness of D/S slope varies from 0.5 mto 0.65 m from d/s floor to cistern. Floor thickness from D/S face of D/S cut off wall at = 8.62 m P= = 56.640 % Floor thickness = (p x H) / ((sp.gr.-1) X 100) = 0.623 m Provided = 0.650 m Floor thickness of under cistern 0.65 m from start of cistern to end of cistern. Provide floor thickness u nder crest 0.500 m (H) U/S FLOOR Provide thickness of upstr eam floor 0.500 m WWDSE, Addis Ababa in Association with -61- ICT Pvt. Ltd. and ABCEPLC Detail Design of Bale Gadula Irri gation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-I, Volume -IV Design of Structures on Canal and Drainage System (. i 14.00 10 Protection Works beyond Impervious Floor (i) Downstream protection : 2 l<3 Depth of scour R = 1.35 x (q /f) = 1.26 m Anticipated scour = 2.0 X R = 2.51 m Downstream scour level = 2061.48-2.512 = 2058.968 m Scour depth 'D' below d/s floor = 2060.48-2058.968 = 1.51 m (a) Inverted filter: The length of the inverted filter should be equal to 1.5D Block Size Bajri 2.27 m 0.60 mx0.6m 0.25 m 0.25 m WWDSE Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -62- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System Providing 0.6m x 0.6m x 0.25m CC blocks with 10 cm gap filled with ’bajri* over 0.25 m thick graded filter. No of rows required =2.27/0.7 = 3.24 Hence, provide 4 rows of blocks.in the direction of flow Length of inverted filter in the direction of flow = (b) Launching apron : Length required = 3.4/0.5 2.80 m Thickness of launching apron = 0.50 m Quantity of launching apron required = 2.25 X D = 3.40 cu.m/m = 681 m say = 7.00 m WWDSE, Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section - I, Volume - IV Design of Structures on Canal and Drainage System ANNEXURE 6.1 DESIGN OF VERTICAL FALL-2.25 M FOR MAIN CANAL AT CH. 550 M 1 DESIGN DATA SN PARTICULARS U/S DZS Unit (•) Design Discharge (Q) 3.6500 3.6500 m3/sec («) Full Supply Level (FSL) 2070.846 2068.596 m («i) Bed Width (BW) 1.60 1.60 m (iv) Full supply Depth (FSD) 1.30 1.30 m (v) Free Board (FB) 0.45 0 45 m (vi) Canal Bed Level (CBL) 2069.546 2067.296 m (vii) Bed slope of Canal (S) 1 in 2000 1 in 2000 - (viii) Velocity of flow in canal (V) 0.993 0.993 m/sec (ix) Top Bank Level (TBL) 2071.296 2069.046 m (x) Inner side slope of canal 1:1 1:1 - (xi) Outer side slope of canal 1.5:1 1.5:1 - (xii) Rugosity Coefficient (N) 0.018 0.018 - (xiii) Gravitational Acceleration (g) 9.81 - m/sec2 (xiv) Height of Drop (HL) - 2.25 m (xvi) Top Bank Width (L/R) 1.50 4.00 m (xvii) Original Ground Level 2071.010 2071.010 m (xviii) Type of soil Alluvial Soil 2 HYDRAULIC CALCULATION 2.1 Crest Level Keep the Crest Level 0.30 m above Canal Bed Level 2.2 Throat Width 2069.846 m Keep the waterway of Crest as required for passing the design discharge i.e. Throat width, Bt Head Over Crest. H = U/S FSL - Crest Level Q = C X Bt X H3'2 Where Q - 1.00 m 3.65 Cumec For sharp crest wier C = 1.84 2 Throat Width, Bt = (Q/(C x H* ) Bt = 1.98 m Provide Throat width, Bt = 2.00 m WWDSE, Addis Abeba in Association with ICT Pvt. Ltd. and ABCE PLC -64- Detail Design of Bate Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia 2.3 Shape of the Crest Section-1, Volume-IV Design of Structures on Canal and Drainage System Provide the top width of crest = 0 55 x (D) A 0.5 where D = Height of the Crest above D/S bed level = RL of Crest - D/S CBL D = 2069.846 -2067.296 = = 2.550 m A Top width ofcrest = 0.55 x 2.55 0.5 Provide Top width of crest = = 0.878 0.88 m m Base width of crest = Top width + D/2 =0.88 + 1.28 = 2.155 m Provide Base Width of crest = 2.16 m 2.4 Cistern Design Keep Depth of Cistern with respect to D/S of CBL = dc/3, Where de = Critical depth of flow q = Discharge / Throat width of the Crest = 1.825 Cumec/m 2 1/3 de = Critical depth of flow = (q /g) = 0.698 m Hence Depth of Cistern (X) = dc/3 = 0.230 m R L of Cistern = D/s bed level - X = = 2067.066 m 2.5 Length of Cistern Head Loss. HL = U/S FSL - D/S FSL 2.25 m AA Length of Cistern - 5 x (H x HL) 0.5 = 5 x (1 x 2.25) 0.50 ) = 7.500 m 2.6 Approaches (i) U/S Wing Wall U/S wing wall shall be splayed straight from the U/S edge of the crest and shall be embeded by 1.00 m into the bank beyond top of bank line line. (ii) D/S Wing Wall D/S wing wall shall be splayed straight from the D/S edge of the cistem and shall be embeded by 1.00 m into the bank beyond top of bank line. 2.7 Curtain Wall (i) U/S curtain wall Depth of U/S curtain wall = U/S FSD / 3 + 0.60 = 1.03 m Provide = 1.20 m deep Provide a U/S curtain wall 1.2 m deep and width = 0.30 m wide curtain wall Depth of D/S curtain wall = D/S FSD / 2 + 0.60 Provide = = 1.25 m 1.50 m deep Provide a D/S curtain wall 1.5 m deep and width = 0.30 m wide IWVDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCEPLC Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section —1, Volume - IV Design of Structures on Canal and Drainage System 2.8 Calculations for Floor Length From Khosla’s theory, the exit gradient can be expressed by the relation as Exit gradient = 1 / n x sqrt ( X ) X (H / d ) Where, GE ( Exit gradient) = 1 / 5 d = Depth of d/s cutoff H = Maximum static head = Crest Level - D/S bed level = 1.50 m = 2.55 m Substituting the values or 1 / n x sqrt ( X) = d / (5 x H) From Khosla curve for 1 / n x sqrt (X) 1/5=1/* x sqrt ( X) X (H / d ) = 0.118 a = 7.00 Floor length = a x d = 10.50 m U/S FSL 2070.846 DROP 2.250 D/S FSL 2068.596 Head O\er Crest 1.000 The Total length will be provided as below (i) D/S Floor beyond Cistern = 2.000 m (ii) D/S floor length (Cistern) = 7.500 m (iii) Top width of crest = 0.880 m (iv) U/S floor length = 2.000 m (v) Total length of floor Provided 12.380 m 2.9 Pressure Variation Calculations (11 At U/S cut off wall From Khosla’s equation Total floor length (b) = 12.38 m WWDSE. Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC Depth of U/S cut off wall (d) = 1.20 m 1/a = d/b = 0.10 a = b/d = 10.317 -66- Detail Design of Bale Gadula Irrigation & Drainage Project October. 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System 2 = 5.683 X = (1 + V (1 + a ))/2 <|>E = Cos’’((X - 2)/X) = 28 1 <t>0=Cos ((X-1)/X) = 19 <t>d 100 - = = 72 4>oi 100 - 4>0 = = 81 Assuming floor thickness at U/S end as = 0.500 m Correction for floor thickness at U/S end = (81 - 72) X 0.5 /1.2 = 3.750 % <|>ci (Corrected) = (72 + 3.75) = 75.75 % (ii) At D/S cut off wall Total floor length (b) = 12.38 m Depth of D/S curtain wall (d) = 1.50 m From Khosla’s equation 1/a = d/b = 0.12 a = b/d = 8.253 2 X = (1 + V (1 + a ))/2 = 4.657 4>e = Cos’((X - 2)/X) = 31 1 0 D = Cos' ((X- 1)/X) = 21 Assuming floor thickness at D/S end as = 0.500 m Correction for floor thickness at D/S end = (21 - 31) X 0.5 /1.5 = -3.330 % (Corrected) = (31 + -3.33) = 27.00 % Pressure variation = (75.75 -27)/12.38 = 3.938 % 2.10 Calculation for Floor Thickness (i) D/S Floor Floor thickness from D/S face of D/S cut off wall at = 2.00 m p= 27 * 2 x 3.938 = 34.876 % Floor thickness = (p x H) / ((sp.gr.-1) X 100) = 0.710 m Provide minimum as = 0.800 m Floor thickness from D/S face of D/S cut off wall at p= 27 + 9.5x3.938 = 9.50 m = 64.409 % Floor thickness = (p x H) / ((sp.gr.-1) X 100) = 1.310 m Provide minimum as = 1.400 m Floor thickness from D/S face of D/S cut off wall at P= 27 + 11.66x3.938 = 11.66 m = 72.895 % Floor thickness = (p x H) / ((sp.gr.-1) X 100) = 1.490 m Provide minimum as = 1.500 m (II) U/S Floor Provide thickness of upstream floor = 0.500 im WWDSE, Addis Ababa in Association with -67- ICT Pvt. Ltd. and ABCE PLC Detaif Design of Bale Gad ui a Irrigation & Drai nage Project O ctober, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System ANNEXURE 6.2 STATAEMENT FOR DESIGN OF FALL OF MAIN CANAL SN PARTICULARS UNIT SYM BOL Ch. 350 m Ch. 450 m Ch. 550 m Ch. 750 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 3.650 3.650 3.650 3.6500 2 U/S Full Supply Level m C2 2073.946 2072.396 2070.846 2068.496 3 Canal Bed Width m C3 1.600 1.600 1.600 1.600 4 Full Supply Depth m C4 1.300 1.300 1.300 1.300 5 Free Board m C5 0.450 0.450 0.450 0.450 6 U/S Canal Bed Level m C6 2072.646 2071.096 2069.546 2067.196 7 D/S Full Supply Level m C7 2072.446 2070.896 2068.596 2066.246 8 D/S Canal Bed Level m C8 2071.146 2069.596 2067.296 2064.946 9 Height of Drop m C9 1.50 1.50 2.25 2.25 10 Original Ground Level m C10 2074.090 2072.450 2071.010 2069.620 B HYDRAULIC DESIGN 1 Crest Level m F1 2072.946 2071.396 2069 846 2067 496 2 Throat Width (Bt) m F2 2.000 2.000 2.000 2.000 3 Top Width of Crest m F3 0.740 0.740 0.880 0.880 4 Base Width of Crest m F4 1.640 1.640 2.155 2.155 5 Discharge Intensity,q cumec/ m F5 1.825 1.825 1.825 1.825 6 Critical Depth, de m F6 0.698 0.698 0.698 0.698 7 Depth of Cistern, X = dc/3 m F7 0.240 0.240 0240 0.240 8 Cistern Level m F8 2070.906 2069.356 2067.056 2064.706 9 Head Loss, HL m F9 1.500 1.500 2.250 2.250 10 Length of Cistern m F10 6.12 6.12 7.50 7.50 11 Depth of U/S Curtain wall m F11 1.200 1.200 1.200 1.200 12 Depth of D/S Curtain wall m F12 1.500 1.500 1.500 1.500 13 Maximum static head. H m F13 1.800 1.800 2.550 2.550 14 Value of 1 / n x sqrt (X) m F14 0.167 0.167 0.118 0.118 15 Value of u m F15 7 6.5 7 7 16 Total D/S floor Length m F16 10.500 9.750 10.500 10.500 17 D/S Floor beyond Cistern m F17 2.00 2.00 2.00 2.00 18 D/S floor lengthjCistern) m F18 6.12 6.12 7.50 7.50 19 Top width of crest m F19 0.74 6.74 0.88 0.88 20 U/S floor length m F20 2.00 2.00 2.00 2.00 21 Total Floor Length including U/S m F21 10.864 10.864 12.380 12.380 22 Pressure Variation at U/S (0 a = b/d 9.053 9.053 10.317 10.317 (ii) A. = (1 + V (1 + a ))/2 z 5054 5.054 5.683 5.683 (iii) ♦e = Cos ’((A. - 2)/X) 29 29 28 28 (iv) ♦o= Cos ’((A. - 1)/A.) 20 20 19 19 (V) |ci “ 100-$E 71 71 72 72 (vi) 4»di 100-03 = 80 80 81 81 (vii) Correction for floor thick at U/S = % 3.74 3.74 3.49 3.49 (viii) 4>ci (Corrected) = % 74.39 74.39 75.94 75.94 23 Pressure Variation at D/S (i) a = b/d 7.242 7.242 8.253 8.253 (ii) J X = (1 + V (1 + a ))/2 4.156 4.156 4.657 4.657 (iii) *e = Cos’’((A - 2)/X) 33 33 31 31 (iv) <t>o = Cos’((X - 1)/A) 23 23 21 21 (V) Correction for floor thick at D/S = % 3 3 3 3 (vi) <t»E (Corrected) = % 29 29 28 28 (vii) Pressure Variation % 4.15 4.15 3,91 391 24 D/S Floor Thickness at end m F22 0.600 0.600 0800 0 800 25 D/S Floor Thickness upto Crest wall m F23 1.000 1.000 1.400 1.400 26 D/S Floor Thickness upto Crest wall foundation m F24 1.100 1.100 1.500 1.500 27 U/S Floor Thickness m F25 0500 0.500 0.500 0.500 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCEPLC 68- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT I SYN BOL Ch. 850 m Ch. 900 m Ch. 1000 m Ch. 1100 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 3.6500 3.6500 3.6500 3.6500 2 U/S Full Supply Level m C2 2066.197 2063.922 2062.872 2061.822 3 Canal Bed Width m C3 1.600 1.600 1.600 1.600 4 Full Supply Depth m C4 1.300 1.300 1.300 1.300 5 Free Board m C5 0.450 0.450 0.450 0.450 6 U/S Canal Bed Level m C6 2064.897 2062.622 2061.572 2060.522 7 D/S Full Supply Level m C7 2063.947 2062.922 2061.872 2059.322 8 D/S Canal Bed Level m C8 2062.647 2061.622 2060.572 2058.022 9 Height of Drop m C9 225 1.00 1.00 2.50 10 Original Ground Level m C10 2064.280 2063.050 2061.310 2059.940 B HYDRAULIC DESIGN 1 Crest Level m F1 2065.197 2062.922 2061.872 2060.822 2 Throat Width (Bt) m F2 2.000 2.000 2.000 2.000 3 Top Width of Crest m F3 0.880 0.630 0.630 0.930 4 Base Width of Crest m F4 2.155 1.280 1.280 2.330 5 Discharge Intensity.q cumec/ m F5 1.825 1.825 1.825 1.825 6 Critical Depth, de m F6 0.698 0.698 0.698 0.698 7 Depth of Cistem. X = dc/3 m F7 0.240 0.240 0.240 0.240 8 Cistern Level m F8 2062.407 2061.382 2060.332 2057.782 9 Head Loss. Hl m F9 2.250 1.000 1.000 2.500 10 Length of Cistem m F10 7.50 5.00 5.00 7.91 11 Depth of U/S Curtain wall m F11 1.200 1.200 1.200 1.200 12 Depth of D/S Curtain wall m F12 1.500 1.500 1.500 1.500 13 Maximum static head, H m F13 2.550 1.300 1.300 2.800 14 Value of 1 / 7t x sqrt (X) m ' F14 0.118 0.231 0.231 0.107 15 Value of a m F15 7 3.5 3.5 7 16 Total D/S floor Length m F16 10.500 5.250 5.250 10.500 17 D/S Floor beyond Cistern m F17 2.00 2.00 2.00 2.00 18 D/S floor length (Cistern) m F18 7.50 5 00 5.00 7.91 19 Top width of crest m F19 0.88 0.63 0.63 0.93 20 U/S floor length m F20 2.00 2.00 2.00 2.00 21 Total Floor Length including U/S m F21 12.380 9.630 9.630 12.836 22 Pressure Variation at U/S (i) a = b/d 10.317 8 025 8.025 10.696 (ii) 2 X = (1 + V(1 +a ))/2 5.683 4.544 4.544 5.872 (iii) to = Cos’’((X - 2)/>.) 28 31 31 27 (iv) 1 to = Cos’ ((X- 1)ZX) 19 22 22 19 (v) $ci 10O-^f. = 72 69 69 73 (vi) Odi 1 00-4'd = 81 78 78 81 (vii) Correction for floor thick at U/S = % 3.49 3.98 3.98 3.43 (viii) 0c 1 (Corrected) = % 75.94 72.90 72.90 76.35 23 Pressure Variation at D/S (i) a = b/d 8.253 6.420 6.420 8.557 (ii) 2 X = (1 + Vf1 +a ))/2 4.657 3.749 3.749 4.808 (iii) to = Cos’’((X - 2)/X) 31 35 35 30 (iv) to = Cos’’((X- 1)/X) 21 24 24 21 (v) Correction for floor thick at D/S = % 3 4 4 3 (vi) *>e (Corrected) = % 28 31 31 27 (vii) D ressure Variation % 3.91 4.35 4.35 3.84 24 D/S Floor Thickness at end m F22 0.800 0.500 0.500 0.800 25 V D/S Floor Thickness upto Crest vail m F23 1.400 0.700 0.700 1.500 26 V C)/S Floor Thickness upto Crest /all foundation m F24 1.500 0.700 0.700 1.700 27 L J/S Floor Thickness m F25 0.500 0.500 0.500 0.500 WWDSE, Addis Ababa in Association with ICT Pvt Ltd and ABCE PLC -69- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of EthiopiaDesign of Structures on Canal and Drainage System Section -1, Volume IV SN PARTICULARS UNIT SYM BOL Ch. 1200 m Ch. 1300 m Ch. 1400 m Ch. 1500 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 3.6500 3.6500 3.6500 3.6500 2 U/S Full Supply Level m C2 2059.272 2057.722 2056.172 2054.623 3 Canal Bed Width m C3 1.600 1.600 1.600 1.600 4 Full Supply Depth m C4 1.300 1.300 1.300 1.300 5 Free Board m C5 0.450 0.450 0.450 0.450 6 U/S Canal Bed Level m C6 2057.972 2056.422 2054.872 2053.323 7 D/S Full Supply Level m C7 2057.772 2056.222 2054.672 2052.123 6 D/S Canal Bed Level m C8 2056.472 2054.922 2053.372 2050.823 9 Height of Drop m C9 1.50 1.50 1.50 2.50 10 Original Ground Level m C10 2058.520 2057.050 2055.350 2053 860 B HYDRAULIC DESIGN 1 Crest Level m F1 2058.272 2056.722 2055.172 2053.623 2 Throat Width (Bt) m F2 2.000 2.000 zooo ZOOO 3 Top Width of Crest m F3 0.740 0.740 0.740 0.930 4 Base Width of Crest m F4 1.640 1.640 1.640 Z330 5 Discharge Intensity.q cumec/ m F5 1.825 1.825 1.825 1 825 6 Critical Depth, de m F6 0.698 0.698 0.698 0 698 7 Depth of Cistern. X = dc/3 m F7 0.240 0.240 0.240 0.240 8 Cistern Level m F8 2056.232 2054.682 2053.132 2050 583 9 Head Loss, HL m F9 1.500 1.500 1.500 Z500 10 Length of Cistern m F10 6.12 6.12 6.12 7.91 11 Depth of U/S Curtain wall m F11 1.200 1.200 1.200 1.200 12 Depth of D/S Curtain wall m F12 1.500 1.500 1.500 1.500 13 Maximum static head. H m F13 1.800 1.800 1.800 Z800 14 Value of 1 / n x sqrt (X) m F14 0167 0.167 0.167 0.107 15 Value of a m F15 6.5 6.5 6.5 7 16 Total D/S floor Length m F16 9.750 9.750 9.750 10.500 17 D/S Floor beyond Cistern m F17 2.00 2.00 2.00 ZOO 18 D/S floor length (Cistem) m F18 6.12 6.12 6.12 7.91 19 Top width of crest m F19 0.74 0.74 0.74 20 U/S floor length 0.93 m F20 2.00 200 2.00 ZOO 21 Total Floor Length including U/S m F21 10.864 10.864 10.864 12836 22 Pressure Variation at U/S (■) a = b/d 9.053 9.053 9.053 10.696 A = (1 + V (1 +a ))/2 z 5 054 5.054 5.054 5.872 (iii) 29 29 29 27 (iv) ♦e = Cos’((A - 2)/A) ♦d= Cos’((A - 1)/X) 20 20 20 19 (V) ♦C1 = 100-$E 71 71 71 73 (Vi) = 100-*o 80 80 80 81 (VI) Correction for floor thick at U/S = % 3.74 3.74 3.74 3.43 (VIII) <|>ci (Corrected) = % 74.39 74.39 23 Pressure Variation at D/S 74.39 76.35 (i) a = b/d 7.242 7.242 7.242 8.557 (it) A = (1 + V(1 +a ))/2 z 4.156 4.156 4.156 4.808 (iii) 33 33 33 (iv) «E = Cos’’((A - 2)/A) 1 <>o= Cos' ((A- 1)/A) 30 23 23 23 21 (*) Correction for floor thick at D/S = % 3 3 (vi) 3 $>e (Corrected) = % 3 29 29 29 27 (vh) Pressure Variation % 4.15 4.15 24 D/S Floor Thickness at end 4.15 m 3 84 F22 0.600 0.600 25 D/S Floor Thickness upto Crest wall 0.600 0.800 m F23 1.000 1.000 1.000 1.500 26 D/S Floor Thickness upto Crest wall foundation m F24 1.100 1.100 1.100 ~1700 27 U/S Floor Thickness m F25 0.500 0.500 0.500 0.500 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC Detail Design of Bale Gadula Irrigation & Drainage Project October. 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-!, Volume-IV Design of Structures on Canal and Drainage System WWDSE. Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -71- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section - /, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYM BOL Ch. 2100 m Ch. 2150 m Ch. 2300 m Ch. 2400 m Ch. 2500 m A HYDRAULIC DATA 1 Designed Discharge cume c C1 3.6500 3.6500 3 6500 3.6500 3 6500 2 U/S Full Supply Level m C2 2039.323 2034.298 2033.148 2030.298 2028.698 3 Canal Bed Width m C3 1.600 1.600 1.600 1.600 1.600 4 Full Supply Depth m C4 1.300 1.300 1.300 1.300 1.300 5 Free Board m C5 0.450 0.450 0.450 0.450 0.450 6 U/S Canal Bed Level m C6 2038.023 2032.998 2031.848 2028.998 2027.398 7 D/S Full Supply Level m C7 2036.823 2033.298 2030.398 2028.798 2026.198 8 D/S Canal Bed Level m C8 2035.523 2031.998 2029.098 2027.498 2024.898 9 Height of Drop m C9 2.50 1.00 Z75 1.50 2.50 10 Original Ground Level m C10 2038.760 2036.010 2032.310 2031.410 2028400 B HYDRAULIC DESIGN 1 Crest Level m F1 2038.323 2033.298 2032.148 2029.298 2027.698 2 Throat Width (Bt) m F2 2.000 2.000 2.000 2.000 2.000 3 Top Width of Crest m F3 0.930 0.630 0.970 0.740 0.930 4 Base Width of Crest m F4 2.330 1.280 2.495 1.640 2.330 5 Discharge Intensity.q cume c/m F5 1.825 1.825 1.825 1.825 1.825 6 Critical Depth, de m F6 0.698 0.698 0.698 0.698 0.698 7 Depth of Cistern. X = dc/3 m F7 0.240 0.240 0.240 0.240 0.240 8 Cistern Level m F8 2035.283 2031.758 2028.858 2027.258 2024.658 9 Head Loss. HL m F9 2.500 1.000 2 750 1.500 10 2.500 Length of Cistern m F10 791 5.00 8.29 6.12 11 Depth of U/S Curtain wall 7.91 m F11 1.200 1.200 1.200 12 1.200 Depth of D/S Curtain wall 1.200 m F12 1.500 1.500 1 500 13 Maximum static head, H 1 500 m 1.500 F13 2 800 14 1.300 3.050 Value of 1 /n x sqrt ( X) 1.800 2.800 m F14 0.107 0.231 0.098 0.167 15 0.107 Value of a m F15 7 3.5 16 Total D/S floor Length D/S floor length (Cistern) 7 6.5 7 m F16 10.500 17 5.250 D/S Floor beyond Cistern 10.500 9.750 m F17 10.500 2.00 J8 2.00 2.00 2.00 m 2.00 F18 7.91 19 Top width of crest 5.00 8.29 6.12 m F19 7.91 0.93 20 0.63 U/S floor length 0.97 0.74 m 0.93 F20 2 00 21 2 00 Total Floor Length including U/S 2.00 m 2.00 F21 2.00 22 12.836 Pressure Variation at U/S 9.630 13.262 10.864 12.836 (■) a = b/d 10.696 8.025 11.051 9.053 (ii) X = (1 + <(1 + a))/2 10 696 5.872 4.544 6.048 5 054 5.872 (til) <t>E = Cos ’((X - 2)/X) 27 31 (iv) 27 29 4>d= Cos’Xix - 1)/X) 27 19 22 19 (V) 4>ci = 100-$E 20 19 73 69 (vi) 73 71 $>oi 100-4o = 81 73 78 81 80 (VII) Correction for floor thick at U/S = % 81 3.43 3.98 3.37 3.74 (VIII) <>ci (Corrected) = % 76.35 3 43 23 ------ “— Pressure Variation at D/S 72.90 76.71 74.39 76 35 (1) a = b/d 8.557 6.420 8.841 (ii) X = (1 + V(1 + ot))/2 7.242 8.557 4 808 3.749 4.949 (ii«) $e = Cos ’((X - 2)/X) 4.156 30 4 808 35 (iv) 30 33 . 30 21 24 23 21 lYL Correction for floor thick at D/S = 21 % 3 4 (VI) 4>e (Corrected) = 3 % 27 3 3 31 27 29 27 (VII) Pressure Variation % 3.84 24 D/S Floor Thickness at end 4.35 3.77 m F22 4.15 3 84 0.800 25 D/S Floor Thickness upto Crest wall 0.500 m 0.900 0600 F23 1.500 . 0 800 0.700 1.600 1.000 1.500 26 D/S Floor Thickness upto Crest wall foundation m F24 1.700 0.700 1.900 1.100 1.700 27 U/S Floor Thickness m F25 0.500 0.500 0.500 0.500 0.500 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC •72- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Secuon - /, Volume - IV Federal Democratic Republic of EthiopiaDesign of Structures on Canal and Drainage System WWDSE, Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC -73- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYM BOL Ch. 3050 m Ch. 3100 m Ch. 3150 m Ch. 3200 m Ch. 3250 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 3.6500 3.6500 3.6500 3.6500 3.6500 2 U/S Full Supply Level m C2 2013.397 2011.597 2009.547 2007.747 2005.947 3 Canal Bed Width m C3 1.600 1.600 1.600 1.600 1.600 4 Full Supply Depth m C4 1.300 1.300 1.300 1.300 1.300 5 Free Board m C5 0.450 0.450 0.450 0.450 0.450 6 U/S Canal Bed Level m C6 2012.097 2010.297 2008 247 2006.447 2004 647 7 D/S Full Supply Level m C7 2011.647 2009.597 2007.797 2005.997 2004.447 8 D/S Canal Bed Level m C8 2010.347 2008.297 2006.497 2004.697 2003.147 9 Height of Drop m C9 1.75 2.00 1.75 1.75 1.50 10 Original Ground Level m C10 2013.080 2011.030 2009.330 2007.620 2005.920 B HYDRAULIC DESIGN 1 Crest Level m F1 2012.397 2010.597 2008.547 2006.747 2004.947 2 Throat Width (Bt) m F2 2.000 2.000 2.000 2.000 2.000 3 Top Width of Crest m F3 0.790 0.840 0.790 0.790 0.740 4 Base Width of Crest m F4 1.815 1.990 1.815 1.815 1.640 5 Discharge Intensity.q cumec/ m F5 1.825 1.825 1 825 1.825 1 825 6 Critical Depth, de m F6 0.698 0.698 0.698 0 698 0.698 7 Depth of Cistern. X = dc/3 m F7 0.240 0.240 0.240 0.240 0.240 8 Cistern Level m F8 2010.107 2008.057 2006.257 2004.457 2002.907 9 Head Loss, Hl m F9 1.750 2.000 1.750 1.750 1.500 10 Length of Cistern m F10 6.61 7.07 6.61 6.61 6.12 11 Depth of U/S Curtain wall m F11 1.200 1.200 1.200 1.200 1.200 12 Depth of D/S Curtain wall m F12 1.500 1.500 1.500 1.500 1.500 13 Maximum static head. H m F13 2.050 2.300 2.050 2.050 1.800 14 Value of 1 / n x sqrt ( X) m F14 0 146 0.130 0.146 0.146 0.167 15 Value of a m F15 7 7 7 7 6.5 16 Total D/S floor Length m F16 10.500 10.500 10 500 10.500 9.750 17 D/S Floor beyond Cistern m F17 2.00 2.00 2.00 2.00 2.00 18 D/S floor length (Cistern) m F18 6.61 7.07 6.61 6.61 6.12 19 Top width of crest m F19 0.79 0.84 0.79 0.79 0.74 20 U/S floor length m F20 2.00 2.00 2.00 2.00 2.00 21 Total Floor Length including U/S m F21 11.404 11.911 11.404 11 404 10.864 22 Pressure Variation at U/S (0 a = b/d 9.504 9.926 9.504 9.504 9.053 (ii) ?. = (1 + <(1 + (?))/2 5.278 5.488 5.278 5.278 5.054 <iii) ♦e=Cos’((X-2)A) 29 28 29 29 29 (iv) 1 »o=Cos~ ((^-1)/X) 20 20 20 20 20 (V) 4>C1 = 100-<|»E 71 72 71 71 71 (Vi) 4>di - 100-<t>o 80 80 80 80 (vii) Correction for floor thick at U/S 80 % 3.65 3.57 3.65 3.65 3.74 (viii) 4>ci (Corrected) = % 74.98 75.49 74.98 74.98 23 Pressure Variation at D/S 74.39 (I) a = b/d 7.603 7.941 7.603 7.603 7.242 (ii) }. =11 + ^(1 +</))/2 4.334 4.502 4.334 4.334 4.156 (iii) 4e = Cos ((X-2J/X) 32 31 32 32 33 (iv) $o= Cos’((X - 1)/X) 22 22 22 22 23 (v) Correction for floor thick at D/S % 3 3 3 3 3 (vi) (Corrected) = % 29 28 29 29 29 (vifL Pressure Variation % 4.06 3.98 4.06 24 D/S Floor Thickness at end 4.06 m 4.15 F22 0.700 0.700 0.700 0.700 0.600 25 D/S Floor Thickness upto Crest wall m F23 1.100 1.200 1.100 1.100 1.000 26 D/S Floor Thickness upto Crest wall foundation m F24 1.200 1.400 1.200 1.200 1.100 27 U/S Floor Thickness m F25 0.500 0.500 0.500 0.500 0.500 WWDSE Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -74- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of EthiopiaDesign of Structures on Canal and Drainage System Section -1, Volume - IV WWDSE, Addis Ababa in Association with ICT Pvt Ltd. and ABCE PLC -75- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Ro public of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYM BOL Ch. 3550 m Ch. 3600 m Ch. 3700 m Ch. 3800m Ch. 3900 m A HYDRAULIC DATA 1 Designed Discharge cume c C1 3.6500 3.6500 2 U/S Full Supply Level m C2 1994 897 1992.847 3 Canal Bed Width m C3 1.600 1.600 _________ 3.6500 3.6500 3 6500 1990.747 1988.146 1985 546 1.600 1.300 1.300 1.600 1.600 4 Full Supply Depth m C4 1 300 1.300 1.300 5 Free Board m C5 0.450 0.450 6 U/S Canal Bed Level m C6 1993.597 1991.547 1989.447 0450 0 450 1986.846 0 450 J 984.246 7 D/S Full Supply Level m C7 1992.897 1990.847 1988.247 8 D/S Canal Bed Level m C8 1991.597 1989.547 1986.947 1984.346 1981.746 9 Height of Drop m C9 2.00 2.00 2.50 10 Original Ground Level m C10 1994.500 1992.540 1989.900 1987.220 1984.620 B HYDRAULIC DESIGN 1 Crest Level m F1 1993.897 1991.847 1989.747 1987.146 2 Throat Width (Bl) m F2 2.000 2.000 2.000 2.000 1985.646 1983.046 2.50 2.50 1984.546 2.330 2.000 3 Top Width of Crest m F3 0.840 0.840 0.930 0.930 0.930 4 Base Width of Crest m F4 1.990 1.990 2.330 2.330 5 Discharge Intensity.q cume c/m F5 1 825 1.825 1.825 1.825 1.825 6 Critical Depth, de m F6 0.698 0.698 0.698 0.698 0.698 7 Depth of Cistern. X = dc/3 m F7 0.240 0.240 0.240 0.240 0.240 8 Cistern Level m F8 1991.357 1989.307 1986.707 1984.106 1981.506 9 Head Loss, Hl m F9 2.000 2.000 2.500 2 500 2.500 10 Length of Cistern m F10 7.07 7.07 7.91 7.91 7.91 11 Depth of U/S Curtain wall m F11 1.200 1 200 1.200 1.200 1.200 12 Depth of D/S Curtain wall m F12 1.500 1.500 1.500 1.500 1.500 13 Maximum static head, H m F13 2.300 2.300 2.800 2.800 2.800 14 Value of 1 / p x sqrt (I) m F14 0.130 0.130 0.107 0.107 0.107 15 Value of a m F15 7 7 7 7 7 16 Total D/S floor Length m F16 10.500 10.500 10.500 10.500 10.500 17 D/S Floor beyond Cistern m F17 2.00 2.00 2.00 2.00 2.00 18 D/S floor length (Cistern) m F18 7.07 7.07 7.91 7.91 7.91 19 Top width of crest m F19 0.84 0.84 0.93 0.93 093 20 U/S floor length m F20 2.00 2.00 2.00 2.00 2.00 21 Total Floor Length including U/S m F21 11.911 11.911 12.836 12.836 12.836 22 Pressure Variation at U/S (i) I a = b/d 9.926 9.926 10 696 10.696 10.696 (ii) 2 = (1 + V (1 + <x ))/2 5.488 5488 5.872 5.872 5.872 (Hi) ♦ E= Cos’’((X - 2)/X) 28 28 27 27 27 (iv) $□= Cos"’((X. - 1)/X) 20 20 19 19 19 (v) $ci = 100-$e 72 72 73 73 73 (vi) $D1 = 100-<£o 80 80 81 81 81 (vii) Correction for floor thick at U/S = % 3.57 3.57 3.43 343 3.43 (viii) (Corrected) = % 75.49 75.49 76.35 76.35 76.35 23 Pressure Variation at D/S (i) a = b/d 7.941 7.941 8.557 8.557 8.557 (ii) 2 k = (1 + V (1 + a ?)/2 4.502 4.502 4.808 4.808 4.808 (iii) = Cos''((k-2)1).) 31 31 30 30 30 (iv) ♦d= Cos’’((X - 1)/X) 22 22 21 21 21 (V) Correction for floor thick at D/S = % 3 3 3 3 3 (vi) $e (Corrected) = % 28 28 27 27 27 (vii) Pressure Variation % 3.98 3.98 3.84 3.84 3.84 24 D/S Floor Thickness at end m F22 0.700 0.700 0.800 0.800 0.800 25 D/S Floor Thickness upto Crest wall m F23 1.200 1.200 1.500 1.500 1.500 26 D/S Floor Thickness upto Crest wall foundation m F24 1.400 1.400 1.700 1.700 1.700 27 U/S Floor Thickness m F25 0.500 0.500 0.500 0.500 0.500 WWDSE. Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -76- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1. Volume - IV Design of Structures on Canal and Drainage System PARTICULARS UNIT SYM BOL Ch. 4100m Ch.— 4200 m Ch. 4300 m Ch. 4400 m HYDRAULIC DATA 3.6500 Designed Discharge cume c 36500 3.6500 3.6500 3.6500 C1 lJ/S_Full_Supply Level_ 1982.946 1.600 1980.346 1.600 1974.646 1972.546 1.600 1.300 1.600 Canal Bed Width 1.300 1.300 Full Supply Depth 1.300 1977.246 L600 1.300 0.450 J975.946 0.450 ' 0.450 0450__ 1981.646 0.450 _ Free Board 1979.046 1973.346_ 1971 246 ~U/S Cana? Bed Level 1975.846 D/S Full_Supply Level 1981.946 1980.646 1974.546 1974.746 1973.446 1972.646 1970.046 1971.346 D/S Canal Bed Level LOO 1982.050 4.50 1979.500 2.50 1976,840 2.00 1973760 1968.746 2.50 1971.130 Heightof Drop Original Ground Level HYDRAULIC DESIGN Crest Level Throat Width (Bt) — Top Width of Crest____ Base Width of Crest Discharge Intensity.q ^rWcaTPepth, de_____ _ Depth of Cistern, X = dc/3 Cistern Level Head Loss, Hl Length of Cistern rtonth of U/S Curtain wall Depth of D/S CurtainwajL Maximum static head. H Value of 1 / p x sort i I ? m m m m cume F1 1981.946 2.000 0.630 1.280 _ 1.825 0.698 0.240 1980.406 1.000 5.00 __ 1.200 1979.346 2.000 1.210 1976.246 Z000 1971.546 2.000 0.930 3.610 __ 2,330 1.825 0.698 0.240 1974.306 4 500 10.61 1973.646 2.000 0.840 1.990 1.825 Value of a _____ 1.500 1.300 0.231 3.5 5.250 1.200 1.500 4.800 0.063 10 15.000 1.825 0.696 0 240 1973.206 2 500 7.91 1.200 1.500 2.800 0.107 7 10.500 0.698 0.240 1971.106 2.000 7.07 1.200 1.500 2.300 0 130 1 10.500 0.930 2.330 1.825 0.698 0.240 1968.506 2.500 7.91 1.200 1.500 Z800 J.107 7 10.500 Total D/S floor Length D/S Floor beyond Ci stern 2.00 2 00 D/S floor length (Cistern) F18 Tod width of_crest_ uU/o/S floor le_n_g_t_h____________ F19 F20 5.00 0.63 10.61 1.21 2.00 9.630 2.00 15.817 2.00 12.836 11.911 12.836 Total Floor Length including U/S Pressure Variation at U/S 8.025 4.544 13.181 10.696 7.109 5.872 9.926 5.488 10.696 5.872 6p*Cos((X- $ Ci = 100-4e £pi=lO0-Co________ .____ _- Correction for floor thick at U/S - £ci (Corrected) =______ Pressure Variation at D/S a - b/d X = (1 ♦ V (1 ♦ aj))/2 ^o= Cos''((A. • 1)/X) Correction for floor thick at D/S . _ ___ (Corrected) = Pressure Variation D/S Floor Thickness at end D/S Floor Thickness upto Crest 3.57 _ A43 72.90 6.420 3.749 78.60 10.544 5.796 76.35___ _ 75 49 S557^_794l 4.808 ----- ------ 4 4.502 76.35 8.557 4.806 (viQ. 24 25 wall - 26 27 D/S Floor Thickness upto Crest wall foundation U/SFIoor Thickness 0.500 0.700 0.700 0.500 1.300 2.600 3.100 0.500 0.800 1.500 1.700 0.500 0.700 1.200 1 400 0 500 0.800 1.500 1.700 0.500 Detail Design of Bale Gadula irrigation & WWDSE, Addis Ababa in Association with ICT Pvt Ltd. and ABCE PLCMinistry of Water And Energy - Federal Democratic Republic of Ethiopia Section-I, Volume-IV Design of Structures on Canal and Drainage System SN PARTICULARS UNrr SYM BOL Ch. 4500 m Ch. 4600 m Ch. 4700 m Ch. 4850 m Ch. 5000 m A HYDRAULIC DATA 1 Designed Discharge cume c C1 3.6500 3.6500 3.6500 3.6500 3.6500 2 U/S Full Supply Level m C2 1969.946 1967.346 1964.746 1962.095 1959.445 3 Canal Bed Width m C3 1.600 1.600 1.600 1.600 1.600 4 Full Supply Depth m C4 1 300 1.300 1.300 1.300 1.300 5 Free Board m C5 0.450 0.450 0.450 0.450 0.450 6 U/S Canal Bed Level m C6 1968.646 1966.046 1963.446 1960.795 1958.145 7 D/S Full Supply Level m C7 1967.446 1964.846 1962.246 1959.595 1957.195 8 D/S Canal Bed Level m C8 1966.146 1963.546 1960.946 1958.295 1955.895 9 Height of Drop m C9 2.50 2.50 2.50 2.50 Z25 10 Original Ground Level m C10 1968.600 1965.990 1963.430 1960.590 1958250 B HYDRAULIC DESIGN 1 Crest Level m F1 1968.946 1966.346 1963.746 1961.095 1958.445 2 Throat Width (Bt) m F2 2.000 2.000 2.000 2.000 2.000 3 Top Width ofCrest m F3 0.930 0 930 0.930 0.930 0.880 4 Base Width of Crest m F4 2.330 2.330 2.330 2.330 2.155 5 Discharge Intensity,q cume c/m F5 1.825 1.825 1.825 1.825 1.825 6 Critical Depth, de m F6 0.698 0.698 0.698 0.698 0.698 7 Depth of Cistern. X = dc/3 m F7 0.240 0.240 0.240 0.240 0.240 8 Cistern Level m F8 1965.906 1963.306 1960.706 1958.055 1955.655 9 Head Loss, HL m F9 2.500 2.500 2 500 2.500 2.250 10 Length of Cistern m F10 7.91 7.91 7 91 7.91 7.50 11 Depth of U/S Curtain wall m F11 1.200 1.200 1.200 1.200 1.200 12 Depth of D/S Curtain wall m F12 1.500 1.500 1.500 1.500 1.500 13 Maximum static head. H m F13 2.800 2.800 2.800 2.800 2.550 14 Value of 1 /n xsqrt( X.) m F14 0.107 0.107 0.107 0.107 0.118 15 Value of a m F15 7 7 7 7 7 16 Total D/S floor Length m F16 10.500 10.500 10.500 17 10.500 10.500 D/S Floor beyond Cistern m F17 2.00 2.00 2.00 18 D/S floor length (Cistern) 2.00 2.00 m F18 7.91 7.91 7.91 19 Top width of crest 7.91 7.50 m F19 0.93 0.93 0.93 20 U/S floor length 0.93 088 m F20 2.00 2.00 2.00 21 Total Floor Length including U/S 2.00 2.00 m F21 12.836 12.836 22 Pressure Variation at U/S 12.336 12.836 12.380 (i) a = b/d 10696 10.696 10.696 10.696~ 10.317 («) A. = (1 +V(1 + a!))/2 5.872 5.872 (iii) 5.872 5872 5.683 4>e= Cos’((X- 2)/X) 27 27 27 27 (iv) (>o=Cos’'((?.- 1)/X) 28 19 19 19 19 19 (V) 4>ci 1OO-0E = 73 73 73 73 72 (vi) <t»oi = 1 00-4>d 81 81 81 Correction for floor thick at U/S = 81 81 % 3.43 3.43 3.43 3.43 3.49 (VIII) ♦ci (Corrected) = % 76.35 76.35 76.35 23 Pressure Variation at D/S 76.35 75.94 (i) a = b/d 8.557 8.557 8.557 8.557 (ii) I 2 ).= (1 + V(1 +a ))/2 8 253 4.808 4.808 4.808 4.808 4.657 (hi) = Cos' ’((X - 2)/A) 30 30 30 30 31 (IV) «o=Cos’’((X-1)/X) 21 21 21 21 21 ■M- Correction for floor thick at D/S = % 3 3 3 (vi) ♦e (Corrected) = % 3 3 27 27 27 27 (vii) Pressure Variation 28 % 3.84 3.84 24 3.84 D/S Floor Thickness at end 3.84 m F22 3 91 0.800 0.800 0.800 25 D/S Floor Thickness upto Crest wall 0.800 . 0 800 m F23 1.500 1.500 1.500 1.500 1.400 26 D/S Floor Thickness upto Crest wall foundation m F24 1.700 1.700 1.700 1.700 1 500 27 U/S Floor Thickness m F25 0.500 0.500 0 500 0.500 0.500 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -7S- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia particulars hydraulic data Designed Discharge U/S Full Supply Level ^anal_BedWidth___ Section - I, Volume - IV Design of Structures on Canal and Drainage System _ 1957.045 Jj 954.445 1300 1.300 0.450 1955.745 1.600 1.300 J3.6500 1952.095 1.600 ! 1300 _. 949737 1 947.395 1.600 _____1.6130000 _ Full Supply DeplL —-------------— Freq Board U/S Canal BedJ-evel__________ "D/SFull Supply_Level_ ------------- D/S Canal BedJ-evel HjjghtqLDrop ________________ Ongina[GroundJ-qye[— __ HYDRAULIC DESIGN Crest LeveJ____________- Throat Width (BL ] Top Width of Crest Base Width of Crest Discharge Intensity.q Critical Depthjfc----------- _ n^pthofCistem, X = dc/3 UNIT cumec m __ m __ m m m m m m m SYM BOL “CTT 33500 Ch. 5250 m _ 3.6500- Ch. 6458 m 3 6500 3 _._6_5_0_0_I__ C2 C3 C4 C5 C6 C7 C9 C10 0.450. 0 450____ 1.300 0.450 1.300 0.450 1953 145 1954.545J J952395. 1950.795 1950.495 J953345 Z2-5.vJw 0 J95a895 1946095 1948.437 __________ 1946.787 ] 1945/145_ — --- _ L — — 1943.8415ini') Cl AC. ' 2.25 ___ ___ 1955.270 1953.000^950730 2.95 1948.330 F1 | 1956.045 2300_ 0.930 2.330 1.825 1953.445 2.000 1951.095 1948.737 2 000 2300 0.880 2.155 1.825 0340_ 0.760 1300 1.710 2.625 I cumec/ 1.825 "0698 1.825 — 0.698 0340 1948.955 0.240 1945347 CisterrpLevel 2300 Head_Loss, Hi Length of Cistern 'Depth of U/S Curtain wall Depth ofD/S_Curtainwall Maximurnstatic head, H Value of 1 / - x sqrtlAl_ 15 Value ofa________ ___ Total D/S floorlength 2350 7.50 1300. 1.500 _ 2J>50_ 0.118 2.950 __ 8.59 1.200 1.500 rpis i • _________ —--- . D/S Floor beyond Cistern _I —19 jjTop width j?f crest U/S floorjength 17 18 ~n7.<floor length (Cistern), 20 U/O 21 22 (0 I -j-r.fai Finqr iiuvijs?, Length including U/5 | ..-'TiTe 1 Pressure Variation atU/S — u - b/d [ 7.9j~ 1.20C J 300 2 800 0107 7 10300 ] 2.00 731_ 0.93 230 12.836 10696 5.872 ____ 10.500 __ 10.500 7 1300 6.32 1.200 1.500- 1900 0.158 7 2.00 730 0.88 2.00 12.380 10.317 5.683 230 _______ _ 3350 0.092 7 10300 2.00 632 I 0-5?_ 0.76 2.00 11.085 9.237 5.146 1.00 2.00 13.588 11 323 6.184 235 1945.700 1946.395 2.000 I 0.880 2.155 1 825 0398 0340 1943.605~ ^.250 730 1.200 1.500 2.550 0.118 7 20.500 230 7.50 0.88__ _ 2.00 12.380 10.317 I 5.683 (ii Z = (I^VlL+a^ (mJ de^Cos —_____________ - n/u (iv) Od = Cqs'T((X- 1)01 (V) 4>cis 100'LL------------ (vi) lYii). »di= 100-^Q_______ QD'. - ' « “ rp.----------- . - . I ./c - Correction for flporthick_at U/S^ JT70 74.64 X49 75.94 76 35 75.94 76.98 (viii) 23 ~ Pressure Variation id (Corrected^ at D/S 8.253 8.253 4.657 4.657 7390 4.229 9059 5057 (0 "“x = (1 * a - b/d — 8.557 4.808 v .,; 4»e = Cos' \(X - 2)/X) — ti7) J ^ = Cos3^JK^ ' • Correction for floor th<ck al D/S -I D _ $e (Corrected) = Pressure Variation D/S Floor Thickness at end D/S Floor Thickness upto Crest wall D/S Floor Thickness upto Crest wall foundation U/S Floor Thickness 3.73 , 0.900 I 0.800 331 0.800 1.500 1.700 0.500 0.800 | 1.400 1.500 0.500 0.600 1 000 1.800 1.400 2.000 1 500 0.500 ~DetaiTDesign Of Bale Gadula 'WWDSE, Addis Ababa in Association with ICT Pvt- Ltd. and ABCE PLC -79- r nJMinistry of Water And Energy - Section -1, Volume IV Federal Democratic Republic of EthiopiaDesign of Structures on Canal and Drainage System SN PARTICULARS UNIT SYM BOL Ch. 5650 m Ch. 5950 m Ch. 6100 m Ch. 7160 m Ch. 7250 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 3.6500 3.6500 3 6500 2 U/S Full Supply Level m C2 1945.045 1942.245 1939.845 1937.294 3 Canal Bed Width m C3 1.600 1.600 1.600 2.9900 29900 1935.694 1.400 1.400 4 Full Supply Depth m C4 1.300 1.300 1.300 1.050 1.050 5 Free Board m C5 0.450 0.450 0.450 0.450 0.450 6 U/S Canal Bed Level m C6 1943.745 1940.945 1938.545 1936244 1934.644 7 D/S Full Supply Level m C7 1942.545 1939.995 1938.345 1935.794 1934.194 8 D/S Canal Bed Level m C8 1941.245 1938.695 1937.045 1934.744 1933.144 9 Height of Drop m C9 2.50 2.25 1.50 1.50 1.50 10 Original Ground Level m C10 1942.960 1940.430 1938.690 1936.900 1934.880 B HYDRAULIC DESIGK 1 Crest Level m F1 1944.045 1941.245 1938.845 1936.544 1934.944 2 Throat Width (Bt) m F2 2.000 2.000 2000 2.600 2.600 3 Top Width of Crest m F3 0 930 0.880 0.740 0.740 0.740 4 Base Width of Crest m F4 2.330 2.155 1.640 1.640 1.640 5 Discharge Intensity.q cumec/ m F5 1.825 1.825 1.825 1.150 1.150 6 Critical Depth, de m F6 0.698 0.698 0.698 0.513 0.513 7 Depth of Cistern X = dc/3 m F7 0.240 0240 0.240 0.180 0.180 8 Cistern Level m F8 1941.005 1938.455 1936.805 1934.564 1932964 9 Head Loss. Hl m F9 2.500 2250 1.500 1.500 1.500 10 Length of Cistern m F10 7 91 7.50 6.12 5.30 5.30 11 Depth of U/S Curtain wall m F11 1.200 1.200 1.200 1.200 1.200 12 Depth of D/S Curtain wall m F12 1.500 1.500 1.500 1.500 1.500 13 Maximum static head. H m F13 2.800 2.550 1.800 1.800 1.800 14 Value of 1 / n x sqrt ( X) m F14 0.107 0.118 0.167 0.167 0.167 15 Value of a m F15 7 7 6.5 6.5 6.5 16 Total D/S floor Length m F16 10.500 10.500 9.750 9.750 9.750 17 D/S Floor beyond Cistern m F17 2.00 2.00 2.00 ZOO 200 18 D/S floor length (Cistern) m F18 7.91 7.50 6.12 5.30 5.30 19 Top width of crest m F19 0.93 0.88 0.74 0.74 0.74 20 U/S floor length m F20 2.00 2.00 200 2.00 200 21 Total Floor Length including U/S m F21 12.836 12.380 10.864 10.043 10.043 22 Pressure Variation at U/S (i) a = b/d 10.696 10.317 9.053 8 369 8 369 (■■) X = (1 + V(1 +a ))/2 z 5872 5.683 5.054 4.714 4.714 (iii) > E = Cos’'((X - 2)/X) 27 28 29 30 30 (iv) io=Cos' ((X-1)/X) , 19 19 20 21 21 (v) I C»ci 100-^e = 73 72 71 70 70 (vi) $01 “ 100-4d 81 81 80 79 79 JyiiL Correction for floor thick at U/S = % 3.43 3.49 3.74 3.90 3.90 (viii) $ci (Corrected) = % 76.35 75.94 74.39 73.43 73.43 23 Pressure Variation at D/S (i) a = b/d 8.557 8.253 7.242 6.696 6.696 («) 7 X = (1 + >/(1 + a ))/2 4.808 4.657 4.156 3.885 3.885 (iii) $e = Cos'((X-2)/X) 30 31 33 34 34 (iv) $o= Cos~'((>. - 1)/X) 21 21 23 23 23 (v) Correction for floor thick at D/S = % 3 3 3 4 4 (Vi) (Corrected) = % 27 28 29 30 30 W Pressure Variation % 3.84 3.91 4.15 4.29 429 24 D/S Floor Thickness at end m F22 0.800 0.800 0.600 0.600 0.600 25 D/S Floor Thickness upto Crest wall m F23 1.500 1.400 1.000 0.900 0900 26 D/S Floor Thickness upto Crest wall foundation m F24 1.700 1.500 1.100 1.000 1000 27 U/S Floor Thickness m F25 0 500 0.500 0 500 0.500 0 500 WWDSE. Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC •80- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYM BOL Ch. 7350 m Ch. 7450 m Ch. 7550 m Ch. 7650 m Ch. 7750 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 2.9900 2.9900 2.9900 2 U/S Full Supply Level m C2 1934.094 1932.494 1930.894 1929.294 3 Canal Bed Width m C3 1.400 1.400 1 400 1.400 4 Full Supply Depth m C4 1.050 1.050 1.050 1.050 1.050 5 Free Board m C5 0.450 0.450 6 U/S Canal Bed Level m C6 1933 044 1931.444 2.9900 2.9900 1927.693 1.400 0.450 0.450 0.450 1928.244 1929.394 1927.794 1926.193 1929.844 1926.643 7 D/S Full Supply Level m C7 1932.594 1930 994 8 D/S Canal Bed Level m C8 1931.544 1929.944 1928.344 1926.744 1925.143 9 Height of Drop m C9 1.50 1.50 1.50 1.50 1.50 10 Original Ground Level m C10 1933.660 1932.000 1930.410 1928.740 1927.020 B HYDRAULIC DESIGN 1 Crest Level m F1 1933.344 1931.744 1930.144 1928.544 1926.943 2 Throat Width (Bt) m F2 2.600 2.600 2.600 2.600 2.600 3 Top Width of Crest m F3 0.740 0.740 0.740 0.740 0.740 4 Base Width of Crest m F4 1.640 1.640 1.640 1.640 1.640 5 Discharge Intensity,q cumec/ m F5 1.150 1.150 1.150 1.150 1.150 6 Critical Depth, de m F6 0.513 0.513 0.513 0.513 0.513 7 Depth of Cistern. X = dc/3 m F7 0.180 0.180 0.180 0.180 0.180 8 Cistern Level m F8 1931.364 1929.764 1928.164 1926.564 1924.963 9 Head Loss, Hl m F9 1.500 1.500 1.500 1.500 1.500 10 Length of Cistern m F10 5.30 5.30 5.30 5.30 530 11 Depth of U/S Curiain wall m F11 1.200 1.200 1.200 1.200 1.200 12 Deoth of D/S Curtain wall m F12 1.500 1.500 1.500 1.500 1.500 13 Maximum static head, H m F13 1.800 1.800 1 800 1.800 1.800 14 Value of 1 / x x sqrt (>.) m F14 0 167 0.167 0.167 0.167 0.167 15 Value of a m F15 6.5 6.5 6.5 6.5 6.5 16 Total D/S floor Length m F16 9 750 9.750 9.750 9.750 9.750 17 D/S Floor beyond Cistern m F17 2.00 2.00 2.00 2.00 2.00 18 D/S floor length (Cistern) m F18 5.30 5.30 5.30 5.30 5.30 19 Top width of crest m F19 0.74 0.74 0.74 0.74 0.74 20 U/S floor length m F20 2.00 2.00 2.00 2.00 2.00 21 Total Floor Length including U/S m F21 10.043 10.043 10.043 10.043 10.043 22 Pressure Variation at U/S (i) a = b/d 8.369 8.369 8.369 8 369 8.369 (iij I X = (1 ♦ V(1 + <?))/2 4 714 4.714 4.714 4.714 4.714 (iii) I <>E= Cos’’((K- 2)/A.) 30 30 30 30 30 (iv) I «o=Cos'((X-1)/X) 21 21 21 21 21 (V) 0C1 100-<$>E = 70 70 70 70 70 (vi) | 001 1OO-0D = 79 79 79 79 79 (vii) Correction for floor thick at U/S = % 3.90 3.90 3.90 3.90 3.90 (viii) 0ci (Corrected) = % 73.43 73.43 73.43 73.43 73.43 23 Pressure Variation at DZS (i) a = b/d 6696 6.696 6.696 6.696 6.696 («) k = (1 + V (1 +a:))/2 3.885 3.885 3.885 3885 3 885 (iii) = Cos' ((X-2}lk) r 34 34 34 34 34 (iv) 6o= Cos'((A.-1)/X) 23 23 23 23 23 (vL Correction for floor thick at D/S = % 4 4 4 4 4 (vi) (Corrected) = % 30 30 30 30 30 (vii) Pressure Variation % 4.29 4.29 4.29 4.29 4.29 24 D/S Floor Thickness at end m F22 0 600 0.600 0.600 0.600 0.600 25 D/S Floor Thickness upto Crest wall m F23 0.900 0.900 0.900 0.900 0.900 26 D/S Floor Thickness upto Crest wall foundation m F24 1.000 1.000 1.000 1.000 1.000 27 U/S Floor Thickness m F25 0 500 0.500 0.500 0.500 0.500 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. andABCE PLC -81- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System WWDSE, Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC -82- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYM BOL Ch. 8350 m Ch. 8600 m Ch. 8700 m Ch. 8800 m Ch. 8900 m A HYDRAULIC DATA 1 Designed Discharge cumec Cl 2.9900 2.9900 2.9900 2.9900 2 U/S Full Supply Level m C2 1917.093 1915.093 1913.493 1911.893 3 Canal Bed Width m C3 1.400 1.400 1.400 4 Full Supply Depth m C4 1 050 1.050 1 050 2.9900 1910.293 1.400 1 400 1.050 1.050 5 Free Board m C5 0 450 0.450 0.450 0450 6 U/S Canal Bed Level m C6 1916 043 1914 043 191Z443 1910.843 7 D/S Full Supply Level m C7 1915 343 1913.593 1911.993 1910.393 0.450 1909.243 1908.793 8 D/S Canal Bed Level m C8 1914 293 1912.543 1910.943 1909 343 1907.743 9 Height of Drop m C9 1.75 1 50 1.50 1.50 1.50 10 Original Ground Level m C10 1916510 1914.710 1913.140 1911.700 1910.110 B HYDRAULIC DESIGN 1 Crest Level m F1 1916.343 1914.343 1912.743 1911.143 1909.543 2 Throat Width (Bt) m F2 2.600 2.600 Z600 2.600 2.600 3 Top Width of Crest m F3 0.790 0.740 0.740 0.740 0.740 4 Base Width of Crest m F4 1.815 1.640 1.640 1.640 1.640 5 Discharge Intensity.q cumec? m F5 1.150 1.150 1.150 1.150 1.150 6 Critical Depth, de m F6 0.513 0.513 0.513 0.513 0.513 7 Depth of Cistern. X = dc/3 m F7 0.180 0.180 0.180 0.180 0.180 8 Cistern Level m F8 1914.113 1912.363 1910.763 1909.163 1907.563 9 Head Loss. HL m F9 1.750 1.500 1.500 1.500 1.500 10 Length of Cistern m F10 5.73 5.30 5.30 5.30 5 30 11 Depth of U/S Curtain wall m F11 1.200 1.200 1.200 1.200 1.200 12 Depth of D/S Curtain wall m F12 1.500 1.500 1.500 1.500 1.500 13 Maximum static head. H m F13 2.050 1.800 1.800 1.800 1.800 14 Value of 1 / n x sqrt ( X) m F14 0 146 0.167 0.167 0.167 0.167 15 Value of a m F15 7 6.5 6.5 6.5 6.3 16 Total D/S floor Length m F16 10 500 9.750 9.750 9.750 9.750 17 D/S Floor beyond Cistern m F17 2.00 2.00 2.00 ZOO ZOO 18 D/S floor length (Cistern) m F18 5.73 5.30 5.30 5.30 5.30 19 Top width of crest m F19 0.79 0.74 0.74 0.74 074 2C U/S floor length m F20 2.00 2 00 2.00 200 2 00 21 Total Floor Length including U/S m F21 10.518 10.043 10.043 10 043 10.043 22 Pressure Variation at U/S co I a = b/d 8.765 8.369 8.369 8.369 8^369 (ii) I 2 X = (1 W(1 + a ))/2 4 911 4.714 4.714 4.714 4 714 (iii) = Cos'\(X - 2)/X) 30 30 30 30 30 (iv) oD= Cos ((X - 1)/X) 21 21 21 21 21 (v) <J>ci 100-4>f = 70 70 70 70 70 (vi) 0D1 = 100-^D 79 79 79 79 79 (vii) I Correction for floor thick at U/S % 3.80 3.90 3.90 3.90 3.90 (viii) Oct (Corrected) = % 74.00 73.43 73.43 73.43 73 43 23 Pressure Variation at D/S (i) I a = b/d 7012 6.696 6.696 6.696 6.696 (ii) X = (1 + V (1 ♦ a ))/2 4.042 3.885 3.885 3.885 3.6S5 (iii) ♦E= Cos '((X - 2)/X) 33 34 34 34 34 (iv) ♦d=Cos'’((X-1)A) 23 23 23 23 23 (V) Correction for floor thick at D/S % 3 4 4 4 4 (vi) $e (Corrected) = % 30 30 30 30 30 (vii) Pressure Variation % 4.21 4.29 4.29 24 D/S Floor Thickness at end m 4.29 4 29 F22 0.700 0.600 0.600 0.600 0 600 25 D/S Floor Thickness upto Crest wall m F23 1 100 0 900 0.900 0.900 0 900 26 D/S Floor Thickness upto Crest wall foundation m F24 1 200 1.000 1.000 1 000 — fooo 27 U/S Floor Thickness m F25 0 500 0.500 0 500 0 500 0.500 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -83- Detail Design of Bale Gedula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System WWDSE, Addis Ababa in Association with ICT Pvt Ltd. and ABCE PLC -84- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System WWDSE, Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Design of Structures on Canal and Drainage System Section I, Volume IV SN PARTICULARS UNIT SYM BOL Ch. 10600 m Ch. 10750 m Ch. 10900 m Ch. 11200 m Ch. 11400 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 2.9900 2.9900 2 3 IJ/R Full Supply Level m C2 1893.091 1891.441 2.9900 1890.041 2.9900 1888240 2.9900 1886.540 Canal Bed Width m C3 1.400 1.400 1.400 1.400 4 Full Supply Depth m C4 1.050 1.050 1.050 1.050 5 Free Board m C5 0.450 0.450 0.450 6 U/S Canal Bed Level m C6 1892.041 1890.391 1888.991 1887.190 1885.490 7 D/S Full Supply Level m C7 1891.591 1890.191 1888.541 8 D/S Canal Bed Level m C8 1890.541 1889.141 1887.491 1885.690 1884.720 9 Height of Drop m C9 1.50 1.25 10 B Original Ground Level m C10 1892.420 1891.020 1889.790 1887.920 1886.040 HYDRAULIC DESIGN 1 Crest Level m F1 1892.341 1890.691 1889.291 2 Throat Width (Bt) m F2 2.600 2.600 2.600 3 Top Width of Crest m F3 0.740 0.690 0.740 4 Base Width of Crest m F4 1.640 1.465 1.640 5 Discharge Intensity.q cumec/ m F5 1.150 1.150 1.150 6 Critical Depth de m F6 0.513 0.513 0.513 0.513 Depth of Cistern, X = dc/3 m F7 0.180 0.180 8 Cistern Level m F8 1890.361 1888.961 1887.311 9 Head Loss H m F9 1.500 1.250 1.500 1.500 0.770 10 ,L Length of Cistern m F10 5.30 4.84 5.30 ii Depth of U/S Curtain wall m F11 1.200 1.200 1.200 1.200 12 Depth of D/S Curtain wall m F12 1.500 1.500 1.500 13 Maximum static head H m F13 1.800 1.550 1.800 14 , Value of 1 / 7i x sort ( X) m F14 0.167 0.194 0.167 0.167 0 280 15 Value of ci m F15 6.5 5 1.400 1.050 0.450 0.450 1886.740 1885.770 1.50 1.50 0.77 1887.490 1885.790 2.600 2.600 0.740 0.570 1.640 1.105 1.150 1.150 0.513 0.180 0.180 0.180 1885.510 1884.540 5 30 3.80 1.200 1.500 1.500 1.800 1.070 6.5 2 6.5 16 17 Total D/S floor Length m F16 9.750 7.500 9750 9.750 3.000 D/S Floor beyond Cistern m F17 2.00 2.00 2.00 2.00 __2.00 18 D/S floor length (Cistern) m F18 5.30 4.84 5.30 5.30 3.80 19 Top width of crest m F19 0.74 0.69 0.74 0.74 0.57 20 U/S floor lenqth m F20 2.00 2.00 2.00 21 22 Total Floor Lenalh including U/S m F21 10.043 9.531 10.043 10.043 Pressure Variation at U/S (•) a = b/d 8.369 7.943 8.369 2.00 2.00 8.369 6.975 8 370 (ii) X = (1 +^(1 + a‘))/2 4.714 4.503 4.714 4.714 4.023__ (iii) d = Cos'!((X- 2)/X) 30 31 30 30 33 (iv) F 6n= COS \(X - 1)/X) 21 22 21 21 23 (v) 70 69 70 70 67 (vi) 79 78 79 79 77 (vii) (viii) Correction for floor thick at U/S = % 3.90 4.01 3.90 3.90 $ci (Corrected) = % 73.43 72.76 73.43 73.43 71.06 23 Pressure Variation at D/S (ij a = b/d 6.696 6.354 6.696 6.696 4.29 5.580 (ii) 2 X = (1 + V(1 + a ))/2 3.885 3.716 3.885 3.885 3.334 (iii) (ivj . *o=Cos7(X-1)/X) 6f= Cos’’((A - 2)/X) 34 35 34 34 37 23 24 23 23 25 (v) Correction for floor thick at D/S = % 4 4 4 4 4 (vi) (Corrected) = % 30 31 30 30 33 (vii) Pressure Variation % 4.29 4.37 4.29 4.29 24 D/S Floor Thickness at end m F22 0.600 0.500 0.600 0.600 4.54 0.500 25 D/S Floor Thickness upto Crest wall m F23 0.900 0.800 0.900 0.900 0.600 26 D/S Floor Thickness upto Crest wall foundation m F24 1.000 0900 1.000 1.000 0.600 "27 U/S Floor Thickness m F25 0.500 0.500 0.500 0.500 0.500 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC 86- Detail Design of dale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-I, Volume -IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYM BOL Ch. 11500 m Ch. 11750 m Ch. 12000 m Ch. 13000 m Ch. 13050 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 2.3500 2.3500 2.3500 2 3500 2.3500 2 U/S Full Supply Level m C2 1885.190 1882.940 1880 940 1878939 1877.389 3 Canal Bed Width m C3 1.400 1.400 1.400 1.400 1.400 4 Full Supply Depth m C4 0.900 0 900 0.900 0.900 0.900 5 Free Board m C5 0.400 0.400 0.400 0.400 0.400 6 U/S Canal Bed Level m C6 1884.290 1882.040 1880.040 1878.039 1876.489 7 D/S Full Supply Level m C7 1882.710 1881.190 1879.940 1877.439 1875.889 8 D/S Canal Bed Level m C8 1881.810 1880.290 1879.040 1876.539 1874.989 9 Height of Drop m C9 2.48 1.75 1.00 1.50 1.50 10 Original Ground Level m C10 1884.240 1882.470 1880.740 1877.810 1876.970 B HYDRAULIC DESIGN 1 Crest Level m F1 1884.590 1882.340 1880.340 1878 339 1876.789 2 Throat Width (Bt) m F2 2 800 2.800 2.800 2.800 2 800 3 Top Width of Crest m F3 0.920 0.790 0.630 0.740 0.740 4 Base Width of Crest m F4 2.310 1.815 1.280 1.640 1.640 5 Discharge Intensity,q cumec/ m F5 0.839 0.839 0.839 0.839 0.839 6 Critical Depth, de m F6 0.416 0.416 0.416 0.416 0.416 7 Depth of Cistern, X = dc/3 m F7 0.140 0.140 0.140 0.140 0.140 8 Cistern Level m F8 1881 670 1880.150 1878.900 1876.399 1874.849 9 Head Loss. Hl m F9 2.480 1.750 1.000 1.500 1.500 10 Length of Cistern m F10 6.10 5.12 3.87 4.74 4.74 11 Depth of U/S Curtain wall m F11 1.200 1.200 1.200 12 1.200 Depth of D/S Curtain wall 1.200 m F12 1.500 1.500 1.500 13 Maximum static head H 1.500 1.500 m F13 2.780 2050 14 1.300 1.800 1.800 Value of 1 / n x sqrt (X) m F14 0.108 0.146 0.231 15 0.167 0.167 Value of a m F15 7 7 16 Total D/S floor Length 33 6.5 65 m F16 10.500 17 10.500 D/S Floor beyond Cistern 5.250 9.750 m 9.750 F17 2.00 2.00 2.00 2.00 2 00 18 D/S floor length (Cistern) m F18 6.10 19 5.12 Top width of crest 3.87 m 4 74 4.74 F19 0.92 20 U/S floor length 0.79 0.63 0.74 m 0 74 F20 2.00 21 Total Floor Length including U/S 2.00 2.00 m 2.00 F21 2.00 11.019 22 9.913 Pressure Variation at U/S 8 503 9.483 9.483 0) a = b/d 9.183 8.261 7.086 (••) 2 ?. = (1 +V(1 +a ))/2 7.903 "77903 5.118 4.661 4.078 (iii) 4ie=Cos'((1-2)/X) 4.483 4 483 29 31 33 4>d= Cos*’((X - 1)/X) 31 31 20 21 (v) 4>ci = 100-<t>E 23 22 22 71 69 67 69 (VI) 4>di 100-^d = 69 80 79 Correction for floor thick at U/S = 77 % 78 (VII) 78 3.71 3.92 4.25 (VIII) $ci (Corrected) = % 74.57 4 02 4 02 23 73.26 Pressure Variation at D/S 71.27 . 72.70 72 70 . (i) a = b/d 7.346 6.609 (II) ?. = (1+^(1 +(?))/2 5.669 6.322 4.207 6 322 3.842 3.378 (iii) ♦e = Cos''((X-2)/X) 3.700 32 . 3 700 34 37 35 (iv) J>d = Cos'\(X- 1)/X) D/S Floor Thickness at end D/S Floor Thickness upto Crest wall 22 35 Correction for floor thick at D/S = 23 25 % 24 24 3 4 4 (VI) ^Corrected) = % 4 29 4 31 (vii) Pressure Variation 33 % 31 4.13 31 24 m 4.31 4.52 F22 4 38 0.900 4 38 25 0.700 m 0.500 F23 1.400 . 0 600 1.100 0.700 . 0.900 0 600 0.900 26 D/S Floor Thickness upto Crest wall foundation m F24 1.700 1.200 0.700 1.000 1 000 27 U/S Floor Thickness m F25 0.500 0.500 0.500 0.500 0.500 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC -87- Detail Design of Bale Gadula Irrigation & Drainage Project October. 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-I, Volume-IV Design of Structures on Canal and Drainage System WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. andABCE PLC -88- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-I, Volume-IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYM BOL Ch. 13400 m Ch. 13550 m Ch. 13700 m Ch. 14000 m Ch. 14087 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 2.3500 Z3500 2.3500 2.3500 2.3500 2 U/S Full Supply Level m C2 1869.039 1867.389 1865.738 1863.938 186Z101 3 Canal Bed Width m C3 1.400 1.400 1.400 1.400 1.400 4 Full Supply Depth m C4 0.900 0.900 0.900 0.900 0.900 5 Free Board m C5 0.400 0.400 0.400 0.400 0.400 6 U/S Canal Bed Level m C6 1868.139 1866.489 1864.838 1863.038 1861.201 7 D/S Full Supply Level m C7 1867.539 1865.889 1864.238 1862.188 1860.831 8 D/S Canal Bed Level m C8 1866.639 1864 989 1863.338 1861.288 1859.931 9 Height of Drop m C9 1.50 1.50 1.50 1.75 1.27 10 Original Ground Level m C10 1868.350 1866.740 1865.210 B 1863.800 1861.440 HYDRAULIC DESIGN 1 Crest Level m F1 1868.439 1866.789 1865.138 2 1863.338 1661.501 Throat Width (Bt) m F2 2.800 2.800 3 2.800 Top Width of Crest 2.800 2.800 m F3 0740 0.740 4 0.740 0.790 0.690 Base Width of Crest m F4 1.640 1.640 5 1.640 1.815 Discharge Intensity,q cumec/ m 1.475 F5 0.839 0.839 0.839 0.839 0.839 6 Critical Depth, de m F6 7 0.416 0.416 Depth of Cistern. X = dc/3 0.416 0.416 0416 m F7 8 0.140 Cistern Level 0.140 0.140 0.140 m F8 9 1866.499 1864.849 1863.198 1861.148 m . 1859.791 0 140 10 Head Loss, HL F9 Length of Cistern 1.500 1.500 1.500 m 1.750 F10 1.270 4.74 11 4.74 Depth of U/S Curtain wall 4.74 m F11 5.12 1 200 4 36 12 Depth of D/S Curtain wall 1.200 1.200 m 1.200 F12 . 1 200 J3 1.500 Maximum static head, H 1.500 m 1.500 1 500 F13 . 1.500 14 1.800 1.800 Value of 1 / n x sqrt (X) m 1.800 F14 2.050 1 570 15 0.167 Value of a 0.167 0.167 m F15 0.146 0.191 16 6.5 Total D/S floor Length 6.5 6.5 5 m 7 17 F16 9.750 9.750 9.750 10.500 7.500 D/S floor length (Cistern) Top widthjof crest ___________ U/S floor length Total Floor Length including_U/S Pressure Variation at U/S a = b/d Cos ((X-2)/X) $p= Cos ((X- 1)/X) $ci = 1 00-4>f______ 0di - 100»4>d___________ Correction for floor thick at U/S = 9.483 9.483 9.483 9.913 9055 7.903 8.261 4.483 7.903 4.483 7J03 4.483 7 546 4.661 4 306 (viii) $ct (Corrected) = 23 | Pressure Variation at D/S 72.70 72.70 72.70 73.26 72.10 (i) ex = b/d __ (ii) I X = (1 + V (1 + a ))/2 ; (iii) I d =Cos''((X-2)/X) E (iv) i »p=Cos7,((X- 1)/X) (v) I Correction for floor thick at D/S = $e (Corrected) = Pressure Variation D/S Floor Thickness at end ___ D/S Floor Thickness upto Crest wall _________________ D/S Floor Thickness upto Crest wall foundation U/S Floor Thickness 6.322 3.700 6.322 3.700 6.322 3.700 6J5O9 3.842 6.036 3.559 0.600 0.900 0600 0.900 0.600 0.700 0.600 0.900 1.100 0800 1 000 1.000 1.000 1 200 0.900 0.500 0.500 0.500 0.500 0.500 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC Detail Design of Bale Gadula Irrigation & Drainage Project October. 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia PARTICULARS HYDRAULIC DATA Designed Discharge JJ/S Full Supply Level Canal Bed Width Full Supply Depth Free Board ________ U/S Canal Bed Level D/S Full Supply Level D/S Canal Bed Level Height of Drop Original Ground Level jjYDRAULIC DESIGN Crest Level throat Width (Bti Top Width of Crest Base Width of Crest Discharge Intensity,q Critical Depth, de Depth of Cistem, X = dc/3 Cistern Level Head Loss. Hl_ Length of Cistern Depth of U/S Curtain wa 11 Depth of D/S Curtain wall Maximum static head, H Value of 1 / z x sqrt ( X) Value of a________ Total D/S floor Length D/S Floor beyond Cistern D/S floor length (Cistern) Top width of crest U/S floor length Total Floor Length including U/S P X » » < 6 C » P a= X = (1 ♦ V(1 ig ))/2 Section -1, Volume - IV Design of Structures on Canal and Drainage System Ch. 14150m Ch. 14450 m Ch. 14600 m Ch. 14700 m Ch. 14800 m cumec 2.3500 1860.288 1.400 2.3500 1857.488 1.400 2.3500 1855.838 1.400 2.3500 1852.638 1.400 0.900 0.900 0 900 23500 1854.238 1.400 0.900 0.400 1859.388 0.400 1856.588 1857.308 1856.408 1855.988 1855.088 2.98 1859.S20 1.50 1857.170 0.400 1854.938 1854.338 1853.438 1.50 1855.390 0.400 1853.338 1852.738 1851.838 1.50 1853.880 0.900 0.400 1851.738 1850.638 1849.738 2.00 1851.740 1859.688 2.800 1856.888 2.800 1855.238 2.800 1853.638 2.800 1.000 0.740 0.740 2.640 1.640 1.640 0.839 0.740 1.640 cumec/ 0.839 0839 0.839 0.416 0.416 0.140 1856.268 2.980 0.416 0.140 1854.948 1.500 0.416 0.140 1853.298 1.500 0.140 1851.698 1.500 6.69 1.200 4.74 4.74 4.74 1.200 1.500 1.200 1.500 1.800 1.200 1.500 1.500 3.280 1.800 0.167 6.5 9.750 1.800 0.091 7 10.500 0.167 6.5 9.750 0.167 6.5 9.750 1852.038 2.800 0.840 1.990 0.839 0.416 0.140 1849.598 2.000 5.48 1.200 1.500 2.300 0.130 7 10.500 2 00 _ 2.00 11 686 9.483 9.483 9.483 ressure Variation at U/S a = b/d___ = (1 + V(1 +g ))/2 z 9.738 5.395 7.903 4.483 7.903 4.483 7J)03^ 4.483 10.317 8.598 4.828 e = C0S‘\(X-2)/X) _ o = Cos‘l((X-1)/X) frci - 100-<k pi - 100-fto orrection for floor thick at U/S = ci (Corrected) = 75.27 72.70 72.70 72.70 ressure Variation at D/S b/d 7.791 6.322 6 322 z Oe = Cos ((X - 2)/X) »D=Cos’((X-1W C Pr D/ 25 D/SFl 4.427 3.700 6.322 3.700 3.700 73.76 6.878 3.975 orrection for floor thick at D/S (Corrected) = essure Variation S Floor Thickness at end oor Thickness upto Crest 1.000 1.700 0,600 0.900 0.600 0.600 0.900 0.900 wall________________ 26 D/S Floor Thickness upto Crest 2.000 1.000 1.000 1.000 wall foundation 27 U/S Floor Thickness 0.500 0.500 0.500 0.500 0.800 1.200 1.300 0.500 WWDSE. Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC -90- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYM BOL Ch. 14889 m Ch. 15000 m Ch. 15100 m Ch. 15300 m Ch. 15500 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 2.3500 2.3500 2.3500 2 3500 2.3500 2 U/S Full Supply Level m C2 1850.549 1847.938 1845.338 1842.888 1840.438 3 Canal Bed Width m C3 1.400 1.400 1.400 1.400 1.400 4 Full Supply Depth m C4 0.900 0.900 0.900 0.900 0900 5 Free Board m C5 0.400 0.400 0.400 0.400 0.400 6 U/S Canal Bed Level m C6 1849.649 1847.038 1844.438 1841.988 1839.538 7 D/S Full Supply Level m C7 1848.049 1845.438 1843.088 1840.638 1838.938 8 D/S Canal Bed Level m C8 1847.149 1844.538 1842.188 1839.738 1838.038 9 Height of Drop m C9 2.50 2.50 2 25 2.25 1.50 10 Original Ground Level m C10 1849.680 1846.890 1844.340 1842.490 B 1840.230 HYDRAULIC DESIGN 1 Crest Level m F1 1849.949 1847.338 1844.738 184Z288 2 1839838 Throat Width (Bt) m F2 2.800 2.800 2.800 2.800 3 2.800 Top Width of Crest m F3 0.930 0.930 4 0.880 0.880 0.740 Base Width of Crest m F4 2.330 2.330 2.155 5 2.155 Discharge Intensity,q 1.640 cumec/ m F5 0.839 0.839 0.839 0.839 0.839 6 Critical Depth, de m F6 . 0.416 7 0.416 Depth of Cistern. X = dc/3 0.416 0.416 0.416 m F7 0.140 0.140 8 0.140 Cistern Level 0.140 0 140 m F8 1847.009 9 1844.398 Head Loss, Hl 1842.048 1839.598 1837.898 m F9 2.500 10 Length of Cistern 2.500 2.250 2.250 m 1.500 F10 6.12 _11 Depth of U/S Curtain wall 6.12 5.31 m 5.81 4.74 F11 1.200 12 Depth of D/S Curtain wall 1.200 1 200 1.200 m 1.200 13 F12 1.500 Maximum static head. H 1 500 1.500 m 1 500 F13 1 500 14 2.800 2.800 Value of 1 / z x sqrt (X) 2.550 m F14 2.550 . 1 800 0.107 15 0.107 Value of a 0.118 m 0.118 0.167 F15 7 16 17 18 19 20 Total D/S floor Length D/S Floor beyond Cistern D/S floor length (Cistern) Top width of crest U/S floor length 7 7 7 m F16 . 9.750 65 10.500 10.500 10.500 m F17 10.500 2.00 2.00 2.00 m F18 2.00 6.12 2 00 6.12 m 5.81 F19 5.81 . 4.74 0.93 0.93 m 0.88 F20 0.88 0 74 21 22 Total Floor Length including U/S Pressure Variation at U/S 2.00 2.00 m 2.00 F21 2.00 11 054 10.689 10.689 . 9.483 . 2 00 11.054 (i) a = b/d 9.211 9211 8.908 8.908 (II) >. = (1 + V(1 + a ))/2 5.133 7 903 5.133 4.982 4.982 (III) «e=Cos’((X-2)/X) 4>di = 100-^p $ci (Corrected) = ). = (1 + < (1 + </))/2 0d=Cos’’((X- 1)/X) 4>e (Corrected) = D/S Floor Thickness at end . 4 483 29 »□ = Cos'’((X - 1)/X) 29 30 (IV) 30 31 20 20 21 (V) <|>ci 1 00-4>e = 21 71 22 (Vi) 71 70 70 80 69 80 79 (VII) Correction for floor thick at U/S % 79 3.71 78 3.71 3.77 3.77 4.02 _ (VIII) % 23 (0 7460 Pressure Variation at D/S 74 60 74.20 74.20 72 70 . a = b/d 7.369 7.369 (ii) 7.126 7 126 4.218 6 322 4.218 4.098 . 4.098 (III) 4>e=Cos‘’((X-2)/X) 32 3 700 32 33 (IV) 33 22 . 35 22 23 (V) Correction for floor thick at D/S % 23 24 3 3 3 3 4 (VI) % 29 29 29 (Vi) Pressure Variation % 29 24 4.12 31 4.12 m 4.18 F22 0.900 4 18 0.900 4 38 25 D/S Floor Thickness upto Crest wall m 0800 F23 1.500 0 800 0 600 1.500 1.300 . 1.300 0.900 26 D/S Floor Thickness upto Crest wall foundation m F24 1.700 1.700 1.500 1.500 1.000 27 U/S Floor Thickness m F25 0.500 0.500 0.500 0.500 0500 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC -91- Detail Design of Bale Gadula Irrigation & Dramage Project Qctober J* „Ministry of Water And Energy - Section - /, Volume - IV Federal Democratic Republic of EthiopiaDesign of Structures on Canal and Drainage System PARTICULARS Ch. 15750 m Ch. 15900 m Ch. 16050 m Ch. 16250 m HYDRAULIC DATA Designed Discharge cumec 2 3500 U/S Full Su l Level pp y Canal Bed Width 1838.687 2.3500 1837.037 1.400 1.7000 1835.387 1.400 1,7000 1833.687 Full Supply Depth Free Board U/S Canal Bed Level_ D/S Full Supply Level D/S Canal BedJ_evel Height of Drop Original Ground Level HYDRAULIC DESIGN Cres£Level Throat Width (Bt) Top Width of Crest Base Width of Crest Discharge Intensity,q Critical Depth, de Depth of Cistern, X = dc/3 Cistern Level_ Head Loss. HL p Maximum static head, H Value of 1_/n x sqrt ( Z) Value of a Total D/SJloor Length D/S Floor bey ond Ci stern D/S floor length (Cistern) Pressure Variation at U/S / 1.400 0.900 0.900 0.400 0.800 0.400 1837.787 1837 187 1836 287 0400 1836.137 1835.767 1834.867 1.27 1836.680 1834.587 1833.657 1832.857 1.73 1835.120 1.400 0.800 0.400 1832.887 1832.187 1831.387 1.50 1838.150 1.50 1833.240 1838.087 2.800 1836.437 2.800 1834.887 2.700 1833.187 2.700 0.740 1.640 0.839 0.690 0.790 0.740 1.475 1.805 1 640 cumec/ 0.839 0.630 0.630 0.416 0.140 0.416 0.343 0343 1836.147 1.500 0.140 1834.727 0.120 1832.737 1.730 0.120 1831.267 Length of Cistern De th of U/S Curtain wall 1.270 4.36 1.500 4.33 p De th of D/S Curtain wall 4.74 1.200 1.500 1.200 1.500 1.570 1.500 1.200 1.500 1.800 0.167 6.5 9.750 0.191 5__ 2030 0J48 7 1.800 0.167 6.5 7.500 10.500 2.00 9.750 Ch. 16450 m 1.7000 1831.987 1.400 0.800 0.400 1831.187 1830.487 1829.687 1.50 1831.220 1831.487 2.700 0.740 1 640 0.630 0.343 0.120 1829.567 1.500 4.33 1.200 1.500 1.800 0.167 6.5 9.750 Top width of crest U/S floor length Total Floor Length including U/S 9.483 7.903 9.055 9.440 9.070 a=bd 4.483 7.546 4.306 7.867 4.465 7.558 4.312 9.070 7.558 4.312 i 4>oi ~ 100-(}>d_______ Correction for floor thick at U/S foci - 100-4>e______ $ci (Corrected) =_________ 72.70 72.10 72.64 72.12 o= >■ = (1 + V (1 + <P))/2 = Cos~’((?. - 2)/i) »o= Cos~'((X - 1)/X) Pressure Variation at D/S____ b/d 6.322 3 700 6.036 3.559 6.294 3.666 6.047 3.564 72.12 6.047 3.564 Correction for floor thick at D/S = $e (Corrected) - Pressure Variation D/S Floor Thickness at end 0.600 0.900 0,600 0.700 0.600 D/S Floor Thickness upto Crest 0.800 1.000 0.900 wall D/S Floor Thickness upto Crest 1 000 0.900 1.200 1.000 wall foundation U/S Floor Thickness 0.500 0.500 0500 0.500 0.600 0.900 1.000 0.500 WWDSE, Addis Ababa in Association with ICT Pvt Ltd and ABCE PLC -92- Detail Design of Bale Gadula Irrigation & Drainage Project • October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System kVWDSE, Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYM BOL Ch. 17950 m Ch. 18080 m Ch. 18150 m Ch. 18250 m Ch. 18400 m A HYDRAULIC DATA 1 2 3 cumec C1 1.7000 1.7000 1.7000 1.7000 m C2 1821.985 1820.106 1818.285" 1816.435 Canal Bed Width m C3 1.400 1.7000 1814.785 1.400 1.400 1.400 0.800 0.800 0.400 0.400 0.400 0.400 1.400 4 m C4 0.800 0.800 0.800 5 Free Board m C5 0.400 6 U/S Canal Bed Level m C6 1821.185 1819.306 1813.985 7 3 D/S Full Supply Level m C7 1819.495 1818.356 1816.535 1814.935 1813.285 D/S Canal Bed Level m C8 1818.695 1817.556 1815.735 1814.135 1812.485 g Height of Drop m C9 2.49 1.75 1817.485 1815.635 1.75 1.50 10 Original Ground Level m C10 1821.280 1819 000 1817.590 i 315.910 1.50 1814.230 B HYDRAULIC DESIGN 1 Crest Level m F1 1821.485 1819606 1817 785 1815.935 1814.285 2 3 m F2 2.700 2.700 2.700 2.700 Top Width of Crest m F3 0.920 0.790 0.790 4 Base Width of Crest m F4 2.315 1.815 1.815 5 Discharge Intensity,q cumec/ m F5 0.630 0.630 0.630 6 Critical Depth de , Depth of Cistern X = dc/3 m F6 0.343 0.343 0.343 7 , m F7 0.120 0.120 0.120 8 Cistern Level m F8 1818.575 1817.436 1815.615 g Head Loss Hl , I pngth of Cistern m F9 2.490 1.750 1.750 10 m F10 5.58 4.68 4.68 Depth of U/S Curtain wall m F11 1.200 1.200 1.200 12 13 Depth of D/S Curtain wall m F12 1.500 1.500 1.500 Maximum static head H m F13 2.790 2.050 2.050 14 Value of 1 / z x sqrt ( X) m F14 0.108 0.146 0.146 15 Value of ct m F15 7 7 7 0.167 1.500 1.500 1.500 0.167 2.700 0.740 0.740 1.640 1.640 0.630 0.630 0.343 0.343 0.120 0.120 1814.015 1812.365 4.33 4.33 1.200 1.200 1.500 1.800 1.800 6.5 6.5 16 Total D/S floor Length m F16 10.500 10.500 10.500 9.750 9.750 17 18 D/S Floor beyond Cistern m F17 2.00 2.00 2.00 2.00 2.00 D/S floor lenqth (Cistern) m F18 5.58 4.68 4.68 4.33 4.33 ” 19 Tor width o< crest m F19 0.92 0.79 0.79 0.74 0.74 20 U/S floor length m F20 2.00 2.00 2.00 2.00 21 Total Floor Length including U/S m F21 10.499 9.467 9.467 9.070 9.070 22 Pressure Variation at U/S (i) a = t/d 8 749 7.889 7.889 2.00 7.558 7.558 (ii) 7 ). = (1 + V(1 + a ))/2 4.903 4.476 4.476 4.312 4.312 (iii) 6f = Cos '((X-2)/X) - 30 31 31 32 32 (iv) $o= Cos ((X-1)/X) 3 21 22 22 22 22 (v) <t>ci 1 00~4>e = 70 69 69 68 68 (vi) | 4>di ~ 100-$d 79 78 78 78 78 (vii) Correction for floor thick at U/S = % 3.81 4.02 4.02 4.11 (viii) $ci (Corrected) = % 73 98 72 68 72.68 72.12 72.12 23 Pressure Variation at D/S (1) a = b/d 6.999 6.311 6.311 6 047 4.11 6.047 (ii) >. = (1 +V(1 +a ))/2 z 4.035 3.695 3.695 3.564 3.564 (iii) »e = Cos'((X-2)/X) 33 35 35 36 36 (iv) Jd= Cos‘'((X - 1)/X) 23 24 24 24 24 (v) Correction for floor thick at D/S = % 3 4 4 4 4 -----(1vi—) £- (vii}_ >e (Corrected) = % 30 31 31 32 32 3 ressure Variation % 4.21 4.38 4.38 4.44 4.44 24 )/S Floor Thickness at end m F22 0.900 0.700 0.700 0.600 0.600 25 V )/S Floor Thickness upto Crest vail m F23 1.400 1.000 1.000 0.900 0.900 26 C V )/S Floor Thickness upto Crest ✓all foundation m F24 1.600 1.200 1.200 1.000 1.000 27 L j/S Floor Thickness m F25 0.500 0.500 0.500 0.500 0.500 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC -94- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System PARTICULARS HYDRAULIC DATA Designed Discharge Ch. Ch. Ch. Ch. 18500 m 18600 m 18700 m 18782 m cumec 1.7000 1.7000 1.7000 1.7000 Ch. 18850 m 1.7000 U/S Full Supply Level 1805.402 Canal Bed Width_____ 1813.185 1.400 1810.585 1.400 1807.985 1.400 1.400 Full Supply Depth 1803.334 1.400 Free Board U/S Canal Bed Level D/S Full Supply Level 0.800 0.400 1812.385 1810.685 0.800 0.400 1809.785 O800 0.400 1807.185 1805.485 1804.685 0.800 0.400 1804.602 1803.402 1802.602 0.800 0.400 1802.534 1806.085 D/S Canal Bed Level Height of Drop 1809.885 2.50 £807.285 2.50 1802.084 1801.284 Original Ground Level 1812.060 1809.490 2.50 1806.910 HYDRAULIC DESIGN 2.00 1804.790 1.25 1803.430 Crest Level Throat Width (Bt) 1812.685 2.700 1810.085 2.700 Top Width of Crest 1802.834 2.700 Base Width of Crest 1807.485 2.700 0.930 1804.902 2.700 0.840 Discharge Intensity,q cumec/ 0.930 2.330 0.630 0.930 0.690 2.330 0.630 2.330 0.630 1.990 1 465 0.630 0.630 Critical Depth, de Depth of Cistern, X = dc/3 Cistern Level Head Loss, Hl Length of Cistern Depth of U/S Curtain wall Depth of D/S Curtain wall Maximum static head, H Value of 1 / n x sqrt ( X) Value of a 16 Total D/S floor Length 17 D/S Floor beyond Cisterr^ 0.343 0.120 1809 765 2.500 ' 5.59 1.200 1.500 2.800 0.107 7 10.500 0.343 0.343 0.343 0.343 0.120 1807.165 2.500 5.59 1.200 1.500 2.800 0.107 7 10 500 0.120 1804.565 2.500 5.59 1.200 1.500 2.800 0.107 7 10.500 0.120 1802.482 2.000 5,00 1.200 1.500 2.300 0.130 7 10.500 0.120 1801.164 1.250 3.95 1 200 1 500 1 550 0.194 5 7.500 18 D/S floor length (Cistern) 19 Top width of crest 20 21 22 U/S floor length_______________ Total Floor Length including U/S PressureVariation at U/S 10 520 10 520 10.520 9.840 8.643 a = b/d X = (1 ♦ V (1 + g;))/2 _ 8.767 4.912 ♦e»Cos'((X-2)/M______________ ♦o=Cos''((X-1)/X) 8.767 4.912 8.767 4.912 8.200 4.630 •7202 4.136 Oci_= 100-|t 4>oi - 1QQ-4d________________ Correction for floor thick at U/S = i Correctedjjs Pressure Variation at D/S 74.00 74.00 3.80 74.00 73.17 71.49 a = b/d_______ ______________ Z X ° (1 + V (1 + g ))/2 7.013 7.013 4.042 7.013 4.042 6.560 5.762 4 042 »e=Cos'((X-2)/X)______________ »D=Cos''((X-1)/X) 3.818 3.424 Correction for floor thick at D/S = <fre (Corrected) =_____________ Pressure Variation____________ D/S Floor Thickness at end D/S Floor Thickness upto Crest 0.900 0.900 wall 1.400 1.400 4.21 0.900 1.400 0.800 1.200 0.600 0.800 D/S Floor Thickness upto Crest wall foundation_______ _____ 1.700 1.700 1.700 1.300 0.900 U/S Floor Thickness 0.500 0.500 0.500 0.500 0 500 I4WDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section — 1, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYM BOL Ch. 18950 m Ch. 19050 m Ch. 19148 m Ch. 19350 m Ch. 19450 m A HYDRAULIC DATA 1 2 Designed Discharge U/S Full Supply Level 0 4 5 6 cumec m m C1 C2 C3 1.7000 1801.984 1.400 1.7000 1799.884 1.400 1.7000 1797.786 1.400 Full Supply Depth Free Board m m C4 C5 m C6 1.7000 1796.334 1.400 0.800 0.400 1795.534 1799.984 1797.884 1796.536 1794 334 0.800 0.400 1801.184 0.800 0.400 1799.084 0.800 0.400 1796.986 - 1.7000 1794.234 1.400 0.800 0.400 1793.434 7 D/S Full Supply Level m C7 1792.484 17Q1 RRZ 8 D/S Canal Bed Level m C8 1799.184 1797.084 1795.736 1793.534 9 nn 1 75 9 10 m C9 2.00 2.00 Oriqinal Ground Level m C10 1801.740 1799.930 1.20 1798.370 1795.370 179o.860 B 1 HYDRAULIC DESIGN Crest Level m F1 1801.484 1799.384 2.700 0.840 4 O 7H6 z. ruv 0.840 i.yyu 0.630 0.343 1797.286 2 700 1795.834 2 700 "T793.734- 2.700 2 3 Throat Width :Bt)___________ . Top Width of Crest m m F2 F3 0.690 1 ZAA . 0.840 1 990 0.790 1.815 Base Width of Crest 5 Discharge Intensity.q Critical Depth de m cumec/ m m F4 F5 F6 1.990 0630 0.343 7 8 9 10 , Depth of Cistern, X = dc/3 Cistern Level Head Loss, H. Length of Cistern m m m m F7 F8 F9 F10 0.120 1799.064 2.000 5.00 0.12U 1796.964 2.000 5.00 0.630 0 343 0.120 1795.616 1.250 3.95 0.630 0.343 U.lZU 1793.414 2.000 5.00 0.630 0.343__ n 176 11 12 13 14 Depth of U/S Curtain wall_______ Depth of D/S Curtain wall Maximum static head, H Value of 1 / n x sort () m m m m F11 F12 F13 F14 1.200 1.500 2.300 0.130 1.200 1.500 2.300 0.130 1.200 1.500 1.550 0.194 1.200 1.500 2.300 0.130 7 1791 564 1.750 4 68 1 onn 1.500 2.050 0.146 7 15 16 17 Value of a Total D/S floor Length D/S Floor beyond Cistem m m m F15 F16 F17 7 10.500 2.00 7 10 500 2.00 7.500 2.00 10.500 2.00 18 D/S floor lenath (Cistern) Total Floor Length including U/S Pressure Variation at U/S a = b/d m F18 5.00 n oa 5.00 0 84 3.95 0.69 5.00 0.84 10.500 2.00 *A co ♦.00 0.79 19 20 Top width of crest U/S floor length m m ria F20 2.00 2.00 m F21 9.840 8.200 4 630 y.o4u 8.200 4 630 2.00 8 643 2.00 9.840 2.00 9.467 21 22 ___ (i) X = (1 +V(1+a ))/2 _ z 7.202 4.136 8.200 4.630 7.889 4.476 (iii) (<v) 6 E=Cos-’((X-2)/JJ <>D=cos’’((x - i)/x> 31 21 31 21 33 23 31 21 69 31 22 69 (V) fvi) frr.i = 1OO-0r 69 79 69 79 □/ 77 79 78 (vii) Correction for floor thick at U/S % 3.94 3.94 4.22 % 73.17 73.17 71.49 73.17 72.6B (viii) fci (Corrected) = 23 Pressure Variation at D/S (i) I cl b/d = 6.560 6.560 5.762 3.94 4.02 6.560 6.311 /iil 1 = M + V/1 + a ))/2 z 3.818 3.818 3.424 3.818 3.695 a = Cos*’ffl - 2)/X) 34 34 36 34 35 (iii) , (iv) ' $0 = Cos*\(X - 1)/X) 24 24 25 24 24 (v) Correction for floor thick al D/S % 4 4 4 4 4 [Corrected) = % 31 31 33 31 31 fviil 1 Pressure Variation % 4 32 4.32 4.51 4.32 24 D/S Floor Thickness at end m F22 0.800 0.800 0.600 25 26 D/S Floor Thickness upto Crest wall m F23 1.200 1.200 0.800 4.38 0.800 0.700 1.000 1.200 D/S Floor Thickness upto Crest wall foundation m F24 1 300 1.300 0.900 1.300 1.200 27 U/S Floor Thickness m F25 0.500 0.500 0.500 0.500 0.500 WWDSE. Addis Ababa m Association with ICT Pvt Ltd and ABCE PLC -96- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section - /, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYM BOL Ch. 19550 m Ch. 19650 m Ch. 19750 m Ch. 19850 m Ch. 19900 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 1.7000 1.7000 1.7000 1.7000 1.7000 2 U/S Full Supply Level m C2 1792.384 1789.784 1787.183 1784.583 1782033 3 Canal Bed Width m C3 1.400 1.400 1.400 1.400 1.400 4 Full Supply Depth m C4 0.800 0.800 0.800 0.800 0.800 5 Free Board m C5 0.400 0.400 0.400 0.400 0.400 6 U/S Canal Bed Level m C6 1791.584 1788.984 1786.383 1783.783 1781.233 7 D/S Full Supply Level m C7I 1789.884 1787 284 1784.683 1782.083 1780.033 8 D/S Canal Bed Level m C8 1789.084 1786.484 1783.883 1781.283 1779.233 9 Height of Drop m C9 2.50 2.50 2 50 250 200 10 Original Ground Level m C10 1792.230 1789 160 1785.870 1782.600 1781.040 B HYDRAULIC DESIGN 1 Crest Level m F1 1791.884 1789.284 1786.683 1784.083 1781.533 2 Throat Width (Bt) m F2 2.700 2.700 2.700 2.700 2.700 3 Top Width of Crest m F3 0.930 0.930 0.930 0.930 0 840 4 Base Width of Crest m F4 2.330 2.330 2.330 2.330 1 990 5 Discharge Intensity,q cumec/ m F5 0.630 0.630 0.630 0.630 0.630 6 Critical Depth, de m F6 0.343 0.343 0.343 ~ 0.343 7 0.343 Depth of Cistern. X = dc/3 m F7 0.120 0.120 0.120 8 Cistern Level 0.120 0.120 m F8 1788 964 1786.364 9 Head Loss, Hi 1783 763 1781.163 1779 113 m F9 2.500 2.500 10 2.500 Length of Cistern 2.500 m 2.000 F10 5.59 11 5.59 Depth of U/S Curtain wall 5.59 m 5.59 5.00 F11 1 200 1.200 12 Depth of D/S Curtain wall 1.200 1 200 m 1.200 F12 1.500 1.500 13 Maximum static head, H 1.500 m 1.500 1.500 F13 14 2.800 2.800 2.800 Value of 1 / 7i x sqrt (X ) m 2.800 F14 2300 0.107 0.107 15 0.107 Value of a 0.107 m 0.130 F15 7 16 7 Total D/S floor Length 7 7 m F16 7 10.500 17 18 19 20 21 D/S Floor beyond Cistern U/S floor length Total Floor Length including U/S 10.500 m 10.500 F17 10 500 . 2.00 10 500 2.00 D/S floor length (Cistern) 2.00 2.0C m F18 2 00 5.59 Top width of crest 5.59 m 5.59 F19 5 59 . 5 00 0.93 0.93 m 0.93 F20 . 0 93 2.00 2.00 m 2.00 F21 . 2.00 0 84 22 Pressure Variation at U/S 10 520 H 10.520 10.520 10520 . 9 840 2 00 (0 a = b/d 8.767 8.767 8 767 ___ 7 X = (1 +^(1 +a ))/2 8.767 8 200 4.912 4.912 (Hi) Cos '((X - 2)/X) 4.912 4.912 30 . 4 630 (IV) 30 $p=Cos ((X- 1)/X) 30 30 21 . 31 21 (V) 21 4ci = 100-pE 21 70 21 70 70 ___(vi)_ (vii) 4>oi - 100-po dci (Corrected) = 70 79 69 Correction for floor thick at U/S = 79 % 79 79 3.80 79 (VIII) 23 3.80 % 3.80 74.00 3 80 . 74.00 3 94 Pressure Variation at D/S 74.00 74.00 73.17 (i) a = b/d 7.013 7.013 7.013 (••) X = (1 + V(1 + a))l2 4.042 7 013 6 560 4.042 (hi) ie=Cos’'((X-2)/X) 4.042 33 . 4 042 33 33 (iv) . 33 3 818 23 23 (v) io = Cos’'((X- 1)/X) (VI) (Corrected) = 34 Correction for floor thick at D/S = % 23 23 3 24 3 % 3 3 4 30 (VUI Pressure Variation 30 % 30 4.21 30 31 24 D/S Floor Thickness at end m 4.21 4.21 F22 0.900 4 21 0.900 4 32 25 D/S Floor Thickness upto Crest wall m F23 0.900 1.400 . 0 900 1.400 0 800 1.400 . 1.400 1.200 26 D/S Floor Thickness upto Crest wall foundation m F24 1.700 1.700 1.700 1.700 1.300 27’ U/S Floor Thickness m F25 0 500 0.500 0.500 0.500 0.500 WWDSE. Addis Ababa in Association with ICT Pvt Ltd. and ABCE PLC -97- Detail Design of Bale Gadula Irrigation & Drainage Project October 2011Ministry of Water And energy - Federal Democratic Republic of Ethiopia PARTICULARS HYDRAULIC DATA Designed Discharge U/S Full Supply Level Canal Bed Width , Full Supply Depth i Free Board I U/S Canal Bed Level Section-I, Volume-IV Design of Structures on Canal and Drainage System UNIT SYM BOL cumec Ch. 20250 m 1.7000 1775.183 1.400 0.800 Ch. 20350 m 1.7000 8 D/S Full Supply Level D/S Canal Bed Level Height of Drop Ch. 20000 m 1.7000 1779.933 1.400 0.800 0.400 1779.133 1777.923 1777.123 2.01 1778.470 Ch. 20100 m 1.7000 J 777.333 1.400 0 800 0.400 1776.533 1774.843 1774.043 2.49 1776.310 0.400 1774.383 1772.683 1771.883 2.50 1773.690 1772.583 1.400 0.800 0.400 1771.781 1770.513 1769.781 2.00 1771 970 20500 m 17001 j 1770.433 1.400 0.800 6,400 1769.633 1768.933 1768.133 1.50 1770.180 10 Original Ground Level HYDRAULIC DESIGN B , ________ 1774.683 1769.933 | 1 J Crest Level Throat Width (Bt)_ 1779.433 2.700 1776.833 2.700 jTop Width of Crest 0.840 1.995 0.920 2.315 2.700 0.930 2.330 1772.083 2.700 2.700 0.840 1.990 0740 Base_Width of Crest cumeJ 0630 0.630 0.630 0.630 1.640 0.630 Discharge Intensity,q 0.343 0.120 0.343 0.343 0.343_ 0.343 Critical Depth, de Depth of Cistern. X = dc/3 _Cistern Level F8 I 1777.003 0.120 1773.923 1769.663 1768.013 I 2.010 2 490 0.120 1771.763 2.500 0.120 _0.120 I 2.000 1.500 Head Loss, Hl 5.58 5.59 Length of Cistern i Depth of U/S Curtain wall 5.01 1.200 1.500 2.310 5.00 4.33 1.200 1.500 1.200 1.500 1.200, 1.500 1.200 1.500 Depth of D/S Curtain wall Maximum static head, H Value of 1 / zx sqrt (X) 0.130 7 2.790 0.108 7 2.800 2.300 0.107 7 Value of a 10.500 10.500 10.500 0.130 7 10.500 1.800 0.167 6.5 9.750 Total D/S floor Length D/S Floor beyond Cistem D/S floor length (Cistern) Top width of crest U/S floor length Total Floor Length including U/S Pressure Variation at U/S 05 b/d X = (1 +V(1 +g2'))!2 te=Coi\(X-2W »p= Cos~'((X - 1)Za.) $ci = 100"4e_______ $di = 100-4o________ Correction for floor thick at U/S <>ci (Corrected) = Pressure Variation at D/S g = b/d A. = (1~+V(1+tt ))/2 ; »e = Cos'((X-2)/X) 9.852 10.499 10.520 9 840 9.070 8.210 8.749 8.767 4.912 8.200 4 636 4.903 4.630 7.558 4.312 31 21 69 73.19 6.568 3.822 73.98 6.999 4.035 74.00 7.013 4.042 73.17 6.560 3.818 72.12 6.047 3.564 fr^C0S ((Vl)AL_------------- — •- a _ -f \/} » Correction for floor thick at D/S 6e (Corrected) =____________ Pressure Variation_________ D/S Floor Thickness at end D/S Floor Thickness upto Crest wall - 0.800 1.200 1.300 0.500 0.900 1.400 1.600 0.900 1 400 1.700 0.800 1.200 1.300 D/S Floor Thickness upto Crest wall U/S Floor Thickness foundation 0.500 I 0.500 0500 0600 0900 1.000 0.500 WWDSE, Addis Ababa in Association with ICT Pvt Ltd. and ABCE PLC ofiZ Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Section - /, Volume - IV Federal Democratic Republic of Ethiopia Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYM BOL Ch. 20600 m Ch. 20700 m Ch. 20800 m Ch. 20900 m Ch. 21000 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 1.7000 1.7000 1.7000 1.7000 1.7000 2 U/S Full Supply Level m C2 1768.833 1766.983 1764.883 1763.282 1761.682 3 Canal Bed Width m C3 1.400 1.400 1.400 1.400 1.400 4 Full Supply Oepth m C4 0.800 0 800 0.800 0.800 0.800 5 Free Board m C5 0.400 0.400 0.400 0.400 0.400 6 U/S Canal Bed Level m C6 1768.033 1766.183 1764.083 1762.482 1760.882 7 D/S Full Supply Level m C7 1767.083 1764.983 1763.383 1761.782 1760.182 8 D/S Canal Bed Level m C8 1766.283 1764 183 1762.583 1760.982 1759.382 9 Height of Drop m C9 1.75 2.00 1.50 1.50 1.50 10 Original Ground Level m C10 1768.550 1766.520 1764.970 1763.410 1761.810 B HYDRAULIC DESIGN 1 Crest Level m F1 1768.333 1766.483 1764.383 1762.782 1761.182 2 Throat Width (Bt) m F2 2.700 2.700 2.700 2.700 2.700 3 Top Width of Crest m F3 0.790 0.840 0.740 0.740 0.740 4 Base Width of Crest m F4 1.815 1.990 1.640 1.640 1.640 5 Discharge Intensity,q cumec/ m F5 0630 0.630 0.630 0.630 0.630 6 Critical Depth, de m F6 0.343 0 343 0.343 0.343 0.343 7 Depth of Cistern, X = dc/3 m F7 0.120 0.120 0.120 0.120 0.120 8 Cistern Level m F8 1766.163 1764.063 1762.463 1760.862 1759.262 9 Head Loss, Hl m F9 1.750 2.000 1.500 1.500 1.500 po Length of Cistern m F10 4.68 5 00 4.33 4.33 4.33 11 Depth of U/S Curtain wall m F11 1.200 1.200 1.200 1.200 1.200 12 Depth of D/S Curtain wall m F12 1.500 1.500 1.500 1 500 1.500 13 Maximum static head. H m F13 2.050 2.300 1.800 1.800 1 800 14 Value of 1 / n x sqrt ( ).) m F14 0.146 0.130 0.167 0.167 0.167 15 Value of a m F15 7 7 6.5 6.5 6.5 16 Total D/S floor Length m F16 10.500 10.500 9.750 9.750 17 9.750 D/S Floor beyond Cistern m F17 2.00 2.00 2.00 18 D/S floor length (Cistern) 2.00 2.00 m F18 4.68 5.00 4.33 4.33 19 Top width of crest 433 m F19 0.79 0.84 0.74 20 0.74 U/S floor length 0.74 m F20 2.00 2.00 21 Total Floor Length including U/S 2.00 2.00 m 2.00 F21 9.467 9 840 9.070 22 Pressure Variation at U/S 9.070 9.070 (•) a = b/d 7.889 8 200 7 558 7.558 7.558 (ii) 2 L = (1 + \'(1 + a ))/2 4.476 4.630 4.312 4.312 4.312 (iii) d E=Cos'((X-2)/X)~ 31 31 32 32 32 (iv) T 6o= Cos’ ((X - 1)/X) 22 21 22 22 22 (V) <?C1 1 OO-^L = 69 69 68 68 (vi) 68 4>di -100-4>o 78 79 78 (vii) Correction for floor thick at U/S 78 % 78 4.02 3.94 4.11 4.11 4.11 (viii) $ci (Corrected) = % 72.68 73.17 23 Pressure Variation at D/S 72.12 72.12 72.12 (0 a = b/d 6.311 6.560 6.047 6047 6 047 (ii) 7 k = (1 + <(1 + a ))/2 3.695 3.818 3 564 3.564 3.564 (iii) «e = Cos-’((X-2)/X) 35 34 36 36 36 (iv) 0o= Cos’’((X - 1)/X) 24 24 24 24 24 (V) Correction for floor thick at D/S % 4 4 4 4 4 w» (vi) Oe (Corrected) = % 31 31 Pressure Variation 32 % 32 32 4.38 4.32 24 D/S Floor Thickness at end m 4.44 4.44 F22 4.44 0.700 0.800 25 D/S Floor Thickness upto Crest wall 0.600 m F23 0.600 0.600 1.000 1.200 0.900 0.900 0 900 26 D/S Floor Thickness upto Crest wall foundation m F24 1.200 1.300 1.000 1.000 1.000 27 U/S Floor Thickness m F25 0.500 0.500 0.500 0 500 0.500 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -99- Oetail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-I, Volume-IV Design of Structures on Canal and Drainage System WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. andABCE PLC -100- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section - /, Volume - IV Design of Structures on Canal and Drainage System WWDSE, Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC Detail Design of Bule Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYI\ BOl (I Ch. . 22500 n Ch. n 22600 rr Ch. 22700 m Ch. 22850 m Ch. 22950 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 1.1000 1.1000 1.1000 1.1000 1.1000 2 U/S Full Supply Level m C2 1744.43 1 1742.831 1740.731 1739.33C 1737.730 3 Canal Bed Width m C3 1.200 1.200 1.200 1.200 1.200 4 Full Supply Depth m C4 0.650 0.650 0.650 0.650 0.650 5 Free Board m C5 0.350 0.350 0.350 0.350 0.350 6 U/S Canal Bed Level m C6 1743.78 1742.181 1740.081 1738.68C 1737.080 7 D/S Full Supply Level m C7 1742.93' 1740.831 1740.221 1737.090 1736.230 8 D/S Canal Bed Level m C8 1742.28- 1740.181 1739.571 1736.440 1735.580 9 Height of Drop m C9 1.50 2.00 0.51 2.24 1.50 10 Original Ground Level m C10 1743.26C 1741.340 1740400 1738.290 1737.030 B HYDRAULIC DESIGN 1 Crest Level m F1 1744.081 1742.481 1740 381 1738.980 1737.380 2 Throat Width (Bt) m F2 2.900 2.900 2.900 2.900 2.900 3 Top Width of Crest m F3 0.740 0.840 0.500 0.880 0.740 4 Base Width ofCrest m F4 1.640 1.990 0.905 2.150 1.640 5 Discharge Intensity,q cumec/ m F5 0.379 0.379 0.379 0.379 0.379 6 Critical Depth, de m F6 0.245 0.245 0.245 0.245 0245 7 Depth of Cistern. X = dc/3 m F7 0.090 0.090 0.090 0.090 0.090 8 Cistern Level m F8 1742.191 1740.091 1739.481 1736.350 1735.490 9 Head Loss. Hl m F9 1.500 2.000 0.510 2.240 1.500 10 Length of Cistern m F10 3.62 4.18 2.11 4.43 362 11 Depth of U/S Curtain wall m F11 1.200 1.200 1.200 1.200 1.200 12 Depth of D/S Curtain wall m F12 1.500 1.500 1.500 1.500 1.500 13 Maximum static head. H m F13 1.800 2.300 0.810 2.540 1.800 14 Value of 1 / z x sqrt ( Z. ) m F14 0.167 0.130 0.370 0.118 0.167 15 Value of a m F15 6.5 7 0.05 7 6.5 16 Total D/S floor Length m F16 9.750 10.500 0.075 10.500 9.750 17 D/S Floor beyond Cistem m F17 2.00 2.00 2.00 2.00 2.00 18 D/S floor length (Cistem) m F18 3.62 4.18 2.11 443 3.62 19 Top width of crest m F19 0.74 0.84 0.50 0.88 0.74 20 U/S floor length m F20 2.00 2.00 2.00 2.00 2.00 21 Total Floor Length including U/S m F21 8.363 9.023 6.612 9.307 8.363 22 Pressure Variation at U/S (•) a = b/d 6.969 7.519 5.510 7.756 6.969 on >. = (1 + V(1 +ai))/2 4 020 4.293 3.300 4.410 4.020 (iii) 0e = Cos''((X - 2)/X) 33 32 37 32 33 (iv) 0o= Cos l((X - 1)/X) 23 22 25 22 23 (V)$ C1 = 1 OO-^L 67 68 63 68 67 (vi) = 100-4*0 77 78 75 78 77 (vii) Correction for floor thick at U/S % 4.29 4.12 4.86 4.06 4.29 (viii) 4>ci (Corrected; = % r 71.05 72.06 67.75 72.46 71.05 23 Pressure Variation at D/S (■) I a = b/d 5.575 6.016 4.408 6.205 5.575 (ii) ). = (1 + V (1 + a ))/2 ? 3332 3.549 2.760 3.642 3.332 (iii) I 0e= Cos~’((X - 2)/X) 37 36 41 35 37 (iv) I $□ = Cos' ((k - 1)/Z) 1 25 24 28 24 25 (V) I Correction for floor thick at D/S % 4 4 4 4 4 (vi) I (Corrected) = % 33 32 37 31 33 (vii) I Pressure Variation % 4.54 4.45 4.69 4.41 4.54 24 D/S Floor Thickness at end m F22 0.700 0.800 0.500 0.900 0.700 25 V D/S Floor Thickness upto Crest vail m F23 0.900 1.100 0.600 1.300 0.900 26 [ V )/S Floor Thickness upto Crest /all foundation m -24 1.000 1.300 0.600 1.500 1.000 27 I J/S Floor Thickness mJ "25 0.500 0500 0.500 0.500 0.500 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCEPLC -102- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -I, Volume IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYM BOL Ch. 23100 m Ch. 23250 m Ch. 23450 m Ch. 23550 m Ch. 23650 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 1.1000 1.1000 1.1000 1.1000 1.1000 2 U/S Full Supply Level m C2 1736.080 1734.430 1731.230 1729.380 1727.530 3 Canal Bed Width m C3 1.200 1.200 1.200 1.200 1.200 4 Full Supply Depth m C4 0.650 0650 0.650 0.650 0.650 5 Free Board m C5 0.350 0.350 0.350 0.350 0.350 6 U/S Canal Bed Level m C6 1735.430 1733.780 1730.580 1728.730 1726.880 7 D/S Full Supply Level m C7 1734.580 1732.930 1729.480 1727.630 1725.780 8 D/S Canal Bed Level m C8 1733.930 1732.280 1728.830 1726.980 1725.130 9 Height of Drop m C9 1.50 1.50 1.75 1.75 1.75 10 Original Ground Level m C10 1735.720 1733.850 1730.390 1728.570 1726.820 B HYDRAULIC DESIGN 1 Crest Level m F1 1735.730 1734.080 1730.880 1729.030 1727.180 2 Throat Width (Bt> m F2 2.900 2.900 2.900 2.900 2.900 3 Top Width of Crest m F3 0.740 0.740 0.790 0.790 0.790 4 Base Width of Crest m F4 1 640 1.640 1.815 1.815 1.815 5 Discharge Intensity.q cumec/ m F5 0.379 0.379 0.379 0.379 0.379 6 Critical Depth, de m F6 0.245 0.245 0.245 0.245 0 245 7 Depth of Cistern. X = dc/3 m F7 0.090 0 090 0.090 0.090 0.090 8 Cistern Level m F8 1733.840 1732.190 1728.740 1726.890 1725 040 9 Head Loss. Hl m F9 1.500 1.500 1.750 1.750 1.750 10 Length of Cistern m F10 I 3.62 3.62 3.91 3.91 3.91 11 Depth of U/S Curtain wall m F11 1.200 1.200 1.200 1.200 1.200 12 Depth of D/S Curtain wall m F12 1.500 1.500 1.500 1.500 1.500 13 I Maximum static head. H m F13 1.800 1.800 2.050 2.050 2.050 14 Value of 1 / rr x sqrt ( X ) m F14 0.167 0.167 0.146 0.146 0.146 15 Value of a m F15 6.5 6.5 7 7 7 16 Total D/S floor Length m F16 9.750 9.750 10.500 10.500 10 500 17 D/S Floor beyond Cistern m F17 2.00 2.00 2.00 2.00 2.00 18 D/S floor length (Cistern) m F18 3.62 3.62 3.91 3 91 391 19 Top width of crest m F19 0.74 0.74 0.79 0.79 0.79 20 U/S floor length m F20 2.00 2.00 2.00 2.00 2.00 21 Total Floor Length including U/S m F21 8.363 8.363 8.703 8.703 8.703 22 Pressure Variation at U/S (•) a = b/d 6.969 6.969 7.253 7.253 7.253 (•') X = (1 + V (1 ♦ a’jj/2 4.020 4.020 4.161 4.161 4.161 (iii) e =Cos' ((x-2)/x) , e 33 33 33 33 33 (iv) fo = Cos’((X-1)/X) 23 23 23 23 23 (v) 6ci - 100-$E 67 67 67 67 67 (vi) $01 - 100-^p 77 77 77 77 77 (vii) Correction for floor thick at U/S = % 4.29 4.29 4.20 4.20 4.20 (viii) ♦ci (Corrected) = % 71.05 71.05 71.58 71.58 71.58 23 Pressure Variation at D/S (i) a = b/d , 5.575 5.575 5.862 5.802 5.802 (ii) 7 X = (1 + V (1 + a ))/2 3.332 3332 3.444 3.444 3.444 (iii) «e= Cos’’((X- 2)/X) 37 37 36 36 36 (iv) « 0=Cos''(oT-1)/X) 25 25 25 25 25 (v) Correction for floor thick at D/S = % 4 4 4 4 4 (Vi) 0e (Corrected) = % 33 33 32 32 32 Jvii) Pressure Variation % 4.54 4.54 4.50 4 50 4 50 24 D/S Floor Thickness at end m F22 0.700 0.700 0.700 0.700 0.700 25 D/S Floor Thickness upto Crest wall m F23 0.900 0900 1.000 1.000 1.000 26 D/S Floor Thickness upto Crest wall foundation m F24 1.000 1.000 1.200 1.200 “ 1 200 27 U/S Floor Thickness ni F25 0.500 0.500 0 500 0.500 0 500 WWDSE. Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC 103- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia PARTICULARS Section-I, Volume-IV Design of Structures on Canal and Drainage System Ch. Ch. Ch. Ch. 23900 m 24000 m 24100 m 24200 m Ch. 24350 m HYDRAULIC DATA pesignedpischarge cumec 1.1000 1.1000 U/S Full Supply Level 1724.780 1722.680 Canal Bed Width 1 200 1.200 0.650 1.1000 1720.329 1.200 1.1000 1718.729 1.200 1.1000 1717.079 1.200 0.650 0.350 1724.130 0.650 0.650 0.650 4 Full Supply Depth 5 _F.ree Boa_r_d _____ 0.350 0.350 6 U/S Canal Bed Level _________ 1722.030 0.350 1719.679 1718.829 1718.179 1718.079 1717.229 1716.579 1.50 1718.440 0.350 1716.429 D/S Ful£Supply Level 1722.030 1720.430 D/S Canal Bed Level 1721.380 2.75 1723.940 1719780 Height of Drop 2.25 1721.710 1.50 1719.760 1716.079 1715.429 1.00 1716.550 Original Ground Level HYDRAULIC DESIGN CrestJ-evel 1722.330 1719.979 ___ Throat Width (Bt) 1724.430 2.900 2.900 2.900 1718.379 2.900 0.970 2.495 0.880 2.155 0.379 0.740 0.740 1716.729 2.900 0.630 Top Width of Crest Base Width of Crest Discharge Intensity.q cumec/ 0.379 1,640 0.379 1.640 0.379 1.280 0.379 0245 0.245 0.245 0.090 0.245 0.245 Critical Depth, de Depth of Cistern. X Cistern Level 0.090 1721.290 Head Loss. HL 0.090 1719.690 2.250 4.44 1718.089 1.500 3.62 0.090 1716.489 1.500 0.090 1715.339 1.000 Length of Cistern Depth of U/S Curtain wall 1.200 2.96 1-200 1.500 Depth of D/S Curtain wall 1.500 1.200 1.500 3.62 1.200 1.500 Maximum static head H Value of 1 / n x sqrt ( X) 3.050 0.098 2.550 0.118 JL800 0.167 1.800 0.167 1.300 0.231 6.5 6.5 Value of a Total D/S floor Length 7__ 10.500 7 10.500 3.5 9.750 9.750 5.250 D/S Floor beyond Cistern ~D/S floor length (Cistern) Top width of crest U/S floorlength Total Floor Length including U/S Pressure Variation at U/S a = b/d = (1 ♦ V(1 + g >y2 »e = Cos-’(G.-2)/X) » D=Cos'l((X-1)/X) ♦ci ~ 100-te________________ = 100-$p________ _______ Correction for floor thick at U/S eci (Corrected) - Pressure Variation at a = b/d______ X = (1 + V (1 + g ^=005^2^2^______________ 9.875 9.317 8.363 8.363 7 588 7.764 6.969 6.323 4.020 3.701 2 8.229 4.645 4.414 6.969 4.020 7322 72.47 71.05 71.05 69.72 D/S 6.584 3.830 6.211 3.646 5.575 3.332 5.575 5.059 3.332 3.078 z ))/2 1 (iv) ♦o = Cos~ ((X-1)/X)__________ (v) (Vi) (vii) 24 'Correction for floor thick at D/S (Corrected) =. Pressure Variation D/S Floor Thickness at end D/S Floor Thickness upto Crest 1.000 1.500 0.900 1.300 0700 0.900 0.700 0.900 0.500 0.600 wall D/S Floor Thickness upto Crest 1.800 1.500 1.000 1.000 0.700 wall foundation U/S Floor Thickness 0.500 0.500 0.500 0.500 0500 WWDSE, Addis Ababa in Association with ICT Pvt Ltd and ABCE PLC -104- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume -IV Design of Structures on CanaJ and Drainage System SN PARTICULARS UNIT SYM BOL Ch. 24450 m Ch. 24550 m Ch. 24650 m Ch. 24728 m Ch. 24800 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 1.1000 1.1000 1.1000 1.1000 1.1000 2 U/S Full Supply Level m C2 1715.229 1713.129 1711.029 1709.201 1707.879 3 Canal Bed Width m C3 1.200 1.200 1.200 1.200 1.200 4 Full Supply Depth m C4 0.650 0.650 0 650 0.650 0.650 5 Free Board m C5 0.350 0.350 0.350 0.350 0.350 6 U/S Canal Bed Level m C6 1714.579 1712.479 1710.379 1708.551 1707.229 7 D/S Full Supply Level m C7 1712.489 1711.129 1709.279 1707.951 1705.379 8 D/S Canal Bed Level m C8 1711.839 1710.479 1708.629 1707.301 1704.729 9 Height of Drop m C9 2.74 200 1.75 1.25 2.50 10 Original Ground Level m C10 1714.350 1712.060 1710.180 1708.650 1706 930 B HYDRAULIC DESIGN 1 Crest Level m F1 1714.879 1712.779 1710.679 1708.851 1707.529 2 Throat Width (Bt) m F2 2.900 2.900 2.900 2.900 2.900 3 Top Width of Crest m F3 0.960 0.840 0.790 0.690 0.930 4 Base Width of Crest m F4 2.480 1.990 1.815 1.465 2.330 5 Discharge Intensity,q cumec/ m F5 0.379 0.379 0.379 0.379 0.379 6 Critical Depth, de m F6 0.245 0.245 0.245 0.245 0.245 7 Depth of Cistern, X = dc/3 m F7 0.090 0.090 0.090 0.090 0.090 8 Cistern Level m F8 1711.749 1710.389 1708.539 1707.211 9 1704.639 Head Loss. Hi m F9 2.740 2.000 1.750 10 1.250 Length of Cistern 2.500 m F10 4.90 4.18 3.91 3.31 11 Depth of U/S Curtain wall 4 68 m F11 1.200 1.200 12 1 200 Depth of D/S Curtain wall 1.200 1.200 m F12 1 500 13 Maximum static head, H 1.500 1 500 1.500 1.500 m F13 3.040 2.300 14 2 050 Value of 1 / n x sqrt (X] 1.550 m 2.800 F14 0.099 0.130 15 0.146 0.194 I Value of a 0 107 m F15 7 16 7 Total D/S floor Length 7 5 7 m F16 17 10.500 D/S Floor beyond Cistern 10.500 10.500 7.500 m F17 10 500 18 2.00 D/S floor length (Cistern) 2.00 2 00 m F18 2.00 2 00 19 4.90 Top width of crest 4.18 3.91 m F19 3.31 . 4 68 20 0.96 U/S floor length Total Floor Length including U/S 0.84 0.79 m 0.69 F20 0.93 21 2.00 2.00 m 2.00 F21 2.00 9.856 2.00 22 Pressure Variation at U/S 9.023 8.703 7.997 9.607 (i) a = b/d 8.214 7 519 (H) 7 X = (1 +V(1 + a ))/2 7.253 6 664 8.006 4.637 4 293 (iii) $e= Cos‘’((X - 2)/X) 4.161 3.869 4 534 31 (IV) 32 4>d=Cos’’((X-1)/X) 33 34 21 31 22 23 23 2? (V) i>ci - 100«4>e 69 $>di = 1 0<Md Correction for floor thick at U/S = 68 67 66 (VI) 79 69 78 77 (VII) % 77 3.94 78 4.12 (VIII) 23 $ci (Corrected) = Pressure Variation at D/S % 4.20 73.19 4 39 3 99 72.06 71.58 . 70.44 72.87 (i) a = b/d 6.571 (ii) X = (1 + (1 ♦ a ))/2 z 6.016 5.802 5 331 3.823 6 405 3.549 3.444 (III) ♦e = Cos'«A. - 2)/X) 34 . 3 212 3 741 36 36 (IV) 24 . 38 35 24 25 26 24 - -M- % 4 4 4 4 4 (VI) 32 32 34 (Vli) Pressure Variation % 4.32 31 4.45 _ 24 m F22 4 50 1.000 4 59 0 800 . 0.700 4 36 25 <)>d= Cos''((X - 1)/X) Correction for floor thick at D/S = §e (Corrected) = D/S Floor Thickness at end D/S Floor Thickness upto Crest wall D/S Floor Thickness upto Crest wall foundation % 31 m F23 1.500 0 600 1.100 0 900 1.000 . 0.800 1.400 26 m F24 1.800 1.300 1.200 0900 ~ 1.600 27 U/S Floor Thickness m F25 0.500 0.500 0.500 0500 0 500 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC -105- Detail Design of Bale Gadula Irrigation & Drainage Project October. 2011Ministry of Water And Energy ~ Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Cana! and Drainage System SN PARTICULARS Ch. 25500 m A HYDRAULIC DATA 1 2 3 Designed Discharge 1.1000 U/S Full Supp’y Level j Canal Bee Witt 4 Full SuppN’ Decth 5 6 7 8 9 W B 1 2 3 4 5 Ch. 24900 m 1.1000 1705.279 1 200 0 650 0 350 '704629 Ch. 25100 m 1.1000 1700 078 1.200 0.650 1.1000 1697.428 1694.678 1.200 0.650 1.200 0.650 Free Board Height of Drop Original Ground Level 0.350 1696.778 1694.928 1694.278 2.50 1695.230 0.350 _ U/S Canal Bed Level D/S Fcdl Supply Level D/S Canal Bed Level 1694.028 1692.928 1692278 1.75 1693.960 HYDRAULIC DESIGN Crest Level 1697.078 Throat Width (Bt) Top Width of Crest 0.790 Base Width of Crest Ch. 25000 m 1.1000 1702679 1.200 0.650 0.350 1702.029 1700 179 1699 529 250 1702.260 1702329 2900 0.930 2.330 0.350 1699X28 1697.578 1696.928 250 1699.500 1699728 2.900 0930 2.330 2900 0.930 2330 1694.328 2.900 Discharge Intensity,q 0.379 1.815 0.379 Critical Depth, de 0.245 0.245 6 7 8 9 10 11 12 13 Dectr. ofCstem X = dc/3 0.090 Cistern Level 1694.188 0.090 1692188 1.750 Head Loss. H 2.500 J Length of Cistem 4.68 3.91 Depth of U/S Curtain wall Depth of D/S Curiam wan 1.200 1.500 2800 0.107 1.200 1.500 MaxwT.urr state heaa. H 2.800 0.107 7 10.500 2050 14 1702 779 1702.129 2.50 1704 250 1704.929 2 900 0.930 2 330 0.379 0.245 0 090 1702 039 2.500 4.68 1.200 1.500 2.800 0.107 7 10.500 0.379 0.245 0.090 1699.439 2500 4.68 1.200 1 500 0.379 0.245 0.090 1696.838 2 500 68 1.200 1.500 Value of 1 / x sen (kJ. 2800 0 107 7 10.500 7 15 16 Value of g Total DZS floor Length 17 18 15 20 D/S Floor beyond Crstem 10.500 2.00 4.68 0.146 7 10.500 200 3.91 0'S floor length (Cistern) 0.79 2.00 U'S floor length 9607 8.006 4.534 093 200 9.607 8.703 8.006 7.253 4.534 7287 6 405 3741 7287 71.58 6.405 5.802 (i) g = b/d 374T J J.444 (i) : /. = (1 *<(1 + a'))/2 (ri) ee = Cos' ((/. - 2VZ) Total Floor Length including U/S 21_______________________ _ 22 i Pressure Variation at U/S (0 a ~ b/d Cal , >. = <1 + \(1 -dW2 (rv) ; Cos' <(/.- P.O.) (v) »ci = 1QO-»e («) = 100-G2 Correction foe floor thick at U/S (vo) [Corrected] =_____________ 23 Pressure Variation at D/S (nr) 1 ft = Cos"((>.■ 1)0.) M Correction for floor thick at D/S = (vi) (Corrected) = (vai Pressure Variation 24 D/S Floor Thickness at end 2.00 9.607 n 8.006 4.534 9.607 8.006 4.534 4.161 72.87 6.405 3.741 72.87 6X05 3.741 0.900 1X00 1 600 0 500 0.900 1.400 1.600 0 500 0.900 1.400 1.600 0 500 0.900 0.700 I 1.400 1.000 25 D/S Floor Thickness upto Crest wall_______________________ 1.600 1 200 26 D/S Floor Thickness upto Crest wall foundation ____ _______ 0.500 0.500 i 27 U/S Floor Thickness WWDSE, Addis Ababa tn Association with ICT P/t Ltd and ASCE PLC -106- Detail Design of Bale Gadula I rogation & Drainage Project October. 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYM BOL Ch. 25650 m Ch. 25750 m Ch. 25850 m Ch. 26000 m Ch. 26068 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 1.1000 1.1000 1.1000 0.4200 0 4200 2 U/S Full Supply Level m C2 1692.778 1690.928 1689.328 1687 178 1686 109 3 Canal Bed Width m C3 1.200 1 200 1.200 0 800 0 800 4 Full Supply Depth m C4 0.550 0 650 0650 0.500 0 500 5 Free Board m C5 0.350 0 350 0 350 0 300 0.300 6 U/S Canal Bed Level m C6 1692.128 1690.278 1688.678 1686.678 1685.609 7 D/S Full Supply Level m C7 1691.028 1689.428 1688.118 1685 388 1684 609 8 D/S Canal Bed Level m C8 1690.378 1688.778 1687 468 1684 888 1684 109 9 Height of Drop m C9 1.75 1 50 1 21 1.79 1.50 10 Original Ground Level m C10 1692.190 1690 690 1689.120 1686 570 1685.270 B HYDRAULIC DESIGN 1 Crest Level m F1 1692.428 1690.578 1688.978 1686.978 1685.909 2 Throat Width (Bt) m F2 2.900 2.900 Z900 2.600 2 600 3 Top Width of Crest m F3 0.790 0.740 0.680 0.800 0.740 4 Base Width of Crest m F4 1.815 1.640 1.435 1.845 1.640 5 Discharge Intensity.q cumec/ m F5 0.379 0.379 0.379 0.162 0.162 6 Critical Depth, de m F6 0.245 0.245 0.245 0.139 0.139 7 Depth of Cistem. X = dc/3 m F7 0.090 0.090 0.090 0.050 0050 8 Cistern Level m F8 1690.288 1688.688 1687.378 9 1684 838 Head Loss. HL 1684 059 m F9 1.750 1.500 1.210 10 1.790 Length of Cistern 1 500 m F10 3.91 3.62 11 3.25 Depth of U/S Curtain wall Z99 Z74 m F11 1 200 12 1.200 Depth of D/S Curtain wall 1.200 1 200 1 200 m F12 1 500 13 1.500 1.500 Maximum static head. H 1 500 1 500 m F13 2.050 14 1.800 1.510 Value of 1 / it x sqrt ( X) m 2.090 F14 1 500 0.146 0.167 15 0.199 0.144 Value of a 0.167 m F15 7 16 63 Total D/S floor Length D/S Floor beyond Cistem U/S floor length 5 7 m F16 65 10 500 17 9.750 7.500 m F17 10.500 _ 9.750 18 2.00 ZOO D/S floor length (Cistern) m ZOO ZOO F18 3.91 ZOO 19 Top width of crest 3.62 m 3.25 Z99 2 74 F19 20 0.79 0.74 m 0.68 F20 0 80 . 0 74 21 22 Total Floor Length including U/S Pressure Variation at U/S 2.00 2 00 m ZOO F21 2 00 8 703 200 8 363 _7 934 7.792 7 479 (0 a = b/d 7 253 6 969 (") (iii) >. = (1 + V(1 + a*))/2 0e = Cos ’((X- 2)0.) 1X612 6 493 4.161 33 6 232 4.020 ■vs 3.843 3.785 3.656 (iv) 0o = Cos ((X- 1)/X) 23 23 (v) 04 23 d ci = 100-6e 34 24 67 35 24 67 66 (VI) O01 = 1OO-0D 66 77 65 77 77 (VII) Correction for floor thick at U/S % 76 4.20 76 4 29 4.41 4.45 4 55 (VIII) $ci (Corrected) = % 71.58 23 Pressure Variation at D/S 71.05 70.33 70 08 . 69 51 (i) a = b/d 5.802 5.575 di) X = (1 * V (1 *a‘))/2 0 D=Cos'’((?.-1)/>.) Correction for floor thick at D/S OejCor reeled] = D/S Floor Thickness at end D/S Floor Thickness upto Crest wall foundation 5.289 5 194 3.444 4 986 3.332 Oe = Cos ((X - 2)/X) 3.191 36 3.145 (III) 37 3 043 38 38 (IV) 25 39 25 (V) % 26 4 26 27 4 4 4 4 (VI) % 32 (VII) Pressure Variation 33 % 34 4.50 34 35 24 25 m 4 54 4 60 F22 4 61 4 ftS 0.700 D/S Floor Thickness upto Crest wall m 0700 F23 0.600 1 000 0.800 0.900 0 700 0.800 1.000 0 900 26 m F24 1.200 1.000 0.800 1 100 1 000 27 U/S Floor Thickness m F25 0 500 0 500 0 500 0.500 0 500 WWDSE. Addis Ababa in Association with ICT Pvt Ltd and ABCE PLC Detail Design of Bale Gadula Irrigation £ Drainage Project October 2011SN PARTICULARS UNIT SYM BOL Ch. 26150 m Ch. 26250 m Ch. 26350 m Ch. 26450 m Ch. 26550 m A HYDRAULIC DATA cumec C1 0.4200 0.4200 0.4200 0.4200 1 2 1684.527 1681.927 1679.327 1676.977 U/S Full Supply Level m C2 3 Canal Bed Width m C3 0.800 0.800 0.800 0.800 0.500 0.500 0.500 0.500 4 5_ 6 Full Supply Depth m C4 m C5 0.300 0.300 0.300 m C6 0.300 1684.027 1681.427 1678.827 1676.477 — 0.4200 0.800 0.500 1673.877 1674.377 0.300 U/S Canal Bed Level 1677.077 1674477 7 8 9 10 B O/R Full Supply Level m C7 1682.027 1681.527 1679.427 1678.927 1676.577 1673.977 1671.877 1671.377 ~D/S Canal Bed Level m C8 m C9 2.50 2.50 2.25 2.50 2.50 Height of Drop 1681.180 1678.740 1676.340 1673.890 Original Ground Level m C10 1683.680 “hydraulic design Crest Level m F1 1684.327 1681.727 1679.127 1 2 2.600 2.600 1676 777 2.600 Throat Width (Bt) m F2 2.600 0.930 0.930 0.880 0.930 3 Top Width of Crest m F3 2 330 2.330 2.155 2.330 4 5 Base Width of Crest m F4 Discharge Intensity.q cumec/ m F5 0 162 0.162 0.162 0.162 0.139 0.139 0.139 0.139 6 7 8 Critical Depth de , pppth of Cistem. X = dc/3 m F6 m F7 0.050 0.050 Cistern Level m F8 0.050 1681.477 2.500 0.050 1674.177 2.600 0.930 2.330 0.162 0.139 0.050 1678.877 2.500 1676.527 2.250 1673.927 2.500 1671.327 2.500 9 Head Loss. Hi m F9 10 11 Length of Cistern m no Depth of U/S Curtain wall m F11 3.54 1.200 3.54 1.200 3.54 1.200 1 500 3.54 1.200 1.500 12 13 Depth of D/S Curtain wall m F12 1 500 2 800 1. SOU 2.800 3.35 1.200__ 1 ADO 2.550 2.800 Maximum static head H m F13 2.800 0.118 0.107 14 Value of 1 / n x sqrt ( X) m F14 0.107 0.107 15 16 17 18 F15 Total D/S floor Length m F16 D/S Floor beyond Cistern m F17 7 h 10.500 2.00 3 54 7 10.500 2.00 3.54 7 10.500 2.00 3.35 0.107 7 m 10.500 2.00 3.54 10 500 2.00 3.54 D/S floor length (Cistern) m F18 19 20 21 22 Top width of crest m F19 U/S floor length m F20 0.93 2.00 8.466 Total Floor Length including U/S m F21 0.93 2.00 8.466 0.93 2.00 8.466 0.88 2.00 8.234 0.93 2.00 8.466 Pressure Variation at U/S 7 055 7.055 6.862 7.055 7.055 (i) a = b/d 4.063 4.063 (ii) I X = (1 + V (1 + a'))/2 4.063 4.063 3.967 33 33 33 33 33 (hi) - (iv) i Cos*’((X- 2)/X) 23 23 | D= Cos"’((X - 1)/X) 23 23 23 67 67 67 67 67 (V) I — 100-4’r (vi) I 6m = 100 *0 77 77 77 77 4.26 (vii) Correction for floor thick at U/S - % 4.26 71.21 4.26 71.21 77 4 26 71.21 71.21 (yiii) I *ci (Corrected) = % 70.84 23 Pressure Variation at D/S 5.489 5.644 5.644 (i) 1 a = b/d 5.644 5.644 3.366 3.366 3.290 3.366 3.366 (iii 1 2 X = (1 + <(1 + a ))/2 37 (iii) 1 At = Cos’’«X - 2)/X) 37 37 37 37 25 25 25 25 25 (iv) Ao=Cos'((X-1)/X) 4 4 4 4 4 Iv) 1 Correction for floor thick at D/S - % 33 33 (vi) (Corrected) = % 33 33 33 (vii) 1 Pressure Variation % . 1.000 4 53 4.53 4.56 4.53 D/S Floor Thickness at end m F22 1.000 0.900 1.000 24 25 D/S Floor Thickness upto Crest wall m F23 1.300 1.300 1.200 1.300 1.600 1.600 1.400 1.600 26 D/S Floor Thickness upto Crest wall foundation m F24 4.53 1.000 1.300 1.600 L 2L U/S Floor Thickness m F25 0.500 0.500 0.500 0.500 0.500 UWVDSE, Addis Ababa in Association with -108- Detail Design of Bale Gadula Irrigation A Drainage Project ICT Pvt Ltd. and ABCE PL C October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-I, Volume-IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYM BOL Ch. 26650 m Ch. 26800 m Ch. 26900 m Ch. 26974 m Ch. 27150 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 0.4200 0.4200 0.4200 0.4200 0.4200 2 U/S Full Supply Level m C2 1671.777 1669.127 1667 527 1664.953 1663.277 3 Canal Bed Width m C3 0.800 0.800 0.800 0.800 0.800 4 Full Supply Depth m C4 0.500 0.500 0.500 0.500 0.500 5 Free Board m C5 0.300 0.300 0.300 0.300 0.300 6 U/S Cana! Bed Level m C6 1671.277 1668.627 1667.027 1664.453 1662.777 7 D/S Full Supply Level m C7 1670.217 1666.687 1665.027 1663.453 1661.777 8 D/S Canal Bed Level m C8 1669.717 1666.187 1664.527 1662.953 1661.277 9 Height of Drop m C9 1.56 2.44 2.50 1.50 1.50 10 Original Ground Level m C10 1671.530 1668.460 1666.500 1664 080 1662.390 B HYDRAULIC DESIGN 1 Crest Level m F1 1671.577 1668.927 1667.327 1664.753 1663.077 2 Throat Width (Bt) m F2 2.600 2.600 2.600 2.600 2.600 3 Top Width of Crest m F3 0.760 0.920 0.930 0.740 0.740 4 Base Width of Crest m F4 1.690 2.290 2.330 1.640 1.640 5 Discharge Intensity.q cumec/ m F5 0.162 0.162 0.162 0.162 0.162 6 Critical Depth, de m F6 0.139 0.139 0.139 0.139 0.139 7 Depth of Cistern. X = dc/3 m F7 0.050 0.050 0.050 0.050 8 0.050 Cistern Level m F8 1669.667 1666.137 1664.477 9 1662.903 1661.227 Head Loss, HL m F9 1.560 2.440 2.500 10 Length of Cistern 1.500 1 500 m F10 2.79 3.49 3.54 11 2.74 2.74 Depth of U/S Curtain wall m F11 1.200 1.200 12 1.200 Depth of D/S Curtain wall 1 200 1 200 m F12 1.500 1.500 13 1.500 Maximum static head. H 1 500 1 500 m F13 1.860 2.740 2.800 14 1.800 Value of 1 / n x sqrt ( X) 1.800 m F14 0.161 0.109 15 0.107 Value of a 0.167 0.167 m F15 6.5 16 7 Total D/S floor Length 7 6.5 m 6.5 F16 9.750 17 10.500 18 19 20 D/S Floor beyond Cistern U/S floor length zi | i otai rioor Length including U/S 10.500 m 9.750 9 750 F17 2.00 D/S floor length (Cistern) 200 2.00 m 2.00 F18 2.00 2.79 Top width of crest 3.49 3.54 2.74 m F19 2.74 0.76 0.92 0.93 m 0.74 F20 0.74 2.00 2.00 m 2.00 2.00 F21 2.00 zz 7.553 rressure variation at U/S 8.413 8.466 7.479 7.479 (') a = b/d 6.294 7.011 7 055 (ii) >. = (1 + \'(1 + <?))/2 6.232 6 232 3.686 4 041 4 063 3.656 3 656 (III) «e=Cos’’(()1-2)A) 35 33 (iv) 33 $□= Cos’’((X - 1)/X) 35 24 35 23 (v) $ci = 100-$E 23 24 24 65 67 67 65 (VI) <t>01 = 100-*d $ci (Corrected) = 65 76 77 76 (viil Correction for floor thick at U/S = 77 % 76 4.53 4.28 (vin) % 4.26 4 55 69 65 4 55 23 Pressure Variation at D/S 71.13 71.21 . 69.51 69.51 (i) a = b/d 5.035 5.609 (ii) (iii) X = (1 +<(1 + a))/2 Ac = 5644 4.986 3.067 4 986 3.349 3.366 3.043 3043 (iv) 39 26 37 25 37 25 39 27 ___ M ♦d=Cos'’((X-1)/X) Correction for floor thick at D/S = (Corrected) = Pressure Variation % 4 39 27 4 (vi) % 4 4 35 4 33 33 (vnL % 4.64 35 35 24 D/S Floor Thickness at end 4.54 m 4.53 F22 0.700 4.65 4 65 25 D/S Floor Thickness upto Crest wall 1.000 m 1.000 F23 0.900 0 700 . 0 700 1.300 1.300 0.900 0 900 26 D/S Floor Thickness upto Crest wall foundation m F24 1.000 1.500 1.600 1.000 1.000 27 U/S Floor Thickness m F25 0.500 0.500 0.500 0.500 0.500 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. andABCE PLC Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section - I, Volume - IV Design of Structures on Canal end Drainage System PARTICULARS Ch. Ch. Ch. Ch. Ch. 27250 m 27338 m 27600 m 27678 m 27800 m HYDRAULIC DATA Designed Discharge cumec 0.4200 1661.677 0.4200 04200 U/S Full Supply Level 1659.089 1657 826 0.4200 1656.748 Canal Bed Width 0.800 0.500 0.300 0 800 0.800 Full Supply Depth 0.500 0.300 1658.589 0.500 0.300 0.800 0.500 0.300_ 0.4200 1655.626 0.800 Free Board 1661 177 1657 326 1656.248 U/S Canal Bed Level . 1659.177 1658.089 1656.826 1655748 7 D/S Full Supply Level 8 D/S Canal Bed Level 1658.677 9 jjeight of Drop 10 Original GroundLevel B HYDRAULIC DESIGN 1 Crest Level 2.50 1660.290 1657.589 1.00 1658.440 1656.326 1.00 1657.400 1655.248 1.00 1656.370 0.500 0.300 1655.126 1654.126 1653.626 1.50 1655.000 1661.477 1655.426 2 Throat Width (Bt 0 740 Top Width of Crest 0.630 1.280 Base Width of Crest 0630 1.280 1.280 1.640 cumec/ 2.600 0.930 2.330 0.162 1658.889 2.600 1657.626 2.600 1656.548 2.600 0.630 2 600__ 0.162 0.162 0.162 0.162 Discharge Intensity,q 0.139 Critical Depth, de Depth of Cistern, X = dc/3 0.139 0.050 1658.627 Z500 3.54 0.139 0.050 1657.539 1.000 2.24 0.139 ~~d^050~~ 1656.276 1.000 2.24 0.139 0.050 0.050 --______ 1655.198 1653.576 Cistern Level 1.000 Head Loss. HL Length of Cistern^ Depth of U/S Curtain wall 1.200 1.200 Depth of D/S Curtain wall Maximum static head, H Value of 1 / k x sgrt (XJ Value of ct 1.500 2.800 0.107 7 1.500 1.200 1.500 2.24 1.200 1.500 1.300 1.300 1.500 2.74 1.200 1.500 1.800 0.231 3.5 0.231 3.5 0.167 Total D/S floor Length 10.500 3.5 5.250 5250 JD/S Floor beyond Cistern 5.250 2.00 2.24 D/S floor length ( Cistern ) 0.63 6.5 9.750 2.00 2.74 0.74 Top width of crest U/S floor length___________ 6 466 6.866 2.00 6.866 063 2.00 6.866 2.00 7.479 Total Floor Length including U/S Pressure Variation at U/S 7.055 5.722 4.063 3.404 5.722 3.404 5.722 3.404 6.232 3.656 (iv) ♦o=Cos' (P.-1)/A.). , (v) I $C1 = 100-^E_ (vi) (v») ~ ioo-^d_______________ Correction for floor thick at U/S = 71.21 Pressure Variation at D/S 5.644 4.577 4.577 4.986 ’ >. = (1 < fl + g~H/2 (viii) L $ci (Corrected) = »E=Cos''((?.-2)/X) »o=Cos' ((?.-1)/X) , Correction for floor thick at D/S = $e (Corrected) - 68.30 68.30 68.30 69.51 a = b/d 3.366 4.577 2.843 2.843 2.843 3.043 Pressure Variation D/S Floor Thickness at end 1.000 0.500 0.600 0.500 D/S Floor Thickness upto Crest 1.300 0.500 0.600 0.600 0.700 0.900 wall D/S Floor Thickness upto Crest 1 600 0.700 0.700 0.700 1.000 wall foundation U/S Floor Thickness 0.500 0.500 0.500 0.500 0.500 WWDSE, Addis Ababa in Association with -110- Detail Design of Bale Gadula Irrigation & Drainage Project ICT Pvt. Ltd and ABCE PLC October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section - /, Volume - /V Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYM BOL Ch. 27900 m Ch. 2800 m Ch. 28050 m Ch. 28150 m Ch. 28250 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 04200 0.4200 0.4200 0.4200 0.4200 2 U/S Full Supply Level m C2 1654.026 1652.676 1651.626 1650.026 1648.175 3 Canal Bed Width m C3 0.800 0 800 0.800 0.800 0.800 4 Full Supply Depth m C4 0.500 0.500 0.500 0.500 0.500 5 Free Board m C5 0.300 0.300 0.300 0.300 0.300 6 U/S Canal Bed Level m C6 1653.526 1652.176 1651.126 1649.526 1647.675 7 D/S Full Supply Level m C7 1652.776 1651.676 1650.126 1648.276 1646.175 8 D/S Canal Bed Level m C8 1652.276 1651.176 1649.626 1647.776 1645.675 9 Height of Drop m C9 1.25 1.00 1.50 1.75 2.00 10 Original Ground Level m C10 1653.500 1652.390 1651.270 1648.900 1646.990 B HYDRAULIC DESIGN 1 Crest Level m F1 1653.826 1652.476 1651.426 1649.826 1647 975 2 Throat Width (Bt) m F2 2.600 2.600 2.600 2.600 2.600 3 Top Width of Crest m F3 0690 0.630 0.740 0.790 0.840 4 Base Width of Crest m F4 1 465 1.280 1.640 1.815 1.990 5 Discharge Intensity q cumec/ m F5 0.162 0.162 0.162 0.162 0.162 6 Critical Depth, de m F6 0.139 0.139 0.139 0.139 0.139 7 Depth of Cistern, X = dc/3 m F7 0.050 0.050 0.050 0.050 0.050 8 Cistern Level m F8 1652.226 1651.126 1649.576 1647.726 9 Head Loss, HL 1645.625 m F9 1.250 1.000 i.500 1.750 2.000 10 Length of Cistern m F10 2.50 2.24 2.74 11 Depth of U/S Curtain wall 2.96 3.16 m F11 1.200 1.200 1.200 12 Depth of D/S Curiain wall 1.200 1.200 m F12 1.500 1.500 13 1.500 Maximum static head. H 1.500 1.500 m F13 14 1.550 1 300 1.800 Value of 1 / n x sqrt ( X ) 2.050 2.300 m F14 0.194 0.231 15 0.167 0.146 Value of a m 0.130 F15 5 3.5 16 6.5 7 m 7 F16 7.500 17 Total D/S floor Length D/S Floor beyond Cistern 5.250 9.750 m 10.500 F17 10 500 2.00 18 D/S floor length (Cistern) 2.00 2.00 m 2.00 2.00 F18 2.50 19 Top width of crest 2.24 2.74 m 2.96 F19 3.16 20 0.69 U/S floor length 0.63 0.74 m 0.79 F20 0.84 2.00 21 22 Total Floor Length including U/S Pressure Variation at U/S 2.00 2.00 m 2.00 F21 2.00 7.190 6.866 7.479 7.748 8.002 (0 a = b/d 5.992 5.722 6 232 (ii) k = (1 W(1 + aj)/2 6.457 6 669 3.537 3.404 (*■•) 3.656 4e=Cos’’((>.-2)/X) 3.767 . 3 872 36 36 (iv) 35 0o= Cos*’((X- 1)/X) 34 34 25 25 24 (v) $C1 = 100-$E 24 23 64 64 (VI) 0DI - 100-frp $ci (Corrected) = 65 66 66 75 Correction for floor thick at U/S 75 76 (VII) % 76 77 4.65 4.76 4.55 4.47 439 (VIII) % 68.96 23 Pressure Variation at D/S 68.30 69.51 70.01 70 45 . (i) a = b/d 4.793 4.577 4 986 m X = (1 + V(1 + a ))/2 5 165 2.948 5 335 2.843 (III) ♦ E = Cos’((k-2)/X) 3.043 3.131 3 214 40 40 (iv) 39 38 27 38 28 27 (v) Correction for floor thick at D/S % 4 26 26 4 4 4 4 (vi) 36 35 (vii) % 34 34 4.67 24 D/S Floor Thickness at end 4.68 m 4.65 F22 0.600 4 62 4 59 25 ♦d= Cos'((X- 1)/A.) $e (Corrected) = Pressure Variation D/S Floor Thickness upto Crest wall D/S Floor Thickness upto Crest wall foundation % 35 m 0.500 0.700 F23 . 0 800 0.700 0 800 0.600 0.900 . 1.000 1.100 26 m F24 0.800 0.700 1 000 1.100 1.300 27 U/S Floor Thickness m F25 0.500 0.500 0.500 0.500 0.500 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC Detail Design of Bale Gedula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYM BOL Ch. 28350 m Ch. 28450 m Ch. 28550 m Ch. 28650 m Ch. 28750 m A HYDRAULIC DATA 1 Desianed Discharge cumec C1 0.4200 0.4200 0.4200 0.4200 0.4200 U/S Full Supply Level m C2 1646.075 1643.975 1641.375 1638.775 1636.675 2 3 Canal Bed Width m C3 0.800 0.800 0.800 0.800 0.800 4 Full Supply Depth m C4 0.500 0.500 0.500 0.500 0.500 0.300 0.300 0.300 0.300 0.300 5 Free Board m C5 U/S Canal Bed Level m C6 1645.575 1643.475 1640.875 1638.275 1636.175 6 7 D/S Full Supply Level m C7 1644.075 1641.475 1638875 1636.775 1636.165 D/S Canal Bed Level m C8 1643.575 1640.975 1638.375 1636.275 1635.665 8 9 10 Height of Drop Original Ground Level m m C9 C10 2.00 1645.050 2.50 1642 390 2.50 1639.980 2.00 1637.240 0.51 1636080 B 1 HYDRAULIC DESIGN Crest Level m F1 1645.875 1643.775 1641.175 1638.575 2.600 2.600 2.600 2.600 2 Throat Width (Bt) m F2 0.840 0.930 0.930 0.840 0.500 3 Top Width of Crest m F3 4 5 Base Width of Crest m F4 1.990 2.330 2.330 1.990 Discharge Intensity,q cumec/ m F5 0.162 0.162 0.162 0.162 0.139 0.139 0.139 0.139 1636.475 2.600 0.905 0.162 0.139 6 Critical Depth, de m F6 7 Depth of Cistem. X = dc/3 m F7 0 050 0.050 0.050 0.050 0.050 1643.525 1640.925 1638.325 1636.225 1635.615 8 Cistern Level m F8 0.510 g 10 . Length of Cistern Head Loss Hl m F9 2.000 2.500 2.500 2.000 m F10 3.16 3.54 3.54 3.16 11 Depth of U/S Curtain wall m F11 1.200 1.200 1.200 1.200 1.500 1 500 1.500 1.500 12 Depth of D/S Curtain wall m F12 2.300 2.800 2.800 2.300 13 Maximum static head. H m F13 14 Value of 1 / n x sqrt ( 7.) m F14 0.130 0.107 0.107 0.130 0.370 7 7 7 7 15 Value of a m F15 1.60 1.200 1.500 0.810 o.os m F16 10.500 10.500 10.500 10.500 0.075 16 Total D/S floor Length D/S Floor beyond Cistern m F17 2 00 . 3.16 2.00 2.00 2.00 2.00 17 3.54 3.54 3.16 1.60 18 D/S floor length (Cistern) m F18 0.84 0.93 0.93 0.84 0.50 19 Top width of crest m F19 20 U/S floor length m F20 2.00 2.00 2.00 2.00 21 Total Floor Lenath including U/S m F21 8.002 8.466 8.466 8.002 6.097 22 Pressure Variation at U/S — (i) (ii) a = b/d X = (1 + V(1 + a ))/2 6.669 7.055 7.055 6.669 2.00 5.081 3.872 4.063 3.872 3 089 z 4.063 (iii) $>e = Cos'\(X - 2)/7.) 34 33 39 26 (ivj fr>=Cos'((X-1)/W 23 66 23 67 33 23 34 23 67 66 61 (v) $ci=100-4>£ 77 77 77 77 74 (Vi) $di 100-4»o = (vii) Correction for floor thick at U/S % 4.39 4.26 4.26 4.39 5.07 $ci (Corrected) = % 70.45 71.21 71.21 70.45 66.54 (viii) 23 Pressure Variation at D/S 4.065 (i) l a = b/d 5.335 5644 5 644 5.335 3.214 3.366 3.366 3.214 2.593 (f«) ). = (1 + V(1 + </))/2 (iii) (ivj i (v) 6f = Cos’((X-2)/> ) . 6 =COS’’((X- 1)/X) 38 37 37 38 43 26 25 25 26 29 O Correction for floor thick at D/S % 4 4 4 4 5 (vi) (Corrected) = % 34 33 33 34 38 (vii) 24 25 Pressure Variation % 4.59 4.53 4.53 4.59 4.67 D/S Floor Thickness at end m F22 0.800 1.000 1.000 0.800 0.500 D/S Floor Thickness upto Crest wall m F23 1.100 1.300 1.300 1.100 0.600 26 D/S Floor Thickness upto Crest wall foundation m F24 1.300 1.600 1 600 1.300 0.600 27 U/S Floor Thickness m F25 0.500 0.500 0.500 0.500 0.500 WWDSE, Addis Ababa in Association with ICT Pvt Ltd and ABCE PLC -112- Detail Design of Bale Gadula Irrigation & Drainage Project Oclober,‘2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-I, Volume-IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYM BOL Ch. 29700 m Ch. 29800 m Ch. 29900 m Ch. 30000 m Ch. 30079 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 0.4200 0.4200 0.4200 0 4200 0.4200 2 U/S Full Supply Level m C2 1634.225 1632.375 1630.025 1628.174 1625 595 3 Canal Bed Width m C3 0.800 0.800 0.800 0.800 0.800 4 Full Supply Depth m C4 0.500 0.500 0.500 0.500 0.500 5 Free Board m C5 0.300 0.300 0.300 0.300 0.300 6 U/S Canal Bed Level m C6 1633.725 1631.875 1629.525 1627.674 1625.095 7 D/S Full Supply Level m C7 1631.485 1630.125 1628.275 1625.674 1623.595 8 D/S Canal Bed Level m C8 1630.985 1629625 1627.775 1625.174 1623.095 9 Height of Drop m C9 2.74 2.25 1.75 250 2.00 10 Original Ground Level m C10 1633.610 1631.750 1630.380 1627.900 1625.340 B HYDRAULIC DESIGN 1 Crest Level m F1 1634.025 1632.175 1629.825 1627.974 1625.395 2 Throat Width (Bt) m F2 2.600 2.600 2.600 2.600 2.600 3 Top Width of Crest m F3 0.960 0.880 0.790 0.930 0 840 4 Base Width of Crest m F4 2.480 2.155 1.815 2.330 1.990 5 Discharge Intensity,q cumec/ m F5 0.162 0.162 0.162 0.162 0.162 6 Critical Depth, de m F6 0.139 0.139 0.139 0 139 0.139 7 Depth of Cistern, X = dc/3 m F7 0.050 0.050 0.050 0.050 0.050 8 Cistern Level m FB 1630.935 1629.575 1627.725 1625.124 1623045 9 Head Loss, HL m F9 2.740 2.250 1.750 2.500 2.000 10 Length of Cistern m F10 3.70 3.35 2.96 3.54 3.16 11 Depth of U/S Curtain wall m F11 1.200 1 200 1.200 12 1.200 1 200 Depth of D/S Curtain wall m F12 1.500 1.500 1.500 13 Maximum static head. H 1.500 1.500 m F13 3.040 2.550 14 2.050 2.800 2.300 Value of 1 /n x sqrt ().) m F14 0.099 0.118 15 0.146 0.107 0.130 Value of a m F15 7 7 7 16 Total D/S floor Length 7 7 m F16 10.500 17 10.500 18 19 20 21 22 D/S Floor beyond Cistern D/S floor length (Cistern) Top width of crest U/S floor length Total Floor Length including U/S 10.500 10.500 m 10.500 F17 2.00 2.00 2.00 m 2.00 2.00 F18 3.70 3.35 m 2.96 3.54 F19 3.16 096 0 88 0.79 m F20 0.93 0.84 2.00 2 00 2.00 m 2.0C F21 8.661 2.00 Pressure Variation at U/S 8.234 7.748 8.466 8 002 (i) a = b/d 7.218 6.862 6.457 (••) ). = (1 + <(1 + </))/2 7.055 6 669 4.143 3.967 3.767 (»•) $e=Cos‘'((X-2)/X) 4.063 3 872 33 33 «o=Cos''((X- 1)/X) 34 (iv) 33 . 34 23 23 (V) 24 6ci = 100-$r 23 67 23 67 (VI) Odi = 100-$o 66 67 77 66 77 (VII) Correction for floor thick at U/S % 76 77 77 4.21 4.33 4.47 4.26 4.39 (VIII) 0ci (Corrected) = % 71.52 23 Pressure Variation at D/S 70.84 70.01 71 21 . 70 45 (1) a = b/d 5.774 5.489 5.165 (ii) 2 >. = (1 + V(1 + a ))/2 5 644 3.430 3.290 (III) 4e = Cos'((X-2)A) . 3.366 5 335 3.131 36 3 214 37 (iv) 38 37 25 38 25 (V) Correction for floor thick at D/S % 26 4 25 4 26 4 4 4 (VI) 33 33 (VII) % 34 33 4.50 34 24 25 io=Cos‘'((K- 1)/X) Pressure Variation D/S Floor Thickness at end D/S Floor Thickness upto Crest wall_________________________ D/S Floor Thickness upto Crest wall foundation 4e (Corrected) = % 4 56 m F22 4.62 1.100 4 53 4 59 0.900 m F23 0.800 1.500 . 1.000 0.800 1.200 1.000 1?300 1.100 26 m F24 1.700 1.400 1.100 1.600 1.300 27 U/S Floor Thickness m F25 0.500 0.500 0.500 0 500 0.500 WWDSE, Addis Ababa in Association with ICT Pvt Ltd. and ABCE PLC •113- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-I, Volume-IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYM BOL Ch. 30200 m Ch. 30300 m Ch. 30400 m Ch. 30500 m Ch. 30600 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 0.4200 04200 0.4200 0.4200 0.4200 U/S Full Supply Level m C2 1623474 1620.874 1618.274 1615.674 1613.574 2 0.800 0.800 0.800 0.800 0.800 3 Canal Bed Width m C3 0.500 0.500 0.500 0.500 0500 4 Full Supply Depth m C4 5 Free Board m C5 0.300 0.300 0.300 0.300 0.300 1622.974 1620.374 1617.774 1615.174 1613.074 6 U/S Canal Bed Level m C6 1620.974 1618.374 1615.774 1613.674 1611.824 7 D/S Full Supply Level m C7 8 D/S Canal Bed Level m C8 '1620474 1617.874 1615.274 1613.174 1611.324 Height of Drop 2.50 2.50 2.50 2.00 1.75 9 m C9 rm 1622.210 1620.410 1617.630 1615.420 1613.800 10 B Oriqinal Ground Level HYDRAULIC DESIGN m 1 Crest Level m F1 1623 274 ’1620674“ 1618.074 1615474 2.600 2.600 2.600 2.600 2.600 2 Throat Width (Bt) m F2 0.930 0.930 0.930 0.840 3 Top Width of Crest m F3 4 Base Width of Crest m F4 2.330 2.330 2.330 1.990 5 Discharge Intensity,q cumec/ m F5 0.162 0.162 0.162 0.162 1613.374 0.790 1.815 0.162 0.139 0.139 0.139 0.139 0.139 “6_ Critical Depth, de m F6 7 Depth of Cistern. X = dc/3 m F7 0.050 0.050 0.050 0.050 0.050 1620.424 1617.824 1615.224 1613 124 8 Cistern Level m F8 2.500 2.500 2.500 2.000 1.750 9 Head Loss. HL m F9 10 Lenath of Cistern m F10 3.54 3.54 3.54 3.16 2.96 11 Depth of U/S Curtain wall m F11 1.200 1.200 1 200 1.200 12 Depth of D/S Curtain wall m F12 1.500 1.500 1.500 1.500 1.500 13 Maximum static head. H m F13 2.800 2.800 2.800 2.300 14 Value cf 1 / r. x sqrt ().) m F14 0.107 0.107 0.107 0.130 m F15 7 7 7 7 1611 274 J 1.200 2.050 7 0.146 15 Value of a 10.500 10.500 10.500 10.500 10.500 16 Total D/S floor Length m F16 17 D/S Floor beyond Cistern m F17 2.00 2.00 2.00 2.00 2.00 2.96 18 D/S floor length (Cistern) m F18 3.54 3.54 3.54 3.16 19 Top width of crest m F19 0.93 0.93 0.93 0.84 0.79 20 U/S floor length m F20 2.00 2.00 2.00 2.00 21 total Floor Length including U/S m F21 8.466 8.466 8.466 8.002 7.748 22 Pressure Variation at U/S 7.055 7.055 7.055 6.669 2.00 6457 (i) a = b/d X = (1 + V(1 +a ))/2 z 4.063 4.063 4.063 3.872 3.767 (•■) 33 33 34 34 (iii) 4>e = Cos’’((V2)/X) 33 (iv) «o=Cos''(P.-1)/X) 23 23 23 23 24 67 67 67 66 66 (V) 0ci - 100-4>£ 77 77 77 77 76 (Vi) 6di 100-<|>D = (vii) Correction for floor thick at U/S % 4.26 4.26 4.26 4.39 4.47 (viii) | $ci (Corrected) = % 71.21 71.21 71.21 70.45 70.01 23 Pressure Variation at D/S a = b/d 5.644 5.644 5.644 5.335 5.165 (I) 3.131 (•<) ! X = (1 + V(1 + a ))/2 z 3.366 3.366 3.366 3.214 (iii) I $e= Cos''((X-2)/X) 37 37 37 38 38 (iv) I 0o=Cos’’((X-1)/X) 25 25 25 26 26 (v) Correction for floor thick at D/S % 4 4 4 4 4 (vi) (Corrected) = % 33 33 33 34 34 (vii) Pressure Variation % 4.53 4.53 4.53 4.59 4.62 24 D/S Floor Thickness at end m F22 1.000 1.000 1.000 0.800 0.800 25 D/S Floor Thickness upto Crest wall m F23 1.300 1.300 1.300 1.100 1.000 26 D/S Floor Thickness upto Crest wall foundation m F24 1.600 1.600 1.600 1.300 1.100 27 U/S Floor Thickness m F25 0.500 0.500 0.500 0.500 0.500 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd and ABCEPLC -114- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of EthiopiaDesign of Structures on Canal and Drainage System Section -1, Volume IV SN PARTICULARS UNIT SYM BOL Ch. 30700 m Ch. 30800 m Ch. 30909 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 0.4200 0.4200 0.4200 2 U/S Full Supply Level m C2 1611.724 1610.124 1608515 3 Canal Bed Width m C3 0.800 0.800 0.800 4 Full Supply Depth m C4 0.500 0.500 0.500 5 Free Board m C5 0.300 0.300 0.300 6 U/S Canal Bed Level m C6 1611.224 1609.624 1608.015 7 D/S Full Supply Level m C7 1610.224 1609.124 1607.775 8 D/S Canal Bed Level m C8 1609.724 1608.624 16072TB 9 Height of Drop m C9 1.50 1.00 0.74 10 Original Ground Level m C10 1612.110 1610.590 1609.020 B HYDRAULIC DESIGN 1 Crest Level m F1 1611.524 1609 924 1608.315 2 Throat Width (Bt) m F2 2.600 2.600 2600 3 Top Width of Crest m F3 0.740 0.630 0.570 4 Base Width of Crest m F4 1.640 1.280 1.090 5 Discharge Intensity.q cumec/ m F5 0.162 0.162 0.162 6 Critical Depth, de m F6 0.139 0.139 0.139 7 Depth of Cistern. X = dc/3 m F7 0.050 0.050 0050 8 Cistern Level m F8 1609 674 1608.574 1607.225 9 Head Loss. HL m F9 1.500 1.000 0.740 10 Length of Cistern m F10 2.74 2.24 1.92 11 Depth of U/S Curtain wall m F11 1.200 1.200 1.200 12 Depth of D/S Curtain wall m F12 1.500 1.500 1.500 13 Maximum static head. H m F13 1 800 1.300 1.040 14 Value of 1 1 -x x sqrt ( X ) m F14 0.167 0.231 0.288 15 Value of a m F15 6.5 33 2 16 Total D/S floor Length m F16 9.750 5.250 3.000 17 D/S Floor beyond Cistern m F17 2.00 2.00 2.00 18 D/S floor length (Cistern) m F18 2.74 2.24 19 Top width of crest 1.92 m F19 0.74 0.63 057 20 U/S floor length m F20 2.00 2.00 2.00 21 Total Floor Length including U/S m F21 7.479 6.866 6494 22 Pressure Variation at U/S (0 a = b/d 6.232 5.722 5.411 (H) >. = (1 + V(1 *a‘))/2 3.656 3.404 3.251 (Hi) 0e = Cos\(X-2)/X) 35 36 37 (iv) 1 6o= Cos' ’((X -1)/X) 24 25 26 (v) 1= $>ci 100-<L 65 64 63 (vi) 0di = 100-4.0 76 75 74 (vii) Correction for floor thick at U/S = % 4.55 (viii) 4.76 0ci (Corrected) = 4.90 % 69.51 68.30 23 Pressure Variation at D/S 67.48 (i) a = b/d 4.986 4.577 4.329 (ii) ). = (1 + (1 + a ))/2 z 3.043 2.843 2722 (iii) «e = Cos’((X-2)/X) 39 40 41 (iv) 0d=Cos ((X- 1)/X) j 27 28 Correction for floor thick at D/S = 28 % 4 4 4 (vi) 0e (Corrected) = % 35 36 Pressure Variation 37 % 4.65 4.68 24 m 4.69 F22 0.700 0.500 25 D/S Floor Thickness at end D/S Floor Thickness upto Crest wall m 0.500 F23 0.900 0.600 0.600 26 D/S Floor Thickness upto Crest wall foundation m F24 1.000 0.700 0.600 27 U/S Floor Thickness m F25 0.500 0 500 0 500 WWDSE. Addis Ababa in Association with ICT Pvt Ltd and ABCE PLC Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section - I, Volume - IV Design of Structures on Canal and Drainage System ANNEXURE 6.3 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-1 1 I [ 1 [ ■ [ r [ [ t WWDSE, Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC -11& Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011 [Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System ANNEXURE 6.4 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-3 SN PARTICULARS UNIT SYM BOL Ch. 183 m Ch. 360 m Ch. 380 m Ch. 400 m Ch. 420 m A1 4YDRAULIC DATA 1 Designed Discharge cumec C1 0.198 0.198 0.198 0.198 0.198 2 J/S Full Supply Level m C2 2016.448 2015.377 2013.869 2012.361 2010.853 |3 Canal Bed Width m C3 0.700 0.700 0.700 0.700 0.700 4 Full Supply Depth m C4 0.500 0.500 0.500 0.500 0.500 5 Free Board m C5 0.300 0.300 0.300 0.300 0.300 6 U/S Canal Bed Level m C6 2015.948 2014.877 2013.369 2011.861 2010.353 7 D/S Full Supply Level m C7 2015.948 2013.877 2012.369 2010.861 2009.353 B D/S Canal Bed Level m C8 2015.448 2013.377 2011.869 2010.361 2008.853 9 Height of Drop m C9 0.50 1.50 1.50 1.50 1.50 10 Original Ground Level m C10 2015.173 2014.900 2013.450 2011.630 2009.910 HYDRAULIC DESIGN 1 Crest Level m F1 2016.098 2015.027 2013.519 2012.011 2010.503 2 Throat Width (Bt) m F2 0.600 0.600 0.600 0.600 0.600 3 Top Width of Crest m F3 0.450 0.710 0.710 0.710 0.710 4 Base Width of Crest m F4 0.775 1.535 1.535 1.535 1.535 5 Discharge Intensity,q cumec/ m F5 0.330 0.330 0.330 0.330 0.330 6 Critical Depth, de m F6 0.223 0.223 0.223 0.223 0.223 7 Depth of Cistern. X = dc/3 m F7 0 080 0.080 0.080 0.080 0.080 8 Cistern Level m F8 2015.368 2013.297 2011.789 2010.281 2008.773 9 Head Loss, Hl m F9 0.500 1.500 1.500 1.500 1.500 10 I Length of Cistern m F10 2 09 3.62 3.62 3 62 3.62 11 Depth of U/S Curtain wall m F11 1.200 1.200 1.200 1.200 1.200 12 Depth of D/S Curtain wall m F12 1 500 1.500 1.500 1.500 1 500 13 Maximum static head. H m F13 0.650 1.650 1.650 1 550 1.650 14 Value of 1 / n x sqrt (X) m F14 0.462 0.182 0182 0.182 0.182 15 Value of a m F15 0.05 5.5 5.5 55 5.5 16 Total D/S floor Length m F16 0.075 8.250 8250 8.250 17 D/S Floor beyond Cistern 8.250 m F17 2.00 2.00 200 2.00 18 D/S floor length (Cistern) 2.00 m F18 2.09 362 362 Top width of crest 362 19 3.62 m F19 0.45 0.71 0.71 0 71 . 20 U/S floor length 0 71 . m F20 200 2 00 2.00 2.00 21 Total Floor Length including U/S m 2.00 F21 6.542 8.333 8 333 22 Pressure Variation at U/S 8.333 8333 (»’) a - b/d 5.451 6944 6.944 6.944 6.944 (ii) 2 X = (1 * (1 + a ))/2 3.271 4.008 4.008 4.008 (ill) 4.008 0e=Cos\(X-2)/X) 37 33 33 33 33 (iv) 4>o= Cos*’((X- !)/>.> 26 23 23 23 (v) 23 <Vci 100-0^ = 63 67 67 67 67 (vi) 4>di - 100-03 74 77 77 77 77 Jy«)_ Correction for floor thick at U/S = % 4.89 4.30 (viii) 4.30 0ci (Corrected) = % 4.30 4.30 67.59 71.00 71.00 23 Pressure Variation at D/S 71.00 71.00 liL a 3 b/d 4.361 5.555 5.555 5.555 5.555 (ii) X = (1 +^(1 +a))/2 2.737 3.322 3.322 3.322 3.322 (iii) 0e= Cos‘\(X-2)/X) 41 37 37 37 37 (iv) 4o = Cos'((X-1)/>.) 28 25 Correction for floor thick at D/S = 25 % 25 25 4 4 0e (Corrected) = % 4 4 4 (vi) 37 33 Pressure Variation 33 % 33 33 4.69 4.55 4.55 24 D/S Floor Thickness at end m F22 4.55 0 500 4 55 0.600 25 D/S Floor Thickness upto Crest wall m 0.600 F23 0.500 0.600 0.600 0 800 0.800 0.800 0.800 26 D/S Floor Thickness upto Crest wall foundation m F24 0.500 0900 0.900 0.900 ~ 0.900 27 U/S Floor Thickness m F25 0.500 0.500 0 500 0.500 0.500 WWDSE. Addis Ababa in Association with ICT Pvl. Ltd. and ABCE PLC -117- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Waler And Energy - Federal Democratic Republic of Ethiopia PARTICULARS A HYDRAULIC DATA 1 Designed Discharge Section-I, Volume-IV Design of Structures on Canal and Drainage System UNIT cumec 2 J_ 4 5 6 7 8 9 10 EL 1 2 3 4’ 5 U/S I Full Supply Level Canal Bed Width Full Supply Depth Free Board. U/S Canal Bed Level D/S Full Supp]y_Level D/S Canal Bed Level Height of Drop Original Ground Level hydraulic design Crest Leve[ Throat Width < Bt) Top Width of Crest Rase Width of Crest Discharge Intensity,q Ch. 440 m 0.198 , 2009.345 0.700 C4 0.500 C5 C6 0.300 2008.845 C7 1 2007.845 2007.345 1.50 2008.380 Ch. 460 m 0.196 2007.837 0.700 0.500 0.300 2007.337 2006.337 2005.837 1.50 2006.850 Ch. 480 m 0.198 2006.329 0.700 0.500 0.300 2005.829 2004.829 2004.329 150 2005.240 Ch 500 m 0.198 2004.821 0.700 0.500 0.300 2004.321 2003.321 2002.821 1.50 I 2002.880 2008.995 0.600 0.710 1.535 0.330 0.223 0.080 2007.265 1.500 3.62 1.200 1.500 1.650 0.182 2004,471 0.600 cumec/ 6 Critical Depth, de 7 Depth of Cistern, X = dc/3 Cistern Level 2007.487 0.600 0.710 1.535 0.330 0223 0.080 2005.757 1.500 3.62 1.200 1.500 1.650 2005.979 0.600 0.710 1.535 0.330 0.223 0.080 2004.249 1500 3.62 1.200 1.500 1.650 0.710 1.535 0.330 0.223 0080 2002.741 0300 2002.616 2001.816 2001316 1.50 2001.600 2002.966 0.600 0.710 1.535 0.330 0.223 0.080 2001.236 8 9__ 10 11 12 13 J4 15 ie 17 18 19 20 2L 22 0L JL (HQ (V) (y!L (viQ Ixi'iL Head Loss, Hl Length of Cistern Depth of U/S Curtain wall Depth of D/S Curtain wall Maximum static head H Value of 1 / n x sgrl (X) Value of (i Total D/S floor Length D/S Floor beyond Cistern D/S floor length (Cistern) Top width of ere81 U/S floor length Total Floor Length including U/S = Cos'’((X - 2)/X) _4<x= Cos'((X-1)/X) 0c 1 = 100-<t> _______ 0pi = 100’Iq___________ Correction for Floor th.ck at U/S = 4>ci (Corrected) = 1500 3.62 1.500 3.62 0.182 0 182 5.5 8.250 5.5 8.250 5.5 8.250 1.200 1.500 1.650 0.182 5.5 8.250 1.200 1.500 1.650 0.182 5.5 8.250 8.333 8.333 8.333 8.333 8.333 Prossuro Variation at U/S a = b/d 6 944 4.008 4.008 X = (1 +V(1 + <?))/2 4.008 6.944 4.008 6.944 6.944 6.944 4.008 L 71.00 71.00 77 4.30 71.00 71.00 71.00 23 (il) Press uro Variation at D/S a = b/d 5.555 5.555 5.555 5.555 3.322 5.555 3.322 X = (1 * '/(I ■» a ))/2 ; 3.322 3.322 3.322 ttL (vi) 24 25 26 27 1 I » cCos" ((X-2)/D 6 | DeCosW.-1)/X) Correction for floor thick al D/S = (Corrected;= Pressure Variation D/S Floor Thickness al end D/S Floor Thickness upto Crest wall D/S Floor Thickness upto Crest wall U/S Floor Thickness foundation 0.600 0.800 0900 0.500 0.600 0.800 0.500 0.600 0.800 0.900 0.500 0.600 0800 0.900 0.500 0.600 0.800 0.900 0.500 WWDSE, Addis Ababa in Association with ICT Pvt Ltd. and ABCE PLC ~118- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYM BOL Ch. 520 m Ch. 540 m Ch. 560 m Ch. 580 m Ch. 600 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 0.198 0.198 0.198 0.198 0.198 2 U/S Full Supply Level m C2 2001.816 2000.304 1998.796 1997.288 1995.780 3 Canal Bed Width m C3 0.700 0.700 0.700 0.700 0.700 4 Full Supply Depth m C4 0.500 0.500 0.500 0.500 0500 5 Free Board m C5 0.300 0.300 0.300 0.300 0.300 6 U/S Canal Bed Level m C6 2001.316 1999.804 1998.296 1996.788 1995.280 7 D/S Full Supply Level m C7 2000.316 1998.804 1997.296 1995.788 1994.280 8 D/S Canal Bed Level m C8 1999.816 1998.304 1996.796 1995.288 1993.780 9 Height of Drop m C9 1.50 1.50 1.50 1.50 1.50 10 Original Ground Level m C10 2000.980 1999.360 1997.740 1996.120 1994.610 B HYDRAULIC DESIGN 1 Crest Level m Fl 2001.466 1999.954 1998.446 1996.938 1995.430 2 Throat Width (Bt) m F2 0.600 0.600 0.600 0.600 0.600 3 Top Width of Crest m F3 0.710 0.710 0.710 0.710 0.710 4 Base Width of Crest m F4 1.535 1.535 1.535 1.535 1.535 5 Discharge Intensity,q cumec/ m F5 0.330 0.330 0.330 0.330 0.330 6 Critical Depth, de m F6 0.223 0.223 0.223 0.223 0.223 7 Depth of Cistern, X = dc/3 m F7 0.080 0.080 0.080 0.080 0.080 8 Cistern Level m F8 1999.736 1998 224 1996.716 1995.208 9 1993.700 Head Loss, HL m F9 1.500 1.500 1 500 10 1.500 Length of Cistern 1.500 m F10 3.62 3.62 3.62 11 3.62 Depth of U/S Curtain wall 3.62 m F11 1.200 1.200 12 1.200 Depth of D/S Curtain wall 1.200 1.200 m F12 1 500 13 1.500 1.500 Maximum static head. H 1.500 1.500 m F13 14 1.650 1.650 1.650 Value of 1 / n x sqrt ( A.) 1.650 1 650 m F14 0.182 15 0.182 0.182 Value of a 0.182 m 0.182 F15 5.5 16 5.5 Total D/S floor Length 5.5 m 55 5.5 F16 8.250 17 8.250 D/S Floor beyond Cistern 8.250 8.250 m F17 8.250 18 2.00 D/S floor length (Cistern) 2.00 2.00 m 2.00 2.00 F18 19 3.62 Top width of crest 3.62 3.62 m F19 3 62 0.71 3 62 20 0.71 0.71 m 0 71 F20 . 0 71 2.00 21 U/S floor length Total Floor Length including U/S X = (1 + V(1 + a’))/2 (v) 4>di = lOO-ftp (VII) Correction for floor thick at U/S = 2.00 2.00 m 2.00 F21 . 2.00 22 8.333 Pressure Variation at U/S 8.333 8.333 8.333 . 8 333 (0 a = b/d 6.944 6.944 6.944 («) 6.944 6 944 4.008 4.008 (in) (iv) 4>e = Cos ((A, - 2)/A.) <>□ = Cos’’((A. - 1)/X) 4.008 4.008 4 008 33 33 33 33 33 <t>ci 100-4>e = 67 (Vi) Z<3 67 23 67 23 67 77 23 67 77 77 % 77 4.30 77 (VIII) 23 (Corrected) = Pressure Variation at D/S 4.30 % 4.30 4.30 4 30 — 71.00 71.00 71.00 71.00 . 71.00 (i) a = b/d 5.555 5.555 (ii) X = (1 +V(1 + c?))/2 5.555 5 555 3.322 5 555 «e=Cos''((X-2)/X) 3.322 (III) 3.322 37 . 3 322 3 322 37 (IV) 37 37 25 37 25 25 ___ »o= Cos'' ((X- 1)/X) <>e (Corrected) = Pressure Variation D/S Floor Thickness at end D/S Floor Thickness upto Crest wall D/S Floor Thickness upto Crest wall foundation Correction for floor thick at D/S = % 4 25 4 25 (vi) % 4 4 4 33 33 (VII) % 33 33 4.55 33 24 4 55 m F22 4.55 0.600 4 55 4 55 25 0.600 m 0.600 F23 0.800 0 600 0 600 0.800 0.800 . 0.800 0.800 26 m F24 0.900 0.900 0.900 0.900 ~Q900 27 U/S Floor Thickness m F25 0 500 0.500 0.500 0.500 0.500 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministiy of Water And Energy - Federal Democratic Republic of Ethiopia PARTICULARS HYDRAULIC DATA Designed Discharge U/S Full Supply Level Cana! Bed Width Full Supply Depth_ Free Board U/SCanal Bed Level D/S Full Supply Level D/S Canal Bed Level Hejght of Drop Original Ground Level HYDRAULIC DESIGN Crest Level Throat Width (Bt)— Top Width of Crest Base Width of Crest Discharge Intensity,q Critical Depth, de Depth of Cistern. X = dc/3 Cistern Level Head Loss. Hi Length ofCistern Depth of U/S Curtain wall Depth of D/S Curtain wall Maximum static head, H Value of 1 / rt x sqrt (X ) Value of a____________ Total D'S floor I on/h D/S Floor be.ond Cistern D/S floor length (Cistern) Top width of crest U/S floor length Total Floor Length including U/S Pressure Variation at U/S g = b/d X = (1 + >/(1 ♦ni))/2 i^e = Cos ((X - 2)/X) T i PsCos ((X-1)A) 4>ci ~ IOO-^e 4oi ~ WO-^D Correction for floor thick at U/S = (Corrected) = Pressure Variation at D/S g = b/d x = (1 + Al+q ))/2 ; Section-1, Volume-IV Desion of Structures on Canal and Drainage System cumec Ch. 620 m 0.198 1994.272 0.700 0.500 Ch. 660 m 0.198 1992.756 cumec/ m m m 2)300 C6 1993.772 1992.772 C7 C8 I 1992.272 1.50 1993.450 1993.922 0.600 0.710 1.535 0.330 0.223 0.080 1992.192 1 500 3.62 1.200 1.500 1.650 0.182 5.5 8.250 0.700 0.500 0.300 1992.256 1991.256 1990.756 1.50 1991.120 1992.406 0.600 0.710 1.535 0.330 0.223 0.080 1990.676 1.500 3.62 1.200 1.500 1.650 0.182 5.5 Ch. 680 m 0.198 1991.248 0.700 0.500 0.300 1990 748 1989.748 1989.248 1.50 1989.800 1990.898 0.600 0.710 1.535 0.330 0.223 0.080 1989.168 1 500 3.62 1.200 Ch. 700 m 0.198 1980.745 0.700 0.500 0.300 1980.245 1979.245 1978745 1.50 1988.500 0.198 1988.232 0.700— 0.500 0.300 1987.732 1986.732 1986.232 1.50 1987.210 8.250 1.500 1.650 0.182 5.5 8.250 1980.395 0 600 0.710 1.535 0.330 0.223 0.080 1978.665 1.500 3.62 1.200 1.500 1.650 0.182 5.5 8.250 1987 882 0 600 0.710 1.535 0.330 0.223 0.080 1986.152 1.500— 3.62 1.200 1.500 1.650 0.182 5.5__ 8.250 8.333 6.944 4.008 8.333 8.333 6 944 6 944 4.008 4.008 8.333 6.944 4.008 8.333 6.944 4008 71.00 5.555 3.322 71.00 5.555 3.322 71.00 5.555 3.322 71.00 5.555 3.322 71.00 5.555 3.322 ♦e = Cos~'((X-2)/X) »o = Cos''((>.- 1)M.) Correction forfloor thick at D/S = $e (Corrected) = Pressure Variation D/S Floor Thickness at end D/sTloor Thickness upto Crest 0.600 0.800 0.600 0.800 4.55 0.600 0.800 0.600 0.800 0.600 0.800 wall D/S Floor Thickness upto Crest 0 900 0.900 0.900 0.900 0.900 wall foundation U/S Floor Thickness 0 500 0.500 0.500 ^DSE Addis Ababa in Associate wit/i ICT Pvt Ltd. andABCE PLC -120- Detail Design of Bale Gadula Irrigation &Ministry of Water And Energy • Federal Democratic Republic of Ethiopia Section - /, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYM BOL Ch. 774 m Ch. 800 m Ch. 820 m Ch. 860 m Ch. 900 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 0.198 0 198 0.198 0.198 0.198 2 U/S Full Supply Level m C2 1986.710 1985.450 1983.942 1982.426 1980.910 3 Canal Bed Width m C3 0.700 0.700 0.700 0.700 0.700 4 Full Supply Depth m C4 0.500 0.450 0.450 0.450 0.450 5 Free Board m C5 0.300 0.300 0.300 0.300 0.300 6 U/S Canal Bed Level m C6 1986.210 1985.000 1983.492 1981.976 1980.460 7 D/S Full Supply Level m C7 1985.460 1983.950 1982.442 1980.926 1979 410 8 D/S Canal Bed Level m C8 1984.960 1983 500 1981.992 1980.476 1978.960 9 Height of Drop m C9 1.25 1.50 1.50 1.50 1.50 10 Original Ground Level m C10 1985.131 1983.870 1982.910 1981.320 1979.900 B HYDRAULIC DESIGN 1 Crest Level m F1 1986.360 1985.150 1983.642 1982.126 1980.610 2 Throat Width (Bt) m F2 0.600 0.700 0.700 0.700 0.700 3 Top Width ofCrest m F3 0.660 0.710 0.710 0.710 0 710 4 Base Width of Crest m F4 1.360 1.535 1.535 1.535 1.535 5 Discharge Intensity,q cumec/ m F5 0.330 0.283 0.283 0.283 0283 6 Critical Depth, de m F6 0.223 0.201 7 0.201 0.201 0.201 Depth of Cistern, X = dc/3 m F7 0.080 0.070 8 Cistern Level 0.070 0.070 0.070 m F8 1984 880 9 1983.430 Head Loss, HL 1981.922 1980.406 1978.890 m F9 1.250 10 Length of Cistern 1.500 1.500 1.500 m 1.500 F10 3.31 3.35 11 Depth of U/S Curtain wall 3.35 3.35 3.35 m F11 12 1.200 Depth of D/S Curtain wall 1.200 1.200 m 1.200 1.200 F12 13 1.500 Maximum static head. H 1.500 1.500 1.500 m 1.500 14 F13 1.400 1.650 Value of 1 / it x sqrt ( X ) 1.650 m F14 1.650 1.650 0.214 15 0.182 Value of a 0.182 m 0.182 0.182 F15 16 17 4 5.5 5.5 m 5.5 F16 55 6.000 8.250 m 8.250 8.250 F17 . 8.250 18 2.00 2.00 m 200 F18 2.00 2.00 19 3.31 3.35 m 3.35 F19 3 35 0.66 3 35 20 21 Total D/S floor Length D/S Floor beyond Cistern D/S floor length (Cistern) Top width of crest U/S floor length Total Floor Length including U/S 0.71 m 0.71 . 0.71 F20 0 71 2.00 2.00 2.00 m F21 2.00 2 66” 22 Pressure Variation at U/S 7.967 8.064 8.064 8.064 . 8.064 (•) a = b/d 6.639 6.720 GO 2 X = (1 ♦ V(1 + a ))/2~ 6 720 3.857 (III) (iv) 3.897 ♦e=Cos’’((X-2)/X) |o = Cos’’((X- 1)/X) 3.897 . 3 897 6 720 6 720 34 on 3 897 34 34 . 34 34 (V) |ci = 100-____ 66 |oi = 100-|o Correction for floor thick at U/S = (*«) a = b/d X = (1 + (1 + a7))/2 = Cos ((X - 2)/X) |d= Cos \(X - 1)/X) Correction for floor thick at D/S = |e (Corrected) = D/S Floor Thickness at end D/S Floor Thickness upto Crest wall __ ___ _ _____ D/S Floor Thickness upto Crest wall foundation (Vi) 23 66 23 66 23 66 77 23 66 77 % 77 77 4.40 77 (viii) 23 |ci (Corrected) = Pressure Variation at D/S 4.37 % 437 70.39 4.37 4 37 70.56 70 56 70.56 70.56 (i) 5.311 5.376 (ii) 5.376 3.202 5 376 3.234 (in) 3.234 38 . 3.234 5 376 3 234 (iv) (V) (vi) 38 38 26 38 38 26 % 26 4 26 4 26 % 4 34 4 4 (VII) Pressure Variation 34 % 34 34 34 24 4.59 4.58 m 4 58 4 58 A F22 25 0.500 m 0 600 F23 . 0.600 0.700 0 600 0.800 0 600 0.800 0 800 0.600 26 m F24 0.800 0.900 0.900 -“0.900 0.900 27 U/S Floor Thickness m F25 0.500 0.500 0.500 0.500 0.500 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC Detail Design of Bale Gadula Irrigation <& Drainage Project October. 2011Ministry of Water Ano energy • Federal Democratic Republic of Ethiopia Section - I, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYM BOL Ch. 940 m Ch. 980 m Ch. 1020 m Ch. 1060 m Ch. 1106 m | A HYDRAULIC DATA 1 Designed Discharge cumec C1 0.198 0.198 0.198 0.198 0.198 2 U/S Full Supply Level m C2 1979.393 1977.877 1976.361 1974.845 3 Canal Bed Width m C3 0 700 0.700 0.700 0.700 0.700 4 Full Supply Depth m C4 0.450 0.450 0.450 0.450 0.450 5 Free Board m C5 0.300 0.300 0.300 6 U/S Canal Bed Level m C6 1978.943 1977.427 1975.911 1974.395 1973.577 0.300 0.300 1973.127 7 D/S Full Supply Level m C7 1977.893 1976.377 1974.861 1973.595 1972.577 8 D/S Canal Bed Level m C8 1977.443 1975.927 1974.411 1973.145 1972.127 9 Height of Drop m C9 1.50 1.50 1.50 1.25 1.00 10 Original Ground Level m C10 1978.350 1976.720 1975.100 1973.470 1972.252 B HYDRAULIC DESIGN 1 Crest Level m F1 1979.093 1977.577 1976.061 1974.545 1973.277 2 Throat Width (Bt) m F2 0.700 0.700 0.700 0.700 0.700 3 Top Width of Crest m F3 0.710 0.710 0.710 0.660 4 Base Width of Crest m F4 1.535 1.535 1.535 1.360 1.165 5 Discharge Intensity,q cumec/ m F5 0.283 0.283 0.283 0.283 6 Critical Depth, de m F6 0.201 0.201 0.201 0.201 0.201 7 Depth of Cistern, X = dc/3 m F7 0.070 0.070 0.070 8 Cistern Level m F8 1977.373 1975.857 1974.341 1973.075 9 Head Loss, H m F9 1.500 1.500 1.500 1.250 1.000 10 L Length of Cistern m F10 3.35 335 335 3.06 11 Depth of U/S Curtain wall m F11 1.200 1.200 1.200 1.200 12 Depth of D/S Curtain wall m F12 1.500 1.500 1.500 1.500 13 Maximum static head. H m F13 1.650 1.650 1.650 14 Value of 1 It. x sqrt (X) m F14 0.182 0.182 0.182 0.590 0.283 0.070 0.070 1972.057 2.74 1.200 1.500 1.400 1.150 4 2.5 0.214 0.261 " 15 Value of a m F15 5.5 S.5 5.5 16 Total D/S floor Length m F16 8.250 8.250 8.250 6.000 3.750 17 D/S Floor beyond Cistern m F17 2.00 2.00 2.00 2.00 2.00 18 D/S floor length (Cistern) m F18 3.35 3.35 3.35 3.06 2.74 19 Top width of crest m F19 0.71 0.71 0.71 0.66 0.59 20 U/S floor length m F20 2.00 2.00 2.00 2.00 2.00 21 Total Floor Length including U/S m F21 8.064 8.064 8.064 7.722 7.329 22 Pressure Variation at U/S (i) a = b/d 6.720 6.720 6.720 6.435 6.107 (ii) X = (1 + V(1 + a ))/2 z 3.897 3.897 3.897 3.756 3.594 (iii) 0 = Cos’((X-2)/i) E 0o= Cos'Xa- 1)/X) 34 34 34 35 35 (iv) 23 23 23 24 24 (v) C>C1 - lOO-^E 66 66 66 65 65 (vi) 6oi = 100-| o 77 77 77 76 76 (vii) Correction for floor thick at U/S = % 4.37 4.37 4.37 4.47 4.60 (viii) 4>ci (Corrected) = % 70.56 70.56 70.56 69.96 69.23 23 Pressure Variation at D/S (D a = b/d 5.376 5 376 5.376 5.148 4.886 (11) 2 7. = (1 + V(1 +a ))/2 3.234 3.234 3.234 3.122 2.994 (iii) 0e=Cos'((X-2)/X) 38 38 38 38 39 (M 0 D=Cos',((X-1)/X) 26 26 26 26 27 (V) Correction for floor thick at D/S = % 4 4 4 4 4 (vi) (Corrected) = % 34 34 34 34 35 (vii) 3 ressure Variation % 4.58 4.58 4.58 4.62 4.66 24 D/S Floor Thickness at end m F22 0.600 0.600 0.600 0.500 0.500 25 D/S Floor Thickness upto Crest vail m F23 0.800 0.800 0.800 0.700 0.600 26 D/S Floor Thickness upto Crest vail foundation m F24 0.900 0.900 0.900 0.800 0.600 2F| J/S Floor Thickness m F25 0.500 0.500 0.500 0.500 0.500 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC -122- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -I, Volume - IV Design of Structures on Canal and Drainage System WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC ,23 ’ De,ail Desi^ °< Bale Gadula Irrigation & Dra.nage Pn^ct October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-I, Volume-IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYIV BOL Ch. 1280 m Ch. 1340 m Ch. 1546 m A HYDRAULIC DATA 1 Designed Discharge cumec : C1 0.198 0.198 0.198 2 U/S Full Supply Level m C2 1968.507 1967.482 1966.400 3 Canal Bed Width m C3 0.700 0.700 0.700 4 Full Supply Depth m C4 0.450 0.450 0.450 5 Free Board m C5 0.300 0.300 0.300 6 U/S Canal Bed Level m C6 1968.057 1967.032 1965.950 7 D/S Full Supply Level m C7 1967.507 1966.482 1965.400 8 D/S Canal Bed Level m C8 1967.057 1966.032 1964.950 9 Height of Drop m C9 1.00 1.00 1.00 10 Original Ground Level m C10 1967.360 1966.600 ‘1965.056 B HYDRAULIC DESIGN 1 Crest Level m F1 1968.207 1967.182 1966.100 2 Throat Width (Bt) m F2 0.700 0.700 0.700 3 Top Width of Crest m F3 0.590 0.590 0.590 4 Base Width of Crest m F4 1.165 1.165 1.165 5 Discharge Intensity.q cumec' m F5 0.283 0.283 0.283 6 Critical Depth, de m F6 0.201 0.201 0.201 7 Depth of Cistern, X = dc/3 m F7 0.070 0.070 0.070 8 Cistern Level m F8 1966.987 1965.962 1964.880 9 Head Loss, HL m F9 1.000 1.000 1.000 10 Length of Cistern m F10 2.74 2.74 2.74 11 Depth of U/S Curtain wall m F11 1.200 1.200 1.200 12 Depth of D/S Curtain wall m F12 1.500 1.500 1.500 13 Maximum static head H m F13 1.150 1.150 1.150 14 Value of 1 / k x sqrt ( X) m F14 0.261 0.261 0.261 15 Value of a m F15 2.5 2.5 2.5 16 Total D/S floor Length m F16 3.750 3.750 3.750 17 D/S Floor beyond Cistern m F17 2.00 2.00 2 00 18 D/S floor length (Cistern) m F18 2.74 2.74 2.74 19 Top width of crest m F19 059 0.59 0.59 20 U/S floor length m F20 2.00 2.00 2.00 21 Total Floor Length including U/S m F21 7.329 7.329 7.329 22 Pressure Variation at U/S (i) a = b/d 6.107 6.107 6.107 («i) X = (1 +<(1 + a ))/2~ z 3.594 3.594 3.594 (iii) fe = Cos'’((X-2)/X) 35 35 35 (iv) 4>o=Cos’,((X- 1)/X) 24 24 24 (YL. fci 100-^E = 65 65 65 (vi) <?oi 100-(|>d = 76 76 76 (vii) Correction for floor thick at U/S = % 4.60 4.60 4.60 (viii) oci (Corrected) = % 69.23 69 23 69.23 23 Pressure Variation at D/S (i) a = b/d 4.886 4.886 4.886 (ii) k = (1 + V (1 + <?))/2 2.994 2.994 2.994 (iii) te=Cos-'((X-2)/X) 39 39 39 (iv) to=Cos’'((X- 1)/X) 27 27 27 (v) Correction for floor thick at D/S = % 4 4 4 _____ (vii) >e (Corrected) = % 35 35 35 Pressure Variation % 4.66 4.66 4.66 24 )/S Floor Thickness at end m F22 0.500 0.500 0.500 25 [ )/S Floor Thickness upto Crest wall m F23 0.600 0.600 0.600 26 [ f )/S Floor Thickness upto Crest wall oundation m F24 0.600 0.600 0 600 27 I J/S Floor Thickness m | F25 0.500 0.500 0.500 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCEPLC -124- Detail Design of Bale Gedula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System ANNEXURE 6.5 OF VERTICAL FALLS FOR SECONDARY CANAL SC-5 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -125- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-I, Volume-IV Design of Structures on Canal and Drainage System ANNEXURE 6.6 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-6 SN PARTICULARS UNIT SYM BOL Ch. 60m Ch. 858 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 0.074 0.074 2 U/S Full Supply Level m C2 1950.322 1948 694 3 Canal Bed Width m C3 0.500 0.500 4 Full Supply Depth m C4 0.300 0.300 5 Free Board m C5 0.250 0.250 6 U/S Canal Bed Level m C6 1950.022 1948.394 7 D/S Full Supply Level m C7 1950.222 1947 944 8 D/S Canal Bed Level m C8 1949.922 1947.644 9 Height of Drop m C9 0.10 0.75 10 Original Ground Level m C10 '1070.020 1070.020 B HYDRAULIC DESIGN 1 Crest Level m F1 1950.172 1948.544 2 Throat Width (Bt) m F2 0 700 0.700 3 Top Width of Crest m F3 0.280 0.530 4 Base Width of Crest m F4 0.405 0.980 5 Discharge Intensity,q cumec/ m F5 0.106 0.106 6 Critical Depth, de m F6 0.104 0.104 7 Depth of Cistern X = dc/3 m F7 0.040 0.040 8 Cistern Level m F8 1949.882 1947.604 9 Head Loss. HL m F9 0.100 0.750 10 Length of Cistern m F10 0.61 1.68 11 Depth of U/S Curtain wall m F11 1.200 1.200 12 Depth of D/S Curtain wall m F12 1.500 1.500 13 Maximum static head. H m F13 0.250 0.900 14 Value of 1 / n x sqrt ( X) m F14 1.200 0.333 15 Value of a m F15 0.05 0.05 16 Total D/S floor Lenath m F16 0.075 0.075 17 D/S Floor beyond Cistern m F17 2.00 2.00 18 D/S floor length (Cistem) m F18 0.61 1.68 19 Top width of crest m F19 0.28 0 53 20 U/S floor length m F20 2.00 2.00 21 Total Floor Length including U/S m F21 4.892 6.207 22 Pressure Variation at U/S (i) ex = b/d 4.077 5.173 (fi) X = (1 ♦ v(1 +c?))/2 2.599 3.134 (i'i) <t> = Cos*’«X - 2)/X) e 43 38 (iv) |d= Cos’((X - 1)/X) 29 26 (v) $ci = 1 oo-4,e 57 62 (vi) $D1 1OO-$D = 71 74 (vii) Correction for floor thick at U/S = % 5.70 5.02 (viii) $ci (Corrected) = % 63.11 66.81 23 Pressure Variation at D/S (i) a = b/d 3.262 4.138 (ii) 2 X = (1 + V(1 +a ))/2 2.206 2.629 (iii) 1 » E = Cos' (p. - 2)/X) 47 42 (iv) >o= Cos‘’((X - 1)/X) 32 29 (V) Correction for floor thick at D/S = % 5 5 (Vi) pe (Corrected) = % 42 38 (vii) Pressure Variation % 4.34 4.68 24 )/S Floor Thickness at end m F22 0.500 0.500 25 [ V )/S Floor Thickness upto Crest vail m F23 0.600 0.600 26 C v /S Floor Thickness upto Crest /)all foundation m F24 1.000 1.000 27 I l/S Floor Thickness m F25 0 500 0.500 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd and ABCEPLC 126- Detail Design of Bale Gadula irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System ANNEXURE 6.7 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-7 SN PARTICULARS UNIT SYM BOL Ch. 780 m Ch 880 m Ch. 1000 m Ch. 1200 m Ch. 1320 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 0.100 0.100 0.100 0.100 0.100 2 U/S Full Supply Level m C2 1937.572 1936.262 1934.690 1933.320 3 Canal Bed Width m C3 0.500 0.500 0.500 0.500 4 Full Supply Depth m C4 0.300 0.300 0.300 0.300 __________ 1932.249 0.500 0.250 1933.020 1931.949 0.300 5 Free Board m C5 0.250 0.250 0.250 0.250 6 U/S Canal Bed Level m C6 1937.272 1935.962 1934.390 7 D/S Full Supply Level m C7 1936.322 1934.762 1933.440 1932.320 1931.249 8 D/S Canal Bed Level m C8 1936.022 1934.462 1933.140 1932.020 1930.949 9 Height of Drop m C9 1.25 1.50 1.25 1.00 1.00 10 Original Ground Level m C10 1937.080 1935260 1934 050 1932.770 1931.570 B HYDRAULIC DESIGN 1 Crest Level m F1 1937.422 1936.112 1934.540 1933.170 1932.099 2 Throat Width (Bt) m F2 1.000 1.000 1.000 1 000 1 000 3 Top Width of Crest m F3 0660 0.710 0.660 0.590 0.590 4 Base Width ofCrest m F4 1.360 1.535 1.360 1.165 1.165 5 Discharge Intensity.q cumec/ m F5 0.100 0.100 0.100 0.100 0.100 6 Critical Depth, de m F6 0.101 0.101 0.101 0.101 0.101 7 Depth of Cistern. X = dc/3 m F7 0.040 0.040 0.040 0.040 0 040 8 Cistern Level m F8 1935.982 1934.422 1933.100 1931.980 1930.909 9 Head Loss. HL m F9 1.250 1.500 1.250 1.000 1.000 10 Length of Cistern m F10 2.17 2.37 2 17 1.94 1.94 11 Depth of U/S Curtain wall m F11 1.200 1 200 1.200 1.200 1.200 12 Depth of D/S Curtain wall m F12 1.500 1.500 1.500 1 500 1.500 13 Maximum static head, H m F13 1.400 1.650 1.400 1.150 1.150 14 Value of 1 / n x sqrt ( X) m F14 0.214 0.182 0.214 0.261 0.261 15 Value of a m F15 4 5.5 4 25 2.5 16 Total D/S floor Length m F16 6.000 8.250 6.000 3.750 3.750 17 D/S Floor beyond Cistern m F17 2.00 2.00 2.00 2.00 2.00 18 D/S floor length (Cistern) m F18 2.17 2.37 2.17 1.94 1.94 19 Tod width of crest m F19 0.66 0.71 0.66 0.59 20 U/S floor length 0 59 m F20 2 00 2 00 2.00 21 Total Floor Length including U/S 2.00 m 2 00 F21 6.825 7.082 6.825 6 526 22 Pressure Variation at U/S 6 526 <i) a = b/d 5.688 5.901 5.688 5439 5.439 (ii) S A. = (1 + V (1 + a ))/2 3.387 3.493 3.387 3.265 3.265 (Hi) i>e = Cos’'((X-2yX) 37 36 37 37 37 (iv) ♦o=Cos*’((X-1)/X) 25 25 25 26 26 (V) $ci ~ 100-4>e 63 64 63 (Vi) 63 63 ^di = 100-$o 75 75 75 (vii) Correction for floor thick at U/S 74 74 % 4.78 4 68 4.78 4.89 4.89 (viii) 0 c 1 (Corrected) = % 68.21 68.74 23 Pressure Variation at D/S 68 21 67.56 67 56 (i) (ii) a = b/d ) = (1 + ^(1 + a ))/2 z 4.550 2 829 4.721 2 Ql'X 4.550 4.351 4.351 (iii) =Cos-'((X-2)/?.) 41 40 Z.OZ9 41 2.732 41 (iv) 4d= Cos' ((X-1)/X) 2.732 41 28 27 Correction for floor thick at D/S 28 28 28 (V) % 4 4 4 4 4 (vi) (Corrected) = % 36 36 36 37 37 (vii) Pressure Variation % 4.69 4.67 24 D/S Floor Thickness at end m 4.69 F22 4 69 4 69 0600 0.600 25 D/S Floor Thickness upto Crest wall m 0.600 F23 0.500 0 5C0 0.700 0.800 0.700 0.600 0.600 26 D/S Floor Thickness upto Crest wall foundation m F24 0.700 0.900 0700 0.600 0 600 27 U/S Floor Thickness m F25 0.500 0.500 0 500 0.500 0500 WWDSE. Addis Aoaba in Association with ICT Pvt Ltd and ABCE PLC -127- Detail Design of Bale Gadula litigation & Drainage Protect October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia particulars HYDRAULIC DATA Designed Discharge U/S Full Supply Level Canal Bed Width Full Supply Depth Free Board U/S Canal Bed Level D/S Full Supply Level D/S Canal Bed Level Height of Drop Original Ground Level HYDRAUUC DESIGN_ Crest Level 2 Throat Width (Bt) Section -1, Volume - IV Design of Structures on Canal and Drainage System UNIT cumec SYM BOL C1 C2 C3 C4 Ch 1380 m Ch. 1560 m 0-100 ____________ _________ Ch. 1440 m 0.100 Ch. 1500 m 0.100 1931 213 | 1930.177 ; 1929.141 0.500 0.300 0.500 0.300 _0 100 1927.069 0.500 C5 0.250 C6 C7 1930.913 1930.213 m m m TC10 C8 1929913 C‘ 91-00 - 1930.740_ 0.500 0.300 0.250 1929.877_ 1929.177 1928.877_ 1.00 I 1929.710 1930.027 1.000 ' Top Width ofCrest Base Width of Crest Discharge Intensity.q 1931.063 1.000 0.590 1.165 0.100 0.250 1928.841 1928.141 1927.841 1.00 1928.680 1928.991 1.000 1 £ 5 0.590 1.165 0.100 0.590 1.165 0.100 0,100 1928.105 0.500 O300 0.250 1927.805 1927.105 1926.805 1,00 1927.650 1927.955 1.000 0.590 _ 1 165 0.100 0.300 0.250 1926.769 1926.319 1926.019 0,75 1926 490 1926.919 1.000 0.530 0.980__ 0.100 6 I Critical Depth de 7. Depth of Cistern, X = dc/3 8 , _C__ist_e_r_n__Le_ve__l_ 0.101 0.040 1929.873 9 I Head Loss, Hl 1.000 Length of Cistern 1.94 1.200 1.500 1.150 0.101 0.040 1928.837 1.000 1.94 0.101 0.101 0 040 1927^80? 1.000 1040 1926.765 1.000 0.101 0.040 1925.979 0.750 1.94 1.94 1.68 Depth of U/S Curtain wall Depth of D/S Curtain wall Maximum static head H 1.200 1.500 1.150 1.200 1.500 1.200 1.500 1.150 0.261 Value of 1 / k x sqrt (X) Value of a 0.261 2.5 J.150 0.261 1.200 1.500 0.900 Total D/S floor Length 3750 0.261 2.5 3.750 2.5 3.750 2.5 3.750 0333 0.05 0.075 2.00 6.526 5.439 3.265 1.94 0.59 J.00_ 6.526 5.439 3.265 6.207 5.173 3.134 ? D/S Floor beyonlCistern D/S floor length (Cistern) Too width of crest U/S floor length Total Floor Length including U/S Pressure Variation at U/S a = b/d A. = (1 + < (1 ±cl J)/2 »e=Cos' ((X-2)/X) , $o=Cos,((X-1)/X) $ci ~ 100~4>e $oi = 1 00-$d______ __________ Correction for floor thick at U/S = Ocj (Corrected; = 6.526 5.439 3.265 6.526 5.439 3.265 67.56 67.56 67.56 67.56 66 81 Pressure Variation at_D/S a ~ b/d 4.351 2.732 4.351 2.732 435£ 2.732 4.351 2.732 4.138 2.629 T= (1 + V(1 ♦ a'))/2 7 0e= Cos ’((A.-2)/X) ♦o= Cos'((X - 1)/X) Correction for floor thick at D/S = $e (Corrected) = Pressure Variation D/S Floor Thickness at end D/S Floor Thickness upto Crest wall________________________ D/S Floor Thickness upto Crest wall foundation U/S Floor Thickness 0.500 07600 0.600 0.500 0 500 0.600 0.600 0.500 4.69_ 0,500 0.600 0.600 0.500 0.500 0.600 0.600 1500 0 500 0.500 0.500 0.500 -^DSE. Addis Ababa ,n Association ICT Pvt. Ltd and ABCE PLC 7^ of Ba/e Gadula legation &Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section - I, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYM BOL Ch. 1680 m Ch. 1740 m Ch. 1800 m Ch. 1860 m Ch. 1920 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 0.100 0.100 2 U/S Full Supply Level m C2 1926.273 1924.975 1923.927 0.100 0.100 1922.879 3 Canal Bed Width m C3 0400 0.400 0.400 0.400 4 Full Supply Depth m C4 0.300 0.300 0.300 0.300 5 Free Board m C5 0.250 0.250 0.250 0.250 6 U/S Canal Bed Level m C6 1925.973 1924 675 1923.627 1922.579 0.100 1921.581 0.400 0.300 0.250 1920.331 1921 281 7 D/S Full Supply Level m C7 1925023 1923.975 1922.927 1921.629 8 D/S Canal Bed Level m C8 1924.723 1923.675 1922.627 1921.329 1920.031 9 Height of Drop m C9 1.25 1.00 1.00 1.25 1.25 10 Original Ground Level m C10 1925.820 1925.320 1924.300 1922.590 1920.750 B HYDRAULIC DESIGN 1 Crest Level m F1 1926.123 1924.825 1923.777 1922.729 1921.431 2 Throat Width (Bt) m F2 1.000 1.000 1.000 1.000 1.000 3 Top Width of Crest m F3 0.660 0.590 0.590 0.660 0.660 4 Base Width of Crest m F4 1.360 1.165 1.165 1.360 1.360 5 Discharge Intensity.q cumec/ m F5 0 100 0 100 0.100 0.100 0.100 6 Critical Depth, de m F6 0 101 0.101 0.101 0.101 0.101 7 Depth of Cistern, X = dc/3 m F7 0.040 0 040 0.040 0.040 0040 8 Cistern Level m F8 1924.683 1923.635 1922.587 1921.289 1919 991 9 Head Loss. HL m F9 1.250 1.000 1.000 1.250 1.250 10 Length of Cistern m F10 2.17 1.94 1 94 2.17 2.17 11 Depth of U/S Curtain wall m F11 1.200 1 200 1.200 1.200 1.200 12 Depth of D/S Curtain wall m F12 1.500 1.500 1.500 1.500 1.500 13 Maximum static head. H m F13 1.400 1.150 1.150 1.400 1.400 14 Value of 1 / n x sqrt (/.) m F14 0.214 0.261 0.261 0.214 0.214 15 Value of a m F15 4 2.5 2.5 4 4 16 Total D/S floor Length m F16 6.000 3.750 3 750 6.000 6.000 17 D/S Floor beyond Cistern m F17 2.00 2.00 2.00 2 00 2.00 18 D/S floor length (Cistern) m F18 2.17 1.94 1.94 2.17 2.17 19 Top width of crest m F19 0.66 0.59 0.59 0.66 0.66 20 U/S floor length m F20 2.00 2.00 2.00 2.00 2 00 21 Total Floor Length including U/S m F21 6.825 6.526 6.526 6.825 6 825 22 Pressure Variation at U/S (•) a = b/d 5.688 5.439 5.439 5.688 5.688 (ii) X = (1 + >/ (1 + a ))/2 ? 3.387 3.265 3.265 3.387 3 387 (iii) $e = Cos 2)/X) 37 37 37 37 37 (iv) $D= Cos’ ((X- 1)/X) 1 25 26 26 25 25 (V) ^>ci = 100-|t 63 63 63 63 63 (vi) <j»pi - 100-4>p 75 74 74 75 75 (vii) Correction for floor thick at U/S % 4.78 4.89 4 89 4.78 4.78 (viii) 4ci (Corrected) = % 68.21 67.56 67 56 68.21 68.21 23 Pressure Variation at D/S (i) a = b/d 4.550 4.351 4.351 4.550 4.550 (ii) 2 X = (1+V(1 + a ))/2 2.829 2.732 2.732 2.829 2.829 (W) ♦e=Cos'’((X-2)/X) 41 41 41 41 41 (iv) |p= Cos~'((X-1)/X) 28 28 28 28 28 (V) Correction for floor thick at D/S % 4 4 4 4 4 (vi) ^Corrected) = % 36 37 37 36 36 (vii) Pressure Variation % 4.69 4.69 4.69 4.69 4.69 24 D/S Floor Thickness at end m F22 0.600 0.500 0.500 0.600 0.600 25 D/S Floor Thickness upto Crest wall m F23 0.700 0.600 0.600 0.700 0.700 26 D/S Floor Thickness upto Crest wall foundation m F24 0.700 0.600 0.600 0.700 0.700 27 U/S Floor Thickness m F25 0.500 0.500 0.500 0500 0 500 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -129- Detail Design of Bale Gadula Irrigation & Drainage Project October. 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia PARTICULARS HYDRAULIC DATA Designed Discharge section - /, Volume - IV Design of Structures on Canal and Drainage System ----- ~u7S~Fuil Supply Level__________ Canal Bed Width Full Supply Depth Free Board 6 -------U--/-S---C- -a--n-a-l--B-e- -d--L--e--ve---l - 7 D/S Full Supply Level 8 9_ D/S Cana£ Bed Level Height of Drcp__ Ch. 1960m 0 100 1920.299 0.400 0.300 0.250 1919.999 1919.049 1918.749 1Z5 1919.550 1920.149 1.000 0.660 1.360 0.100 1.25 1916.210 Ch. 2100 m I______ 0.100 1916.437 0.400 0,300 0.250 1916.137 1914.937 1914.637 1.50 1915.120_ Ch. 2140 m 1.25 1917.730 1918.851 1.000 0.660 1,360 0.100 0.100 1914.906 0.400 0.300 0.250 1914.606 1913.406 1913.106 1.50 1913.850 10 —__O_n_g_in_a_[_G_r_o_u_n_d_L_e_ve_ l B HYDRAULIC DESIGN Crest Level Throat Width [Bt} Top Width of Crest Base Width of Crest Discharge Intensrty.q Critical Depth, de 1917.563 1.000__ 1916.287__1914.756 1.000I 1.000 __ Depth of Cistern. X = dc/3 Cistern Level Head Loss. K Length of Cistern Depth of U/S Curtain wall Dectn of D/S Curtain wall Maximum static head. H Value of 1 / z x sqrt (/.) Value of u_________ Total D/S floor Lenotn D/S Floor beyond Cistern D/S floor length (Cistern) Top width of crest U/S floor length Total Floor Length including U/S Pressure Variation at U/S a = b/d F6 I 0101 0.040 0.101 0.040 1918.709 1917.411 1 250 Z17 1.250 2.17 1.200 1.500 1.400 1.200 1,500. 1.400 0.214 4 aooo zoo Z17 0,66 zoo 6.825 0.660 1.360 0100 0.101 0.040— 1916.123 1.250 Z17 1.200 1.500 1.400 0.214 4_ 6.000 0.710 1.535 0.100 0.101 0.040 1914.597 1.500 Z37 1.200 1.500 1.650 0.162 5.5 8.250 0.710 1.535 0.100 0J01 0.040 1913.066_ L500 2.37 1.200 1.500 1.650 0.182 5.5 8.250 ZOO 2.00_______2_.00 Z17 ----- 0.66 2.00 6825 2.37__ 2.37 0.71 ZOO 7.082 0.71 2.00 7.082 5.688 5 688 3.387 3.387 5.688 3.387 5.901 3.493 + a ^/2 fr = Cosfa-2)/l) (v) 6ci ~ 100~^£ __________ (vi) 6pi — 1Q0~€d_____________ Correction for floor thick at U/S 5.901 3.493 36 25 64 68.21 68.74 68.74 (viiO 23 (0 fri) (iii) (iv) (v) 6c i (Corrected) -______ Pressure Variation at D/S 68.21 68.21 4.550 4.721 4.721 a = b/d X = (1 » V (1 + a"))/2 6 = Cos'fa-~2pX)Z e 6d=Cos',((X-1)/X) _ Correction for floor thick at D/S 2.829 4550 Z829 4.550 2.829 2.913 2.913 (vi) 6e (Corrected) = £vii)_ Pressure variation D/S Floor Thickness at end D/S Floor Thickness upto Crest wall____________________ D/S Floor Thickness upto Crest 0.600 0.700 0.600 0.700 0.600 0.700 0.600 0?800 0.600 0.800 0.700 0.700 0700 0.900 0.900 wall U/S Floor Thickness foundation 0.500 0.500 0.500 0.500 0.500 WWDSE. Addis Ababa in Association with ICT Pvt Ltd. and AdCE PLC -130- Detail Design of Bale Gadula Irrigation & Drainage Project - October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-I, Volume-IV Design of Structures on Cana! and Drainage System SN PARTICULARS UNIT SYM BOL Ch. 2180 m Ch. 2220 m Ch. 2260 m Ch. 2304 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 0.100 0.100 0.100 0.100 2 U/S Full Supply Level m C2 1913.374 1911 842 1910.310 1908.774 3 Canal Bed Width m C3 0.400 0.400 0.400 0.400 4 Full Supply Depth m C4 0.300 0.300 0.300 0.300 5 Free Board m C5 0.250 0.250 0.250 0250 6 U/S Canal Bed Level m C6 1913.074 1911.542 1910.010 1908.474 7 D/S Full Supply Level m C7 1911.874 1910.342 1908.810 1907 674 8 D/S Canal Bed Level m C8 1911.574 1910.042 1908.510 1907 374 9 Height of Drop m C9 1.50 1.50 1.50 1.10 10 Original Ground Level m C10 1912.440 1910.820 1909.250 1907.540 B HYDRAULIC DESIGN 1 Crest Level m F1 1913.224 1911.692 1910.160 1908.624 2 Throat Width (Bti m F2 1.000 1.000 1.000 1.000 3 Top Width of Crest m F3 0.710 0.710 0.710 0.620 4 Base Width of Crest m F4 1.535 1.535 1.535 1.245 5 Discharge Intensity.q cumec/ m F5 0.100 0.100 0.100 0.100 6 Critical Depth, de m F6 0.101 0.101 0.101 0.101 7 Depth of Cistern. X = dc/3 m F7 0.040 0.040 0.040 0.040 8 Cistern Level m F8 1911.534 1910.002 1908.470 1907.334 9 Head Loss. Hl m F9 1.500 1.500 1.500 1.100 10 Length of Cistern m F10 2.37 2.37 2.37 2.03 11 Depth of U/S Curtain wall m F11 1.200 1.200 1 200 1.200 12 Depth of D/S Curtain wall m F12 1.500 1.500 1.500 1.500 13 Maximum static head. H m F13 1.650 1.650 1.650 1.250 14 Value of 1 / n x sqrt (?.) m F14 0.182 0.182 0.182 0 240 15 Value of a m F15 5.5 53 5-5 3 16 Total D/S floor Length m F16 8250 8.250 8.250 4.500 17 D/S Floor beyond Cistern m F17 2.00 2.00 2.00 ZOO 18 D/S floor length (Cistern) m F18 2.37 2.37 2.37 2.03 19 Top width of crest m F19 0.71 0.71 0.71 0.62 20 U/S floor length m F20 2.00 2.00 2.00 2.00 21 Total Floor Length including U/S m F21 7.082 7.082 7.082 6.651 22 Pressure Variation at U/S (i) u = b/d 5.901 5.901 5.901 5 543 (ii) 2 ?. = (1 + V (1 + a ))/2 3.493 3.493 3.493 3.316 (nil $ E = Cos'(P.-2)/X) 36 36 36 37 (iv) 1 0D= Cos' ((X - 1)/X) 25 25 25 25 (v) = 10(He 64 64 64 63 (vi) $D1 100-^>D = 75 75 75 75 (vii) Correction for floor thick at U/S= % 4.63 4.68 4.68 4.84 (viii) $ci (Corrected) = % 68.74 68.74 68.74 23 Pressure Variation at D/S 67.83 (i) a = b/d 4.721 4.721 4.721 4.434 (ii) X = (1 + V(1 +a ))/2 z 2.913 2.913 2.913 2.773 (iii) $E = Cos ’((X. - 2)/X) 40 40 40 41 (iv) 4>D = Cos’((?.-1)/X) 27 27 27 Correction for floor thick at D/S= 28 _____ _ (vi) M % 4 4 4 4>e (Corrected) = % 4 36 36 36 37 (vii) Pressure Variation % 4.67 4.67 4.67 24 D/S Floor Thickness at end m 4.69 F22 0600 0.600 0600 25 D/S Floor Thickness upto Crest wall m 0.500 F23 0.800 0.800 0 800 0.600 26 D/S Floor Thickness upto Crest wall foundation m F24 0.900 0.900 0.900 0700 27 U/S Floor Thickness m F25 0500 0.500 0 500 0500 WWDSE. Adois Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -131- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section - /, Volume - IV Design of Structures on Canal and Drainage System ANNEXURE 6.8 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-8 SN PARTICULARS UNIT SYM BOL Ch. 980 m Ch. 1020 m Ch. 1185 m Ch. 1260 m Ch. 1340 m A 1 HYDRAULIC DATA Designed Discharge cumec C1 0127 0.127 0.127 0.127 2 3 U/S Full Supply Level m C2 1936.711 1935.519 1934453 1932.922 1931.890 Canal Bed Width m C3 0.600 0.600 0.600 0.600 4 Full Supply Depth m C4 0.350 0.350 0.350 0350 0.350 5 Free Board m C5 0.300 0.300 0.300 0.300 0.300 6 U/S Canal Bed Level m C6 1936.361 1935.169 7 D/S Full Supply Level m C7 1935.586 1932953 8 9 D/S Cana' Bed Level Height of Drop m m C8 C9 iy.3o.zoo 1.13 1934.519 1Q74 -IRQ 1931.922 1931 572 1930.890 1930 540 1.00 10 B m C10 1936.000 1934.670 1933.710 1932.010 1930.990 HYDRAULIC DESIGN 1 Crest Level m F1 1936.511 1935.319 1934.253 2 Throat Width (Bt) m F2 0.800 0.800 0.127 j0.600_ 1934.103 1932.572 1931.540 1.50 1.00 1.00 _________ 1932.722 1931.690 0.800 0.800 0.590 1.165 1.165 0.159 0.159 0.137 0.137 0.050 0.050 1931.522 1930.490 2.24 2.24 1.200 1.500 1.500 1.150 2.5 0.800 3 4 m F3 0.630 0.590 0.710 0.590 Base Width of Crest m F4 1.268 1.165 1.535 5 Discharge Intensity,q cumec/ m F5 0.159 0.159 0.159 6 Critical Depth de m F6 0.137 0.137 0.137 7 , Depth of Cistern X = dc/3 m F7 0.050 0.050 0.050 8 Cistern Level m F8 1935.186 1934.119 1932.553 9 Head Loss Hl m F9 1.125 1.000 1.500 1.000 1.000 10 Length of Cistern m F10 2.37 2.24 2.74 11 12 Depth of U/S Curtain wall m F11 1.200 1.200 1.200 1.200 Depth of D/S Curtain wall m F12 1.500 1.500 1.500 13 14 Maximum static head H . Value of 1 / it x sqrt (X) m F13 1.275 1.150 1.650 1.150 m F14 0.235 0.261 0.182 0.261 0.261 15 16 17 Value of a m F15 3.5 2.5 5.5 2.5 Total D/S floor Length m F16 5.250 3.750 8.250 3.750 3.750 D/S Floor beyond Cistern m F17 2.00 2.00 2.00 2.00 2.00 18 D/S floor length (Cistern) m (F18 2.37 2.24 2.74 2.24 2.24 19 Top width of crest m F19 0.63 0.59 0.71 0.59 0.59 20 tJ/S floor length m F20 2.00 2.00 2.00 2.00 21 22 (i) m F21 7.002 6.826 7.449 6.826 6.826 Pressure Variation at U/S a = b/d 5.835 5.688 6.207 5.688 2.00 5.688 (ii) 2 X = (1 + V(1 + a ))/2 3.460 3.388 3.644 3.388 3.388 (iii) <|> = Cos'’((X - 2)/X) 36 37 35 37 37 (iv) E ta=Cos’’((X-1)/X) 25 25 24 25 25 (v) <t>ci 1 00-Ol = 64 63 65 63 63 (vi) ^di ~ 100 0d 75 75 76 75 75 (vii) Correction for floor thick at U/S - % 4.71 4.78 4,56 4.78 4.78 (vi:i) 23 lei (Corrected) = % 68.58 68.21 69.46 68.21 68.21 Pressure Variation at D/S (!) a = b/d 4.668 4.551 4.966 4.551 4 551 (ii) X = (1+7(1 + c?))/2 2.887 2.830 3.033 2 830 2.830 (iii) | = Cos"’((X - 2)/X) 40 41 39 41 41 (iv) E to= Cos'’((X - 1)ZX) 27 28 27 28 28 (v) Correction for floor thick at D/S = % 4 4 4 4 4 (vi) (Corrected) = % 36 36 35 36 36 (vii) Pressure Variation % 4.68 4.69 4.65 4.69 4.69 24 D/S Floor Thickness at end m F22 0.500 0.500 0.600 0.500 0.500 25 D/S Floor Thickness upto Crest wall m F23 0.600 0.600 0.800 0.600 0.600 26 D/S Floor Thickness upto Crest wall foundation m F24 0.700 0.600 0.900 0.600 0.600 27 U/S Floor Thickness m F25 0.500 0.500 0.500 0.500 0.500 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -132- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section - I, Volume - IV Design of Structures on Canal and Drainage System WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC Detail Design of Bale Gadula Irrigation & Drainage Project October. 2011Min is try of Water And Energy - Section -1, Volume - IV Design of Structures on Canal and Drainage System^ p^riaral Democratic Republic ofEUvopia------------------------------------- ---- --------------------------------------- -- particulars hydraulic data Designed Discharge------------ ~U/S Full Supply Level Canal Bed Width Full Supply Depjh_________ Free Board U/S Canal Bed Level — D/SFuHS u pply Level---------- D/SCanal Bed Level H e i g h t of D ro p __ _____ Origina[Ground Level HYDRAULIC design Crest Level ThroatWidth(Bt) Top Width of Crest Base WidthofCrest Discharge Intensity.q Critical Depth, de ________ Depth of Cistern. X = dc/3 Cistern Level Head Loss, Hl Length of Cistern nppth of U/S Curtain wall Depth of D/S Curtairrwall Maximum static head.JI Value of 1 / K x sgrt ( X) 1820 m 0.127 1925.247 0 600 0.350 0.300 1924.897 1924.247 1840 m 0.127 . 1914 m 0.127 ___ ____ 1960 m 1924.239 1922.709 0.600 JX350_ 0.300 1923.889 0.600 0.350 0.300 1922.359 ___ ____ 1922.739 1922.109 1923.897 1922.389 1.00 _ 1925.460 F1 ~| 1925.047 0.800 0.590 1.165 1.50 1922.960 1924.039 0.800 _ 0.710 1.535 1921.759 0.6(1 1921.920 1922.509 0.800 0.127 - 1921.495 0.600 0.350 0.300 1921.145 1920.495 1920.145 1i..00 w 2020 m 0.127_ 1920.471 0600 0350 0.300 1920.121 T919.47F 1919.121 1.00 1921.250 1920.020 1921.295 1920.271 0.480 0.855 0.159 0.137 0.050 1922.339 1.50(1 0.159 0.137 0.800 0.590 1.165 0.159 0.137 0.050 0.800 0.590 1.165 0.159 cumec/ ~| F5 | 159 m m F6 0 0. . 0 13507 1923.84L 1.000 2.24 0.137 0.050_ Value of a 1.200 L500 1.150 0.261 2.5 3.750 2.74 1.200 1.500 1.650___ 0.182 5.5 8.250 0,050 1921.709 0.600 1.73 1.200 j 1.500 _ 0.750 0.400 0.05 0.075 1920.095 T000 2.24 1.200 1.500 1.150 0.261 25 3.750 1919.071 1.000 JJ4 1.200 1.500 Total D/S floor Length D/S Floor beyond Cistern D/S floor length (Cistern) Top width of crest U/S floor length Total Floor Length including U/S Pressure Variation at U/S a = b/d X = (1 4- (1 a2))/2 6 E = Cos~ '((X- 2)/X) »d»Cos'1((?.-1)A.) frci = 1 00~4e______ fpi ~ 1QO-_4'0_____ Correction for floor thick at U/S 4>ci [Corrected) = Pressure Variation at D/S a = b/d _____________ k = (1 + (1 4- g ))/2 » E = Cos1((X-2)/X) fr^Cos^X-jn/X)_______________ Correction for floor thick at D/S 2.00 _ 2.00 1.73 _ 2.24 0.48 _. 2.00 T 0.59 " 2.00 6.212____ 6.826 6.826 5.688 3.388 7.449 6.207 5.177 3.644 3.136 5.688 3.388 1.150 0.261 2.5 3.750 2.00 2.24 0.59 2.00 6.826 5.688 3 388 68.21 69,46 4.551 2.830 4.966 3.033 66.82 4J4J1 2.630 ___ 42 41 68.21 4.551 2.830 4.78 68.21 4.551 2.830 (vi) (Corrected) = {viil 24 Pressure Variation D/S Fioor_Th[ckness at end D/S Floor Thickness upto Crest wall _________________________ D/S Floor Thickness upto Crest wall foundation U/S Floor Thickness 0.500 0.600 0.600 0.500 0.600 0.800 0.900 0.500 0.500 0.500 0.500 0.500 0.500_ 0.600 0.500 0.600 0.600 0.600 0.500 0.500 Ababa in Association ICT Pvt. Ltd and ABCE PLC -134- -Detail Des.gn of Bale Gadula ^atiorTT^gePyeci cMinistry of Waler And Energy - Federal Democratic Republic of Ethiopia Section - I, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYM BOL Ch. 2060m Ch. 2120 m Ch. 2200 m Ch. 2220 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 0.127 0.127 0.127 0.127 2 U/S Full Supply Level m C2 1919.455 1918.431 1917.399 1916.391 3 Canal Bed Width m C3 0.600 0.600 0.600 0.600 4 Full Supply Depth m C4 0.350 0.350 0.350 0.350 5 Free Board m C5 0.300 0.300 0.300 0.300 6 U/S Canal Bed Level m C6 1919.105 1918.081 1917.049 1916.041 7 D/S Full Supply Level m C7 1918.455 1917.431 1916.399 1915.391 8 D/S Canal Bed Level m C8 1918.105 1917.081 1916.049 1915.041 9 Height of Drop m C9 1.00 1.00 1.00 1.00 10 Original Ground Level m C10 1919.150 1918.580 1916.610 1915.930 B HYDRAULIC DESIGN 1 Crest Level m F1 1919.255 1918.231 1917.199 1916 191 2 Throat Width (Bt) m F2 0.800 0.800 0.800 0.800 3 Top Width of Crest m F3 0.590 0.590 0.590 0.590 4 Base Width of Crest m F4 1.165 1.165 1.165 1.165 5 Discharge Intensity.q cumec/ m F5 0.159 0.159 0.159 0.159 6 Critical Depth, de m F6 0.137 0.137 0.137 0.137 7 Depth of Cistern, X = dc/3 m F7 0.050 0.050 0.050 0050 8 Cistern Level m F8 1918.055 1917.031 1915.999 1914991 9 Head Loss HL m F9 1.000 1.000 1.000 1.000 10 Length of Cistern m F10 2.24 2.24 2.24 224 11 Depth of U/S Curtain wall m F11 1.200 1.200 1.200 1.200 12 Depth of D/S Curtain wall m F12 1.500 1.500 1.500 1.500 13 Maximum static head. H m F13 1.150 1.150 1.150 1.150 14 Value of 1 /nxsqrt(X) m F14 0.261 0.261 0.261 0.261 15 Value of a m F15 2.5 23 23 23 16 Total D/S floor Length m F16 3.750 3.750 3.750 3.750 17 D/S Floor beyond Cistern m F17 2.00 2.00 2.00 2.00 18 D/S floor length (Cistern) m F18 2.24 2.24 2.24 2.24 19 Top width of crest m F19 0.59 0.59 0.59 0.59 20 U/S floor length m F20 2.00 2.00 2.00 2.00 21 Total Floor Length including U/S m F21 6826 6.826 6.826 6.826 22 Pressure Variation at U/S (■) a = b/d 5.G88 5.688 5.688 5.688 ffl X = (1 +<(1 +a’))/2 3.388 3.388 3.388 3.388 (iii) T ♦e = Cos ((X - 2)/X) 37 37 37 37 (iv) 00= Cos’((A - 1)/X) 25 25 25 25 (V) $ci 100-|e = 63 63 63 63 (vi) <t>01 100-<t»O = 75 75 75 75 (vii) Correction for floor thick at U/S = % 4.78 4.78 4.78 4.78 (viii) 4ct (Corrected) = % 68.21 68.21 68.21 68.21 23 Pressure Variation at D/S (i) u = b/d 4.551 4.551 4.551 4.551 («) J X = (1 +^(1 + a ))/2 2.830 2.830 2.830 2830 (»i) = Cos '((X-2)/X) 41 41 41 41 (iv) to=Cos'((X- 1)/X) 28 28 28 28 (V) Correction for floor thick at D/S = % 4 4 4 4 (vi) (Corrected) = % 36 36 36 36 (vii) Pressure Variation % 4.69 4.69 4.69 4.69 24 D/S Floor Thickness at end m F22 0.500 0.500 0.500 0.500 25 D/S Floor Thickness upto Crest wall m F23 0.600 0.600 0.600 0.600 26 D/S Floor Thickness upto Crest wall foundation m F24 0.600 0.600 0.600 0.600 27 U/S Floor Thickness m F25 0.500 0.500 0.500 0 500 WWDSE Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC 135- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Waler And Energy - Federal Democratic Republic of Ethiopia Section-I, Volume -IV Design of Structures on Canal and Drainage System SN PARTICULARS U NIT 4IT SYh BOL 1 Ch. 2240 m Ch. 3061 m Ch. 3140 m Ch. 3221 m A HYDRAULIC DATA 1 Designed Discharge cu mneecc C1 0.127 0.127 0.127 0.127 2 U/S Full Supply Level 3 Canal Bed Width 4 Full Supply Depth n C2 1915.382 1914.046 I 1912.758 1911.216 i m m m C3 0.600 0.500 0.500 0.500 C4 0.350 0.350 0.350 0.350 5 Free Board 6 U/S Cana! Bed Level m m C5 0.300 0.300 0.300 0.300 C6 1915.033 1913.696 1912.406 1910.866 7 D/S Full Supply Level m C7 1914.383 1912.796 1911.256 1909.716 8 D/S Canal Bed Level m C8 1914.033 1912.446 1910.906 1909.366 9 Heigh! of Drop m C9 1.00 1.25 1.50 1.50 10 Original Ground Level m C10 1915.170 1914.210 1912.380 1910.690 B HYDRAULIC DESIGN 1 Crest Level m F1 1915.183 1913.846 1912.556 1911.016 2 3 Throat Width (Bt) Top Width of Crest m F2 0.800 0.800 0.800 0.800 m F3 0.590 0.660 0.710 0.710 4 Base Width of Crest m F4 1.165 1.360 1.535 1.535 5 Discharge Intensity.q cum m e>c/c/ F5 0.159 0.159 0.159 0.159 6 Critical Depth, de m F6 0.137 0.137 0.137 0.137 7 Depth of Cistern, X = dc/3 m F7 0.050 0.050 0.050 0.050 8 m F8 1913.983 1912.396 | 1910.856 1909 316 9 Cistern Level Head Loss. HL m F9 1.000 1.250 1.500 1.500 10 11 12 13 Lenoth of Cistern m F10 2.24 2.50 2.74 2.74 Depth of U/S Curtain wall m F11 1.200 1.200 1.200 1.200 Depth of D/S Curtain wall m F12 1.500 1.500 1.500 1.500 Maximum static head. H m F13 1.150 1.400 1.650 1.650 14 Value of 1 / k x sqrt ( Z) m F14 0.261 0.214 0.182 0.182 15 Value of a m F15 2.5 4 5.5 5.5 16 Total D/S floor Length m F16 3.750 6000 8.250 8.250 17 D/S Floor beyond Cistern m F17 2.00 200 2.00 2.00 18 D/S floor length (Cistern) m F18 2.24 2.50 2.74 2.74 19 Top width of crest m FF19 0.59 0.66 0.71 0.71 20 21 U/S floor length m FF20 2.00 2.00 2.00 2.00 Total Floor Length including U/S m FF21 6.826 7.160 7.449 7.449 22 Pressure Variation at U/S (0 a = b/d 5.688 5.967 6207 6.207 («) 2 X = (1 + V(1 + a ))/2 3.388 3.525 3.644 3.644 (iii) te=Cos'((A-2)/X) 37 36 35 35 (iv) »D= Cos’ax. - 1)/X) 25 25 24 24 (V) J>ci = 100-$L 63 64 65 65 (vi) ^di - 100-<|>c 75 75 76 76 (vii) <Correction for floor thick at U/S = (viiij J>ci (Corrected) = 23 F’ressure Variation at D/S % 4.78 4.66 456 4.56 % 68.21 68.90 69.46 69.46 (i) i = b/d 4.551 4.773 4.966 4.966 («) X = (1+^(1+ <x ))/2 z 2.830 2.938 3.033 3.033 (iii) $ e = Cos*’((X - 2)/X) 41 40 39 39 (iv) ♦ 3= Cos''((X - 1)/X) 28 27 27 27 (v) C orrection for floor thick at D/S = % 4 4 4 4 (vi) <£ (Corrected) = % 36 35 | 35 35 (vii) P ’essure Variation % 4.69 4.67 4.65 4.65 24 Di S Floor Thickness at end m FF222i 0.500 0.600 0.600 0.600 25 DI S Floor Thickness upto Crest w<ill m FF22Z3 0.600 0.700 0.800 0.800 26 D/ S Floor Thickness upto Crest wa II foundation 27 U/,S Floor Thickness m m FF2244 0.600 0.800 0.900 0.900 FF2255 0.500 0.500 0.500 0.500 WWDSE, Addis Ababa in Association with ICTPrf. Ltd and ABCE PLC -130- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System ANNEXURE 6.9 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-9 PARTICULARS Ch. Ch. Ch. 60 m Ch. 640m Ch. 200 m 520 m HYDRAULIC DATA 720 m Designed Discharge cumec 0.100 U/S Full Supply Level 0.100 1907.585 0.100 1906 265 Canal Bed Width 0.100 1905,154 0.400 Full Supply Depth 0.350 0.100 1903.554 0.350 Free Board 0.400 0.340 1904.094 0.350 0.340 0340 U/S Canal Bed Level _D/S Full Supply Level D/S Canal Bed Level Height of Drop Original Ground Level HYDRAULIC DESIGN 0.340 0.250 1907.245 1906.335 1905.995 1.25 1906.890 0.250 1905.925 1905.265 1904.921 1.00 1905.350 0.340 0.250 1904.814 1904.154 1903.814 1.00 1904.820 0.250 1903.754 1903.594 1901254 0.250 1903.214 1903.054 1902.714 0.50 1904.070 0.50 1903.320 Crest Level Throat Width (Bt) 1907.395 Top Width of Crest 0.700 0660 1906.075 0.700 1904.964 0.700 1903.904 0700 1903.364 0.700 ~ Base Width of Crest Discharge Intensity,q 1 360 0.590 1.165 0.450 0.143 0775 0.143 0.590 1.165 0.143 9450 0.775 0.143 0.143 Critical Depth, de Depth ofCistern, X = dc/3 0.128 0.128 Cistern Level 0.050 0.128 0.050 0.050 0/128 0.050 Head Loss, Hl 1905.945 1904.875 1903.764 JO Length of Cistern 1.250 1.000 1.000 2.44 0.128 0.050 1903.204 0.500 2.18 1902.664_ 0,500 Depth of U/S Curtain wall 2 18 1 200 1.200 1.54 Depth of D/S Curtain wall 1 200 Maximum static head, H 1.500 1.500 1 500 1.54 1.200 1.500 Value of 1 / n x sqrt ( X) 1 400 1.150 Value of a 0.214 £ 6.000 1.150 0.261 1.200 1.500 0.650 0.650 0.261 0.462 0.462 Total D/S floor Length 2.5 2.5 0.05 0.05 D/S Floor beyond Cistern 3.750 3.750 0.075 0.075 D/S floor length (Cistern: Top width of crest U/S floor length_________ Total Floor Length including U/S Pressure Variation at U/S j = b/d 2.00 7.097 6.769 6.769 5.991 5 991 _ (ii) (»i) Jiy) | A. = (1 (1 ♦ g;))/2 ♦e s Cos~'((A - 2)/X) 0o= Cos~'((X - 1)/X) 5.9T4 3.499 ~ 5641 3.365 5.641 3.365 4 993 4 993 3 046 3.046 (v) 0C1 = 100~<|>F. $D1 = 100-<|>O_____ Correction for floor thick at U/S = |ci (Corrected) = Pressure Variation at D/S 58.77 68.09 68.09 66.28 66.28 a = b/d X = (1 + (j + q?))/2 4.731 2.918 0e = Cos,((X-2)/X) 4.513 2.811 4,513 2.811 3.994 2.559 3.994 2.559 $p= Cos~’((X - 1)/X) Correction for floor thick at D/S = ce (Corrected) = Pressure Variation D/S Floor Thickness at end______ D/S Floor Thickness upto Crest wall_________________________ D/S Floor Thickness upto Crest wall foundation U/S Floor Thickness 0.600 0.500 0.500 0.700 0.600 0.500 0.600 0.500 0.500 0 500 0.800 0.600 0.600 0.500 0 500 0.500 0.500 0 500 0.500 0.500 WWDSE. Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia PARTICULARS HYDRAULIC DATA Designed Discharge U/S Full Suppjy Level Canal Bed Width Full Supply Depth Free Board U/S Canal Bed Level D/S Full Supply LeveL D/S Canal Bed Level_ Height of Drop Original-Ground Level HYDRAULIC DESIGN Crest Level Throat Width (Bt) Top Width of Crest Base Width of Crest Discharge intensity,q Critical Depth, de Depth of Cistern, X = dc/3 Cistern Level Head Loss. Hl Length of Cistern Depth of U/S Curtain wall Depth of D/S Curtain wall Maximum static head, H Value of 1 / tc x sqrt (AJ Value of a Total D/S floor Length ~~ D/S Floor beyond Cistern D/S floor length (Cistern) Top width of crest U/S floor length Total Floor Length including U/S Pressure Variation at U/S a = b/d Section -1, Volume - IV Design of Structures on Canal and Drainage System 800 m 841 m 921 m 1001 m cumec C1 C2 C3 0.100 1903.014 0.350 0.100 1902.494 0.350 0.100 1901.454 0.350 C4 C5 0.340 0.340 0.250 C6 I 1 902.674 1902.514 1902.174 0.50 0.250 1902.154 190T494 1901.154 0.340 0.250 1902.890 1.00 1901.620 1901.114 1900.204 1899.864 1?5 1900.360 0.100 1900.163 0.350 0.340 0.250 1899.823 1899.163 1898.823 1.00 1899.240 1902.824 1902.304 0.700 1901.264 1899.973 0.700 0.450 0.700 0.700 0.660 0.590 cumec/ 0.775 0.143 0.590 1.165 0.143 1.360 0.143 1.165 0.143 0.128 0.050 0,128 0.128 0.128 0.050 1902J24 0.500 1901.104 0.050 1899.814 0.050 1898.773 1.54 1.000 2.18 1.000 2.18_ 1.200 1.500 0.650 0.462 1.200 1.500 1.150 1.250 2.44 1.200 1.500 1.200 1.500 1.400 1.150 0.05 0.261 2.5 0.075 3.750 0.261 2.5 3.750 2.00 2.00 5 991 6.769 7.097 Z18 0.59 2.00 6.769 1081 m 0.100 1899.123 0.350 0.340 0.250 1898.783 1898.123 1897.783 1.00 1898.360 1898.933 0.700 0.590 1.165 0143 0.128 0.050 1897.733 1.000 2.18 1.200 1.500 1.150 0.261 2.5 3.750 J.00 2.18 0.59 2.00 6.769 5.914 5^41 5.641 3.365 (vi) MP (viii) 23 ___ (0 X = (1 + V (1 + <?))/2 «e = Cos-'((X-2)/>.) $o= Cos'((X.-1)/?.) $ci ~ 1 00~4>e = 100-$D Correction for floor thick at U/S = $ci (Corrected) = Pressure Variation at D/S a = b/d 4.993 3.046 5.641 3.365 3.499 _ 3.365 66.28 68.09 68.77 68.09 (ii) \ = (1 +^(1 +az))/2 *e = Cos'’((?.- 2)1).) |o=Cos’'(G.-1)/X) Correction for floor thick at D/S = 3.994 2559 4.513 2.811 4.731 2.918 4.513 2.811 68.09 4.513 2.811 $e (Corrected) = Pressure Variation____________ D/S Floor Thickness at end D/S Floor Thickness upto Crest wall D/S Floor Thickness upto Crest wall foundation U/S Floor Thickness 0.500 0.600 0.500 0.500 0.600 0.700 0,500 0.600 0.500 0.600 0.800 0.600 0.500 0.500 0.500 0.500 0.500 0.600 0 600 0.500 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -138- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011 IMinistry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYM BOL Ch. 1141 m Ch. 1241 m Ch. 1301 m Ch. 1361 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 0.100 0.100 0.100 2 U/S Full Supply Level m C2 1898.093 1897.293 1896.533 1895.473 3 Canal Bed Width m C3 0.350 0.350 0.350 0.350 4 Full Supply Depth m C4 0.340 0.340 0.340 5 Free Board m C5 0.250 0.250 0.250 6 U/S Canal Bed Level m C6 1897.753 1896.953 1896.193 O100_ 0.340 0.250 1895.133 7 D/S Full Supply Level m C7 1897.343 1896.543 1895.533 1894.473 8 D/S Canal Bed Level m C8 1897.003 1896.203 1895.193 1894.133 9 Height of Drop m C9 0.75 0.75 1.00 1.00 10 Original Ground Level m C10 1897.600 1896.703 1895.550 1894.720 B HYDRAULIC DESIGN 1 Crest Level m F1 1897.903 1897.103 1896.343 1895.283 2 Throat Width (Bt) m F2 0.700 0.700 0 700 0.700 3 Top Width of Crest m F3 0.530 0.530 0.590 0.590 4 Base Width of Crest m F4 0.980 0.980 1.165 1.165 5 Discharge Intensity.q cumec/ m F5 0.143 0.143 0.143 0.143 6 Critical Depth, de m F6 0.128 0.128 0.128 0.128 7 Depth of Cistern. X = dc/3 m F7 0.050 0.050 0.050 0.050 8 Cistern Level m F8 1896.953 1896.153 1895.143 1894.083 9 Head Loss. Hl m F9 0.750 0.750 1.000 1.000 10 Length of Cistern m F10 1.89 1.89 2.18 2.18 11 Depth of U/S Curtain wall m F11 1.200 1.200 1.200 1.200 12 Depth of D/S Curtain wall m F12 1.500 1.500 1.500 1.500 13 Maximum static head. H m F13 0.900 0.900 1.150 1.150 14 Value of 1 / n x sqrt ( X) m F14 0.333 0.333 0.261 0.261 15 Value of a m F15 0.05 0.05 2.5 2.5 16 Total D/S floor Length m F16 0.075 0.075 3.750 3.750 17 D/S Floor beyond Cistern m F17 2.00 2.00 2.00 2.00 18 D/S floor length (Cistern) m F18 1.89 1.89 2.18 218 19 Top width of crest m F19 0.53 0.53 0.59 0.59 20 U/S floor length m F20 2.00 2.00 2 00 2 00 21 Total Floor Length including U/S m F21 6.417 6.417 6.769 6.769 22 Pressure Variation at U/S (i) a = b/d 5.348 5.348 5.641 5.641 (ii) 2 A. = (1 + <(1 +a ))/2 3.220 3.220 3.365 3.365 (i'i) 38 38 37 37 (iv) io=Cos'((X-1)/X) 26 26 25 25 (v) $ci 100-4‘c = 62 62 63 63 (Vi) ({>D1 = 100-<f>o 74 74 75 75 (V») Correction for floor thick at U/S = % 4.94 4.94 4.80 4.80 (viii) $ci (Corrected) = % 67.31 67.31 68.09 23 Pressure Variation at D/S 68.09 (i) a = b/d 4.278 4.278 4.513 4.513 (") 2 X = (1 + >/ (1 + a ))/2 2.697 2.697 2.811 2811 (iii) ♦e=Cos’((X-2)/X) 42 42 41 41 (iv) $o= Cos''((X - 1)/X) 28 28 28 28 ___ Correction for floor thick at D/S = % 4 4 4 4 (vi) Oe (Corrected) = % 37 37 36 36 (vii) Pressure Variation % 4.69 4.69 24 D/S Floor Thickness at end 4.69 m F22 4 69 0.500 0.500 25 D/S Floor Thickness upto Crest wall 0.500 m . 0.500 F23 0.500 0.500 0.600 0.600 26 D/S Floor Thickness upto Crest wall foundation m F24 0.500 0.500 0.600 0.600 27 U/S Floor Thickness m F25 0.500 0.500 0.500 0500 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -139- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYMB OL Ch. 1421 m Ch. 1501 m Ch. 1621 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 0.100 0.100 0.100 2 U/S Full Supply Level m C2 1894.413 1893.333 1892.213 3 Canal Bed Width m C3 0.350 0.350 0.350 4 Full Supply Depth m C4 0.340 0.340 0.340 5 Free Board m C5 0.250 0.250 0.250 6 U/S Canal Bed Level m C6 1894.073 1892.993 1891.873 7 D/S Full Supply Level m C7 1893.413 1892.333 1890.963 8 D/S Canal Bed Level m C8 1893.073 1891.993 1890.623 9 Height of Drop m C9 1.00 1.00 1.25 10 Original Ground Level m C10 1893.680 1892.420 1891.280 B HYDRAULIC DESIGN 1 Crest Level m F1 1894.223 1893.143 1892.023 2 Throat Width (Bt) m F2 0.700 0.700 0.700 3 Top Width of Crest m F3 0.590 0.590 0.660 4 Base Width of Crest m F4 1.165 1.165 1.360 5 Discharge Intensity,q cumec/ m F5 0.143 0.143 0.143 6 Critical Depth, de m F6 0.128 0.128 0.128 7 Depth of Cistern, X = dc/3 m F7 0.050 0.050 0.050 8 Cistern Level m F8 1893.023 1891.943 1890.573 9 Head Loss HL m F9 1.000 1.000 1.250 10 Length of Cistern m F10 2.18 2.18 2.44 11 Depth of U/S Curtain wall m F11 1.200 1.200 1.200 12 Depth of D/S Curtain wall m F12 1.500 1.500 1.500 13 Maximum static head. H m F13 1.150 1.150 1.400 14 Value of 1 / n x sqrt ( X ) m F14 0.261 0.261 0.214 15 Value of a m F15 2.5 2.5 4 I 17 16 Total D/S floor Length m F16 3.750 3.750 6.000 D/S Floor bevond Cistern m F17 2 00 2.00 2.00 18 D/S floor length (Cistern) m F18 2.18 2.18 2.44 19 Top width of crest m F19 0.59 0.59 0.66 20 U/S floor length m F20 2.00 2.00 2.00 21 Total Floor Length includino U/S m F21 6.769 6.769 7.097 22 Pressure Variation at U/S (>) a = b/d 5.641 5.641 5.914 (») >. = (1 + 7(1 + a'))/2 3 365 3.365 3.499 (iii) «e = Cos’’((Z-2)//.) 37 37 36 (iv) 4d=Cos''((X-1)/X) 25 25 25 (V) $ci = 1 00~4»e 63 63 64 (Vi) $di - 100-$»d 75 75 75 (viQ Correction for floor thick at U/S = % 4.80 4.80 4.68 (viii) $ci (Corrected) = % 68.09 68.09 68.77 23 Pressure Variation at D/S (i) a = b/d 4.513 4.513 4.731 (fi) A. = (1 +7(1< a))!2 2.811 2.811 2.918 (iii) ♦e = Cos ■'((>. - 2)/).) 41 41 40 (iv) »o=Cos’((?.-1)fli) 28 28 27 (YL Correction for floor thick at D/S = % 4 4 4 (vi) $e (Corrected) = % 36 36 36 (vii) Pressure Variation % 4.69 4.69 4.67 24 D/S Floor Thickness at end m F22 0.500 0.500 0.600 25 D/S Floor Thickness upto Crest vail m F23 0.600 0.600 0.700 26 D/S Floor Thickness upto Crest vail foundation m F24 0.600 0.600 0.800 27 J/S Floor Thickness m F25 0.500 0.500 0.500 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -140- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011 f JMinistry of Water And Energy - Federal Democratic Republic of Ethiopia Section — I, Volume - IV Design of Structures on Canal and Drainage System ANNEXURE 6.10 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-10 SN PARTICULARS UNIT SYM BOL Ch. 2200 m Ch. 2480 m Ch. 2520 m Ch. 2580m Ch. 2660 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 0.245 0.245 0.245 2 U/S Full Supply Level m C2 1895.474 1894.250 1893.218 3 Canal Bed Width m C3 0.700 0.700 0.700 0.245 0.245 1892.170 1891.106 0.700 0.400 0.700 4 Full Supply Depth m C4 0.400 0.400 0.400 0.400 5 Free Board m C5 0.300 0.300 0.300 0.300 0.300 6 U/S Canal Bed Level m C6 1895.074 1893.850 1892.818 1891.770 1890.706 7 D/S Full Supply Level m C7 1894.474 1893.250 1892.218 1891.170 1890.106 8 D/S Canal Bed Level m C8 1894.074 1892.850 1891.818 1890.770 1889.706 9 Height of Drop m C9 1.00 1.00 1.00 1.00 1.00 10 Original Ground Level m C10 1894.930 1893.940 1892.880 1891.290 1890 680 B HYDRAULIC DESIGN 1 Crest Level m F1 1895 224 1894.000 1892.968 1891.920 2 Throat Width (Bt) m F2 1.100 1.100 1.100 1.100 1890.856 1.100 3 Top Width of Crest m F3 0.590 0.590 0.590 0.590 0.590 4 Base Width ofCrest m F4 1.165 1.165 1.165 1.165 1.165 5 Discharge Intensity.q cumec/ m F5 0223 0.223 0.223 0.223 0.223 6 Critical Depth, de m F6 0.172 0.172 0.172 0.172 0.172 7 Depth of Cistern, X = dc/3 m F7 0.060 0.060 0.060 0.060 0.060 8 Cistern Level m F8 1892.790 1891.758 1890.710 1889.646 9 Head Loss. HL m F9 1894.014 1.000 1.000 1.000 1.000 1.000 10 Lenath of Cistern m F10 2.50 2.50 2.50 2.50 2.50 11 Deoth of U/S Curtain wall m F11 1.200 1.200 1.200 1.200 1.200 12 Depth of D/S Curtain wall m F12 1.500 1.500 1.500 1.500 1.500 13 Maximum static head. H m F13 1.150 1.150 1.150 1.150 1.150 14 Value of 1 / it x sqrt ( X) m F14 0.261 0.261 0261 0261 0.261 15 Value of a m F15 2.5 2.5 2.5 2.5 2.5 16 Total D/S floor Length m F16 3.750 3.750 3750 3.750 3.750 17 D/S Floor beyond Cistern m F17 2.00 200 2.00 2.00 2.00 18 19 D/S floor length (Cistern) m F18 2.50 2.50 2.50 2.50 2.50 Top width of crest m F19 0.59 0.59 0.59 0.59 0.59 20 U/S floor length m F20 2.00 2.00 2.00 2.00 2.00 21 Total Floor Length including U/S m F21 7.090 7.090 7.090 7.090 7.090 22 Pressure Variation at U/S (i) a = b/d 5.908 5.908 5.908 5.908 5.908 (it) K = (1 + V (1 + a ))/2 z 3.496 3496 3.496 3.496 3.496 (iii) ♦e=Cos''((X.-2)A) 36 36 36 36 36 (iv) $D=COs’((X- 1)/k) 25 25 25 25 25 (v) 4>ci 1oo-$E = 64 64 64 64 64 (vi) $D1 = 1OO-$Q 75 75 75 75 75 (vii) Correction for floor thick at U/S = % 4.68 4.68 4.68 4.68 4.68 (viii) $ci (Corrected) - % 68.76 68.76 68.76 68.76 68.76 23 Pressure Variation at D/S (i) ot = b/d 4.727 4.727 4.727 4.727 4.727 («) X. = (1 + ^(1 + oc ))/2 z 2.916 2.916 2.916 2.916 2916 (iii) 4>e = Cos,((?i-2)/X) 40 40 40 40 40 (iv) <>0 = Cos’((X - 1)/X) 27 27 27 27 27 LyL Correction for floor thick at D/S = % 4 4 4 4 4 (vi) $e (Corrected) = % 36 36 36 36 36 (vii) Pressure Variation % 4.67 4.67 4.67 24 D/S Floor Thickness at end m 4.67 F22 4.67 0.500 0.500 0.500 25 D/S Floor Thickness upto Crest wall m F23 0.500 0500 0.600 0.600 0.600 0.600 0.600 26 D/S Floor Thickness upto Crest wall foundation m F24 0600 0.600 0.600 0.600 0.600 27 U/S Floor Thickness m F25 0.500 0.500 0.500 0.500 0 500 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Wafer And Energy - Federal Democratic Republic of Ethiopia^ Section-I, Volume-IV Design of Structures on Canal and Drainage System WWDSE, Addis Ababa in Association with ICT Pvt Ltd. and ABCE PLC -142- Detail Design of Bale Gadula Irrigation &Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-I, Volume-IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYM BOL Ch. 2940 m Ch 3022 m Ch. 3640 m Ch 3680 m A HYDRAULIC DATA 1 Designed Discharqe cumec C1 0.245 0245 0 245 0.245 2 U/S Full Supply Level m C2 1884.357 1883.283 1881 979 1880.943 3 Canal Bed Width m C3 0.700 0.700 0.700 0.700 4 Full Supply Depth m C4 0.400 0.400 0.400 0.400 5 Free Board m C5 0.300 0.300 0.300 0.300 6 U/S Canal Bed Level m C6 1883.957 1882.883 1881.579 1880.543 7 D/S Full Supply Level m C7 1883.357 1882.533 1880.979 8 1879.943 D/S Canal Bed Level m C8 1882.957 1882.133 1880.579 9 1879.543 Height of Drop m C9 1.00 0.75 10 1.00 1.00 Original Ground Level m C10 1884 150 B 1882460 1881 590 1880.600 HYDRAULIC DESIGN 1 Crest Level m F1 1884.107 2 1883.033 1881.729 1880.693 Throat Width (Bt) m F2 1.100 3 1.100 1.100 Top Width of Crest 1.100 m 4 F3 0.590 0.530 0 590 0.590 Base Width of Crest m F4 1.165 5 0.980 1.165 1.165 Discharge Intensity.q cumec/ m F5 0.223 0.223 0.223 0.223 6 Critical Depth, de m F6 7 0.172 Depth of Cistern, X = dc/3 0.172 0.172 0 172 m F7 8 0.060 Cistern Level 0.060 0.060 0 060 m 9 F8 1882.897 Head Loss, HL 1882.073 1880.519 m F9 . 1879 483 10 Length of Cistern 1 000 0.750 1.000 m . 1 000 11 F10 Depth of U/S Curtain wall 2.50 2.17 2.50 m F11 2.50 12 1 200 Depth of D/S Curtain wall 1.200 m 1.200 F12 1 200 13 Maximum static head. H 1.500 1.500 m 1.500 14 F13 1.150 Value of 1 / n x sqrt ( X ) 0.900 m 1.150 F14 . 0.261 . 1 150 1 500 0 261 15 Value of a 0.333 0.261 m F15 16 Total D/S floor Lenqth 23 0.05 m 23 23 17 F16 18 D/S floor length (Cistern) 19 Top width of crest 20 D/S Floor beyond Cistern U/S floor length 3.750 m 0.075 F17 3.750 3 750 2.00 2.00 m 2.00 F18 . 2.00 2.50 2.17 m 2 50 F19 0.59 2 50 m 0.53 F20 0 59 . 0 59 21 Total Floor Length including U/S 2.00 2.00 m . 2.00 F21 2 00 22 Pressure Variation at U/S 7.090 6.695 7 090 . 7 090 (!) a = b/d 5.908 5.579 (ii) X = (1 +V(1 + a ))/2 5.908 5 908 3.496 3.334 (til) ♦e = Cos' ((>. - 2)/X) 3.496 . 3 496 36 37 (iv) 4o= Cos’((X - 1)/X) 36 36 25 25 (v) 4>ci - ioo-4e 25 25 6*1 63 (vi) $D1 = 1OQ-0P 64 64 75 75 (vii) Correction for floor thick at U/S = % 75 75 4.68 4.83 (VIII) 4>ci (Corrected) = % 4.68 4 68 68.76 23 Pressure Variation at D/S 67.93 68 76 . . 68 76 (i) a = b/d 4.727 4.463 (ii) A. = (1 + V (1 + a ))/2 z 4.727 4 727 2.916 2.787 2.916 (iii) ♦e = Cos''«X - 2)/X) . 2 916 40 41 40 (iv) 00= Cos \(X- 1)/X) . 40 27 28 (V) Correction for floor thick at D/S = 27 % 27 4 4 (vi) 0e (Corrected) = % 4 4 36 37 (vii) Pressure Variation % 36 36 4.67 24 D/S Floor Thickness at end 4.69 m F22 4 67 0.500 4 67 25 D/S Floor Thickness upto Crest wall 0.500 m F23 0 500 0.600 0 500 0.500 . 0.600 0.600 26 D/S Floor Thickness upto Crest wall foundation m F24 0.600 0.500 0.600 0.600 27 U/S Floor Thickness m F25 0.500 0.500 0.500 0500 WWDSE, Addis Ababa in Association with ICT Pvt Ltd. and ABCE PLC -143- Detail Design of Bale Gadula Irrigation & Drainage Protect October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section - I, Volume - IV Design of Structures on Cana! and Drainage System WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCEPLC i 44- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System ANNEXURE 6.11 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-11 SN PARTICULARS UNIT SYM BOL Ch. 1060 m A HYDRAULIC DATA 1 Designed Discharae cumec C1 0.115 2 U/S Full Supply Level m C2 1884.751 3 Canal Bed Width m C3 0.500 4 Full Supply Depth m C4 0.300 5 Free Board m C5 0.250 6 U/S Canal Bed Level m C6 1884.451 7 D/S Full Supply Level m C7 1884.251 8 D/S Canal Bed Level m C8 1883.951 9 Height of Drop m C9 0.50 10 Original Ground Level m C10 1884.530 B HYDRAULIC DESIGN 1 Crest Level m F1 1884.601 2 Throat Width (Bt) m F2 1.100 3 Top Width of Crest m F3 0.450 4 Base Width of Crest m F4 0.775 5 Discharge Intensity,q cumec/ m F5 0.105 6 Critical Depth, de m F6 0.104 7 Depth of Cistern, X = dc/3 m F7 0.040 8 Cistern Level m F8 1883.911 9 Head Loss Ht m F9 0.500 10 Length of Cistern m F10 1.37 11 Depth of U/S Curtain wall m F11 1.200 12 Depth of D/S Curtain wall m F12 1.500 13 Maximum static head. H m F13 0.650 14 Value of 1 / 7x x sqrt ( X ) m F14 0462 15 Value of u m F15 0.05 16 Total D/S floor Length m F16 0.075 17 D/S Floor beyond Cistern m F17 2.00 18 D/S floor length (Cistern) m F18 1.37 19 Top width of crest m F19 045 20 U/S floor length m F20 200 21 Total Floor Length including U/S m F21 5.819 22 Pressure Variation at U/S (i) a = b/d 4.849 (ii) 2 X = <1 + V (1 +a ))/2 2.976 (iii) $e=Cos’'((A.-2)/X) 39 (iv) 4>d=Cos’((X- 1)/X) 27 (v) 4>ci = 100-$L 61 (vi) <t>oi - 100-4>o 73 (vi>) Correction for floor thick at U/S = % (viii) 5 20 $ci (Corrected) = % 65.83 23 Pressure Variation at D/S (•) a = b/d 3.880 (ii) 2 X = (1 ♦ V(1 +a ))/2 2.503 (iii) ♦e = Cos‘'((X - 2>/X) 44 (iv) »d=Cos~'((X-1)/X) 29 lYl. Correction for floor thick at D/S = % (vi) (Corrected) = 5 % 39 (vii) Pressure Variation % 24 D/S Floor Thickness at end 4 63 m 25 F22 0.500 D/S Floor Thickness upto Crest wall m F23 0.500 26 D/S Floor Thickness upto Crest wall foundation m F24 0.500 27 U/S Floor Thickness m F25 0.500 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -145- Detail Design of Bale Gadula Irrigation & Drainage Project October. 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System ANNEXURE 6.12 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-13 [ I SN PARTICULARS UNIT SYM BOL Ch. 40 m Ch. 100 m Ch. 200 m Ch. 300 m Ch. 380 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 0.077 0.077 0.077 0.077 0.077 2 U/S Full Supply Level m C2 1860.621 1859.573 1858.493 1857.413 1856.599 3 Canal Bed Width m C3 0.400 0.400 0.400 0.400 0.400 4 Full Supply Depth m C4 0.300 0.300 0.300 0.300 0.300 5 Free Board m C5 0.300 0.300 0.300 0.300 0.300 6 U/S Canal Bed Level m C6 1860.321 1859.273 1858.193 1857.113 1856.299 7 D/S Full Supply Level m C7 1859.621 1858.573 1857.493 1856.663 1855.849 8 D/S Canal Bed Level m C8 1859.321 1858.273 1857.193 1856.363 1855.549 9 Height of Drop m C9 1.00 1.00 1.00 0.75 0.75 10 Original Ground Level m C10 1860.290 1859.500 1858.120 1856.890 1856.170 [ I [ 1 [ I [ B HYDRAULIC DESIGN 1 Crest Level m F1 1860.471 1859.423 1858.343 1857.263 1856.449 2 Throat Width (Bt) m F2 0.800 0.800 0.800 0.800 0.800 3 Top Width of Crest m F3 0.590 0.590 0.590 0.530 0.530 4 Base Width of Crest m F4 1.165 1.165 1.165 0.980 0.980 5 Discharge Intensity.q cumec/ m F5 0.096 0.096 0.096 0.096 0.096 6 Critical Depth, de m F6 0.098 0.098 0.098 0.098 0.098 7 Depth of Cistern X = ac/3 m F7 0.040 0.040 0.040 0.040 0 040 8 Cistern Level m F8 1859.281 1858.233 1857.153 1856.323 1855.509 9 Head Loss. HL m F9 1.000 1.000 1.000 0.750 0.750 10 Length of Cistem m F10 1.94 1.94 1.94 1.68 1 68 11 Depth of U/S Curtain wall m F11 1.200 1.200 1.200 1.200 1 200 12 Depth of D/S Curtain wall m F12 1.500 1.500 1.500 1.500 1.500 13 Maximum static head. H m F13 1.150 1.150 1.150 0.900 0.900 14 Value of 1 / 7i x sqrt (X) m F14 0.261 0.261 0.261 0.333 0.333 15 Value of a m F15 2.5 2.5 2.5 0.05 0.05 16 Total D/S floor Length m F16 3.750 3.750 3.750 0.075 0.075 17 D/S Floor beyond Cistern m F17 2.00 2.00 2.00 2.00 2.00 18 D/S floor length (Cistern) m F18 1.94 1.94 1.94 1.68 1.68 19 Top width of crest m F19 0.59 0.59 0.59 0.53 0.53 20 U/S floor length m F20 2.00 2.00 2.00 2.00 2.00 21 Total Floor Length including U/S m F21 6.526 6.526 6.526 6.207 6.207 22 Pressure Variation at U/S (i) a = b/d 5.439 5.439 5.439 5.173 5.173 («) 2 X = (1 + -7(1 + a ))/2 3.265 3.265 3.265 3.134 3.134 (iii) 6e = Cos '((X - 2)/X) - 37 37 37 38 38 (iv) <o=Cos'’((X- 1)/X) 26 26 26 26 26 (V) $ci 100-<>E = 63 63 63 62 62 (vi) 6di = 1 00-4»d 74 74 74 74 74 Correction for floor thick at U/S = % 4.89 4.89 4.89 5.02 5.02 (viii) $ci (Corrected) = % 67.56 67.56 67.56 66.81 66.81 23 Pressure Variation at D/S (0 a = b/d 4.351 4.351 4.351 4.138 4.138 («) X = (1 + V (1 + <?))/2 2.732 2.732 2.732 2.629 2.629 [ [J [ [ [ (iii) = Cos’((X - 2)/X) 41 41 41 42 42 (iv) »p=Cos',((X-1)/X) 28 28 28 29 29 (V) Correction for floor thick at D/S = % 4 4 4 5 5 (VI) $e (Corrected) = % 37 37 37 38 38 (VII) Pressure Variation % 4.69 4.68 24 4.69 4.69 4.68 D/S Floor Thickness at end m F22 0.500 0.500 0.500 0.500 0.500 25 D/S Floor Thickness upto Crest wall m F23 0.600 0.600 0.600 0.500 0.500 26 D/S Floor Thickness upto Crest wall foundation m F24 0.600 0.600 0.600 0.500 0.500 27 U/S Floor Thickness m F25 0.500 0.500 0.500 0.500 0.500 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -146- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011 [■ [ [ [Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System ANNEXURE 6.13 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-14 PARTICULARS Ch. Ch. Ch. Ch. 2125 m 2164 m 2225 m Ch. 2305m 2365 m HYDRAULIC DATA i Designed Discharge 0.231 0.231 U/S Full Supply Level 0.231 1859.591 Canal Bed Width 0.700 1858.571 0.700 0.231 1857.541 0.700 Full Supply Depth 1856.501 0.700 0.231 1855.471 0.700 Free Board 0.450 0.300 1858.121 0.450 0.450 U/S Canal Bed Level 0 300 Height of Drop 0.450 0.300 1859.141 1858.591 1858.141 1.00 1859.100 0.450 0.300 1856.051 1S55.501 0300 D/S Full Supply Level 1857 091 1855.021 D/S Cana[ Bed Level 1857.571 1857.121 1856.541 1854.471 1856.091 1855.051 J 1.00 854.021 Original Ground Level 1.00 1858.360 1.00 1857.590 1.00 HYDRAULIC DESIGN 1856 040 I 18 54.850 Crest Level Throat Width (Bt) 1859.291 Top Width of Crest 0 800 1858.271 0.800 1857 241 Base Width of Crest 0.590 0.800 6.590 1856.201 0.800 1855.171 0.800 0.590 Discharge Intensity.q cumec/ 1.165 0.289 0.590 1.165 0.289 1.165 0.289 1.165 0.289 0.590 1.165 0.289 Critical Depth, de Depth of Cistern, X = dc/3 0.204 0 204 0.204 0.070 0.204 Cistern Leye[ 0.070 Head Loss, Hl Length of Cistern 1858.071 1.000 1857.051 1-000 0.070 1856.021 0.070 1854.981 0.204 0.070 1853.951 2.74 1.200 1.500 1.150 2.74 1.200 1.000 2.74 1.000 2.74 1 000 Depth of U/S Curtain wall 2.74 Depth of D/S Curtain wall 1.200 1.200 1 200 13 Maximum static head_H 14 Value of 1 / ix x sqrt ( X) 1.500 1.150 1 500 1 500 1 500 15 Value of a 0 261 0 261 0.261 16 Total D/S floor Length 0261 2.5 1.150 1 150 1 150 2.5 D/SjFloor beyond Cistern 3750 3.750 2.S 3.750 0.261 ZS 3.750 2.5 3 750 D/S floor length [Cistern^ Top width of crest zoo 2.74 ZOO 2.74 U/S floor length Total Floor Length including U/S 7 329 7.329 o’sj 2.00 0 59 2 00 Pressure Variation at U/S 7.329 7.329 7 329 a = b/d 2 X = (1 ♦ >/( 1 ♦ g ))/2 6 107 6 107 $e = Cos'^CX - 2)/X) 3 594 3.594 6.107 3.594 6.107 3.594 6.107 3.594 (iv)_ = Cos'gx -1 )/x) Jv) (v») _ 4ci — 100-»E________________ 4>P1 = 1 OO-0D JyiiL_ Correction for floor~thick at U/S (viii) <$>ci (Corrected) = 23 Pressure Variation at D/S 69.23 69.23 69.23 69.23 69.23 (i) a = b/d X = (1 + <(1 *g*))/2 *t*E = Cos' ((X - 2)/X) ♦0= Cos'1 ((X-1)A) Correction for floor thick at D/S <>e (Corrected) - Pressure Variation D/S Floor Thickness at end D/S Floor Thickness upto Crest wall_______ 4.886 2994 4.886 2 994 4.886 2.994 4.886 2.994 4 886 2 994 4.66 F22 T 0.500j_ 0.600 0500 0.600 ’ 0.500 0 600 0.500 0 600 D/S Floor Thickness upto Crest 0 500 0 600 wall foundation 0 600 0.600 0600 0 600 U/S Floor Thickness 0600 0.500 0.500 0 500 0 500 0 500 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC 147' De,a" Of Bate Gadula l^9(^ t Drn n , ^ p^, October. 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia PARTICULARS HYDRAU Designed u/SJujl Su Canal Bed Full Suppl Free Boar U/S Cana D/S Full S 8 D/S Cana! Be Section -1, Volume - IV Design of Structures on Canal and Drainage System 2444 m 2471 m 2565 m LJC DATA cumec 0.231 0.231 1852.418 0.700 0.231 0,231 Discharge 1854.431 1852.370 1851.317 pply Level _ 0700 _ 0700 0 700 Width 0.450 0.450 0.300 0.450 0.450 y Depth 0.300_ ________ d 0.300 1853.981 1851.968 | 1851.920 0.300 1850.867 l Bed Level, 1853.431 1852.981 1.00 1851.418 1850.968 1.00 1853.350 1851.370 1850.317 upply Level d Level 1850.920 1.00 9 Height of Origina[G Drop round Level 1854.020 1852.100 1849.867 100 1850.710 10._^____________________ B HYDRAULICDESIGN 1 ------C---r-e-st ----L-e--ve---l-------- - 2 Throat Width (Bt) Top Width of Crest Base Width of Crest Discharge Intensity,g Critical Depth, de Depth of Cistern, X = dc/3_ _Cistern Level Head Loss, Hl_ Length of Cistern Depth of U/S Curtain wall Depth of D/S Curtain wall Maximum static head H Value of 1 /_n xsqrt( X) _ Value of _Total_D/S JoorLenglh D/S Floor beyond Cistern D/S floor length (Cistern) Top width of crest U/S floor length Total Floor Length including U/S___________________ Pressure Variation at U/S 1854.131 0.800 0.590 1852.118 0.800 0.590 1.165 1852.070 0.800 0.590 1.165 cumec/m F5 1851.017 0.800 0.590 1.165 0.289 0.204 m F6 1.165 0.289 0.204 0.070 1852.911 1.000 2.74 1.200 1.500 1.150 0.261 2.5 3.750 0.289 0.204 0,070 1850.898 1.000 2.74 1.200 1.500 0.289 0.204 0.070 1850.850 1.000 2.74 1.200 0.070 1849.797 1.000 2.74 1.200 2765 m 0-231 1850.271 0.700 0.450 0.300_ 1849.821 1849.271 1848.821 1.00 1849.420 1849.971 0.800 0.590__ 1.165 0.289 0 204 0.070 1848.751_ 1 000 2.74 1.200 1.150 0.261 1 500 1.150 2.5 3.750 1.500 1.150 0.261 2.5 3.750 2.00 2.74 1.500 1.150 0.261 3.750 2.00 2.74 0.59 059 7.329 6.107 3.594 2,00 7.329 2.00 7 329 6.107 3.594 7.329 6.107____ 6 J 07 3.594 3.594 0 261 2.5 3.750 2.00 2.74 0.59 2.00 7.329 6 107 3.594 4>ci ~ 1 00-^e 4>oi - 100-4>o_____ Correction for floor thick at U/S »ci (Corrected) = Pressure Variation at D/S g = b/d X = (1 + V(1 +a))/2 te = Cos'\(X - 2)/X) »D=Cos',((X-1)/X)___________ Correction for floor thick at D/S 4>e (Corrected) = Pressure Variation D/S Floor Thickness at end D/S Floor Thickness upto Crest wall_________ ____________ D/S Floor Thickness upto Crest wall foundation U/S Floor Thickness 4.60 69 23 69.23 69.23 69.23 4.886 2.994 4.886 2.994 4 886 2.994 4.886 2.994 69.23 4.886 2.994 0.500 0.600 0.500_ 0.600 0.500 0.600 0.500 0.600 0.600 0.600 0.600 0.600 0.500 0.500 07500 0.500 0.600 0.600 0.500 WWDSE Addis Ababa in Association with ICT Pvt Ltd end ABCE PLC -148- Detail Design of Bale Gadula Irrigation & Drainage Pr^1 " October, MMinistry of Water And Energy - Federal Democratic Republic of Ethiopia Section - I, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYM BOL Ch. 2824 m Ch 2884 m Ch. 3025 m Ch. 3084 m Ch. 3164 m A 1 HYDRAULIC DATA Desi ned Dischar e 2~ 3 4 gg U/S Full Supply Level Canal Bed Width Full Supply Depth cumec C1 0.231 0231 0.231 0.231 0.231 m m m C2 C3 C4 1849241 0.700 0.450 1848 211 0.700 0.450 1847.141 0.700 0.450 5 6 Free Board U/S Canal Bed Level m m C5 C6 0.300 1848.791 0.300 1847.761 0.300 1846.691 1846.110 0.700 0.450 0.300 1845.660 1845.0/0 0.700 0.450 0.300 1844.620 7 D/S Full Supply Level m C7 1848.241 1847.211 1846.141 1845.110 1843.820 8 D/S Canal Bed Level m C8 1847.791 1846.761 1845.691 1844.660 1843.370 9 Height of Drop m C9 1.00 1.00 1.00 1.00 1.25 10 Original Ground Level m C10 1848.630 1847.990 1846.640 1845.670 1844.290 B HYDRAULIC DESIGN 1 Crest Level m F1 1848.941 1847.911 1846.841 1845.810 2 Throat Width (Bt) m F2 0.800 0.800 0.800 0.800 3 Top Width of Crest m F3 0.590 0.590 0.590 0.590 0.800 1844.770 0.660 4 Base Width of Crest m F4 1.165 1.165 1.165 1.165 1.360 5 Discharge Intensity,q cumec/ m F5 0.289 0.289 0.289 0.289 0.289 6 Critical Depth, de m F6 0.204 0.204 0.204 0.204 0.204 7 Depth of Cistern. X = dc/3 m F7 0.070 0.070 0.070 0.070 0 070 8 Cistern Level m F8 1847.721 1846.691 1845.621 1844.590 1843.300 9 Head Loss, Hl m F9 1.000 1.000 1.000 1.000 1.250 10 Length of Cistern m F10 2.74 2.74 2.74 2.74 3.06 11 Depth of U/S Curtain wall m F11 1.200 1.200 1.200 1.200 1.200 12 Depth of D/S Curtain wall m F12 1.500 1.500 1.500 1.500 1.500 13 Maximum static head, H m F13 1.150 1.150 1.150 1.150 1.400 14 Value of 1 / 7t x sqrt ( X) m F14 0.261 0.261 0.261 0.261 0.214 15 Value of a m F15 2.5 2.5 2.5 2.5 4 16 Total D/S floor Length m F16 3.750 3.750 3.750 3.750 6.000 17 D/S Floor beyond Cistern m F17 2.00 2.00 2.00 2.00 2.00 18 D/S floor length (Cistern) m F18 2.74 2.74 2.74 2.74 3.06 19 Top width of crest m F19 0.59 0.59 0 59 0.59 066 20 U/S floor length m F20 2.00 200 2.00 2.00 2.00 21 Total Floor Length including U/S m F21 7.329 7329 7.329 7.329 7.722 22 Pressure Variation at U/S (i) a-b/d 6.107 6.107 6.107 6.107 6.435 —® 2 X = (1 + V (1 + a ))/2 3.594 3.594 3.594 3.594 3.756 4>e = Cos ’((X - 2)/X) 35 35 35 35 35 (iv) ♦d=Cos’((X-1)/M 24 24 24 24 24 (v) 0ci = 100-fr 65 65 65 65 65 (vi) 0D1 100-^D = 76 76 76 76 76 (vii) Correction for floor thick at U/S % 4.60 4.60 4.60 4.60 4.47 (viii) ^ci (Corrected) = % 69.23 69 23 69.23 69.23 69.96 23 Pressure Variation at D/S (■) a = b/d 4.886 4.886 4 886 4.886 5.148 (••) X = (1 ♦ V (1 + <x ))/2 z 2.994 2.994 2.994 2.994 3 122 (iii) $e=Cos'((X-2)/A.) 39 39 39 39 38 (iv) »d= Cos'((X- 1)/X) 27 27 27 27 26 (V) Correction for floor thick at D/S % 4 4 4 4 4 (vi) (Corrected) = % 35 35 35 35 34 (v») Pressure Variation % 4.66 4.66 4.66 24 D/S Floor Thickness at end m 4.66 462 F22 0.500 0.500 0.500 25 D/S Floor Thickness upto Crest wall m 0.500 0.500 F23 0.600 0.600 0.600 0600 0.700 26 D/S Floor Thickness upto Crest wall foundation m F24 0.600 0.600 0.600 0.600 0.800 27 U/S Floor Thickness m F25 0.500 0.500 0.500 0.500 0.500 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC •149- Detail Design of Bale Gadula Irrigation & Drainage Project October. 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-I, Volume -/V Design of Structures on Canal and Drainage System UNIT cumec Ch. 3244 m 0.231 1843.780 Ch. 3365 m 0.231 1841.720 3 PARTICULARS HYDRAULIC DATA Designed Discharge U/S Full Supply Level Canal Bed Width Ch. 3304 m 0 231 1842.750 Ch. 3465 m 0.231 1840.670 0.700 0.700 0.700 0.700 Ch. 3525 m 0.231 1839.640 0.700 [ [ [ 4 Full Supply Depth 0.450 0.450 0.450 0.450 0.450 5 Free Board 6 ____U__/S__C_a_n_a_l_B_e_d_L_e_ve__l____ 0.300 1843.330 0.300 1842.300 0.300 1841.270 0.300 1840.220 7__ D/S Full Supply Level D/S Canal Bed Level 1842.780 1842.330 1841.750 1840.720 1840.270 1839.670 1839.220 0.300 1839.190 1838.640 1838.190 [ 1841.300 Height of Drop 1.00 1.00 1841.930 1.00 1.00 Original Ground Level 1842.900 1841.170 1639.940 1.00 1838.950 HYDRAULIC DESIGN Crest Level Throat Width (Btj 1843.480 0.800 1842.450 0800 1841.420 0.800 1840.370 0.800 1839.340 0.800 [ Top Width of Crest 0.590 0.590 0.590 Base Width of Crest 1.165 1.165 1.165 0.590 1.165 Discharge Intensity,q 0.289 0.289 0.289 Critical Depth, de 0.289 0.204 0.590 1.165 0.289 c 0.204 Depth of Cistern, X = dc/3 Cistern Level____________ 0.070 1842.260 1.000 0.204 0.070 1841.230 0.070 1840.200 0.204 0.070 0.204 0.070J Head Loss, Hl 1.000 1.000 Length of Cistern 2.74 2.74 2.74 1839.150 1.000 2.74 1838.120 1.000 2.74 Depth of U/S Curtain wall 1.200 Depth of D/S Curtain wall 1.500 1.500 Maximum static head, H 1.200 1.500 1.150 1,150 1.200 1.500 1.150 1.200 1.500 1.150 1.200 1.150 Value of 1 / yr x sqrt ( X) 0.261 0.261 0.261 0.261 0.261 Value of a 2.5 2.5 2.5 2.S 2.5 Total D/S floor Length 3.750 3.750 3.750 3.750 3.750 D/S Floor beyond Cistern D/S floor length (Cistern) Top width of crest U/S floor length_________ __ Total Floor Length including 7.329 7.329 7.329 7.329 7.329 U/S_____________________ Pressure Variation at U/S = b/d_______ ________ = (1 -t- +</))/2 4>e = Cos~'((A.-2)/l) »D=Cos~,((\-1)/X) 4>C1 ~ 1 OO^e___________ 4>P1 ~ 100-<t>D______ Correction for floor thick at U/S = 4>ci (Corrected) =________ Pressure Variation at D/S a = b/d________ X = (1 + V(1 +a)V2 4>e - Cos'\(a - 2)/X) ~ 4>p= Cos'^fX - 1)A) Correction for floor thick at D/S = (Corrected) = Pressure Variation________ D/S Floor Thickness at end D/S Floor Thickness upto Crest wall D/S Floor Thickness upto Crest wall foundation U/S Floor Thickness 6.107 3.594 6.107 6.107 3.594 6.107 3.594 3.594 6.107 3.594 35 24 69.23 69.23 69.23 69.23 69.23 4.886 2.994 4.886 2.994 4.886 2.994 4.886 2.994 4.886 2.994 0.500 0.600 0.500 0.600 asoo_ 0 600 0.500 0.600 0.500 0.600 0.600 0.600 0.600 0.600 0.600 0.500 0.500 0.500 0.500 WWDSE, Addis Ababa in Association with ICT Pvt Ltd. and ABCEPLC -150 Detail Design of Bale Gaduia Irrigation & Drainage Project October, 2011 1Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-1, Volume-IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYM BOL Ch. 3585 m Ch. 3625 m Ch. 3665 m Ch. 4505 m Ch. 4844 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 0.231 0.231 0231 2 U/S Full Supply Level m C2 1838.610 1837.590 1836.570 1834.901 3 Canal Bed Width m C3 0.700 0.700 0.700 0.231 0.231 1834.225 0.700 0.700 4 5 Full Supply Depth m C4 0.450 0.450 0.450 0.450 0.350 Free Board m C5 0.300 0.300 0.300 0.300 0.300 6 U/S Canal Bed Level m C6 1838.160 1837.140 1836.120 1834.451 1833.875 7 D/S Full Supply Level m C7 1837.610 1836.590 1835.320 1834.401 1832.975 fl D/S Canal Bed Level m C8 1837.160 1836.140 1834.870 1833.951 1832.625 I- 9 Height of Drop m C9 1.00 1.00 1.25 0.50 1.25 10 Original Ground Level m C10 1837.650 1836.620 1835.720 1834.640 1833.820 B HYDRAULIC DESIGN 1 Crest Level m F1 1838.310 1837 290 1836.270 1834.601 1834.025 2 Throat Width (Bt) m F2 0.800 0.800 0.800 0.800 1.500 3 Top Width of Crest m F3 0.590 0.590 0.660 0.450 0660 4 Base Width of Crest m F4 1.165 1.165 1.360 0.775 1.360 5 Discharge Intensity.q cumec/ m F5 0.289 0.289 0.289 0.289 0.154 6 Critical Depth, de m F6 0.204 0.204 0.204 0.204 0.134 7 Depth of Cistern. X = dc/3 m F7 0.070 0.070 0.070 0.070 0050 8 Cistern Level m F8 1837.090 1836.070 1834.800 1833881 1832.575 9 Head Loss. Hl m F9 1.000 1.000 1.250 0.500 1.250 10 Length of Cistern m F10 2.74 2.74 3.06 1.94 Z50 11 Depth of U/S Curtain wall m F11 1.200 1.200 1.200 1.200 1.200 12 Depth of D/S Curtain wall m F12 1.500 1.500 1.500 1.500 1.500 13 Maximum static head, H m F13 1.150 1.150 1.400 0.650 1.400 14 Value of 1 / n x sqrt ( A) m F14 0.261 0.261 0.214 0.462 0.214 15 Value of a m F15 2.5 2.5 4 0.05 4 16 Total D/S floor Length m F16 3.750 3.750 6.000 0.075 6.000 17 D/S Floor beyond Cistern m F17 2.00 2.00 2.00 2.00 ZOO 18 D/S floor length (Cistern) m F18 2.74 2.74 3.06 1.94 2.50 19 Top width of crest m F19 0.59 0.59 0.66 0.45 0.66 20 U/S floor length m F20 2.00 2.00 2.00 2.00 2.00 21 Total Floor Length including U/S m F21 7.329 7.329 7.722.. 6.386 7 160 22 Pressure Variation at U/S (i) a = b/d 6.107 6.107 6.435 5.322 5.967 («) 2 X = (1 +4(1 + a ))/2 3594 3.594 3.756 3.208 3.525 (iii) <,e = Cos''((X-2)/A.) 35 35 35 38 36 (iv) fc>= Cos '((X- 1)/X) 24 24 24 26 25 (v) 4>C1 10O-^E = 65 65 . 65 62 64 (vi) $D1 ~ 100-^D 76 76 76 74 75 (vii) Correction for floor thick at U/S= % 4.60 4.60 4.47 (viii) 4.95 4 66 ^ci (Corrected) = % 69.23 69.23 69.96 67.23 . 68 90 23 Pressure Variation at D/S (0 a = b/d 4.886 4.886 5.148 4.258 4.773 («) K = (1 «• V(1 + <x ))/2 z 2.994 2.994 3.122 2.687 2.938 (iii) t>E=Cos''((X-2)/X) 39 39 38 42 40 (iv) >o=Cos‘'((X-1)/X) 27 27 26 28 27 (V) Correction for floor thick at D/S= % 4 4 4 4 4 I (Vi) |>e (Corrected) = % 35 35 34 37 35 (vii) ’ressure Variation % 4.66 466 4.62 24 3/S Floor Thickness at end m 4.69 467 F22 0.500 0.500 25 [)/S Floor Thickness upto Crest Vvail 0.500 m F23 0500 0600 0.600 0.600 0.700 0.500 0.700 26 C)/S Floor Thickness upto Crest V/all foundation m F24 0.600 0.600 0.800 0 500 0.800 27 I IIS Floor Thickness m F25 0.500 0.500 0.500 0 500 0.500 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. andABCE PLC Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia PARTICULARS HYDRAULIC DATA DesignedDischarge^ U/S Full Supply Leve[ Canal Bed Width _ Full Supply Depth Free Board U/S Canal Bed Level D/S Full Supply Level 8 ~Td/S Canal Bed Level Section -1, Volume - IV Design of Structures on Canal and Drainage System Ch. 4884 m cumec 9 10 B_ 1 Height of Drop 0.231 1832.915 0.700 0.350 0.300 1832 565 1831.665 1831.315 1.25 Ch 4922 m 0.231 1831.608 0.700 0.350 0.300 1831.258 1830.358 1830008 1.25 Ch. 4965 m 0231 1830.295 0700 0.350 Original Ground Level 1832.100 1830.460 HYDRAULIC DESIGN, Crest Level Throat Width (Bt) 1831 408 1.500 Top Width of Crest Ch. 5025 m 0.231 1828.955 0.700 0.350 0.300 1828.605 1828.255 1827.905 0.70 — 188.530 1828.755 1.500 0.510 Base Width of Crest cumec/ 0.231 1827.805 0.700 0.350 0.300 1827.455 1826.805 1826.455 1.00 1827.490 1827.605 1.500 0.590 1165 0.154 Discharge Intensity,q 0.660 1.360 0.154 Critical Depth, de Depth of Cistern. X = dc/3 1832.715 1.502 0.660 JL360 0.154 0.134 0.050 0.134 0.050 Cistern Level 1831.265 1829.958 Head Loss. HL Length of Cistern Depth of U/S Curtain wall Depth of D/S Curtain wall Maximum static head. H Value of 1 / n x sqrt (X) Value of a Total D/S_floor Length D/S Floor beyond Cistern D/S floor length (Cistern) Top width of crest U/S floor length Total Floor Length including U/S________________ ___ Pressure Variationat_U/S_ a = b/d T X = (1 + (1 + g ))/2 te = Cos\(X - 2)/X) 1 4 >p=Cos ((X-1)/X) 0ci - 100-4*1 4>oi — 100~<t>o____ Correction for floor thick at U/S 4>ci (Corrected) = Pressure Variation at D/S a = b/d X = (1 +V(1 +a))/2 -------—^7/7—ovA\ " fc = Cos' ((X - 2)/X) »p=Cos' ((?.-1)/A.) Correction for floor thick at D/S 4>e (Corrected) = Pressure Variation D/S Floor Thickness at end D/S Floor Thickness upto Crest wall_______________________ D/S Floor Thickness upto Crest wall foundation U/S Floor Thickness WWDSE, Addis Ababa in Association with ICT Pvt Ltd. and ABCE PLC 1.250 2.50 1.200 1.500 1.400 0.214 4 6.000 1.250 2.50 1.200 1.500 1.400 0.214 0.300 1829.945 1829.045 1828 695 1 25 1829.590 1830.095 1.500 0.660 1.360 0.154 0.134 0.050 1828.645 1.250 2 50 1.200 1.500 1.400 4 6.000 0.214 __ 4 _ 6.000 0.66 2.00 7.160 5.967 0.935 0.154 0.134 0.050 1827.855 0.700 1.87 1.200— 1.500 0.850 0.353 0.05 0.075 0.134 0.050 1826.405 1.000 2.24 1.200 1.500 1 150 0.261 2.5 3.750 7 160 5.967 3.525 7.160 5.967 3.525 6.381 5.317 6.826 5.688 3.525 3.205 68.90 4.773 2.938 68.90 68.90 67.22 4.773 4.773 4.254 2.938 2.938 2.685 68.21 4.551 2.830 1 0.600 0.700 0.800 0600 0.700 0.800 0.500 0.500 0.600 0.700 0.800 0.500 0.500 _____ 0.500 0.500 0.500 0.500 0.600 0.600 0.500 Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-!, Volume-IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYM BOL Ch. 5385 m Ch. 5456 m Ch. 5505 m Ch. 5545 m Ch. 5585 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 0.231 0.231 0.231 0.231 0231 2 U/S Full Supply Level m C2 1826.715 1825.608 1824.285 1822.975 1821.665 3 Canal Bed Width m C3 0.700 0.700 0.700 0.700 0.700 4 Full Supply Depth m C4 0.350 0.350 0.350 0.350 0.350 5 Free Board m C5 0.300 0.300 0.300 0.300 0.300 6 U/S Canal Bed Level m C6 1826.365 1825.258 1823.935 1822.625 1821.315 7 D/S Full Supply Level m C7 1825.715 1824.358 1823.035 1821.725 1820.415 8 D/S Canal Bed Level m C8 1825.365 1824.008 1822.685 1821.375 1820 065 9 Height of Drop m C9 1.00 1.25 1.25 1.25 1.25 10 Original Ground Level m C10 1826.790 1825.670 1823.930 1822.480 1821.100 B HYDRAULIC DESIGN 1 Crest Level m F1 1826.515 1825.408 1824.085 1822.775 1821 465 2 Throat Width (Bt) m F2 1.500 1.500 1.500 1.500 1.500 3 Top Width of Crest m F3 0.590 0.660 0.660 0.660 0.660 4 Base Width of Crest m F4 1.165 1.360 1.360 1 360 1.360 5 Discharge Intensity,q cumec/ m F5 0.154 0.154 0.154 0.154 0.154 6 Critical Depth, de m F6 0.134 0.134 0.134 0.134 0.134 7 Depth of Cistern X = dc/3 m F7 0.050 0.050 0.050 0.050 0 050 8 Cistern Level m F8 1825.315 1823.958 1822.635 1821.325 1820.015 9 Head Loss. HL m F9 1.000 1.250 1.250 1.250 1.250 10 Length of Cistern m F10 2.24 2.50 2.50 2.50 250 11 Depth of U/S Curtain wall m F11 1.200 1.200 1 200 12 1.200 1.200 Depth of D/S Curtain wall m F12 1.500 1.500 1.500 13 1 500 Maximum static head. H 1.500 m F13 1.150 1.400 14 1.400 1.400 1.400 Value of 1 / n x sqrt ( X) m F14 0.261 0.214 0.214 15 0.214 0.214 Value of a m F15 2.5 4 4 16 Total D/S floor Length 4 4 m F16 3.750 17 6.000 D/S Floor beyond Cistem 6.000 m 6.000 F17 6.000 2 00 18 2.00 D/S floor length (Cistern) 2.00 2.00 m 2.00 F18 2.24 19 Top width of crest 2.50 2.50 m 2.50 F19 0.59 2 50 20 U/S floor length 0 66 0.66 m 0.66 F20 . 0 66 2.00 21 Total Floor Length including U/S 2.00 m 2.00 F21 2.00 6 826 . 2 00 22 Pressure Variation at U/S 7.160 7.160 7.160 . 7 160 . (i) a = b/d 5 688 5.967 00 5 967 2 X = (1 + V(1 +a ))/2 5.967 5.967 3 388 3.525 3.525 3 525 (Hi) |e=Cos’’((X-2)/X) 3 525 37 36 36 (iv) ♦d=Cos'’((X-1)/X) . 36 36 25 25 25 (V) lei 100-^E = 25 25 63 64 <t>Ql - 1 0Q-(y>P |ci (Corrected) = a = b/d ♦d=Cos'’((X-1)/X) Pressure Variation D/S Floor Thickness upto Crest wall D/S Floor Thickness upto Crest wall foundation 64 (vi) 64 64 75 75 75 75 75 (VII) Correction for floor thick at U/S % 4.78 4.66 4.66 4.66 4.66 (VIII) % 68.21 23 Pressure Variation at D/S 68.90 68.90 68 90 68 90 . (i) 4.551 z 4.773 (H) k = (1 + (1 + a ))/2 4.773 4.773 2.830 4 773 2.938 2.938 2 938 (III) *e=Cos’’((X-2)/X) 41 . 2 938 40 (iv) 40 40 28 . 40 27 (v) (vi) Correction for floor thick at D/S (Corrected) = 27 % % 27 4 os 27 4 4 4 4 (vii) % 24 4.69 D/S Floor Thickness at end 4.67 m F22 35 4.67 0.500 35 4 67 0.600 35 4 67 25 m F23 0.600 0.600 0 600 0.700 0 600 0.700 0.700 . 0.700 26 m F24 0.600 0.800 0.800 0.800 0.800 27 U/S Floor Thickness m F25 0.500 0.500 0.500 0500 0.500 WWDSE, Addis Ababa in Association with ICT PA. Ltd and ABCE PLC Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section - I, Volume - IV Design of Structures on Canal and Drainage System WWDSE, Addis Ababa in Association with ICT Pvt Ltd andABCEPLC -154- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section - I, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYM BOL Ch. 5864 m Ch 5925 m Ch. 5984 m Ch. 6045 m Ch. 6105 m A HYDRAULIC DATA 1 Desiqned Discharge cumec C1 0.231 0.231 0.231 0.231 0.231 2 U/S Full Supply Level m C2 1814.260 1812.905 1811.565 1810.475 1809.385 3 Canal Bed Width m C3 0.700 0.700 0.700 0.700 0.700 4 Full Supply Depth m C4 0.350 0.350 0.350 0.350 0.350 5 Free Board m C5 0.300 0.300 0.300 0.300 0.300 6 U/S Canal Bed Level m C6 1813 910 1812.555 1811.215 1810.125 1809.035 7 D/S Full Supply Level m C7 1813.010 1811.655 1810.565 1809.475 1808.385 8 D/S Canal Bed Level m C8 1812.660 1811.305 1810.215 1809.125 1808.035 9 Height of Drop m C9 1.25 1.25 1.00 1.00 1.00 10 Original Ground Level m C10 1813.700 1811.890 1811.270 1810.000 1808.590 B HYDRAULIC DESIGN 1 Crest Level m F1 1814.060 1812.705 1811.365 1810.275 1809.185 2 Throat Width (Bt) m F2 1.500 1.500 1.500 1.500 1.500 3 Top Width of Crest m F3 0.660 0.660 0.590 0.590 0.590 4 Base Width of Crest m F4 1.360 1.360 1.165 1.165 1.165 5 Discharge Intensity,q cumec/ m F5 0.154 0.154 0.154 0.154 0.154 6 Critical Depth, de m F6 0 134 0.134 0.134 0.134 0.134 7 Depth of Cistern, X = dc/3 m F7 0.050 0.050 0.050 0.050 0.050 8 Cistern Level m F8 1812.610 1811.255 1810.165 1809.075 1807 985 9 Head Loss, HL m F9 1.250 1.250 1.000 1.000 1.000 10 Length of Cistern m F10 2.50 2.50 2.24 2.24 2.24 11 Depth of U/S Curtain wall m F11 1.200 1.200 1.200 1.200 1.200 12 Depth of D/S Curtain wall m F12 1.500 1.500 1.500 1.500 1.500 13 Maximum static head, H m F13 1.400 1.400 1.150 1.150 1.150 14 Value of 1 / ji x sqrt ( X) m F14 0.214 0.214 0.261 0261 0.261 15 Value of a m F15 4 4 2.5 2.5 2.S 16 Total D/S floor Length m F16 6.000 6.000 3.750 3.750 3.750 17 D/S Floor beyond Cistern m F17 2.00 2.00 2.00 2.00 2.00 18 D/S floor length (Cistern) m F18 2.50 2.50 2.24 2.24 2.24 19 Top width of crest m F19 0.66 0.66 0.59 20 0.59 U/S floor length m 0.59 F20 2.00 2.00 2.00 2.00 21 Total Floor Length including U/S 2.00 m F21 7.160 7.160 6.826 6.826 6.826 22 Pressure Variation at U/S (i) a = b/d 5.967 5.967 5.688 5.688 5 688 (ii) X = (1 + '/(1 +a‘ ))/2 , — 3.525 3.525 3.388 3.388 3.388 (iii) = Cos’ ((X - 2)fli) , 36 36 37 37 37 (>V) 4>d= Cos'((X-1)/X) 25 25 25 25 25 M 4»ci s 100-4e 64 64 63 63 63 (vi) 4>pi 100-^p = 75 75 75 75 75 (vii) Correction for floor thick at U/S % 4.66 4.66 4.78 4.78 4.78 (viii) $ci (Corrected) = % 68.90 68.90 68.21 68.21 23 Pressure Variation at D/S 68.21 (i) a = b/d 4.773 4.773 4.551 4.551 4.551 (ii) 2 A. = (1 + W (1 * a ))/2 2.938 2.938 2.830 2.830 2.830 (iii) 4e=Cos’((X-2)/X) 40 40 41 41 41 (iv) »d=Cos'’((X-1)/M 27 27 28 28 28 (V) Correction for floor thick at D/S % 4 4 4 4 4 (vi) Qe (Corrected) = % 35 35 36 36 36 (vii) Pressure Variation % 4.67 4.67 4.69 24 D/S Floor Thickness at end m F22 4.69 0.600 4 69 0.600 0.500 25 D/S Floor Thickness upto Crest wall m F23 0.700 0 500 0 500 0.700 0.600 . 0.600 . 0.600 26 D/S Floor Thickness upto Crest wall foundation m F24 0.800 0.800 0.600 0.600 0.600 27 U/S Floor Thickness m F25 0.500 0.500 0.500 0.500 0.500 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC -755- Detail Design of Bale Gadula Irrigation <& Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia particulars HYDRAULIC DATA Designed Discharge U/S Full Supply Level Canal Bed Width Full Supply Depth Free Board U/S Canal Bed Level D/S Full Supply Level D/S Canal Bed Level Height of Drop Original Ground Level HYDRAULIC DESIGN Crest Level Throat Width (Bt) Top Width of Crest Base Width of Crest Discharge Intensity,q Critical Depth, de Depth of Cistem, X - dc/3 Cistern Level Head Loss, Hl Length of Cistern Depth of U/S Curtain wall Depth of D/S Curtain wall Maximum static head. H Value of 1 / n x sqrt ( X) Value of a Total D/S floor Length D/S Floor beyond Cistern D/S floor length (Cistern^ 19 Top width of crest 20 U/S floor length Total Floor Length including Section - /, Volume - IV Design of Structures on Canal and Drainage System Ch. Ch. Ch. 6144 m 6184 m 6244 m cumec 0.231 0.700 0.350 0.300 1807.975 1807.325 0.231 0.700 _____ 0.700 0,350 _ 0J50 0.231 1805.055 0.700 0.350 0.231 1803,995 0.700 0.350 0.300 1806.915 ’1806.265 0 300 1806,975 1805.915 1.00 1807.570 1808.125 1.500 1.00 1807.080 1807 065 1.500 0.300 1805.825 1805.175 1804.825 1.00 1805.940 1805.975 1.500 0.300 1804.705 1803.645 1804.055 1803.705 1.00 1804.810 1804.855 1.500 0.590 1.165 0.154 0.134 0.050 1803.655 1.000 1802.995 1802.645 1.00 1803.430 cumeo 0.590 1.165 0.154 0.134 0.050 1806.925 1.000 2.24 1,200 1.500 1.150 0.261 2.5 3.750 0.590 1.165 0.154 0.590 1.165 0.154 0.134 0.050 1805.865 1.000 2.24 1.200 1.500 1.150 0.261 2.5 3750 0.134 0.050 1804.775 1.000 2.24 1.200 1.500 1.150 _ 0.261 2.S 3.750 2.24 1.200 1.500 1.150 1803.795 1.500 0.590 1.165 0.154 0.134 0.050 1802.595 1.000 2.24 1.200 1.500 1.150 0.261 2.5 3.750 2.00_ 2.24 0.59 22 (0 JiO U/S Pressure Variation at U/S a = b/d ___ __ _ X = (1 * V(1 + oQ)/2 6.826 5.688 3.388 6.826 5.688 3.388 6.826 5688 3.388 0.261 2.5 3.750 2.00 2.24 0.59 6.826 5.688 3.388 2.00 2.00 6.826 5.688 3.388 (iii) 6E = Cos' ((X-2)/X) (iv) D T((X-1)/X) c = Cos’ 0C1 ~ 100-^E dpi - 100-60______________ Correction for floor thick at U/S= 0ci (Corrected) - 68.21 68.21 68.21 68.21 68.21 Pressure Variation at D/S u - b/d 4.551 4.551 4.551 4551 4.551 2.830 X = (1 + V(1 + a'))/2 2 830 2.830 2.830 2.830 6 E=Cos\(A-2)/>y~ $d=Co<Y(X-1)/X)______________ Correction for floor thick at D/S= 6e (Corrected) -_____________ Pressure Variation D/S Floor Thickness at end D/S Floor Thickness upto Crest 0.500 0.600 0.500 0.600 0.500 0.600 0.500 0.600 0.500 0.600 wall_______________________ D/S Floor Thickness upto Crest 0.600 0.600 0.600 0.600 0.600 wall foundation U/S Floor Thickness 0.500 0.500 0.500 0.500 0.500 WWDSE. Addis Ababa in Association with ICT Pvt. Ltd and ABCEPLC -156- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -I, Volume-IV Design of Structures on Canal and Drainage System PARTICULARS HYDRAULIC DATA Designed Discharge U/S Full Supply Level Canal Bed Width Full Supply Depth Free Board U/S Canal Bed Level D/S Full Supply Level D/S Canal Bed Level Height of Drop Oriqinal Ground Level KYDRAULIC DESIGN Crest Level Throat Width (Bt) Top Width of Crest Base Width of Crest Discharge Intensity.q Critical Depth, de Depth of Cistern. X = dc/3 Cistern Level Head Loss HL Length of Cistern Depth of U/S Curtain wall Depth of D/S Curtain wall Maximum static head, H Value of 1 / n x sqrt (X) Ch. Ch. Ch. Ch. 6405 m 6464 m 6505 m 6544 m cumec 0.231 1802.935 0.700 0.350 0.300 1802.585 1801.685 1801.335 1.25 1802.410 1802.735 1.500 0.660 1.360 0.154 0 134 0.050 1801.285 1.250 2.50 1.200 0.231 1801.595 0.700 0.350 0.300 1801.245 1800.595 1800.245 1.00 0.231 1800.535 0.700 0.350 0.300 1800.185 1799.535 1799.185 1.00 1800.970 1799.860 1801.395 1800 335 0.231 1799.475 0.700 0.350 0.300 1799.125 1798.475 1798.125 1.00 1798.760 1799.275 1 500 0 590 1.165 0.154 0.231 1798.413 0.700 0.350 0.300 1798.063 1797.913 1797.563 0.50 1797.810 1798.213 cumec/ 1.500 0.590 1.165 0.154 0.134 0.05CL 1800.195 1.000 1.500 0.590 1.165 0.154 1 500 0 450 0.775 0.154 0.134 0.134 0.134 0.050 0.050 0.050 1797513 0.500 1 58 1 200 1 500 1.400 0.214 2.24 1 200 1 500 1799.135 1.000 2.24 1.200 1.500 Value of a 4 Total D/S floor Length D/S Floor beyond Cistern D/S floor length (Cistern) Top width of crest U/S floor length Total Floor Length including U/S____________________ Pressure Variation at U/S a = b/d 1.150 0.261 2.5 3750 1.150 0.261 23 1798.075 1.000 Z24 1.200 1.500 1.150 0.261 2.5 6.000 3.750 3.750 1 500 0.650 0.462 0.05 0.075 7.160 6.826 6.826 6 826 6.031 5.967 5.688 3.525 3.388 5.688 3.388 5.688 3.388 3.062 (iv) ___ (y[ X = (1 + >l (1+0^2 $e=Cos' ((X-2)/X) 1 »D=Cos'<((X-1)/X) ~ 4>di - 100-fro________________ Correction for floor thick at U/S Oct (Corrected) =___________ Pressure Variation at D/S 63.90 68.21 68 21 6821 66.33 (i) (il) a = b/d _____ >. = (1+V(1 *7j)/2 »e = Cos'1((X-2)/X) ~ »o=Cos'l((A.-1)/X) Correction for floor thick at D/S (Corrected) = 4.773 4.551 2.938 2.830 4.551 2.830 4.551 2.830 4.021 2.572 Pressure Variation_______ D/S Floor Thickness at end D/S Floor Thickness upto Crest 0 600 wall_______________________ 0 700 0300 0.600 0.500 0600 4.69_ 0.500 0 500 0.600 0.500 D/S Floor Thickness upto Crest wall foundation 0.800 0.600 0 600 0.600 0 500 U/S Floor Thickness 0.500 0 500 0500 0 500 0.500 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd and ABCEPLC -157- Detail Design of Bale Gadula Irrigation 8 Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia PARTICULARS hydraulvcdata Designed Discharge---------- U/S Full Supply Level—_ _Canal Bed W[dth_ Full Supply Depth Free Board- U/S Canal Bed Level n/SFulj Supply Levej------------- D/S Canal Bed Level----------- Height of Drop --------- ---------- OriginalGround Level----------- ^HYDRAULIC DESIGN--------- Jrest Level Throat WidthjBt) Top Width of Crest jaseWidthof CresT Discharge Intensity.q Critical Depth de — Deptlof Cistern. X^dc/3 Cistern Level HeadLoss, Hl Length Of Cistern Depth of U/S Curtain wall Def th cf D/S Curtain wall Maximum_static heao H Value of 1 / n x sqrt ( X) Value of a Total D/S floor Length D/S Floor beyond Cistem D/S floor length (Cistern) Top width of crest 20 U/S floor length 21 Total Floor Length including . Section - I, Volume - IV Design of Structures on Canal and Drainage System Ch. 6624 m 0.231_ 1797.855 - 0.700 0.350 p300 1797.505 1796.605_ C8 T 1796.255' 1.25 1796.960, Ch. 6664m 0.231 Ch 6704 m 0.231 1796.545 | 1795.2351 _ 0-700 0350 0.300 J 796.195 1795.295 1794.94± _ ±25— 1795.910 0.700 0.350 ±300 J 1794_.885_ 1794235 1793.885 Ch. 6742m J.231 1794.179 0.700 0350 0.300 ' 1793 829 1793.179 1.00 . __ _ 1792.829_ 1.00 179±870 1793.860 1797.655 1796.345 1795.035 ' ±500 0660 0.590 cumec/ 1.500 0.660 ±360 0.154 1.500 1.360 0.154 1.165 0.154 1793.979 1.500 0.590 1.165 1 Ch. 6804 m 0.231 __ 1793.085 0.700 0.350___ OJOO___ 1792.735 1792.085 1791-735 1,00 1792.880 1792.885 1.500 0.590 6 i± A_ 0.154 1 0.154 0.134 0.134 0.134 I 0.13± 1796.205 1794.895 0--.0--5--0--0.050 0.134 0.050 1793.83 0.050 1792.779 0.050 1791.685 5 L250 1 250 1.000 1.000 2.24 2.50 1.200 JL500 2.50 1.200 1.500 -1.000 2.24 _1.200__ 1.500 t 2.24 1.200 1.500 ±200 1.500 1.400 0.214 4 1.400 0.214 4 _l.150 I ±±50 0.26± 2.5 0.261 1.150 0.261 2.5 6.000 Too 2.50 6.000 3.750 375OTT| 3.750 J. 00 2.00 ZOO 2.00 2.50 0.66 2.24 0.66 ~J59^ 2.24 0.59 2 00 2 00 2.00 7.160 2.00 7.160 2.24 0.59 2.00 6.826 6.826 6.826 5.688 22 JJ/S Pressure Variation at U/S 3.388 (0 a = b/d 5.967 3.525 5 967 5.688 3.525 3.388 5688 3.388 (ii) >.~= (1 + V (1 + g7))# i - = C— os L/n(\(X - 2)/X) =cos-7 (x - w - 100-^L- tfroi — 100-4>p_____ Correction for floor thick at U/S fci (Corrected) =__________ Pressure Variation at D/S a = b/d X = (1 4-^(1 + a±/2 6e = Cos' ((X - 2)/Xl 4,0-Cos'1 ((X - 1)/X) Correction for floor thick at D/S ^(Corrected) = Pressure Vari ati on D/S Floor Thickness at end D/S±loor Thickness upto Crest wall foundation U/S Floor Thickness 68.90 68.21 68.21 68.21 68.90 4.773 2.938 4.773 2.938 <551 2.830 4.551, 2.830 4.551 2.830 0.600 0.700 0.600 0.700 0.500 0 600 0500 I 0.600 0.500 0.600 wall D/S Floor Thickness upto Crest 0.800 0.600 0.600 0.600 0.800 0.500 0.500 0.500 0.500 0.500 WWDSE~ Addis Ababa in Association with ICT Pvt Ltd and ABCE PLC 158- Detail Design of Bale Gadula ^^^011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYM BOL Ch. 6865 m Ch. 6904 m Ch. 6944 m Ch. 6984 m Ch. 7044 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 0.231 0.231 0.231 0.231 0.231 2 U/S Full Supply Level m C2 1791.995 1790.685 1789.375 1788.065 1786.725 3 Canal Bed Width m C3 0.700 0.700 0.700 0.700 0.700 4 Full Supply Depth m C4 0.350 0.350 0.350 0.350 0.350 5 Free Board m C5 0.300 0.300 0.300 0.300 0.300 6 U/S Canal Bed Level m C6 1791.645 1790.335 1789.025 1787715 1786.375 7 D/S Full Supply Level m C7 1790745 1789.435 1788.125 1786.815 1785.475 8 D/S Canal 8ed Level m C8 1790.395 1789.085 1787.775 1786.465 1785.125 9 Height of Drop m C9 1.25 1.25 1.25 1.25 1.25 10 Original Ground Level m C10 1791.380 1790.060 1788.840 1787.970 1786.420 B HYDRAULIC DESIGN 1 Crest Level m F1 1791.795 1790.485 1789.175 1787.865 1786.525 2 Throat Width (Bt) m F2 1.500 1.500 1.500 1.500 1.500 3 Top Width of Crest m F3 0.660 0.660 4 0.660 0.660 0.660 Base Width of Crest m F4 1.360 1.360 1.360 1.360 1.360 5 Discharge Intensity,q cumec/ m F5 0.154 0.154 0.154 0.154 0.154 6 Critical Depth, de m F6 0.134 0.134 0.134 7 0.134 0.134 Depth of Cistern, X = dc/3 m F7 0.050 0.050 8 Cistern Level 0.050 0.050 0.050 m F8 1790.345 9 Head Loss, K 1789.035 1787 725 m 1786.415 1785075 F9 1.250 10 1.250 Length of Cistern 1.250 1.250 m 1.250 F10 2.50 2 50 11 Depth of U/S Curtain wall 2.50 m 2.50 F11 2.50 1 200 12 1.200 Depth of D/S Curtain wall 1.200 m 1.200 F12 1.200 1.500 13 1.500 Maximum static head. H 1.500 m 1.500 F13 1.500 14 1.400 1.400 Value of 1 / ^xsqrt( A.) 1.400 m F14 1.400 1 400 0.214 0.214 15 0.214 Value of a 0.214 m . 0.214 F15 4 4 16 Total D/S floor Length 4 m 4 4 F16 17 18 19 20 21 D/5 Floor beyond Cistern U/S floor length Total Floor Length including U/S 6.000 6.000 m 6.000 F17 6 000 D/S floor length (Cistern) 2.00 2.00 m 2.00 F18 . 2.00 6 000 2.50 2 00 Top width of crest 250 m 2.50 F19 2.50 0.66 m 0.66 F20 0.66 2.00 0 66 . 0 66 2 50 2.00 m F21 2.00 7.160 . 2.00 7.160 2 00 22 Pressure Variation at U/S 7 160 7.160 . 7 160 . (i) a - b/d ------ - -----m------ 77-------------------- 5.967 5.967 5.967 5.967 5.967 (f) *.= (1 + 7(1 + a))/2 3.525 3.525 3.525 (III) ♦e = Cos'((X-2)/X) 3.525 36 3.525 36 $o=Cos’((X-1)/X) 36 36 (IV) 25 36 25 25 25 (V) fci = 100-Qi 64 25 64 64 64 (VI) $oi - 100-do 75 64 75 75 75 (VII) Correction for floor thick at U/S % 4.66 75 4.66 4.66 4.66 4.66 (VIII) $ci (Corrected) = % 68.90 68.90 23 Pressure Variation at D/S 68.90 68 90 68 90 (0 a = b/d ------------- 7------- 7-- ~------------------ 4.773 4.773 4.773 4.773 4 773 (if) X = (1 + 7(1 + a ))/2 2.938 2.938 2.938 ♦e = Cos’((\ - 2)/X) 2.938 40 2 938 (III) 40 40 40 40 (IV) ♦o=Cos-'((X-1)/X) 27 27 27 27 27 (V) Correction for floor thick at D/S % 4 4 4 4 4 (VI) (Corrected) = % 35 35 (vii) Pressure Variation % 35 35 4.67 35 4.67 24 D/S Floor Thickness at end m F22 4.67 0.600 4 67 0.600 4 67 25 D/S Floor Thickness upto Crest wall m F23 0.600 0.700 0 600 0.700 0 600 0.700 . 0.700 0700 26 D/S Floor Thickness upto Crest wall foundation m F24 0.800 0.800 0.800 0.800 0.800 27 U/S Floor Thickness m F25 0.500 0.500 0.500 0.500 ~ 0“500“~ WWDSE, Addis Ababa in Association with -159- ICT Pvt. Ltd. and ABCE PLC Detail Design of dale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia PARTICULARS- HYDRAULIC DATA Designed Discharge— _ U/S Full Supply Level Canal Bed Width Full Supply Depth ______ Free Board. U/S Canal Bed Level D/S Full Supply Level D/S Canal Bed Level Height of Drop Original Ground Level HYDRAULIC DESIGN Crest Level Throat Width (Bt) Top Width of Crest Base Width of Crest Discharge Intensity.q 6 -Critical Depth, de 7 Depth of Cistern. X = dc/3 Cistern Level Head Loss, Hj. Length of Cistem Depth of U/S Curtain wall Depth of D/S Curtain wall Maximum static head. H Value of 1 / 7t x sqrl ( X) Value ofa Total D/S floor Length D/S Floor beyona Cistern D/S floor length ^Cistern) Top width of crest U/S floor length Total Floor Length including U/S Pressure Variation at U/S Section -1, Volume - IV Design of Structures on Canal and Drainage System UNIT cumec Ch. Ch. Ch. Ch. 7084 m 7125 m 7185 m 7224 m 0.231 1785.415 0.231 0.231__ 1784.105 ' 1780.955 0.700 0.350 0.300 0.700 0.231 1782.515 0.700 0.700 0.350 6.300 1785.065 1784.165 1783.815 1.25 1783.755 1782.605 1782.255 0.350 0.300 1780.605 1779.455 1779.105 1.50 1780.140 F1 1785.020 1785.215 1.50 1783.630 0.350 0.300 1782.165 1781.015 1780.665 1.50 1781.600 m m cumec/ 1783.905 1762.315 1780.755 1779.195 F2 F3 F4 F5 1.500 0.660 1.360 1.500 1.500 1 500 1.500 _ 0710 0.710 0.710 0,710 1.535 1.535 0.154 0.154 1.535 0.154 1.535 0.154 0.154 0,134 0.050_ 1783.765 0.134 0.050 1777.495 1.250 0.134 0.050 1782.205 1.500 0.134 0.050 1780.615 1.500 0,134 0,050 1779.055 1.500 2.50 2.74 1.200 274 2.74 1.200 1.200 1.200 1.500 1.500 Z74_ 1.200 1.500 1.400 1.500 1.500 1.650 1.650 1.650 1.500 1.650 0.182 5.5 8.250 0.182 s.5_ 8.250 0.182 5.5 0.182 5.5 8.250 8.250 - 0.71 2.00 7.160 7.449 7.449 7.449 7.449 6.207 6.207 a = b/d ____ 5.967 3.525 6.207 3.644 6.207 3.644 3.644 >, = (1 4-^(1 fg))/2 3.644 (iv) (v) (vi) LYiiL Oci - 100-4>e Odi = 100-4> _____ p Correction for floor thick at U/S = 69.46 69.46 69.46 (viii) $ci (Corrected) -_____ 68.90 69.46 23 Pressure Variation ait D/S a = b/d 4.773 X = (1+V(1+g;))/2 4.966 3.033 4.966 4.966 2.938 3.033 3.033 4.966 3.033 »e = Cos-’((X-2)/X) »d=Cos',((X.-1)/X) Correction for floor thick at D/S = (Corrected) = ____________ Pressure Variation D/S Floor Thickness at end D/S Floor Thickness upto Crest 0.600 0.700 0.600 0.800 0.600 0.800 0.600 0.800 0.600 0 800 wall _______________ _______ D/S Floor Thickness upto Crest 0.800 0.900 0.900 0 900 0.900 wall foundation U/S Floor Thickness 0.500 0.500 0.500 0.500 0.500 WWDSE, Addis Ababa in Association with ICT Pvt Ltd. and ABCE PLC -100- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System PARTICULA RS UNIT Ch. Ch. Ch. __hydraulic data 7344 m 7364 m 7404 m Ch. 7444m Designed Discharge ■ U/S Full Supply Level 0.231 0.231 1774.745 0.231 i 0.2 31 Canal Bed Width Full Supply Depth 1777.835 0.700 0.700 1773.185 0.700 Free Board 0.350 0.350 0.300 1774,395 1773.245 1772.895 0.350 0 300 1771.625 0.700 0.350 6 7 8 9 U/S Canal Bed Level D/S Full Supply Level D/S Canal Bed Level Height of Drop 0.300 1777.485 1772 835 1776.335 1775.985 1771 685 — 1771,335 IP__ Original Ground Level 1.50 1777,210 1.50 1775.430 1.50 1774.520 1 50 hydraulic design 1722.700 0.300 1771.275 1770.125 1769.775 1.50 1770.940 Crest Level Throat Width (Bt) Top Width of Crest Base Width of Crest 1777.635 1.500 0.710 1776.075 1.500 1774.545 1772.985 1.500 0.710 1.500 0.740 1.535 0.154 1771.425 1.500 0.710 1.535 1.535 0.710 Discharge Intensity,q cumec/ 0.154 0.154 1-535 0.154 1 535 0 154 Critical Depth, de Depth of Cistern. X =dc/3 0.134 0.050 0.134 0.050 0.134 0.050 0.134 0.134 Cistern Level 1775 935 1774.375 1.500 0.050 1771.285 0.050 Head Loss, HL 1.500 1772.845 1.500 1769.725 length of Cistern 2.74 Z74 ’.500 2.74 1 500 Depth of U/$ Curtain wall_ Depth of D/S Curtain wall 1 200 Maximum static head H Value of 1 / - x sen . i 1.500 1.650 2.74 1.200 1.500 1.650 0.182 5.5 8.250 1.200 1.500 1.200 1.500 1.650 2.74 1.200 1.500 0 182 1.650 1.650 Value of g 5.5 8.250 0.182 5.5 C.182 Total D/S floor Length 5.5 D/S Floor beyond Cistern 2.00 2.00 8J>50 2.00 8.250 0J82 5.5 8.250 IJ/SJIoor length (Cistern) Top width of crest 274 U/S floor length 1 _ °iZ _ Total Floor Length including U/S 7 449 2.00 Pressure Variation at U/S 7.449 7 449 7.449 7 449 a = b/d 2 X = (1 + >f(1 ♦g ))/2 6.207_ 3.644 6.207 3.644 6 207 6.207 6.207 3.644 3.644 3.644 0p = Cos' ((>. - 1)/X) = 100-$e 0oi ~ 1OO-0Q__________ Correction for floor thick at U?S = 0c 1 f Corrected) = Pressure Variation at D/S 69.46 69.46 69.46 69.46 69.46 a - b/d X = (1 + >/(1 + a ))/2 z 4.966 4.966 3.033 4.966 3033 4.966 »e=Cos'((X-2)/>.) 3.033 3.033 4.966 3.033 »d= Cos'((X - 1)/X)_________ Correction for floor thick at D/S = 0e (Corrected) = Pressure Variation D/S Floor Thickness at end 4.65 D/S Floor Thickness upto Crest 0.600 wall_________ 0 800 0.600 0.800 0.600 0.800 0.600 0 600 0.800 0 800 D/S Floor Thickness upto Crest" wall foundation 0.900 0.900 0 900 0.900 0 900 U/S Floor Thickness 0.500 0.500 0 500 0.500 0 500 WWDSE. Addis Ababa in Association with ICT Pvt Ltd. and ABCE PLC * Detail Design of Bale Gadula Irrigation & Drainage Projoct 6 October. 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section - I, Volume - IV Design of Structures on Canal and Drainage System WWDSE, Addis Ababa in Association with ICT Pvt Ltd and A3CE PLC 162- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section - 1, Volume - IV Design of Structures on Canal and Drainage System ANNEXURE 6.14 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-15 SN PARTICULARS UNIT SYM BOL Ch. 2125 m A HYDRAULIC DATA ’1 2 Designed Discharge cumec Cl 0.080 U/S Full Supply Level m C2 3 Canal Bed Width m C3 0.500 4 Full Supply Depth m C4 0.350 5 Free Board m C5 6 U/S Canal Bed Level m C6 7 D/S Full Supply Level m C7 1835.460 0.300 1835.110 1834.960 8 D/S Canal Bed Level m C8 1834.610 9 Height of Drop m C9 0.50 10 Oriqinal Ground Level m C10 1835.050 B HYDRAULIC DESIGN 1 Crest Level m Fl 1835.260 2 Throat Width (Bl) m F2 0.500 3 Top Width of Crest m F3 0.450 4 Base Width of Crest m F4 0.775 5 Discharge Intensity.q cumec/m F5 0.160 6 Critical Depth de m F6 0.138 7 Deoth of Cistern. X = dc/3 m F7 0.050 8 Cistern Level m F8 1834.560 9 Head Loss, K m F9 0.500 10 Length of Cistern m F10 1 58 11 Depth of U/S Curtain wall m F11 1.200 I 12 Depth of D/S Curtain wall m F12 1.500 13 Maximum static head. H m F13 0650 14 Value of 1 / - x sqrt ( /.) m F14 0.462 15 Value of« m F15 0.05 16 Total D/S floor Length m F16 0.075 17 D/S Floor beyond Cistern m F17 2.00 18 D/S floor length (Cistern) m F18 1 1.58 19 Top width of crest m F19 0.45 20 U/S floor length m F20 2.00 21 Total Floor Length including U/S m F21 6.031 22 Pressure Variation at U/S (i) ci = b/d 5.026 (») X = (1 ♦ V(1 + a ))/2 z 3.062 (iii) de = Cos ’((X - 2)/X) 39 (iv) «o=Cos'((X-lj/X) 26 (V) 6ci 1 00-<£e = 61 (vi) $di = 100-|o 74 IviiL Correction for floor thick at U/S = % 5.10 (viii) 9ci (Corrected) = % 66.38 23 Pressure Variation at D/S (i) a = b/d 4 021 (ii) X = (1 + V (1 ♦ a’))/2 2.572 ... ♦e=Cos'((Jl-2)/X) 43 (iv) $D= COS*’((>.- 29 (v) Correction for floor thick at D/S = % 5 (Vi) 4>e (Corrected) = % 38 Lvi'L Pressure Variation % 4.66 24 D/S Floor Thickness at end m F22 0500 25 D/S Floor Thickness upto Crest wall m F23 0.500 26 D/S Floor Thickness upto Crest wall foundation m F24 0 500 27 U/S Floor Thickness m F25 0.500 WWDSE Addis Ababa in Association with ICT Pvt Ltd and A3CE PLC -163 Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Wa.’jr And Energy - Federal Democratic Republic of Ethiopia Section-I, Volume-IV Design of Structures on Canal and Drainage System ANIMtzAUKE O. 10 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SCJ8 PARTICULARS SYMB OL Ch. 160 m Ch. 260 m HYDRAULIC DATA Designed Discharge cumec C1 0.060 U/S Full Supply Level 1801.195 0.400 0.060 1800.355 0.400 Canal Bed Width 0060 1801799 0.400 0.250 __ 0.250 0.250 Full Supply Depth 0.250_____ 0.250 _ ____ 0 250 Free Board 1801.549 1800.945 I 1800.105 U/S Canal Bed Levej_______ 1801.289 1801.039 0.51 1801.830 1800.445 1799.605 H D/S Full Supply LeveL 1800J95 '~1799355~~. _ D/S g Heig Canal Bed Level _________ 0.75 __ 0.75 ht of Drop_________ _____ 1800.840 1799.910 10 Original GroundLevel_ B HYDRAULIC DESIGN F1 1801 .699 1 Crest Level 1 100 1799.433 1,100 2_ 3___ . Throat Width (Bt) 1801.095 1.100 0.530 1800.255 1.100 0.530__ 0.450 __ ___________ Base Width of Crest Top Width of Crest 0.450 0.780 Dischar e Intensit g y,q cumec/ 0.055 0,980 0.055 0.980 0.055 0.775 0.055 5 6 7. 8 9 CriticalDegth._dc_ 0.067 0.030 _______ 0.067 0.030 0.067 0.067 Depth of Cistern, X « dc/3 1801.0 09 J_1 800.165 0.030 J799.325_ 0.750 __ 0-030 1798.753 Cistern_Levei Head Loss. H. F9 I 0J510 0.750 0.500 10 11 Length of Cistern 1.13 1.37 1.200 1.37 1.12 1.200 Depth of UZS Cu.-ta.r ■ wall 1.200 1 500 1.500 0.900 cnyj 1.500 12 ____ __________________ • —« ii 13 ~|~M Depth of D/S Curtain wall 0.660 0.455 1200 1.500 0.900 0.650 aximum static headTH 0,333 0.05 0.071 0.462 Value of 1 / - x sgrt [ 1 0.05 0.05 0.075 2.00 0.05 Valueof a 0 075 0.075 Total D/S floor Length 2.00 D/S Floor be ond Cistern y 1.37 "I 1-3L 2.00 1.12 D/S floor length (Cistern^ 0.53 ---------- 1 0.53 p To wjdth of crest IpO U/S floor le- th Total Floor Length including U/S Pressure Variation at U/S a = b/d X = (1 + V(1 ■*- a' n/2 6e = Cos~’((?.-2)/X) ^o=Cos~\(a-1W 4»ci = 100-I 4>di - 10O-^p________ .________ Correction for floor thick at LVS = 5.579 Z00 5.899 0.45 2.00_ 5.899 5 568 4.649 2.878 4.916 3.008 4916 3.008 4.640 2.873 5.32 (vii) 66.04 66 04 65.15 (viii) 4>ci (Corrected) = Pressure Variation at D/S 3.933 3712 g = b/d _________ x=ci + »e = Cos'1((X-2)/>.) 3.933 2.529 2 529 _________ 65.18 3.719 2.426 "" 2.422 »D=Cos'’((X-1)/X) - Correction for floor thick at D/S s 4>e (Corrected) = Pressure Variation D/S Floor Thickness at end D/S Floor Thickness upto Crest 0.500 0.500 0.500 0.500 oipo 0.500 0.500 0.500 wall ______________ _______ D/S Floor Thickness upto Crest 0.500 0 500 0.500 0.500 wall foundation U/S Floor Thickness WWDSE, Addis Ababa in Association with ICT Pvt Ltd and ABCE PLC >500 0.500 0.500 0.500 -164- Detail Design of Bale Gadula Irrigation & Drainage Project October. 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-I, Volume-IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYM BOL Ch. 420 m Ch. 500 m Ch. 580 m A HYDRAULIC DATA 1 Designed Discharqe cumec C1 0.060 2 U/S Full Supply Level m C2 1798.962 3 Canal Bed Width m C3 0 400 0 400 4 Full Supply Depth m C4 0.250 0.250 5 Free Board m C5 0.250 0.250 6 I U/S Canal Bed Level m C6 1798.712 0.060 0.060 1798 390 1797.568 0.400__ 0 250 0.250 1797.318 1797.640 1796 818 1798.140 7 D/S Full Supply Level m C7 1798.462 8 D/S Canal Bed Level m C8 1798.212 1797.390 1796 568 9 Height of Drop m C9 0.50 0.75 0.75 10 Original Ground Level m C10 1798.520 1797.820 1796.810 B HYDRAULIC DESIGN 1 Crest Level m F1 1798.862 1798.290 1797.468 2 Throat Width (Bt> m F2 1.100 1.100 1.100 3 Top Width of Crest m F3 0.450 0 530 0.530 4 Base Width of Crest m F4 0.775 0 980 0.980 5 Discharge Intensity.q cumec/ m F5 0055 0.055 0.055 6 Critical Depth, de m F6 0.067 0.067 0.067 7 Depth of Cistern, X = dc/3 m F7 0.030 0.030 0.030 8 Cistern Level m F8 1798.182 1797.360 1796.538 9 Head Loss HL m F9 0.500 0.750 0.750 10 Length of Cistern m F10 1.12 1.37 1.37 11 Deoth of U/S Curtain wall m F11 1.200 1.200 1 200 12 i Decth of D/S Curtain wall m F12 1.500 1.500 1.500 13 | Maximum static head. H m F13 0.650 0.900 0.900 14 Value of 1 / h x sqrt ( X ) m F14 0.462 0.333 0.333 15 Value of a m F15 0.05 0.05 0.05 16 Total D/S floor Length m F16 0.075 0.075 0.075 17 D/S Floor beyond Cistern m F17 2.00 2.00 2.00 18 D/S floor length (Cistern) m F18 1.12 1.37 1.37 19 Top width of crest m F19 0.45 0.53 0.53 20 U/S floor length m F20 2.00 2.00 2.00 21 Total Floor Length including U/S m F21 5.568 5.899 5.899 22 Pressure Variation at U/S (•) a = b/d 4.640 4.916 4.916 (ii) J X = (1 +V(1 + a ))/2 2.873 3.008 3.008 (iii) ♦e = Cos’’((X-2)/X) 40 39 39 (iv) lo=Cos’’((X- 1)/X) 27 27 27 (v) = 100-pe 60 61 61 (vi) 4 >oi - 100-<f>o 73 73 73 Correction for floor thick at U/S = % 5.32 5.16 5.16 (viii) 4>ci (Corrected) = % 65.15 66.04 Pressure Variation at D/S 66.04 a = b/d 3.712 3.933 3 933 (H) | 2 X = (1 + V (1 + a ))/2 2.422 2.529 2.529 (iii) |g = Cos"'((X - 2)/X) 44 43 43 (iv) |o = Cos’((X -1 )/X) 30 29 29 (V) Correction for floor thick at D/S = % 5 5 (vi) <>E (Corrected) = % 5 40 39 39 (vii) Pressure Variation % 4.58 24 D/S Floor Thickness at end 4.64 m F22 4.64 0.500 25 D/S Floor Thickness upto Crest wall m 0.500 F23 0 500 0.500 0.500 . 0 500 26 D/S Floor Thickness upto Crest wall foundation m F24 0.500 0.500 0.500 27 U/S Floor Thickness m F25 0.500 0.500 0.500 WWDSE. Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC •165- Dotail Design of Bale Gadula Irrigation & Drainage Project October. 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-I, Volume -IV Design of Structures on Canal and Drainage System ANNEXUKt 6.16 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-21 r r t r [ n D r [ [ [ r ! WWDSE, Addis Ababa in Association with ICT Pvt Ltd and ABCE PLC -166- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011 r 1Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section — I, Volume -IV Design of Structures on Canal and Drainage System ANNEXURE6.17 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-22 SN PARTICULARS UNIT SYM BOL Ch. 1380 m Ch. 1420 m Ch. 1480 m Ch. 1540 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 0.184 0.184 0.184 0.184 2 U/S Full Supply Level m C2 1747.315 1746.791 1745.243 3 Canal Bed Width m C3 0 700 0.700 0.700 4 Full Supply pppth m C4 0.400 0.350 0.350 0.350 5 Free Board m C5 0.300 0.300 0.3C0 6 U/S Canal Bed Level m C6 1746.915 1746.441 1744.893 _________ 1743.695 0.700 0.300 1743.345 7 D/S Full Supply Level m C7 1746.805 1745.291 1743.743 1742.695 8 D/S Canal Bed Level m C8 1746.405 1744.941 1743.393 1742.345 9 Height of Drop m C9 0.51 1.50 1.50 1.00 10 Original Ground Level m C10 1747.160 1746.360 1744.310 1742.760 B HYDRAULIC DESIGN 1 Crest Level m F1 1747 065 1746.591 1745.043 1743.495 2 Throat Width (Bt) m F2 0.800 1.200 1.200 1.200 3 Top Width of Crest m F3 0 450 0.710 0.710 0.590 4 Base Width of Crest m F4 0 780 1 535 1.535 1.165 5 Discharge Intensity.q cumec/m F5 0 230 0.153 0.153 0.153 6 Critical Depth, de m F6 0.175 0.134 0.134 0.134 7 Depth of Cistern. X = dc/3 m F7 0.060 0.050 0.050 0.050 8 Cistern Level m F8 1746.345 1744.891 1743.343 1742.295 9 Head Loss. H( m F9 0 510 1.500 1.500 1 000 10 Lencth of Cistern m F10 1.79 2.74 2.74 2.24 Depth of U/S Curtain wall m F11 1.200 1.200 1.200 1.200 12 Depth of D/S Curtain wall m F12 1 500 1.500 1.500 1.500 13 Maximum static head. H m F13 0.660 1.650 1.650 1.150 14 Value of 1 / n x sqrt ( A.) m F14 0 455 0 182 0.182 0.261 15 Value of a m F15 0.05 5.5 5.5 2.5 16 Total D/S floor Length m F16 0.075 8.250 8.250 3.750 17 D/S Floor beyond Cistern m F17 2.00 2.00 2.00 2.00 18 D/S floor length 'Cistern) m F19 1.79 2.74 2.74 2.24 19 Top width of crest m F19 0.45 0.71 0.71 0.59 20 U/S floor length m F20 2.00 2.00 2.00 2.00 21 Total Floor Length including U/S m r F21 6.235 7.449 7.449 22 Pressure Variation at U/S 6.826 (i) a = b/d 5.196 6 207 6.207 5.688 (ii) X = (1 + \'(1 ♦ a‘))/2 3.146 3.644 3.644 3.388 (in) = Cos’ ((X - 2)/X) 38 35 35 37 (iv) 0 =Cos'((X- 1)/X) u 26 24 24 25 (V) 4>ci = 100-$E 62 65 65 (Vi) 63 <frpi 100-4>p = 74 76 Correction for floor thick at U/S = 76 Jyii) % 75 5.01 4.56 4.56 (viii) 4>ci (Corrected) = % 4 78 6688 69 46 69.46 23 Pressure Variation at D/S . 68.21 (■) a = b/d 4.157 4.966 4.966 (ii) X = (1 + V (1 +a ))/2 z 4.551 2.638 3.033 3033 (iii) ♦e = Cos’’((X-2)/X) 2.830 42 39 39 41 (iv) »D = Cos '((X - 1)/X) 29 27 27 28 iy> Correction for floor thick at D/S = % 5 4 4 (vi) 4>e (Corrected) = % 4 38 35 35 36 fYilL Pressure Variation % 4.68 24 D/S Floor Thickness at end 4.65 m F22 4 65 4 69 0.500 D/S Floor Thickness upto Crest wall 0.600 25 m . 0.600 F23 0.500 0 500 0.800 0.800 . 0 600 26 D/S Floor Thickness upto Crest wall foundation m F24 0.500 0.900 0.900 0.600 27 U/S Floor Thickness m F25 0.500 0.500 0.500 "“0.500 IVWDSE. Addis Ababa in Association with ICT Pvt Ltd and ABCE PLC -167- Detail Design of Bale Gadula irrigation £ Drainage Project October. 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section — 1, Volume - IV Design of Structures on Canal and Drainage System ANNEXURE 6.18 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-23 PARTICULARS Ch. 740 m Ch. 1080 m I Ch. 1160 m Ch. 1280m | HYDRAULIC DATA Designed Discharge cumec 0.090 U/S Full Supply Level 0.090 1739.589 1737.710 Canal Bed Width 0.400 Full Supply Depth Free Board__________ U/S Canal Bed Level D/S Full Supply Level D/S Canal Bed Level 0.300 0.300 1737.410 1736.710 1736.410 Height of Drop Original Ground Level 0.400 0.300 0,300 1739.289 1739.339 1739.039 0.25 1739.460 0.090 1740.100 0.400 0,300 0.300 1739.800 1739.600 1739.300 0.50 1739.100 0.090 1738.544 0.400 0.300 0.300 1738.244 1737.794 1737.494 0.75 1738.250 1.00 1737.190 HYDRAULIC DESIGN Crest Level Throat Width (Bt)_ 1739.439 0.900 1738.394 0.900 1737.560 0.900 Top_Width of Crest 0.350 1739.950 0.900 0.450 4 5 Base Widtn of Crest 0.550 0.775 0.100 0.590 1.165 Discharge Intensity.q cumec/ 0 100 0.530 0,980 0.100 0.100 6 Critical Depth, de 7 Depth of Cistern. X = dc/3 Cistern Level Head Loss. Hi Length of Cistem Depth of U/S Curtain wall Depth of D/S Curtain wall Maximum static head. 11 Value of 1 /Ji x sqrt(>.J Value of a Total D/S floor Length D/S Floor beyond Cistern D/S floor length (Cistern) Top width of crest U/S floor length Total Floor Length including U/S 0 101_ 0.040 ! 738.999 0.250 0.97 1 200 1.500 0.400 0.101 0.040 1739.260 0.500 1.37 1.200 1.500 0.101 0.040 1737.454 0.101 0.750 1.68 1.200 0.040 1736.370 1.000 1.94 1.200 0.650 1462 0.05 0.075 1.500 0.900 0.750 0.05 0.075 0.333 1.500 1.150 0.261 0.05 0.075 2.00 2.5 3.750 2.00 1.68 1.94 5.318 5.819 6.207 6 526 1 2.772 2.976 3.134 1 g = _______ _____________ Z X = (1 + V (1 + a ))/2 » = Cos’((X-2)/X) e »d=Cos' ((X-1)/X) 0C1 - 1OO-0L Pressure Variation at U/S b/d 4 432 4.849 5.173 5.439 3.265 0Q1 ~ 1OO-0D______________ Correction for floor thick at U/S = 0c 1 (Corrected) = Pressure Variation at D/S a = b/d ______ S X = (1 + V (1 + a ))/2 »e=Cos'’((X-2)/X) <|>d= Cos'^jx-1)/X) Correction for floor thick at D/S = (Corrected) = Pressure Variation D/S Floor Thickness at end D/S Floor Thickness upto Crest wall D/S Floor Thickness upto Crest wall foundation U/S Floor Thickness 3.545 2.342 65.83 3.880 2.503 66.81 4.138 2.629 67.56 4.351 2.732 0.500 0.500 0500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.600 0.600 0.500 0.500 0.500 0.500 WWDSE. Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC -168- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-!. Volume-IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYM BOL Ch. 1400 m Ch. 1480 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 0.090 0.090 2 U/S Full Supply Level m C2 1736.625 1735.563 3 Canal Bed Width m C3 0400 0.400 4 Full Supply Depth m C4 0.300 0.300 5 Free Board m C5 0 300 0.300 6 U/S Canal Bed Level m C6 1736.325 1735.263 7 D/S Full Supply Level m C7 1735.625 1735.313 8 D/S Canal Bed Level m C8 1735.325 1735.013 9 Height of Drop m C9 1.00 0.25 10 Original Ground Level m C10 1735.970 1735.070 B HYDRAULIC DESIGN 1 Crest Level m F1 1736.475 1735.413 2 Throat Width ( Bt) m F2 0.900 0.900 3 Top Width of Crest m F3 0.590 0.350 4 Base Widtn of Crest m F4 1.165 0.550 5 Discharge Intensity.q cumec/ m F5 0.100 0.100 6 Critical Depth, de m F6 0.101 0.101 7 Depth of Cistern. X = dc/3 m F7 0.040 0.040 8 Cistern Level m F8 1735.285 1734973 9 Head Loss. Hl m F9 1.000 0.250 10 Length of Cistern m F10 1.94 0.97 11 Depth of U/S Curtain wall m F11 1.200 1.200 12 Depth of D/S Curtain wall — m F12 1.500 1 500 13 Maximum static head. H m F13 1.150 0.400 14 Value of 1 / - x sqrt (>.) m F14 0.261 0.750 15 Value of a m F15 2.5 0.05 16 Total D/S floor Length m F16 3.750 0.075 17 D/S Floor beyond Cistern m F17 2.00 2.00 18 D/S floor length (Cistern) m F18 1.94 0.97 19 Top width of crest m F19 0.59 0.35 20 U/S floor length m F20 2.00 2.00 21 Total Floor Length including U/S m F21 6.526 5.318 22 Pressure Variation at U/S (i) a = b/d 5.439 4.432 (ii) X»(1 + V(1 ♦ a ))/2 x 3.265 2.772 (iii) <te=Cos’((X-2)/X.) 37 41 (iv) $o=Cos (p. - 1)/X) 26 28 (V) $C1 100-^t = 63 59 (vi) $01 100-<i>D = 74 72 (vti) Correction for floor thick at U/S = % 4.89 5 46 (viii) $ci (Corrected) = % 67.56 64.44 23 Pressure Variation at D/S (i) a = b/d 4.351 3.545 (ii) X. = (1 + V (1 + a:))/2 2.732 2.342 (Hi) $ E=Cos’((X-2)/k) 41 45 (iv) ♦o=Cos'((X-1)/X) 28 31 (V Correction for floor thick at D/S = % 4 5 (vi 4>e (Corrected) = % 37 40 (vii Pressure Variation % 4.69 4.52 24 D/S Floor Thickness at end m F22 0.500 0.500 25 D/S Floor Thickness upto Crest wall m F23 0.600 0.500 26 D/S Floor Thickness upto Crest wall foundation m F24 0.600 0500 27 U/S Floor Thickness m F25 0.500 0 500 WWDSE. Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -169- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011 .-\Ministry of Water And Energy - Fedora! Democratic Republic of Ethiopia Section - I, Volume - IV Design of Structures on Canal and Drainage System ANNEXURE 6.19 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-24 SN PARTICULARS UNIT SYM BOL Ch. 80 m A HYDRAULIC DATA 1 Desianed Discharge cumec C1 0.110 2 U/S Full Supply Level m C2 1725.389 3 Canal Bed Width m C3 0.500 4 Full Supply Depth m C4 0.300 5 Free Board m C5 0.300 6 U/S Canal Bed Level m C6 1725.089 7 D/S Full Supply Level m C7 1723.889 8 D/S Canal Bed Level m C8 1723.589 9 Height of Drop m C9 1.50 10 Original Ground Level m C10 1724.480 B HYDRAULIC DESIGN 1 Crest Level m F1 1725.239 2 Throat Width (Bt) m F2 1.100 3 Top Width of Crest m F3 0.710 4 Base Width of Crest m F4 1.535 5 Discharge Intensity,q cumec /m F5 0.100 6 Critical Depth de m F6 0.101 7 Depth of Cistern X = dc/3 m F7 0.040 8 Cistern Level m F8 1723.549 9 Head Loss. H. m F9 1.500 10 I Length of Cistern m F10 2.37 11 Depth of U/S Curtain wall m F11 1.200 12 I Depth of D/S Curtain wall m F12 1.500 13 Maximum static head H m F13 1.650 14 Value of 1 / n x sqrt ( X) m F14 0.182 15 Value of a m F15 5.5 16 Total D/S floor Length m F16 8.250 17 D/S Floor beyond Cistern m F17 2.00 18 D/S floor length (Cistern) m F18 2.37 19 Top width of crest m F19 0.71 20 U/S floor lenoth m F20 2.00 21 Total Floor Length including U/S m F21 7.082 22 Pressure Variation at U/S (i) a = b/d 5.901 00 z. = (1 + x'(1 *a ))/2 ! 3.493 (Hi) ♦e = Cos’((>.-2)/X) 36 (iv) $o=Cos’((7. - 1)/X) 25 (v) 4*c i = 1 oo-e-t 64 (vi) 4>di = 100-4.D 75 (viQ Correction for floor thick at U/S = % 468 (viii) 0ci (Corrected) = % 68.74 23 Pressure Variation at D/S (0 a = b/d 4.721 (il) X = (1 + < (1 + a ))/2 z 2.913 (iii) = Cos’’((X - 2)/X) 40 (iv) «o = Cos’((X- 1)/X) 27 ______ (Vi) Correction for floor thick at D/S = % 4 4*e (Corrected) = % 36 (vii) Pressure Variation % 4.67 24 D/S Floor Thickness at end m F22 0.600 25 D/S Floor Thickness upto Crest wall m F23 0.800 26 D/S Floor Thickness upto Crest wall foundation m F24 0.900 27 U/S Floor Thickness m F25 0.500 WWDSE Addis Ababa in Association with ICT Pvt Ltd and ABCE PLC -170- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section - I, Volume - IV Design of Structures on Canal and Drainage System ANNEXURE 6.20 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-25 SN PARTICULARS UNIT SYM BOL Ch. 1080 m Ch. 1180 m Ch. 1260 m Ch. 1340m Ch. 1440 m A HYDRAULIC DATA 1 Desired Discharge cumec C1 0.131 0.131 0.131 0.131 _ _0_131__ 2 U/S Ful. Supply Level m C2 1715 104 1713.404 1711.744 1710.083 3 4 Canal Bed Width m C3 0.500 0.500 0.500 0.500 0.500 Full Supply Depth m C4 0.250 0.250 0.250 0.250 0.250 5 Free Board m C5 0.300 0.300 0.300 0.300 1708.383 0.300 6 U/S Canal Bed Level m C6 1714.854 1713.154 1711.494 1709.833 1708.133 7 D/S Full Supply Level m C7 1713.604 1711.904 1710.244 1708.583 8 D/S Canal Bed Level m C8 1713.354 1711.654 1709.994 1708.333 1706.883 1706.633 9 Height of Drop m C9 1.50 1.50 1.50 1.50 1.50 10 Original Ground Level m C10 1714.970 1713.140 1711.620 1710.110 1708.370 B HYDRAULIC DESIGN 1 Crest Level m F1 1714.954 1713.254 1711.594 1709.933 1708.233 2 Throat Width (Bt) m F2 1 300 1.300 1.300 1.300 1.300 3 Top Width of Crest m F3 0.700 0.700 0.700 0.700 0.700 4 Base Width of Crest m F4 1.500 1.500 1.500 1.500 1.500 5 Discharge Intensity.q cumec/ m F5 0.101 0.101 0.101 0.101 0.101 6 Critical Depth, de m F6 0.101 0.101 0.101 0.101 0.101 7 Depth of Cistern. X = dc/3 m F7 0.040 0.040 0.040 0.040 0.040 8 Cistern Level m F8 1713.314 1711.614 1709.954 1708.293 1706.593 9 Head Loss. H-_ m F9 1.500 1.500 1.500 1.500 1.500 10 Length of Cistern m F10 2.37 2.37 2.37 2.37 2.37 11 Depth of U/S Curtain wall m F11 1.200 1.200 1.200 1.200 1.200 12 Depth of D/S Curtain wall m F12 1.500 1.500 1.500 1.500 1 500 13 Maximum static head, H m F13 1.600 1.600 1 600 1.600 1 SOO 14 Value of 1 / n x sqrt ( X) m F14 0.188 0.188 0.188 0.188 0.188 15 Value of u m F15 5.5 5.5 5.5 5.5 Total D/S floor Length 5.5 16 17 m F16 8.250 8 250 8.250 D/S Floor beyond Cistern 8.250 m 8.250 F17 2.00 2.00 2.00 2.00 18 D/S floor length(Cistern) m 2.00 F18 2.37 2.37 2.37 2.37 19 Top width of crest m F19 2.37 0.70 0.70 20 21 U/S floor length 0.70 m 0.70 F20 0.70 2.00 Total Floor Length including U/S 2.00 2.00 m 2.00 F21 2 00 7.072 7.072 22 Pressure Variation at U/S 7.072 7.072 7072 (i) a = b/d 5.893 5.893 5.893 5.893 5.893“ (ii) 2 A = (1 + ■) (1 + a ))/2 3.489 3.489 3.489 3.489 te = Cos''((A - 2)/A) 3.489 (Hi) 36 36 36 36 (iv) »d°Cos''((A-1)/A) 36 25 25 25 25 25 (V) <|>ci - 100’4e 64 64 64 64 (vi) <froi = 1Q0-4d 64 75 75 75 75 (Vii) Correction for floor thick at U/S = % 4.69 75 4.69 (viii) $ci (Corrected) = % 4.69 68.72 4.69 68.72 23 Pressure Variation at D/S 68.72 . 68.72 4 69 68.72 (I) a - b/d 4.714 4.714 4.714 4.714 4.714 (ii) ^(1^(Ha'))>2 2.910 2.910 2.910 2 910 (iii) 1 ^>e=Cos' ((X - 2)/X) 40 40 (iv) ^p=Cos',((X-1)/X) . 40 2 910 40 27 40 27 27 27 27 1YL Correction for floor thick at D/S = % 4 4 4 4 (vi) (Corrected) - % 36 4 36 36 (vii) % 36 4.68 36 4.68 24 m F22 4.68 0.600 4 68 4 68 0.600 25 Pressure Variation D/S Floor Thickness at end D/S Floor Thickness upto Crest wall D/S Floor Thickness upto Crest wall foundation m F23 0.800 0.600 . 0 600 0.800 0 600 0.800 . 0.800 0 800 26 m F24 0.900 0.900 0.900 0.900 0.900 27 U/S Floor Thickness m F25 0.500 0.500 6.500 ” 0.500 0 500 WWDSE. Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC Detail Design of Bale Gadula Irrigation & Drainage Project October. 2011Ministry' of Water And Energy - Federal Democratic Republic of Ethiopia Section - /, Volume - IV Design of Structures on Canal and Drainage System PARTICULARS Ch. Ch. Ch. Ch. Ch 1500 m 1560 m 1680 m 1760 m 1860 m HYDRAULIC DATA DesignedDischarge cumec 0.131 1706763 0.131 1705.143 0 131 0.131 _0 131 U/S Full Supply Level 1703.403 1701.743 1700.042 0 500 0.500 " 0.500 0.500 0.500 Canal Bed Width 0.250 U/S Canal Bed Level 0.250 0.300 1704,893 1703.643 0.250 0.300 0,250 0.250 Full Supply Depth 0,300 1706.513 1705.263 1705.013 1.50 1706.970 0.300 0.300 _ Free Board 1703.153 1701.903 1701.653 1.50 1703.280 1701.493 1699 792 D/S Full Supply Level D/S Canal Bed Level Height of Drop 1699.680 10 [ Original Ground Level 1703.393 1.50 1705.220 1700.243 1699.993 JL50__ 1701.340 1698.542 1698.292 1.50 B hydraulicdesign 1 CrestJ-evel 2 Throat Width (Bl) 1704.993 1.300 1703.253 1.300 1701.593 1.300 1699.892 1.300 3 Top Width of Crest 0.700 4 Base Width of Cres£ 1706.613 1.300 0700 1.500 5 Discharge Intensity,q cumec/ 0.101 1.500 0.101 0.700 1.500 0.101 0.700 0.700 1.500 1.500_ 0.101 0.101 0.101 0.040 1704.973 1.500 0.101 0 101 0.101 0.101 Critical Depth, de Depth of Cistern, X = dc/3 0.040 1703.353 1.500 0.040 1701.613 1.500 0.040 1699.953 1.500 0.040 Cistern Level 1698.252 1.500 Head Loss. Hi Length of Cistern Z37. 2.37 2.37 2.37 Depth of U/S Curtain wall 1.200 1.200 1.200 1.500 1.200 Depth of D'S Curtain wall 1 500 1.500 Maximum static head. H 1 600 1.600 1.600 0 188 0.188 1.500 1.600 0.188 Value of 1 / ~ x sqrt ( Z ) 0.188 Value of a 5.5 5.5 Totai D/S floor Length 8 250 8.250 5.5 8.250 D/S Floor be.ond Cistern D/S floor length (Cistern) Top width of crest U/S floor length Total Floor Length including U/S Pressure Variation at U/S u = b/d X = (1 + <(1 +o))l2 fr-=Cos‘((X-2)/X) dp = Cos',((X-1)/X) $di = 100-4»o_______________ Correction for floor thick at U/S = 4ci (Corrected) -________ Pressure Variation at D/S ct - b/d ______ ________ , = (1^(1 +<?))/2 »e=Cos'1((X-2)/X) » D=Cos'\(X-1)/X) Correction for floor thick at D/S = 5.5 8.250 2.00 2.37 7.072 7.072 7.072 7.072 7.072 5893 5.893 5.893 3 489 3.489 57393 3.489 3.489 5.893 3.489 68.72 68.72 68.72 68.72 68.72 4.714 2.910 4.714 2.910 4.714 4 714 4.714 2.910 2.910 2.910 __ (vi) _Je (Corrected) = (V»0 Pressure Variation_______ 24 D/S Floor Thickness at end 0.600 0.600 0.600 D/S Floor Thickness upto Crest 0.800 0.800 0.800 0.600 0.800 0.600 0.800 wall___________________ __ D/S Floor Thickness upto Crest 0.900 0.900 0.900 0.900 0.900 wall foundation ________ U/S Floor Thickness 0.500 0.500 0.500 0.500 0.500 WWDSE, Addis Ababa in Association with ICT Pvt Ltd andABCE^LC -172- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System PARTICULARS HYDRAULIC DATA Ch. 1940 m Ch. 2040 m Ch 2220 m Ch. 2440 m Ch 2500 m | . Designed Discharge __ U/S Full Supply Level cumec 0.131 0.131 Canal Bed Width 0.131 1698.382 0.131 1696.682 1693 883 Full Supply Depth 0.500 0.500 1692.063 0 500 0.500 Free Board 0.250 0.250 0.131 1695,324 0.500 0.250 0.250 U/S Canal Bed Level 0.300 ’ 0.300 D/S Full Supply Level 0.300 1698.132 1693 633 D/S Canal Bed Level 1696.882 Height of Drop 1696.632 1.50 0.300 1696.432 1695.682 1695.432 0.250 3.300 1695.074 1694.324 1694.074 1.00 1694.500 1692.383 1692.133 1.50 1591.813 1690.563 1.00 1690.313 _ Original Ground Level 1.50 HYDRAULIC DESIGN 1698.120 J696.390 1693.110 1691.250 Crest Level Throat WidthjBt) Top Width of Crest 1698.232 1.300 1695.174 1.300 Base Width of Crest Discharge Intensity.q 0.700 1.500 cumec/ 1696.532 1.300 0.580 1.130 1693.733 1.300 1691.913 1.300 0.580 0 700 1.130 0.101 0.700 1.500 1.500 0.101 0 101 0.101 0.101 Critical Depth, de Depth of Cistern, X = dc/3 0.101 0.101 Cistern Level 0.040 0.101 0.040 0.101 0.101 Head Loss. Hi 1696 592 0.040 0.040 1.500 1695.392 1.000 0.040 1694.034 1.000 ¥692.093 1690.273 ------ Length of Cistern____ Depth of U/S Curtain wall 1.94 2.37 Depth of D/S Curtain wall 2.37 1.200 1.500 " 1.500 Maximum static head. H 1.500 1.200 1.500 1.94 1.200 1.500 2.37 1.200 1 200 1.600 1.500 1.500 Vaue_of 1 / - x sqrt < < ) 1.100 Value of a 0.273 Total D/S floor Length 0.188 5.5 8.250 1.100 0.273 1 D/S Floor beyond Cistern 3.000 2 3.000 1.600 0.188 5.5 L600 0.183 5.5 8.250 8.250 D/S floor length (Cistern) Top width of crest U/S floor length Total Floor Length including U/S 7.072 6.516 6.516 7 072 7 072 Pressure Vanation at U/S u = b/d 2 ;. = (1 + V(1 + <x i>/2 5,893 3.489 5.430 5.430 5.893 5.893 »e=Cos'\p.-2)/>.) 3 261 3.261 3.489 3.489 »d=Cos'((X- 1)/X)__________ Oct = 1OO-0E_____________ 4>oi = 100’Qp_____________ Correction for floor thick at U/S Oci (Corrected) =________ PressureVariation at D/S 68.72 67.53 67 53 68.72 68 72 a = b/d 4.714 >. = (1+^(1 + a ))/2 ; 4.344 4.344 2.910 4.714 s »e Cos'((>.-2)/X) 2.729 2.729 2.910 4.714 2.910 to= Cos'’((>. - 1)/X) Correction for floor thick at D/S (vi) I frc (Corrected) = lvii}_ Pressure Variation 24 D/S Floor Thickness at end D/S Floor Thickness upto Crest wall_ D/S Floor Thickness upto Crest .vailjoundation U/S Floor Thickness 0.600 0.800 0.900 0.500 6.500’ 0.600 0.500 0.500 0.600 0600 0.800 0.600 0.800 0.900 0900 IVWDSE Addis Ababa in Association with ICT Pvt Ltd and ABCE PLC 0.500 0 500 0 500 0.500 0 500 Detail Design of Bale Gadula Irrigation & Drainage Project October. 2011Ministry of Water And Energy - Section-I, Volume -IV Federal Democratic Republic of Ethiopia PosfQ'i of Structures on Canal and Drainage System r PARTICULARS HYDRAULIC DATA Designed Discharge U/SJFylJ Supply Leve Canal Bed Width Full Supply Depth Free Board U/S Canai Bed Level D/S Full Supply Level D/S Cana' Bed Level Height of Drop Oriainal Ground Levei HYDRAULIC DESIGN Crest Level Throat Width ;Bt) Top Width of Crest Base Width of Crest Discharge Intensity q Critical Depth de Depth, of Cistern X_^ Cistern Level Htaa Loss H. Length of Cistern □ectr i2 Depth of D.S Curtain wall ' 3 Maxirr^r stat : read H 14 j Value of i “ x sort 15 iValue of a Ch 2700 m Ch. 2857 m 0 131 1687047 0.500 0.250 0.300 1686.797 1685.547 1665.297 1,50 1686 360 Ch. 2940 m I Ch 2980 m 0.131 1688 703 0.500 0 250 0.300 1688.453 1687.203 1686.953 1.50 1687.830 1688 553 1300 0.700 1.500 0 101 0.101 0.131 1685 382 O50C O250_ 0.300 1685.132 1684.382 1684.132 0 131 1684 302 0.500 0.250 O 300 1684 052 1683.552 1683.302 r [ cumec/ 1690 213 1 300 0.700 1 500 0.101 0 101 0 040 1688.573 1 500 2 37^ 1 200 1.500 0 040 1686.913 1.500 2.37 1 200 1.500 1686 897 1.300 0.700 1.500 0.101 0.101 0.040 _ 1685.257 1.500 2.37 1.00 1684.690 1685.232 1.300 0.580 1.130 0 101 0.101 0 040 1684.092 1.000 1.94 I 16 t Total D/S floor Length D.S Floor oe cnc Cistern ? * 500 0.188 5.5 8.250 1.600 0.188 5.5 8 250 1.200 1.500 1 600 0 188 5.5 8.250 1 200 1.500 1.100 0.273 2 3.000 0.75 1683 910 1684,152 1.300 0.510 _ 0 935 0.101 0.101 0.040 1683.262 0.750 1,68 1 200 1.500 0.850 0.353 0.05 0.075 2.00 18 u-S ficor lengm (Cistern/_________ Top width of crest U/S floor length Total F.oc' Len :tn including U/S 7 072 7.072 6.516 2.00 6.187 Pressure Variation at U/S a = b/d 5.893 5 893 5.893 5.430 /. = (1 + \ (1 + a‘))/2 3.489 3 489 3.489 3.261 ^.156 3.126 $e = Cos’’((a - 2)/>.) $o= Cos’’((L- 1)/X) = 1 00-Ol: 0D> - 1 OO-0D Correction for floor thick at U/S = <>ci (Corrected) = 68 72 68.72 68.72 67.53 5.03 66.76 Pressure Variation at D/S b/a 4 714 4 714 4.714 4.344 4 125 (1 f \ (1 + u‘))/2 2 910 2.910 2.910 2.729 2.622 ❖e = Cos’((X- 2)//.) $d= Cos ’((>. - 1)/>.) Correction for floor thick at D/S = (vi) $e (Corrected) = (viQ 24 25 Pressure Variation 4.68 D/S Floor ThicknessLa£end 0 600 0.600 D/S Floor thickness upto Crest 0 800 0 800 0.600 0.800 0.500 0.500 4.67 0.500 0.500 wall 26 D/S Floor Thickness upto Crest 0.900 0 900 0.900 0.600 0 500 wall foundation 27 U/S Floor Thickness 0 500 0 500 0 500 0.500 0.500 WWDSE. Addis Ababa in Association with ICT Pvt Ltd and ABCE PLC -174’ Detail Design of Bale Gadula Irrigation & Drainage Project October. 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYMB OL Ch. 3040 m Ch 3149 m Ch. 3220 m A 1 HYDRAULIC DATA Desianed Discharae cumec C1 0.131 0J31 0.131 2 U/S Full Supply Level m C2 1683.432 1681.714 1680.572 3 Canal Bed Width m C3 0.500 0.500 0.500 4 Full Supply Depth m C4 0.250 0.250 0.250 5 Free Board m C5 0.300 0.300 0.300 6 U/S Canal Bed Level m C6 1683.182 1681.464 1680.322 7 D/S Full Supply Level m C7 1681.932 1680.714 1679.572 8 D/S Canal Bed Level m C8 1681.682 1680.464 1679.322 9 Height of Drop m C9 1.50 1.00 1.00 10 Oriainal Ground Level m C10 1682.770 1681.140 1680 170 B HYDRAULIC DESIGN 1 Crest Level m F1 1683.282 1681.564 1680.422 2 Throat Width (Bt) m F2 1.300 1.300 1.300 3 Tod Width of Crest m F3 0.700 0.580 0 580 4 Base Width of Crest m F4 1.500 1.130 1 130 5 Discharge Intensity q cumec/ m F5 0.101 0.101 0.101 6 Critical Depth, de m F6 0.101 0.101 0.101 7 Depth of Cistern. X = dc/3 m F7 0.040 0.040 0.040 8 Cistern Level m F8 1681.642 1680.424 1679.282 9 Heaa Loss. HL m F9 1.500 1.000 1.000 10 Length of Cistern m F10 2.37 1.94 1.94 11 Deoth of U/S Curtain wall m F11 1.200 1.200 1.200 . -2 ! Depth of D;S Curtain wall m F12 1.500 1.500 1 500 13 Maximum static head, H m F13 1.600 1.100 1.100 14 Value of 1 / n x sqrt (?.' m F14 0.188 0.273 0.273 15 Value of a m F15 5.5 2 2 16 Total D/S floor Length m F16 8.250 3.000 3.000 17 D/S Floor beyond Cistern m F17 2.00 2.00 2.00 18 D/S floor length ( Cistern) m F18 2.37 1.94 1.94 19 Tod width of crest m F19 0.70 0.58 0.58 20 U/S floor length m F20 2.00 2.00 2.00 21 Total Floor Length including U/S m F21 7.072 6.516 6.516 22 Pressure Variation at U/S (•) u = b/d 5.893 5.430 5.430 («i) 2 /. = (1 + \'(1 +a ))/2 3489 3.261 3.261 (iii) = Cos '((X- 2)7X) 36 37 37 (IV) 0 =Cos’((X-1)/M o 25 26 26 (V) Oct = 1 00-($>e 64 63 63 (vi) 4>di ~ 100-^>o 75 74 74 fvii) Correction for floor thick at U/S = % 4.69 4.90 4.90 (viii) $ci (Corrected) = % 68.72 67.53 67.53 23 Pressure Variation at D/S (i) a = b/d 4.714 4.344 4.344 (ii) X = (1 + V (1 +7?))/2 2 910 2.729 2.729 (»») <j> = Cos’((>. - 2)/X) e 40 41 41 («v) $ D=Cos''((X- 1)/X) 27 28 28 (v) Correction for floor thick at D/S = % 4 4 4 (Vi) (Corrected) = % 36 37 37 Pressure Variation % 4.68 4 69 4.69 D/S Floor Thickness at end m F22 0.600 0.500 0 500 25 D/S Floor Thickness upto Crest wall m F23 0.800 0.500 0.500 26 D/S Floor Thickness upto Crest wall foundation m F24 0.900 0.600 0600 27“ U'S Floor Thickness m F25 0 500 0.500 0.500 WWDSE Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC -175- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011 IS’ ITMinistry of Water And Energy - Federal Democratic Republic of Ethiopia Section - I, Volume - IV Design of Structures on Canal and Drainage System ANNEXURE 6.21 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-26 particulars Ch. 350 m Ch. 380 m Ch. 1420 m Ch. 1500 m Ch 1580m ^HYDRAULIC DATA ’ Designed Discharge cumec 0.131 0.131 1686.514 I______ 0.131 U/S Full Supply Level 1687.542 1684.753 0.131 1681.273 Canal Bed Width 0.500 0.350 0.500 6.350 0.500 0.131 1683,013 0,500 0 500 Full Supply Depth 0.250 JL250 Free Board 0.300 0.300 1*86.164 1685.764 1685.414 0.300 1684.503 1683.253 1683.003 0.300 U/S Cana' Eed Level 1687.192 1686.542 1681 023 D/S Full Supply Level 1679.523 D/S Canal Bed Level 1686.192 _1.00___ 1679.273 Height of Drop Ordinal Grcund L evel 1686 970 JL75 1685.910 1.50 _ 0.250 0.300 1682.763 1681.513 1681.263’ 1.50 1.75 1683.840 1683.100 1680.120 HYDRAULIC DESIGN Crest Level 1687.342 1686.314 Throat Width (Bt) 0.800 0.590 1.165 1684.603 1.300 0.700 1.500 1682.863 1.300 To: Width of Crest 0.700 Base Width o[ Crest 1.500 1681.123 j.300 0.750 1.675 Discharge Intensity,q cumec/ 0.164 0.800 0.530 CL980 0.164 0.101 0 101 0.101 Critical Depth, de Depth of Cistern X = dc/3 0,140 0.050 0.140 0.050 1685.364 0.101 0.040 1682.963 0.10l_ 0.040 Cistern Level 1686.142 1681 223 1.500 0.101 0.040 1679.233 1.750 WWDSE, Addis Ababa m Association with ICT Pvt Ltd andABCEPLC -176- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System WWDSE, Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC Detail Design of Bale Gadula Irrigation & Drainage Project October. 2011Ministry of Water And Energy ■ Federal Democratic Republic of Ethiopia. particulars HYDRAULIC DATA Designed Discharge U/S Full Supply Level _Canal Bed Width Full Supps. Depth Free Board U/S Canal Bed Level D/S Full Suopl.' Level D/S Canal Bed Level Height of Drop Original Ground Level J4YDRAULIC DESIGN Crest Level _ Throat Width (Bt) Top Width of Crest Base Wiatn of Crest Discharge Intensity^ Section - I, Volume - IV Design of Structures on Canal and Drainage System UNIT cumec Ch. 2100 m 0131 1668.712 0.500 0.250 0.300 Ch. 2180 m 0.131 1666.720 0.500 0.250 0.300 _ Ch. 2280 m 0.500 0.250 0.300 1662.401 ____ 0.131 1660.991 0.500 0.250 0.300 1668.462 1666.470 0.131 1664.850 0.500 0.250 0.300 1664.600 r r [ 1666.962_ 1666.712 1.75 1664.970 1664.720 1.75 1662.850 1661.151 1667.510 1665.890 F1 1 1668.562 1666.570 1660.901 150 1661.930 1662.501 1.300 0.700 1.500 0.101 [ r 12 12 L300 0.750 1.675 0.101 1J300 0.750 1.675 0.101 1662.600 2.00 1664.220' 1664.700 1.300 0.800 1.850 0.101 1660.741 1659.241 1658.991 1_J5 1660.250 1660.841 1.300 0.750 2-675 0.101 Critical Depth, de 0.101 0.101 0.040 1666.672 0.040 0.101 0.040 o.wi 0.101 Depth of Cistern. X Cistern Level 1.750 2.56 1.200 1.500 1.850 1664.680 1.750 2.56 1662.560 2.000 0.040 1658.951 1.750 Head_Loss. Hl_ 2.74 0.040 1660.861 1.500 2.37 2.56 Length of Cistern Decth of U S Curtain 1.200 T50£ 1.850 1.200 1.500 1.200 1.500 Dec tn of D/S Currain w a ■ 1.600 Maximum static head. H Value of 1 n x sert r Value of a Total D/S floor Length 0J62 6.5 9.750 0.162 6.5 9.750 2.100 0.143 0.188 5.5 J.200 1.500 1.850 0.162 8 12.000 8250 6.S 9.750 2.00 D/S Floor beyond Cistern D'S floor length (Cistern Top width of crest U/S floor length Total Floor Length inducing U S 7312 7.312 7.539 7.072 2.00 7.312 Pressure Variation at U/S d;o 2 <1 < (1 ■*- a ))/2 6.093 3.587 6.093 6.282 0.893 3.587 3.681 3.489 6.093 3.587 4>ci = 100-6t = 100-gp _____ Correction for floor thicK at U/S 6 ci (Corrected) = 69 20 69.20 69.63 68.72 69.20 Pressure Variation at D/S a = b/d______________ 4.874 4.874 5.026 4.714 m < (1 2 988 2.988 3.062 2.910 4.874 2.988 Cos'((X - 2)/Z) Correction for floor thick at D/S <>e (Corrected) = Pressure Variation D/S Floor Thickness at end 0 700 0 700 D/S Floor Thickness upto Crest 0 900 0 900 0.800 1.000 0.600 0.800 0.700 0.900 wall D/S Floor Thickness upto Crest 1 000 1 000 1.100 0.900 1 000 wall foundation U/S Floor Thickness 0 500 0 500 0.500 0.500 0 500 WWDSE Addis Ababa tn Association with ICT Pvt Ltd. andABCE PLC -178- Dotail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section - I, Volume -IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYM BOL Ch 2360 m Ch 2520 m Ch 2580 m Ch. 2620 m Ch. 2820 m | A HYDRAULIC DATA 1 Designed Discharge cumec C1 0.131 0.131 0.131 2 U/S Full Supply Level m C2 1659 081 1656 941 1655.452 0131 1654.042 3 Canal Bed Width m C3 0.500 0 500 0.500 0.500 0.131 1651 992 0 500 4 Full Suoply Depth m C4 0.250 0.250 0.250 0.250 0.250 5 Free Board m C5 0.300 0.300 0.300 0 300 0.300 6 U/S Canal Bed Level m C6 1658.831 1656691 1655.202 1653.792 1651.742 7 D/S Full Suoply Level m C7 1657 581 1655.691 1654.202 1652.792 1650.992 8 D/S Canal Bed Level m C8 1657.331 1655441 1653.952 1652.542 1650 742 9 Height of Drop m C9 1.5') 1.25 1.25 1.25 1.00 10 Original Ground Level m C10 1658.570 1656 270 1654 630 1653.610 1651.590 B HYDRAULIC DESIGN 1 Crest Level m F1 1653.931 1656 791 1655.302 1653 892 1651.842 2 Throat Width (Bt) m F2 1 300 1.300 1.300 1.300 1 300 3 Top Width of Crest m F3 0 700 0.640 0.640 0640 0.530 4 Base Width of Crest m F4 1.500 1.315 1.315 1.315 1.130 5 Discharge Intensity.q cumec/ m F5 0.101 0.101 0.101 0.101 0.101 6 Critical Depth, de m F6 0.101 0.101 0.101 0.101 0 101 7 Depth of Cistern. X = dc/3 m F7 0040 0.040 0.040 0-040 0.040 8 Cistern Level m F8 1657 291 1655.401 1653.912 1652.502 1650.702 9 Head Loss. HL m F9 1.500 1.250 1.250 1.250 1.000 10 Length of Cistern m F10 2.37 2.17 2.17 2.17 1 94 11 Depth of U/S Curtain wall m F11 1 200 1 200 1.200 1 200 1.200 12 Depth of D/S Curtain wall m F12 1.500 1 500 1.500 1.500 1.500 13 Maximum static nead. H m F13 1 600 1.350 1.350 1.350 1 100 1- /aiue of 1 - x san 1 j m F14 0.188 0.222 0.222 0.222 0 273 15 Value of a m F15 5.5 3.8 3.8 3.8 2 16 Total D/S floor Length m F16 8.250 5.700 5.700 5.700 3.000 17 D/S Floor beyond Cistern m F17 2.00 2.00 2.00 2.00 2.00 13 D/S floor length (Cistern) m F18 2.37 2.17 2 17 2.17 1.94 19 Top width of crest _______ m F19 0.70 0.64 064 0.64 20 U/S floor length m 0 53 F20 2.00 2.00 200 2.00 21 Total Floor Length including U/S m 2.00 F21 7 072 6.805 22 Pressure Variation at U/S 6.805 6.805 6.516 (i) a = b/d 5.893 5.671 5.671 5.671 5.430 (ii) 2 /. = (1 + \'(1 +a ))/2 3.489 3.379 3.379 (iii) 3.379 e. = Cos’((7. - 2)/X) e 3.261 36 37 37 37 (iv) do=Cos’((>.- 1)/Z) 37 25 25 25 25 (V) 6ci = 100-4>t 64 26 63 63 63 (vi) opi 100-fto = 63 75 75 75 (vii) Correction for floor thick at U/S = % 75 74 4.69 4.78 4.78 (viii) 0ci (Corrected) = % 4.78 4 90 68.72 68.17 68.17 23 Pressure Variation at D/S 68.17 67 53 . (>) a = b/d 4 714 4 537 4.537 4.537 4 344 (ii) 2 >. = (1 * V (1 + ))/2 a 2.910 2.823 2.823 2823 (iii) <)E= Cos''((X • 2W.) 40 2 729 41 41 41 . 41 (iv) 0 D=Cos’((X-1)/?.) 27 28 28 28 28 . M. Correction for floor thick at D/S = % 4 4 4 4 (Vi) OE(Corrected) = % 36 4 36 36 (yii)_ Pressure Variation % 36 37 4.68 4.69 24 D/S Floor Thickness at end m 4.69 F22 0.600 4.69 4 69 0.500 0.500 25 D/S Floor Thickness upto Crest wall m F23 0.800 0 500 0.700 0 500 0.700 0700 0 500 26 D/S Floor Thickness upto Crest wall foundation m F24 0 900 0.700 0.700 0 700 0 600 27 U/S Floor Thickness m F25 0 500 0.500 0.500 0 500 “0500 WWDSE Addis Ababa m Assa:>al on with ICT Pvt Ltd and ABCE PLC • f 79- Detail Design of Bale Gadula Irrigation & Drainage Project October 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section - I, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYM BOL Ch. 2860 m Ch. 2940 m Ch. 2960 m Ch. 3000 m Ch 3100 m | A HYDRAULIC DATA 1 Desianed Discharae cumec C1 0.131 0.131 0.131 2 3 4 U/S~Full Supply Level m C2 1650.832 1648.761 1647.669 1644.969 Canal Bed Width Full Supply Depth m C3 0.500 0.500 0.500 0.500 0.500 m C4 0.250 0.250 0.200 5 Free Board m C5 0.300 0.300 0.300 0.300 0.300 6 7 U/S Canal Bed Level m C6 1650.582 1648.511 1647.469 D/S Full Supply Level m C7 1649.082 1647.761 8 D/S Canal Bed Level m C8 1648.832 1647.511 1644 969 0.131 0J31 1642.970 0 200 0.200 1644.769’ 1642.770 1645.169 164 3 469 1641.720 1641.520 1643.269 9 10__ B Height of Drop m C9 1.75 1.00 2.50 1.50 J_.25_ m C10 1650.110 1648.080 1645.620 1644 000 1642.650 HYDRAULIC DESIGN 1 2 Crest Level m F1 1650.682 1648.611 1647 539 Throat Width fPl) m F2 1.300 1.300 1.600 3 Top Width of Crest m F3 0.750 0.580 0.890 r r r t i rt [ 4 Base Width of Crest m F4 1.675 1.130 2.175 5 Discharge Intensity.q cumec/ m F5 0.101 0.101 Critical Depth de rr. F6 0.101 0.101 0.088 7 , Depth of Cistern, X = dc;3 m F7 0.040 0.040 e Cistern Level m F8 1648.792 1647.471 1644.939 9 . Length of Cistern Head Loss Hl m F9 1.750 1.000 2.500 1.500 1.250 10 m F10 2.56 1.94 11 Depth of U/S Curtain wall m F11 1.200 1.200 F13 1644.839 164Z840 1.600 1.600 0.690 0.640 1.475 1 300 0.082 0.082 0.082 0.088 0.088 0.030 0.030 0.030 1643.239 1641.490 2.85 2.21 2.02 1.200 1.200 1.500 1.500 1.570 1.320 5 3.8 1.200 12 Depth of D/S Curtain wall m F12 1.500 1.500 1.500 13 Maximum static head. H m 1.850 1.100 2.570 1 L u Value of 1 - x sqrt i /. i rr. *F14 0.162 0.273 0.117 0.191 0.227 15 Value of u m F15 6.5 2 14 16 Total D/S floor Lenath m F16 9.750 3.000 21.000 7.500 5.700 17 D/S Floor beyond Cistern m F17 2.00 2.00 2.00 2.00 2.00 18 OS floor lenath (Cistern) m F18 2 56 1.94 2.85 2.21 2.02 19 Top width of crest m F19 0.75 0.58 0.89 0.69 0.64 20 U/S floor length m F20 2.00 2.00 2.00 2.00 21 Total Floor Lenath inducing U/S — m F21 7.312 6.516 7.740 6 898 6 656 22 Pressure Variation at U/S (i) a = b/d 6 093 5.430 6.450 2.00 5.748 5.546 (ii) ). ~ (1 + <(1 *a*))/2 3.587 3.261 3.764 3.417 3.318 (iii) of = Cos’7(A. - 2)/X) 35 37 34 36 37 (iv) 6o=Cos’((> - 1W-) . 24 26 24 25 25 (v) 0ci 100-of = 65 63 66 64 63 (vi) c <>di = 100-4« o 76 74 76 75 75 (vii > Correction for floor thick at U/S = % 4.61 4.90 4.47 4.75 (viiij <ci (Corrected) = % 69.20 67.53 69.99 68.36 67.84 23 Pressure Variation at D/S (i) a = b/d 4.874 4.344 5.160 4.599 4.84 4.437 (ii) X = (1 + V (1 + a ))/2 z 2.988 2 729 3.128 2.853 2.774 (iii) ?e = Cos'((X-2)/A.) 39 41 38 40 41 (iv) 0o= Cos’’((X - 1)/X) 27 28 26 27 28 (V) Correction for floor thick at D/S = % 4 4 4 4 4 (VI) <?e (Corrected) = % 35 37 34 36 37 (vii) Pressure Variation % 4.66 4.69 4.62 4.68 4.69 24 D/S Floor Thickness at end m F22 0.700 0.500 0.900 0600 0.500 25 “26 D/S Floor Thickness upto Crest wall m F23 0.900 0 500 1.200 0.800 0.600 D/S Floor Thickness upto Crest wall foundation m F24 1.000 0 600 1.400 0.800 0.700 27 U/S Floor Thickness m F25 0.500 0.500 0.500 0.500 0.500 WWDSE, Addis Abaca in Association with -180- Detail Design of Bale Gadula Irrigation & Drainage Project ICT Pvt Ltd and A3CE PLC * Oc/oher, 2011 U= t- fes= f-Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-I, Volume- IV Design of Structures on Canal and Drainage System ANNEXURE 6.22 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-27 IVWDSE, Addis Ababa in Association with ICT Pvt Ltd. andABCE PLC n 181- Do,n" Dus,? o'Bale Gadula Irrigation & Dra.nogip^; October. 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia PARTICULARS hydraulic data Designed Discharge U/S_Ful[Supply Level Canal Bed Width Full Supply Depth Free Board U/S Canal Bed j_evel D/S Ful£Suppj)J-evel D/S Canal Bed Level Heigh£o£Drop_ Original Ground Level HYDRAULIC DESIGN Crest Level Throat Width (BO Tol Width of Crest Base Width ofCrest_ Discharge Intensity.q Critical Depth, de j)ej>tho£Ci$tern. X = dc/3 Cistern Level Head Loss. HL Lenath of Cistern Depth of U/S Curtain wall Depth of D/S Curtain wall Maximum static head. H Value of 1 / n x sort ( /. / Value of a Total D/S floor Length D/S Floor beyond Cistern DZS floor length (Cistern)_ Top width pt crest U/S floor length Total Floor Length incluoing U/S Pressure Variation at U/S a - b/d________ X = (1 + V (1 ♦ ci ))/2 <5e = Cos \(X - 2)/X) 1 4»d=Cos ((X-1)/X) Section - I, Volume - IV nosign of Structures on Canal and Drainage System_ 0.194 cume Ch 1620 m 0.194 662 585 0.600 0.300 0.300 1662.285 1661.565 Ch. 1680 m 0.194 1661 465 1660.234 0.300 0.300 1661.165 0.600 0 600 _ ' 0 300 0300 1659.934 Ch. 1980 m 0 194 1659.114 0.600 1660.715_ £659734 1661.285 1660.415 1.00 1662 435 1 900 0.590 1.165 0 102 0 0 . . 1 00420 1661.245 1 000 1 94 1,200 F12 I " 1.500 3 I 1i 150 0.261 2.S Ch. 2040 m 0-194 1657.994 _ ^600 ojoo 0.300 1657694 1656.994 1656.694 £00 1657.730 1657.844 1 900 0 590 cume c/m m m 1658.934 JL00____ 1659.490 £.900 0.590 1.165 0.102 0.102 0.040 1658.894 1.000 1.94 1.200 1.500 1.150 0.300 0.300 1658.814 1658.114 J657.814 1.00 1658.580 1.900 0.590 1.165 0.102 0.102 0.040 1657.774 / 3 750 2.00 1.94 0.59 2.00 0.980 0.102 0.102 0.040 1660.375 0.750 1.68 1.200 £500 0.900 0.333 0.05 0.075 2.00 1.68 0.53 2.00 6.207 5.173 3.134 0.261 0.261 2.5 3.750 2.00 1.94 0.59 2.00 6.526 5.439 3.265 37 26 63 74 4.89 67.56 1.000 <94 1.200 1.500 1.150 __ 2.5 3750 2.00 1.94 0.59 2.00 6 526 F21 T 6.526 5.439 3 265 (v) (vi) (vii) Pci = l00-i}>t 4*05 = 1 Correction for floor thick at U/S = 5.439 3.265 37 26 63 74 4.89 67.56 1.165 0.102 0.102 0.040 J656.654 1.000 1.94 1.200 1.500 1.150 0.261 2.5 3.750 2.00 1.94_ 0.59 2.00 6.526 5.439 3 255 37 26 63 74 4.89 67.56 (viii)_ 23 (D <>ci (Corrected) = 67.56 66.81 Pressure Variation at D/S 4.351 4.351___ a = b/d 2 732 (ii) 2.629 2.732 £351 2.732 ^=(1 +xf(1 +a‘))/2 4.351 2.732 4 138 (lii) <i>e=Cos’((?.-2)//.) (iv£ (v) (vi) 4o=Cos'((X-1)/>.) Correction for floor thick at D/S = (Corrected) = jvn) 24 25 Pressure Variation 0.500 D/S Floor Thickness at end______ 0 600 D/S^loor Thickness upto Crest 0.500 0.600 0.500 0.500 0.500 0.600 0.500 0.600 wall 0.600 26 D/S Floor Thickness upto Crest 0.600 0.500 0.600 0.600 wall foundation 27 0 500 0.500 0.500 0.500 0 500 U/S Floor Thickness WWDSE, Addis Ababa in Association with ICT Pvt Ltd. and ABCE PLC -182- Detail Design of Bale Gadula Irrigation & 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section - /, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYM BOL | Ch. | 2120 m Ch. 2230 m Ch. 2720 m Ch. 2820 m Ch. 3000 m A HYDRAULIC OATA 1 Designed Discharge cumec C1 0.194 0.194 0.194 0.194 0.194 2 U/S Full Suoply Level m C2 1656 934 1655 113 1653.632 1652.432 1651.071 3 Canal Bed Width m C3 0.600 0600 0.600 0 600 0 600 4 Full Supply Deptn m C4 0.300 0.300 0.300 0.300 0.300 5 Free Board m C5 0.300 0.300 0.300 0.300 0 300 6 7 U/S Canal Bed Level D/S Full Supply Level m m C6 C7 1656.534 1655.834 8 1654.813 1654.613 1653 332 1652.632 1652.132 16517432 1650.771 1650.071 D/S Canal Bea Level m C8 1655.534 1654.313 1652.332 9 1651.132 1649.771 Height of Drop m C9 10 1.00 0.50 1.00 1 90 1.00 Original Ground Level m C10 B 1656.070 1654.870 1653.490 1652.340 HYDRAULIC DESIGN 1651.070 1 Crest Level m Fl 1656.6841 1654.963 2 1653.482 Throat Width (Bt) 1652.282 1650.921 m F2 1.900 1.900 3 1 900 Top Width of Crest 1.900 1 900 m F3 0.590 4 0.450 0.590 0.590 Base Width of Crest 0 590 m F4 1.165 5 0.775 1.165 Discharge Intensity.q 1.165 1.165 cumec/ m F5 0 102 0.102 0 102 0 102 6.102 6 Critical Depth, de m F6I 7 0.102 0.102 Depth of Cistern. X = dc/3 0.102 0.102 m 0.102 F7 8 Cistern Level 0.040 0.040 0.040 m 0.040 0.040 F8 1655 494 9 Head Loss. HL 1654.273 m 1652.292 1651.092 F9 1649 731 10 1.000 Length of Cistern Depth or D/S Curtain wall Value of u Total D/S floor Length D/S Floor beyond Cistern D/S floor length (Cistern) Top wioth of crest U/S floor length 0 500 m 1.000 F10 1.000 ’ 1.94 1.000 11 Depth of U/S Curtain ‘.vail 1.37 m 1.94 F11 1 94 1.94 12 1.200 m 1.200 1.200 F12 1.200 1.500 1.200 | 13 Maximum static head. H 1.500 1.500 1.500 1 500 m 14 F13 1.150 m 0.650 Value of 1 / s x san ( *.) F14 1.150 1.150 1 150 0.261 15 0.462 m 0.261 0.261 F15 . 0 261 2.5 16 0.05 m 2.5 F16 2.5 3.750 2.5 17 J m 0.075 F17 3.750 2.00 3.750 3 750 18 m 2.00 F18 1.94 2.00 2.00 . 2 00 19 m 1 37 1.94 F19 1.94 1 94 20 0.59 m 0.45 F20 0.59 2.00 0 59 6759 21 22 Total Floor Length ncluding U/S____________________ Pressure Variation at U/S m 2 00 F21 2.00 6.526 . 6.526 . 2 00 2 00 5.819 6.526 6.526 (•) a = b/d 5.439 " 4.849 >.= (1 + <(1 + a‘))/2 5.439 (•') 5.439 3.265 5 439 2.976 (iii) te = Cos'(().-2)W 3.265 3.265 37 3 265 39 (iv) 1 ^ 0=Cos' ((X-i)/M 37 37 26 . 37 27 (V) 26 <t>ci - 100-dt 26 63 26 61 (VI) ■poi = 100-do 63 74 63 63 73 74 74 (vii) Correction for floor thick at U/S % 4.89 74 5.20 4.89 4.89 4.89 (VIII) 4>ci (Corrected) = % 67.56 65.83 23 Pressure Variation at D/S 67.56 67 56 . 67 56 (i) a = b/d 4.351 3.880 4.351 4.351 (ii) X = (1 + V(1 + a ))/2 2732 4 351 2.503 2.732 (i») fe = C0S'’((X - 2)/>.) 41 2.732 2 732 44 41 41 (iv) 6o= Cos'’((A -1 )/>.) 28 . 41 29 28 28 (v) Correction for floor thick at D/S % 4 28 5 4 4 4 (vi) de (Corrected) = % 37 39 (vii) Pressure Variation 37 % 37 4.69 37 4.63 24 D/S Floor Thickness at ena m F22 4.69 0.500 4.69 4 69 0.500 0.500 25 D/S Floor Thickness upto Crest wall Hl F23 0.600 0 500 0 500 0.500 0600 . 0.600 0 600 26 D/S Floor Thickness upto Crest wall foundation m F24 0.600 0.500 0 6 GO 0600 "6 600 27 U/S Floor Thickness m F25 0.500 0.500 0 500 0 500 0.500 WWDSE, Addis Ababa in Association with ICT pvt Ltd. and ABCE PLC Detail Design of Bale Gadula Irrigation & Drainage Project October. 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia^ Section - I, Volume - IV Design of Structures on Canal and Drainage System particulars HYDRAULIC^ DAI A 'Designed Discharge U'S Full Suppl) Level Canal Bed Width Full Suppl? Depth Free _Board_ U'S Canal Bed Level D'S Full Supply Level D. S Canal Eec Level ’Height cf Dro. Ongina[Ground Level HYDRAULIC design Crest LeveJ ThroatWidth (Bn Top Width of Crest Base Width_of Crest Discharge Intensity.q Cr tical Depth, de Depth of Cistern. X = dc/3 Cistern Level Head Loss Hu Length of Cistern Ocutn of U/S Cunam wall Depth of D/S Curtain wa Maximum, stat ic_neaa H Total D'S floor Lenoir. D'S Floor beyond Cistern D'S floor length (Cistern) Too width of crest U S floor length Total Floor Lenatn including U'S Pressure Variation at U/S UNIT SYM BOL cumec Ch 3100 m 0.194 Ch. 3499 m C C21 1649.871 Ch. | 3200 m 0.194 1647.931 0 194 1647.373 Ch. 3680 m | 0.194 1646.260 o 600 o 300 0 300 1649 571 1648 921 1648.621 0.95 164973O_ 1649.721 0.600 0 300 0.300 1647 631 1647.181 1646.881 0.75 1648.220 1647 781 1.900 0.530 0 600 0.300 0.300 1647.073 J646.623 1646.323 0.75 1647.000 0.600 __ 0,300 20.300 —164S960 1645.260 1644.960 1.00 1646.170 1642 223 _1646/110— cumec/ 1 900 0.580~ 1 130 0 102 0 102 0.040 F8~'| 1648.581 F9 F10 F11 F12 l_ 0.950 1 89 1.200 1 500 1,900 0.530 0 980 0.102 0 102 0.040 1646.283 0.750 1 68 1 200 1 500 20 21 F13 J 1 100 F14I 0273 F15 1 2 3.000 2.00 1.89 j 5c 2.00 6 467 5.390 3 241 0.980_ 0.102 0.102 0.040 1646.841 0.750 1.68 JL200 1.500 0.900 0.333 0.05 0 075 2.00 1.68 0.53 2.00 6.207 5.173 3.134 0.900 0.333 0.05 0.075 2.00 1.68 6.207 5.173 3.134 JL900 0.590 <165 _ 0.102 0.102 0.040 1644.920 <000 1.94 1.200 1.500 1.150 0.261 2.5 ~'3?750 2.00 1,94 0.59__ JX)O_ 6.526 5.439 3.265 I i 0; pr . = 1OO-0L Ppi - 100-fr)______________ __ Correction for floor thick at U/S 6ci (Corrected) - Pressure Variation at D/S a = b/d X = (1 + >*(1 + cT))Z2 Pe = Cos‘,((X-2)//J ___________ _ 6D=Cos'1((X-D/k) Correction for floor thick at D/S 67.42 4312 2.713 66.81 4 138 2.629 66.81 4 138 2.629 67.56 <351 2.732 (») (»i) (iv) (v) (vi) 4>e (Corrected) = (vii) 24 25 26 Pressure Variation D/S Floor Thickness at end D S Floor Thickness upto Crest wall D/S Floor Thickness upto Crest wall foundation U S Floor Thickness 0 500 0 500 0 600 0 500 0 500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 4.69, 0.500 0.600 0.600 0.500 WWDSE Addis Ababa in Association with ICT Pvt Ltd andABCEPLC -184- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section — /, Volume - IV Design of Structures on Canal and Drainage System ANNEXURE 6.23 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-28 SN PARTICULARS UNIT SYM BOL Ch. 534 m Ch. 844 m A HYDRAULIC DATA 1 Designed Discharae cumec Cl 0.134 2 U/S Full SullL Level m C2 1634.875 3 Canal Bed Width m C3 0.600 4 Full Supply Depth m C4 0.350 0.350 5 Free Board m C5 0.300 __________ 0.134 1634 220 0.600 1633.870 0.300 6 U/S Canal Bed Level m C6 1634.525 7 D/S Full Supply Level m C7 1634 375 1633.970 6 D/S Canal Bed Level m C8 1634.025 1633.620 9 Height of Drop m C9 0.50 0.25 10 Oriqinal Ground Level m C10 1634,250 1633.850 B HYDRAULIC DESIGN 1 Crest Level m F1 1634.675 1634.020 2 Throat Width < Bt - m F2 0.900 0.900 3 Too Width of Crest m F3 0.450 0.350 4 Base Width of Crest m F4 0.775 0.550 5 Discharge Intensity.q cumec/ m F5 0.149 0.149 6 Critical Depth, de m F6 0.131 0.131 7 Depth of Cistern. X = dc/3 m F7 0.050 0.050 8 Cistern Level m F8 1633.975 1633.570 9 Head Loss. HL m F9 0.500 0.250 10 Lenatn of Cistern m F10 1.58 1.12 I 11 Depth of U/S Curtain wall m F11 1.200 1.200 12 Depth of D/S Curtain wall rr. F12 1.500 1.500 13 Maximum static head. H m F13 0.650 0.400 14 Value of 1 / - x sqrt (/.) m F14 0.462 0.750 15 Value of a m F15 0.05 0.05 16 Total D/S floor Length m F16 0.075 0.075 17 D/S Floor oeyond Cistern m F17 2.00 2.00 18 D/S floor length (Cistern) m F18 1.58 1.12 19 Top width of crest m F19 0.45 0.35 20 U/S floor length m F20 2.00 2.00 21 Total Floor Length including U/S m F21 6.031 5.468 22 Pressure Variation at U/S (') a = b/d 5026 4.557 (••) 2 >. = (1+^(1 +a ))/2 3.062 2.833 (Hi) Cos‘'((>.-2)/M 39 41 (iv) io= Cos'((>.- 1)/?.) 26 28 (v) «frci lOO-^E = 61 59 (vi) 4>di 100-<t»o = 74 72 (V») Correction for floor thick at U/S = % 5.10 5.37 (viii) <J»ci (Corrected) = % 66.38 64.87 23 Pressure Variation at D/S (>) a = b/d 4.021 3.645 (ii) 2 X = (1 ♦ V (1 +a ))/2 2.572 2.390 (iii) »e = Cosl((>.-2)/M 43 45 (iv) ♦d= Cos ’((?. -1)/>.) 29 30 (YE Correction for floor thick at D/S = % 5 5 (vi) 4>e (Corrected) = % 38 40 (vii) Pressure Variation % 4.66 24 D/S Floor Thickness at end 4.56 m F22 0.500 25 D/S Floor Thickness upto Crest wall m 0.500 F23 0.500 0.500 26 D/S Floor Thickness upto Crest wall foundation m F24 0.500 0.500 27 U.S Floor Thickness m F25 0.500 0.500 WWDSE. Addis Ababa in Association with ICT Pvt Ltd and ABCE PLC Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section - I, Volume - IV Design of Structures on Canal and Drainage System ANNEXURE 6.24 OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-29 PARTICULARS Ch 40m 180 m HYDRAULIC DATA Designed Discharge cumec 0 067 i 120m U/S Full Supply Le\.ei 1634 748 _0.067_ 1633.428 Canal BedWidth 0.300 0 20d 0.067 1632.188 0.300 0.200 260 m 0,067 1630.868 0.300 (X200_ 0.300 1630.668 300 m 0.067 1629.708 0,300 0.200 Full Supply Depth Free Board 0.300 1629.508 U/S Canal 6ed Level 0.300 1634.548 D/S Full Supply Level 1633.748 1629.868~I 1628.708 D/S Canal Bed Level Height of Drop Onginal Ground Level 1633.548 1.00 1634.260 0.300 0.200 0.300 1633.228 1632.428 1632.228 0.300 J631.988 1631.188 1630.988 1.00 1.00 1633.050 1631.840 HYDRAULIC DESIGN 1634.648 1.200 1633.328 Throat Width i Bp_ 1.200 1632.088 1.200 Top Width of Crest 0 580 Base Width of Crest 1.130 0.580 1.130 Discharge Intensity q cumec' 0.056 0.580 1.130 0.056 0.056 1628.508 1.00 1629.580 1629 608 1.200 0.580 1.130 0.056 Critical Depth, de Depth of Cistern X = dc/3 0.068 0.030 0.068 0.030 0.068 0.030 Cistem Level 1633 518 1632.198 1630 958 Head LossJ^l. 1.000 1.000 Length of C stern 1 58 1 58_ Dec th of U/S Curtain wali 1.200 1.000 1.58 1.200 1.200 Deptn D S CMrtam .va'i 1 500 1.500 1.100 1.500 Maximum stat’.c neac H 1 100 1.100 1629.668 1.00 1630.340 1630.768 1.200 0.580 1.130 0.056 0.068 0,030 1629.638 1.000 1.58 1.200 1.500 1.100 Value of 1 i - x sqrt ( \ 0.273 0 273 0.273 Value of a 2 3.000 2 Total D S fleer Leng: 3 000 2 3.000 0.273 2 3.000 0.068 0.030 1628.47Q 1.000 ‘ 1.58 1.200 1 500 1.100 0.273 2 3 000 D.S Floor oe.cna Cistern D/S floor length (Cistern) 19 Top width of crest 20 i U S"f~loor lenath o. 161 6.161 6.161 6.161 6.161 21 I ictal Floor Length including U/S . 22 0) Pressure Variation at U/S a = b/d 5 134 5.134 («) X = (1 + V(1 + a »/2 3 115 3.115 5.134 3.115 5.134 3.115 5.134 3.115 (hi) = CosM(Z - 2J/ZJ (iv) (v) 4p Cos ((X - 1)/Z) s c*ci 100~Qe = <v»> 0Dt - 100-^>D (viO Correction for floor thick at U/S = 66.70 66 70 66.70 66.70 66.70 (viii) 23 Oct (Corrected> = Pressure Variation at D/S a = b/d 4.107 4.107 4.107 2.614 4.107 2.614 4.107 (•) (H) Z = (1 + v (1 +a ))/2 z 2 614 2.614 (in) dy) (V) T o- = Cos' ((Z - 2)/Z)_ 2.614 42 3D COS’\(Z-1)A)______________ s 42 29 Correction for floor thick at D/S = (vi)_ (viii (Corrected) = Pressure Variation 24 25 D/S Floor Thickness at end 0.500 0.500 D/S Floor Thickness upto Crest 0 500 0 500 0.500 0.500 0.500 0 500 29 5 38 4.67 0.500 0.500 wall 26 D/S Floor Thickness upto Crest 0.600 0.600 0.600 0.600 0 600 7/all foundation 27 , U/S Floor Thickness WWDSE. Addis Ababa in Association with ICT Pvt Ltd. andABCEPLC 0.500 0 500 0 500 0.500 0 500 -186- Detail Design of Bale Gadula Irrigation & Drainage Project October. 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT SYMBOL Ch 340 m Ch. 380 m Ch. 420 m Ch. 460 m A HYDRAULIC DATA 1 Designed Discharae cumec C1 0 067 0.067 2 U/S Full Supoly Level m C2 1628.548 1627.388 3 Canal Bed Width m C3 0.300 0.300 4 Full Supply Depth m C4 0 200 0.200 5 Free Board m C5 0.300 0 300 6 U/S Canal Bed Level m C6 1628 348 1627.188 7 D/S Full Supply Level m C7 1627.548 1626.488 8 D/S Canal Bed Level m C8 1627.348 1626.288 0.067 0.06/ 1626.328 i624.669 0.300 0.300 0.200 0.200 0.300 0.300 1626 128 1624.469 1624.828 1623.669 1.00 1624.628 1623.469 9 Height of Drop m C9 1.00 0.90 1.50 10 Original Grouno Level m C10 1628.010 1626.620 1625.420 1623.840 B HYDRAULIC DESIGN 1 Crest Level m F1 1628448 1627.288 1626.228 1 - 1624.569 2 Throat Width (Bt) m F2 1.200 1.200 1.200 1.200 3 Top Width of Crest m F3 0.580 0.550 0.700 0.580 4 Base Width of Crest m F4 1.130 1.050 1.500 1.130 5 Discharae Intensity.a cumec/m F5 0.056 0.056 0.056 0.056 6 Critical Depth, de m F6 0.C68 0.068 0.068 0.068 7 Depth of Cistern. X = dc/3 m F7 0 030 0.030 0.030 0.030 8 Cistern Level m F8 1627.318 1626.258 1624.598 1623.439 9 Head Loss. HL m F9 1.000 0.900 1.500 1.000 10 Length of Cistern m F10 1.58 1.50 1 94 1.58 11 Death of U/S Curtain wa'I m F11 1.200 1.200 1.200 1.200 I 12 Death of 0/S Curtain wail m F12 1.500 1.500 1.500 1 500 13 Maximum static nead. H m F13 1 100 1.000 1.600 1.100 14 Value of 1 / - x sort (/.) m F14 0 273 0.300 0.188 0273 15 Value of u m F15 2 1 5.5 2 16 Total D/S floor Length m F16 3.000 1.500 8.250 3.000 17 D/S Floor beyond Cistern m F17 2.00 2.00 2.00 2.00 18 D/S floor length (Cistern) m F18 1.58 1.50 1.94 1 58 19 Too width of crest m F19 0.58 0.55 0.70 0 58 20 U/S floor length m F20 2.00 2.00 2.00 2.00 21 Total Floor Length including U/S m F21 6.161 6 050 6.636 6.161 22 Pressure Variation at U/S (i) n = b/d I 5.134 5.042 5.530 5.134 (■’■) X = (1 + V(1 +a ))/2 z 3.115 3.070 3.310 3.115 (hi) «e=Cos‘'((>.-2)/>.) 38 39 37 38 (iv) <{>0= C0S‘\(?. - 1)//.) 26 26 25 26 (v) = 1 00-<J)E 62 61 63 62 (vi) dpi = 100-fc) 74 74 75 74 (vii) Correction for floor thick at U/S = % 5.04 5.09 4 85 5 04 (viii) $>ci (Corrected) = % 66.70 66.42 67 80 66.70 23 Pressure Variation at D/S (i) a=b/d 4.107 4.033 4.424 4.107 (ii) 2 >. = (1+^(1 + a ))/2 2.614 2.578 2.768 2.614 (iii) = Cos''((>.-2)/X) 42 43 41 42 (iv) »□=cos'd;.-1)/X) 29 29 28 29 <V> Correction for floor thick at D/S = % 5 5 4 (vi) be (Corrected) = % 5 38 38 37 38 (vii) Pressure Variation % 4.67 4.66 24 D/S Floor Thickness at end m F22 4 69 4 67 0.500 0.500 0.600 0 500 25 D/S Floor Thickness upto Crest wall m F23 0.500 0.500 0.800 . 0.500 26 D/S Floor Thickness upto Crest wall foundation m F24 0.600 0.500 0800 0.600 27 U/S Floor Thickness m F25 0.500 0.500 0.500 0 500 WWDSE. Add's Ababa in Association with ICT Pvt. Ltd. and ABCE PLC -187- Detail Design of Bale Gadula Irrigation & Drainaoe Protect October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-I, Volume-IV Design of Structures on Canal and Drainage System ANNEXURE 6.25 STATEMENT OF DESIGN OF VERTICAL FALLS FOR SECONDARY CANAL SC-30 SN PARTICULARS UNIT SYM BOL Ch. 500 m Ch. 660 m A HYDRAULIC DATA 1 Designed Discharge cumec C1 0.064 0.030 2 U/S Full Supply Level m C2 1634.848 1633.428 3 Canal Bed Width m C3 0.400 0.300 4 Full Supply Depth m C4 0.300 0.200 5 Free Board m C5 0.300 0.300 6 U/S Canal Bed Level m C6 1634.548 1633.228 7 D/S Full Supply Level m C7 1633.848 1631.928 8 D/S Canal Bed Level m C8 1633.548 1631.728 9 Height of Drop m C9 1.00 1.50 10 Original Ground Level m C10 1634.260 1633.050 B HYDRAULIC DESIGN 1 Crest Level m F1 1634.648 1633.328 2 Throat Width (Bt) m F2 0.400 0.600 3 Top Width of Crest m F3 0.580 0.700 4 Base Width of Crest m F4 1.130 1.500 5 Discharge Intensity.q cumec/ m F5 0.160 0.050 6 Critical Depth, de m F6 0 138 0.063 7 Depth of Cistern. X = dc/3 m F7 0.050 0.030 8 Cistern Level m F8 1633.498 1631.698 9 Head Loss HL m F9 1.000 1 500 10 Length of Cistern m F10 2.24 1.94 11 Depth of U/S Curtain wall m F11 1.200 1.200 12 Depth of D/S Curtain wall m F12 1.500 1.500 13 Maximum static head. H m F13 1.100 1.600 14 Value of 1 / n x sqrt ( X ) m F14 0.273 0.188 15 Value of a m F15 2 5.5 16 Total D/S floor Length m F16 3.000 8.250 17 D/S Floor beyond Cistern m F17 2.00 2.00 18 D/S floor length (Cistern) m F18 2.24 1.94 19 Top width of crest m F19 0.58 0.70 20 U/S floor length m F20 2.00 2.00 21 Total Floor Length including U/S m F21 6.816 6.636 22 Pressure Variation at U/S (i) a = b/d 5.680 5.530 («) 1 = (1 + V(1 + 3.384 3.310 (iii) <(>e = Cos"’((>. - 2)/?.) 37 37 (iv) <»o= Cos‘\(X -1)/X) 25 25 (v) <f>ci ~ 10O-jif. 63 63 (vi) 4>oi = 100-bp 75 75 (vii) Correction for floor thick at U/S = % 4.78 4.85 (viii) I $ci (Corrected) = % 68.19 67.80 23 Pressure Variation at D/S (0 a = b/d 4.544 4.424 (••) 2 X = (1 +>/(1 +a ))/2 2.826 2.768 (iii) i|>e = Cos''((X-2)/X) 41 41 (iv) fc>= Cos'((>. - 1)/Z) 28 28 <y) - Correction for floor thick at D/S = % 4 4 (vi) (Corrected) = % 36 37 (vii) Pressure Variation 24 % 4.69 4.69 D/S Floor Thickness at end m 25 F22 0.500 0.600 D/S Floor Thickness upto Crest wall 26 — m D/S Floor Thickness upto Crest wall oundation F23 0.500 0.800 m F24 0.600 0.800 27 | U/S Floor Thickness m F25 0.500 0.500 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC ' 188- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System ANNEXURE 7.1 DESIGN OF OPEN FLUME MODULE FOR SC -1 O/T CH. 209 M OF TC 2-1 HYDRAULIC DATA Parent Canal O/T Canal SI. No. PARTICULARS U/S D/S Unit (I) Design Discharge (Q) 0.127 0.127 0.0588 mJ/sec (ii) Full Supply Level (FSL) 2020.566 2020.566 2020.560 m (iii) Bed Width (BW) 0.4 0.40 0.20 m (iv) Full Supply Depth (FSD) 0.35 0.35 0.20 m (v) Free Board (FB) 0.25 0.25 0.25 m (VI) Canal Bed Level (CBL) 2020.216 2020.216 2020.36 m (vii) Canal Bed Gradient (S) 1:1428.57 1:1428.57 1:166.67 - (viii) Velocity in Canal (V) 0.484 0.484 0.588 m/sec (ix) Top Bank Level (TBL) 2020.816 2020.816 2020.810 m (x) Top Bank Width (TBW) 1.50/4.00 1.50/5.00 1.00/1.00 m (xi) Side slope-inner 1:1 1:1 1.5:1 - (xii) Side Slope-Outer 1.5:1 1.5:1 1.5:1 - (xiii) Rugosity Coefficient (N) 0.018 0.018 0.030 - (xiv) Gravitational Acceleration (g) 9.81 - - m/sec2 (XV) Working Head (WH) - - 0.30 m (xvi) Original Ground Level (OGL) 2020.480 2020.480 2020.500 m txvii) Type of Soil Silty Clay (xviii) Type of canal Unlined HYDRAULIC DESIGN Setting of Crest Level and Throat Width May be decided on the basis of Actual Discharge Setting of Crest (H) (i) Actual U/S Discharge = 0.1270 cumec (ii) Actual U/S Full Supply Level = 2020.566 m (iii) Actual U/S Full Supply Depth — 0.35 m (i) Driving Head = 0.90 x U/S FSD of Parent Canal, H — 0.315 m (ii) Crest Level = U/S FSL of Parent Canal - H = 2020.251 m (iii) Check:-Crest Level > Max (U/S CBL, D/S CBL, CBLo) = FALSE (iv) Hence, Provide Driving Head 0.206 m Therefore, Provide Head Over Crest. H = 0.206 m Provided Crest Level, CRL = Height of Crest (Z) 2020.360 m (i) Height of Crest, Z = Crest Level - U/S CBL = 0.144 m (ii) Minimum Modular Head, Hm = 0.2 x H = 0.041 Hm < 0.3 Provided in Offtaking Canal m = TRUE Fixing of Throat Width (Bt) (i) The Discharge is given by. q = C x Bt x HA3/2 (ii) Bt is calculated by assuming C = 1.60 (iii) The revised value of C is 1.66 as Bt > 0.12 0.393 m Provided Throat Width, Bt 0.379 m WWDSE Addis Ababa in Association with ICT Pvt Ltd andABCE PLC Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia 2.4 Fixing of Crest Length (Lt) 2.5 Radius of Curvature at CBL (RC) Section - I, Volume - IV Design of Structures on Canal and Drainage System Crest Length, Lt = 2 x H = 0.412 m RC = Top Bank Level - Canal Bed Level = 0.600 m 2.6 Radius of Curvature at U/S Glacis, R1 = 2 x H R1 = 0.412 m 2.7 Check for Flexibility (F) Flexibility = Rate of change of discharge of outlet to rate of change of discharge of parent canal. F = m/n x D/H where m =outlet Index =3/2 for Weir Type module, n = Channel index = 5/3 for trapezoidal section. D = depth of water in parent canal and H= head over crest F = m/n x D/H = {(3/2) / (5/3)} x (0.45 / 0.249) = 1.529 m The Value of F is equal to 1, Hence Module is Proportionate 2.8 Check for Sensitivity (S) S = .nxF = (5/3) x 1.000 = 2.549 m IS2.711>1.50 TRUE 2.9 Length of Splay in Offtaking Canal (SPL) Provide splay starred from end of crest to end of d/s glacis = 2.10 Design of Cistern Discharge intensity, q = Discharge / Throat Width = Head Loss, H = U/S FSL - D/S FSL L Critical Depth, De = (q /g) 2 ,/3 = = Ef2 from Blench Curve = 1.19 m 0.155 cumec/ m 0.006 m 0.135 m 0.35 m 2.11 Cistern Level It should be the minimum of following (i) (ii) D/S FSL -1.25 Ef2 D/S CBL -0.15 (iii) D/S CBL -FSD/3 2020.1225 m 2020.210 m = 2020.293 m Provide Cistern Level = 2020.123 m Depth of Cistern below D/S Bed Level = 0.237 m Depth of Cistern below Crest, D = Crest Level - Cistern Level = 0.237 Length of Glacis = 5 x D = 1.19 Length of Cistern = 5 x Ef2 = 1.750 Provide the Length of Cistern to Keep Min. Road Width 3.50m = 1.750 Total Length = Cistern Length + Glacis Length = 2.94 m m m m m 2.12 Foundation Level (FL) Foundation Level = Min(GL, U/S CBL, D/S CBL, CBLo) - 0.90 = 2019.316 m WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and ABCEPLC -190- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section - I, Volume - IV Design of Structures on Canal and Drainage System ANNEXURE 7.2 STATEMENT OF DESIGN OF OPEN FLUME MODULE AT TERTIARY CANAL OFFTAKING FROM SECONDARY CANAL SN PARTICULARS UNIT TC 1-1 TC 2-1 TC 3-1 TC 3-2 TC 3-3 2.00 m 209.00 m 183.00 m 774.00 m 1106.00 m A PARENT CANAL DATA 1 Designed Discharge cumec 0.059 0.127 0.288 0.288 0.236 2 U/S Full Supply Level m 2060.590 2020.566 2015.948 1986.710 1973.577 3 Canal Bed Width m 0.300 0.400 0.700 0.700 0.700 4 Full Supply Depth m 0.250 0 350 0.500 0.500 0.450 5 U/S Canal Bed Level m 2060.340 2020.216 2015.448 1986.210 1973.127 6 Actual Discharge cumec 0.023 0.067 0.198 0.198 0.198 7 Actual Full Supply Level m 2060.590 2020.566 2015.948 1986.710 1973.577 8 Actual FSD m 0.250 0.350 0.500 0.500 0.450 9 D/S Full Supply Level m 2060.590 2020.566 2015.948 1986.710 1973.577 10 D/S Canal Bed Level m 2060.340 2020.216 2015.448 1986.210 1973.127 11 Natural Ground Level m 2060.450 2020.480 2015.173 1985.130 1972.252 B OFFTAKING CANAL DATA 1 Discharge of O/T Canal cumec 0.059 0.059 0.059 0.059 0.059 2 FSL of Offtaking Canal m 2060.690 2020.560 2015.448 1985.412 1972.579 3 BW of Offtaking Canal m 0.200 0.200 0.200 0 200 0.200 4 FSD of Offtaking Canal m 0.200 0.200 0.200 0.200 0.200 5 CBL of Offtaking Canal m 2060.490 2020.360 2015.248 1985.212 1972.379 6 Original Ground Level m 2060.400 2020.500 2015.810 1985.130 i972.250 C DESIGN CALCULATIONS 1 Head Over Crest. H m 0.225 0.315 0.450 0.450 0.405 2 Provided head over Crest 0.100 0.206 0.450 0.450 0.405 3 Crest Level (CRL) m 2060.490 2020.360 2015.498 1986.260 4 Height of Crest, Z m 1973.172 0.150 0.144 0.050 0.050 5 Min. Modular Head, Hm m 0.045 0.020 0.041 0.090 0.090 6 Throat Width, Bt m 0.081 1.120 0.379 0.117 7 Length of Crest. Lt m 0.117 0.137 0.200 0.412 0.900 Flexibility ( = 1),F 0.900 8 - 0.810 2 250 1.529 1.000 9 Sensitivity ( >1.5). S 1.000 - 3.750 1.000 2.549 1.667 10 Discharge Intensity,q cumec/ m 1.667 1.667 0.052 0.155 0.501 0.501 0.428 11 Head Loss. Hu m 0.000 0.006 0.500 12 Critical Depth. De m 1.298 0.065 0.998 0.135 Value of Ef2 Cistern Level 0.295 13 m 0.295 0.350 0.350 0.350 14 m 0 350 2060.253 . 0.350 0 265 2020.123 2015.011 15 Depth of Cistern m 1984.975 0.238 1972.142 0.237 0.237 16 Depth below Crest m 0.237 0.238 0 237 0.237 0.487 17 Length of Glacis m 1.188 1.285 . 1 031 1.187 2.437 18 Length of Cistern m 1.750 6 427 1.750 1.750 19 Total Length m 2.938 . 1 750 . 5 153 2.937 1 750 4.187 20 Foundation Level m . 8.177 2059.440 6 903 2019.316 2014.348 21 Hor. Length of Canal m 1.000 1984 230 1971 350 1.000 1.000 22 Size of Cistern ( L & B ) m 1.000 . 1.000 1.000 1 000 1.000 1.000 . 1.000 WWDSE. Addis Ababa in Assertion with ICT Pvt Ltd. and ABCE PLC -191- Detail Design of Bale Gadula Irrigation & Drainage Project f.Ministry of Water And Energy • Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT TC 4-1 TC 5-1 TC 6-2 TC 7-4 TC 7-5 242.00 m 184.00 m 637.00 m 731.00 m 1142.00 m A PARENT CANAL DATA 1 Designed Discharge cumec 0.172 0.120 0.094 0.113 0.103 2 U/S Full Supply Level m 1981.639 1969.668 1948.783 1937.601 1933.355 3 Canal Bed Width m 0.500 0.600 0.500 0.500 0.500 4 Full Supply Depth m 0.450 0.300 0.300 0.350 0.300 5 U/S Canal Bed Level m 1981.189 1969.368 1948.483 1937.251 1933.055 6 Actual Discharge cumec 0.085 0.077 0.074 0.100 0.100 7 Actual Full Supply Level m 1981.639 1969.668 1948.783 1937.601 1933.355 8 Actual FSD m 0.450 0.300 0.300 0.350 0.300 9 D/S Full Supply Level m 1981.639 1969.668 1948.783 1937.601 1933.355 10 D/S Canal ued Level m 1981.189 1969.368 1948.483 1937 251 1933.055 11 Natural Ground Level m 1981.440 1969.490 1948.570 1937.480 1933.090 B OFFTAKING CANAL DATA 1 Discnarae of O/T Canal cumec 0.059 0.059 0.059 0.059 0.059 2 FSL of Offtaking Canal m 1981.388 1969.667 1948.783 1937 529 1933.282 3 BW of Offtaking Canal m 0.200 0.2C0 0.200 0.200 0.200 4 I FSD of Offtakinq Canal m 0.200 0.200 0.200 0.200 0.200 5 I CBL of Offtaking Canal m 1981.188 1969.467 1948.583 1937.329 1933.082 6 | Original Ground Level m 1981.440 1969.490 1948.570 1937.480 1933.090 c DESIGN CALCULATIONS 1 Head Over Crest H m 0.405 0.270 0.270 0.315 0.270 2 Provided heaa over Crest 0A05 0.201 0.200 0.272 0 270 3 Crest Level (CRL) m 1981.234 1969.467 1948.583 1937.329 1933.085 ’ 4 Heiaht of Crest. Z m 0.045 0.099 0.100 0.078 0.030 5 Min. Modular Heaa. rim m 0.081 0.040 0.040 0.054 0.054 6 Throat Width, St m 0.137 0.393 0.396 0.250 0.252 ~7 Length of Crest. Lt m 0.810 0.402 0.400 0.544 0.540 8 Flexibility ( =1),F - 1.000 1.343 1.350 1.158 1.000 19 Sensitivity ( >15). S 1 667 2.239 2.250 1 930 1.667 i 10 Discharge Intensity,q cumec/ m 0.428 I 0.150 0.148 0.235 0.233 11 Heaa Loss. H. m 0.251 | 0.001 0 000 0.072 0.073 12 Critical Depth. De m 0.265 0.132 0.131 0.178 0.177 13 Value of Ef2 m 0.350 0.350 0.350 0.350 0.350 14 Cistern Level m 1980.951 1969.230 1948.346 1937.092 1932.845 15 Depth of Cistern m 0.237 0.237 0.237 0.237 0.237 16 Depth below Crest m 0.284 0.237 0.237 0.237 0.240 17 Length of Glacis m 1.418 1.187 1.187 1.187 1.202 18 Length of Cistern m 1.750 1.750 1.750 1.750 1.750 19 Total Length m 3.168 2.937 2.937 2.937 2.952 20 Foundation Level m 1980 288 1968.468 1947.583 1936.351 1932.155 21 Hor. Length of Canal m 1.000 1.000 1.000 1.000 1.000 22 Size of Cistern ( L & B ) m 1.000 1.000 1.000 1.000 1.000 WWDSE. Addis Ababa in Association with ICT Pvt Ltd and A3CE PLC -192- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section - I, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT TC 7-6 TC 8-1 TC 8-2 TC 9-1 TC 9-2 1648.00 m 540.00 m 960.00 m 1.00 m 359.00 m A PARENT CANAL DATA 1 Designed Discharge cumec 0.103 0.167 0.167 0.100 0.100 2 U/S Full Supply Level m 1926.302 1937.762 1937.085 1907.814 1905.185 3 Canal Bed Width m 0.500 0.600 0.600 0.400 0.350 4 Full Supply Depth m 0.300 0.400 0.400 0.340 0.340 5 U/S Canal Bed Level m 1926.002 1937.362 1936.685 1907.474 1904.845 6 Actual Discharge cumec 0.100 0.127 0.127 0.100 0.100 7 Actual Full Supply Level m 1926.302 1937.762 1937.085 1907.814 1905.185 8 Actual FSD m 0.300 0.400 0.400 0.340 0.340 9 D/S Full Supply Level m 1926.302 1937.762 1937.085 1907.814 1905.185 10 D/S Canal Bed Level m 1926.002 1937.362 1936.685 1907.474 1904.845 11 Natural Ground Level m 1926.110 1937.480 1936.510 1907.490 1905.126 B OFFTAKING CANAL DATA 1 Discharge of O/T Canal cumec 0.059 0.059 0.059 0.059 0.059 2 FSL of Offtaking Canal m 1926.127 1937.446 1936.778 1907.674 1905.095 3 BW of Offtaking Canal m 0.200 0.200 0.200 0.200 0.200 4 FSD of Offtaking Canal m 0.200 0.200 0.200 0.200 0.200 5 CBL of Offtaking Canal m 1925.927 1937.246 1936.578 1907.474 1904.895 6 Original Ground Level m 1926.120 1937.480 1936.530 1907.490 1905.130 C DESIGN CALCULATIONS 1 Head Over Crest, H m 0.270 0.360 0.360 0.306 0.306 2 Provided head over Crest 0.270 0.360 0.360 0.306 0.290 3 Crest Level (CRL) m 1926.032 1937.402 1936.725 1907.508 1904.895 4 Heiaht of Crest. Z m 0.030 0.040 0.040 0.034 0.050 5 Min. Modular Head, Hm m 0.054 0.072 0.072 0.061 6 Throat Width, Bt 0.058 m 0.252 0 164 0.164 7 Length of Crest. Lt 0.209 m 0.227 0.540 0.720 0.720 8 Flexibility ( = 1),F 0.612 0.580 - 1.000 1.000 9 Sensitivity ( >1.5), S 1.000 1.000 - 1.055 1.667 1.667 1.667 10 Discharge Intensity.q cumec/ m 1.667 1 759 0.233 0.359 0.359 0.281 . 0.259 11 m 0.175 0.316 12 0.307 m 0.140 0.177 0.090 0.236 13 Value of Ef2 m 0.236 0.350 0.200 0.190 0.350 14 Head Loss, HL Critical Depth. De Cistern Level Depth of Cistern 0.350 m 1925.690 0 350 0 350 1937.009 15 m 1936.341 0.237 . 1907.237 0.237 1904 658 16 Depth below Crest m 0.237 0.342 0.237 0.394 . 0 237 17 Length of Glacis m 0.385 1.712 0 271 . 0 237 Length of Cistern 1.968 18 m 1 923 1.750 . 1 357 1.750 1 187 19 Total Length m 1.750 3.462 1 750 3.718 1 750 20 m 3.673 1925.027 . 3 107 1936.346 2 937 21 Foundation Level Hor. Length of Canal m 1935.630 1.000 . 1906.574 1.000 1903 945 22 Size of Cistern ( L & B ) m 1.000 1.000 1 000 1.000 . 1 000 1.000 . 1 000 1.000 WWDSE. Addis Ababa in Association with ICT Pvt Ltd and ABCE PLC t93’ Detail Design of Bale Gadula Irrigation 4 Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System I I' I TC 13-1 1.00 m I I PARTICULARS PARENT CANAL DATA Designed Discharge_ U/S Full Supply Level Canal Bed Width Full Supply Depth U/S Canal Bed Level Actual Discharge Actual Full Supply Level Actual FSD_________ D/S Full Supply Level D/S Canal Bed Level Natural Ground Level QFFTAKINGCANALDATA Discharge of O/T Canal FSL of Offtaking Cana[_ BW of Offtaking Canal FSD of Offtaking Canal CBL of Offtaking Canal Original Ground Level "DESIGN CALCULATIONS TC 12-2 240.00 m I cumec m m m m cumec m m m m m cumec m m m TC 10-2 689.00 m 0.333 1896.682 0.700 0.450 1896.232 0.245 1896.682 0.450 1896.682 1896.232 1896.570 0.059 1896.563 0.200 0.200 1896.363 1896.570 0.405 0 319 1896.363 0 131 0.064 0.197 0,638 1.270 2.116 TC 10-4 2148.00 m 0.267 1895.515 0.700 0.400 TC 11-1 85.00m 0.160 1885.531 0.500 0.350 1885.181 0.115 1885.531 0.350 1885.531 1885.181 1885.360 0.059 1885.472 0.200 0.200 1885.272 1885.360 0.315 0.259 1885.272 0.091 0.052 0.269 0.518 1.216 2.027 0.219 0.059 0.170 0.350 1885.035 0.237 0.237 1.187 1.750 2.937 1884.281 1.000 1.000 0.210 1871.784 0.500 0.450 1871.334 0.144 1871.784 0 450 1871.784 1871.334 1872.110 0.059 1871.929 0.200 0.200 1871.729 1872.110 0.100 1860 653 0.400 0.300 m im m ____ - , cumec/m 0.299 0.119 0.209 0.350 1896.126 0.237 1895.115 0.245 1895.515 0.400 1895.515 1895.115 1895.330 0.059 1895.249 0.200 0.200 1895.049 1895 330 0,360 0 360 1895.155 0.040 0.072 0.164 0.720 1.000 1.667 0.359 0.266 0.236 0.350 1894.812 0.237 1860.353 0.077 1860.653 0.300 1860 653 1860.353 1860.490 I LI I I I I Head Over Crest. H Provided head over Crest Crest Level (CRL) Jjeight of Crest. Z Min. Modular Head, Hm Throat Width, Bt Length of Crest. Lt Flexibility ( =1),F ____ Sensitivity ( >1.5). S Discharge Intensity,q Head Loss, HL Critical Depth. De Value of Ef2 Cistern Level Depth of Cistern Depth below Crest Length of Glacis Length of Cistern Total Length Foundation Level _____ Hor, Length of Canal Size of Cistern ( L & B ) m m im 0.059 1860.603 0.200 0.200 1860.403 1860.490 0.270 0.250 1360.403 0.050 0.050 0.283 0.500 0.237 1.187 1.750 2.937 1895.332 1.000 1.000 0.344 1.718 1.750 3.468 1894.149 1.000 1.000 0.405 0.055 1871.729 0.395 0.011 2.746 0.110 7.364 12.273 0.021 -0.145 0.036 0.350 1871.492 0237 0.237 1.187 1.750 2.937 1.000 1.000 1,080 1.800 0.208 0.050 0.164 0.350 1860.166 0.237 0,237 1,187 1.750 2.937 1859.453~ 1.000 1.000 WWDSE Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC -194- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011 [ r. ,jMinistry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT TC 14-3 TC 15-1 TC 16-1 TC 17-3 TC 18-1 1442.00 m 303.00 m 739.00 m 595.00 m 30.00 m A PARENT CANAL DATA 1 Designed Discharge cumec 0.322 0.126 0.177 0.163 0.075 2 U/S Full Supply Level m 1859 932 1834.828 1822.473 1801.572 1802.062 3 Canal Bed Width m 0.700 0 500 0.600 0.500 0 400 4 Full Supply Depth m 0.500 0.350 0.400 0.400 0.250 5 U/S Canal Bed Level m 1859.432 1834.478 1822.073 1801.172 1801.812 6 Actual Discharge cumec 0.231 0.080 0.080 0.144 0.060 7 Actual Full Supply Level m 1859.932 1834.828 1822.473 1801 572 1802.062 8 Actual FSD m 0.500 0.350 0.400 0.400 0 250 9 D/S Full Supply Level m 1859.932 1834.828 1822.473 1801.572 1802.062 10 D/S Canal Bed Level m 1859.432 1834.478 1822.073 1801.172 1801.812 11 Natural Ground Level m 1859.740 1834.700 1822.370 1801.240 1801.940 B OFFTAKING CANAL DATA 1 Discharge of O/T Canal cumec 0.059 0.059 0.059 0 059 0.059 2 FSL of Offtaking Canal m 1859.826 1834.820 1822.399 1801.319 1801.930 3 BW of Offtaking Canal m 0.200 0 200 0.200 0.200 0.200 4 FSD of Offtaking Canal m 0.200 0.200 0.200 0.200 0.200 5 CBL of Offtaking Canal m 1859.626 1834.620 1822.199 1801.119 1801.730 6 Original Ground Level m 1859.740 1834.700 1822.370 1801.280 1801.940 C DESIGN CALCULATIONS 1 Head Over Crest. H m 0.450 0.315 0.360 0.360 0.225 2 Provided head over Crest 0.306 0.208 0.274 0.360 0.225 3 Crest Level (CRL) m 1859.626 1834.620 1822.199 1801.212 1801.837 4 Height of Crest. Z m 0.194 0.142 0.126 0.040 0.025 5 Min. Modular Head, Hm m 0.061 0.042 0.055 0.072 0 045 6 Throat Width, Bt m 0.209 0.373 0.247 0.164 0.332 7 Length of Crest. Lt m 0.612 0.416 0.548 0.720 0.450 8 Flexibility ( =1),F - 1.471 1.514 1.314 1.000 1.000 9 Sensitivity (>1.5). S - 2.451 2 524 2.190 1.667 1.667 10 Discharge Intensity,q cumec/m 0.281 0.157 0.238 0.359 0.177 11 Head Loss, HL m 0.106 0.008 0.074 0.253 0.132 12'“ Critical Depth, De m 0.200 0.136 0.179 0.236 0.147 13 Value of Ef2 m 0.350 0.350 0.350 0.350 0.350 14 15 16 17 18 19 20 Cistern Level Length of Glacis Foundation Level m 1859.389 1834.383 1821.962 1800.882 1801 493 Depth of Cistern m 0.237 0.237 0.237 0.237 0.237 Depth below Crest m 0.237 0.237 0 237 0.331 0.344 m 1.187 1.187 1.187 1.653 Length of Cistern 1.722 m 1.750 1.750 1.750 1.750 Total Length m 1.750 2.937 2.937 2.937 3.403 3.472 m 1858.532 1833.578 1821.173 1800.219 1800.830 21 Hor. Length of Canal m 1.000 1.000 1 000 1.000 1.000 22 Size of Cistern ( L & B ) m 1.000 1.000 1.000 1.000 1.000 WWDSE. Addis Ababa in Association with ICT Pvt Ltd and ABCE PLC -195- Detail Design of Bate Gadula irrigation & Drainage Project ‘,Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section - I, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS UNIT TC 19-1 TC 20-1 TC 21-1 TC 21-2 TC 22-3 149.00 m 146.00 m 338.00 m 831.00 m 1417.00 m A PARENT CANAL DATA 1 Designed Discharge cumec 0.107 0.071 0.138 0.118 0.231 2 U/S Full Supply Level m 1777.593 1757.654 1757.818 1757.523 1746.793 3 Canal Bed Width m 0.400 0.400 0 500 0.400 0.700 4 Full Supply Depth m 0.300 0.250 0.350 0.350 0.400 5 U/S Canal Bed Level m 1777.293 1757.404 1757.468 1757.173 1746.393 6 Actual Discharge cumec 0.071 0.068 0.110 0.110 0.184 7 Actual Full Supply Level m 1777.593 1757.654 1757.818 1757.523 1746 793 8 Actual FSD m 0.300 0.250 0.350 0.350 0.400 9 D/S Full Supply Level m 1777.593 1757.654 1757.818 1757.523 1746.793 10 D/S Canal Bed Level m 1777.293 1757.404 1757.468 1757.173 1746.393 11 Natural Ground Level m 1777.420 1757.390 1757.370 1757.370 1746.510 B OFFTAKING CANAL DATA 1 Discharge of O/T Canal cumec 0.059 0.059 0.059 0.059 0.059 2 FSL of Offtaking Canal m 1777 545 1757.564 1757.638 1757.350 1746.562 3 BW of Offtaking Canal m 0.200 0.200 0.200 0.200 0.200 4 FSD of Offtaking Canal m 0.200 0.200 0.200 0.200 0.200 5 CBL of OfnaKina Canal m 1777.345 1757.364 1757.438 1757.150 1746.362 6 | Original Ground Level m 1777.420 1757.390 1757.370 1757.390 1746.510 C DESIGN CALCULATIONS 1 Head Over Crest, H m 0.270 0.225 0.315 0.315 0.360 2 Provided head over Crest 0.248 0.225 0.315 0.315 0.360 3 Crest Level (CRL) m 1777.345 1757.429 1757.503 1757.208 1746.433 4 Height of Crest, Z m 0.052 0.025 0.035 0.035 0.040 5 Min Modular Head. Hm m 0.050 0.045 0.063 0.063 0.072 6 Throat Width Bt m 0 287 0.332 0.200 0.200 0.164 7 Length of Crest, Lt m 0.496 0.450 0.630 0.630 0.720 8 Flexibility ( = 1).F - 1 089 1.000 1.000 1.000 1.000 9 Sensitivity ( >1.5), S - 1.815 1.667 1.667 1.667 1.667 10 Discharge Intensity.q cumec/m 0.205 0.177 0.293 0.293 0.359 11 Head Loss, HL m 0.048 0.090 0.180 0.173 0.231 12 Critical Depth. De m 0.162 0.147 0.206 0.206 0.236 13 Value of Ef2 m 0.350 0.350 0.350 0.350 0.350 14 Cistern Level m 1777.108 1757.127 1757.201 1756.913 1746.125 15 Depth of Cistem m 0.237 0.237 0.237 0.237 0.237 16 Depth below Crest m 0.237 0.303 0.302 0.295 0.309 17 Length of Glacis m 1.187 1.513 1.512 1.477 1.543 18 Length of Cistern m 1.750 1.750 1.750 1.750 1.750 19 Total Length m 2.937 3.263 3.262 3.227 3.293 20 Foundation Level m 1776.393 1756.464 1756.470 1756.250 1745.462 21 Hor. Length of Canal m 1.000 1.000 1.000 1.000 1.000 22 Size of Cistern ( L & B ) m 1 000 1.000 1.000 1.000 1.000 IVWDSE, Addis Ababa in Association with ICT Pvt Ltd and ABCE PLC -196- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011 r 1Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System TC 23-1 TC 24-1 TC 25-1 TC 25-2 TC 26-2 SN PARTICULARS UNIT 229.00 m 11.00 m 17.00 m 349.00 m 523.00 m A PARENT CANAL DATA 1 Desiqned Discharqe cumec 0.103 0.127 0.223 0.182 0.160 2 U/S Full Supply Level m 1739.899 1725 661 1715.865 1715.766 1685.653 3 Canal Bed Width m 0.500 0.500 0.600 0.600 0.500 4 Full Supply Depth m 0.300 0.300 0.500 0.450 0.350 5 U/S Canal Bed Level m 1739.599 1725.361 1715.365 1715.316 1685.303 6 Actual Discharge cumec 0.090 0.110 0.131 0.131 0.131 7 Actual Full Supply Level m 1739.899 1725.661 1715.865 1715.766 1685.653 8 Actual FSD m 0.300 0.300 0.500 0.450 0.350 9 D/S Full Supply Level m 1739.899 1725.661 1715.865 1715.766 1685.653 10 D/S Canal Bed Level m 1739.599 1725.361 1715.365 1715.316 1685.303 11 Natural Ground Level m 1739.800 1725.310 1715.490 1715.420 1685.490 B OFFTAKING CANAL DATA 1 Discharge of O/T Canal cumec 0.059 0.059 0.059 0.059 0.059 2 FSL of Offtaking Canal m 1739.850 1725.151 1715.865 1715.546 1685.653 3 BW of Offtaking Canal m 0.200 0.200 0.200 0.200 0.200 4 FSD of Offtaking Canal m 0.200 0.200 0.200 0.200 0.200 5 CEL of Offtaking Canal m 1739.650 1724.951 1715.665 1715.346 1685 453 6 Original Ground Level m 1739 800 1725.310 1715.490 1715.420 1685.490 C DESIGN CALCULATIONS 1 Head Over Crest. H m 0.270 0 270 0.450 0.405 0.315 2 Provided head over Crest 0.249 0.270 0.200 0.405 0.200 3 Crest Level (CRL) m 1739.650 1725.391 1715.665 1715.361 1685.453 4 Height of Crest. Z m 0.051 0.030 0.300 0.045 0.150 5 Min. Modular Heaa. Hm m 0.050 0.054 0.040 0.081 0.040 6 Throat Width. Bt m 0.285 0.252 0.396 0.137 0.396 7 Length of Crest, Lt m 0.498 0.540 0.400 0.810 0.400 8 Flexibility (=1),F - 1.084 1.000 2.250 1.000 1.575 9 Sensitivity (>1.5), S - 1.807 1.667 3.750 1.667 2.625 10 Discharge Intensity,q cumec/m 0.206 0.233 0.148 0.428 0.148 11 Head Loss, HL m 0.049 0.510 0.000 0.220 0 000 12 Critical Depth. De m 0.163 0.177 0.131 0.265 . 0 131 13 Value of Ef2 m 0.350 0.350 0.350 0.350 14 Cistern Level m 1739.413 1724.714 1715.428 1715.109 . 1685 216 . 0 350 15 Depth of Cistern m 0.237 0.237 0237 0.237 0 237 16 Depth below Crest m 0.237 0.678 0.237 0.253 0 237 17 Length of Glacis m 1.187 3.388 1.187 1.263 . 1 187 18 Length of Cistern m 1.750 1.750 1.750 1.750 1 750 19 Total Length m 2.937 5.138 2.937 3 013 . 2 937 20 Foundation Level m 1738.699 1724 051 1714.465 . 1714.416 1684 403 21 Hor. Length of Canal m 1.000 1.000 1.000 1.000 1 000 22 Size of Cistern ( L & B ) m 1.000 1.000 1.000 1.000 1.000 WkVDSE Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section - I, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS TC 26-3 TC 27-1 TC 27-3 TC 28-1 1059.00 m 147.00 m 1043.00 m 208.00 tn A PARENT CANAL DATA 0.160 0.221 0.237 0.146 1685.224 1669.856 1667.740 1635.038 0.500 0.350 0.600 0.400 0.600 0.600 0.400 0.350 1684.874 1669.456 1667.340 1634.688 0.131 0.194 1685.224 0.350 1669.856 0.400 0.194 1667 740 0.134 1635.038 0.400 0.350 _______ — ______ 10 D/S Canal Bed Level 1 2 3 4 5 6 7 8 9 Designed Discharge U/S Full Supply Level Canal Bed Width Full Supply Depth U/S Canal Bed Level Actual Discharge Actual Full Supply Level Actual FSD D/S Full Supply Level Natural Ground Level 1685.224 1669.856 1669.456 1669.790 0.059 0.059 1667.740 1667.340 1635.038 1634.688 11 cumec m m m m cumec m m m m m 1667.570 1634 680 T OFFTAKING CANAL DATA 1 Discharge of O/T Canal 2 FSL of Offtaking Canal 3" __________ cumec m m m m m m m 1685.224 1669.957 BW of Offtaking Canal 0.200 0.200 4 FSD of Offtaking Canal 5 CBL of Offtaking Canal 6 Original Ground Level C DESIGN CALCULATIONS 1 Head Over Crest. H 2 Provided head over Crest 3 Crest Level (CRL) 4 Height of Crest. Z 5 ' Min. Modular Head Hm 6 ’ Throat Width. Bt 7 Length of Crest, Lt m m 8 Flexibility (=1),F 9 Sensitivity ( >1.5), S 10 Discharge Intensity.q 0.315 0.200 1685.024 0.150 0.040 0.396 0.400 1.575 2.625 0.148 0.360 0.099 1669.757 0.301 0.020 1.137 0.198 3.636 6.061 0.052 11 Head Loss, HL 12 Critical Depth, De 13 77 15 1? Value of Ef2 Cistern Level Depth of Cistern Depth below Crest 0.000 -0.101 0.131 0.065 0.350 0.350 1684.787 1669.520 0.237 0.237 0.237 0.237 17 Tength of Glacis cumec/m m m m m m m m m m m m m 1.187 1.187 0.059 1667.787 0.200 0.200 1667.587 1667.570 0.360 0.153 1667.587 0.247 0.031 0.592 0.306 2.353 3.922 0.099 -0.047 0.100 0.350 1667.350 0.237 0.237 1.187 18 W Length of Cistern 1.750 1.750 1.750 Total Length 20 Foundation Level 2.937 1683.974 2.937 2.937 1668.556 1666.440 21 Hor. Length of Canal 1.000 1.000 0.059 1634.948 0.200 0.200 1634.748 1633.830 0.315 0.290 1634.748 0.060 0.058 0.227 0.580 1.086 1.810 0.259“ 0.090 0.190 0.350 1634.511 0.237 0.237 1.187 1.750 2.937 1632.930 1.000’ 22 1.000 Size of Cistern ( L & B 1 WWDSE. Addis Ababa in Association with ICT Pvt. Ltd. and ABCEPLC -198- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia SN PARTICULARS Section - /, Volume - IV Design of Structures on Canal and Drainage System TC 30-2 0.087 1607 492 0.300 UNIT TC 29-1 5.00 m 620.00 m A PARENT CANAL DATA 1 Designed Discharge cumec 0.087 2 U/S Full Supply Level m 1634.890 3 Canal Bed Width m 0.300 0.400 4 Full Supply Depth m 0.300 5 U/S Canal Bed Level m 1634.590 1607.192 6 Actual Discharge cumec 0.067 0.064 7 Actual Full Supply Level m 1634.890 1607.492 8 Actual FSD m 0.300 0.300 9 D/S Full Supply Level m 1634.890 1607.492 10 D/S Canal Bed Level m 1634.590 1607.192 11 Natural Ground Level m 1634.810 1607.140 B OFFTAKING CANAL DATA 1 Discharge of O/T Canal cumec 0.059 0.059 2 FSL of Offtaking Canal m 1634.838 1607.038 3 BW of Offtaking Canal m 0.200 0.200 4 FSD of Offtaking Canal m 0.200 0.200 5 CBL of Offtaking Canal m 1634.638 1606.838 6 Original Ground Level m 1634.810 1607.140 C DESIGN CALCULATIONS 1 Head Over Crest. H m 0.270 0.270 2 Provided head over Crest 0.252 0.270 3 Crest Level (CRL) m 1634.638 1607 222 4 Height of Crest, Z m 0.048 0.030 5 Min Modular Head, Hm m 0.050 0.054 6 Throat Width, Bt m 0.280 0 252 7 Length of Crest. Lt m 0.504 0.540 8 Flexibility ( =1),F - 1.071 1.000 9 Sensitivity (>1.5), S - 1.786 1.667 10 Discharge Intensity,q cumec/m 0.210 0.233 11 Head Loss. HL m 0.052 0.454 12 Critical Depth, De m 0.165 0.177 13 Value of Ef2 m 0.350 0.350 14 Cistern Level m 1634.401 1606.601 15 Depth of Cistern m 0.237 0.237 16 Depth below Crest m 0 237 0.621 17 Length of Glacis m 1.187 3.107 18 Length of Cistern m 1.750 1.750 19 Total Length m 2.937 4.857 20 Foundation Level m 1633.690 1605.938 21 Hor. Length of Canal m 1 000 1.000 22 Size of Cistern ( L & B ) m 1.000 1.000 WWDSE Addis Ababa in Association with ICT Pvt Ltd and ABCE PLC -199- Detail Design of Bale Gadula Irrigation & Drainage Protect October. 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Cana! and Drainage System DESIGN OF DRAIN CULVERT A CANAL DATA Annexure 10.1 FOR BALE GADULA ON SECONDARY CANAL SC-2 AT CH. 20 M SN PARTICULARS U/S Unit (I) Design Discharge 0.067 m3/sec (ii) Full Supply Level 2020.690 m (iii) Bed Width (B) 0.40 m (<v) Full Supply Depth 0.35 m (v) Free Board 0.25 m (Vi) Cana! Bed Level 2020.340 m (vii) Bed Gradient 1 :1428.6 (Viil) Velocity of Canal (V ) c 0.484 m/sec (ix) Top Bank Level 2020.940 m (x) Side Slope (inner) 1:1 (xi) Side Slope (outer) 1.5:1 (XII) Ground Level 2020.010 m (xiii) Rugosity Coefficient 'N' (xiv) Top Bank Width (L/R) 0.0180 1.50/4.00 m (xv) Type of Soil Alluvial Soil 2 DRAIN DATA (i) Drain Discharge 0.750 Cumec (ii) HFL in Drain 2020.310 m (iii) Drain Bed Level 2020.010 m (iv) Drain Bed Width 0.90 m (v) Depth of water in Drain 0.30 m (vi) Side slope of drain 1:1 (vii) Rugosity Coefficient 'N' 0.03 (viii) Velocity of Flow in Drain 2.08 m/sec (ix) Structural Head Loss (Assumed) 0.30 m B HYDRAULIC DESIGN 1 Selection of Pipe No. of rows provided Velocity factor Assuming velocity in pipe = 1.2 x Vc = 1.2 x 2.08 = 1 No = 1.20 = 2.500 m/sec WWDSE, Addis Ababa in Association with ICT Pvt Ltd. and ABCE PLC -200- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System Discharge in one row of pipe = Q/n = 0.75/1 = 0.750 m3/sec Dia of pipe = d = sqrt(4 x Q/(n x V)) = 0.62 m Provide diameter of pipe = 1.20 m Thus actual velocity in pipe. Vs = Q / A = = 0.663 m/sec Provide thickness of pipe = 0.120 m Hence, outer diameter of pipe = 1.44 m 2 Fixing the Length of Pipe Length of pipe = Canal Bed Width + 2 x 1 x (FSD + FB) + (TBW-L + TBW-R + 2 x Dowel Width) + 2 x 1.5 x (TBL - GL) + ( 2 x Top Width of Wall) - 11.96 m Providing pipe of 2.5 m length and Length of pipe = 12.50 m Head Loss in Pipe When pipe is running full HL = (1.5 x (Vs2 - Vc ) / 2 x g) + ( S$ x L ) 2 Where. S4> = Vs2 x n2 / R4/3 = 0.00197 R = D/4 = 0.30 m HL = = 0.04 m Designed structural head loss = 0.30 m Hence the selected pipe is o.k. = TRUE Minimum cushion above pipe at Canal Bed Level = 0.50 m Condition-1 - When Canal Bed Level <= HFL + Thickness of pipe + cushio n Invert level = Canal Bed Level - (pipe dia + th. of pipe * cushion) = 2018.520 m Condition-2 - When pipe diameter <= Depth of Water in Drain Invert level = Drain Bed Level = 2020.010 in Condition-3 - When pipe diameter > Depth of Water in Drain Invert level = HFL of canal - Inner Dia. of pipe = 2019.110 m Invert R.L.of pipe = Min.Invert R.L. from Applicable Conditions ( 1 to 3 ) 2018.520 VVWDS6. Addis Ababa in Association with -201- Detail Design of Bale Gadula Irrigation & Drainage Project ICT Pvt. Ltd. and ABCE PLC October 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System —0.18|— 1.50 1.80 -p-------------- 1.60 ------------- -j— 1.80 + 4.00 —*|o 18 p Wall Lvl. 2021.060 2020.940 TBL— -----j----- z -------- \ O.G.L. 1.5:1 2020.010 X j -i 0.60 1:1 / — 0.-10 — ■ 0.50 c .45 ... ................... I.Level 2018 520 . . u. ... . 1 Pipe Dia | 1.20 .---J - . ...... ... 'I Bottom L\4 2017.200 1 1 oc 5 Bottom Level of Foundation Provide Depth of Foundation It should be lowest of the following : = 1.20 m (a) G.L.-1.2 = = 2018.810 m (b) Drain Bed Level -1.2 = = 2018.810 m WWDSE, Addis Ababa in Association with ICT Pvt Ltd and ABCE PLC -202- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of EthiopiaDesign of Structures on Cana an------------------------------------ /—g—y----------- ^^‘^nrlir^a^vstem (c) Invert level -1.2 = Minimum of above three condition The bottom level of foundation = 2017 320 m 2017.320 m 2017.200 m 6 Details of U/S & D/S Bed Transition U/S transition = 5 x (U/S D.B.L. - Invert R.L. of Pipe) = 7.45 m D/S transition = 5 x (D/S D.B.L. - Invert R.L. of Pipe) = 745 m 7 Length of Head Wall Spacing between pipes = 0.00 m Offset Concrete at Pipe = 0.50 m Length of key = 1.00 m Lw = No. of rows x Outer Dia * (No. of rows - 1) x Pipe Spacing + 2 x Offset at Pipe + 2 x 2 A 0 50 x Inner slope x (HFL - Invert level) + 2 x Length of key Length of d/s head wall is same as u/s head wall = 8 Top Level of Head Wall Top Width of Head Wall 9.50 m 9.50 m 0.45 m Height of parapet wall above HFL = 0.75 m Top R.L of Head wall = HFL + Height of parapet Wall = 2021.060 m 9 Height of Wall (Masonry) Thickness of foundation concrete Height of wall = 0.30 m H1 = Top R.L. of head wall - bottom level of foundation - thickness of foundation concrete = 3.560 m 10 Protection Work Beyond Inpervios Floor (i) Upstream protection : Provide stone pitching 225 mm in a length = 2.00 (ii) Downstream protection : Provide stone pitching 225 mm in a length = 2.00 Provide toe wall at the end of stone pitching 0.45m wide in depth = 0.90 vVVVDSE, Addis Ababa tn Association with ICT Pvt Ltd. and A3CE PLC Detail Design of Bale Gadula Irrigation & Drainago Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System ANNEXURE 10.2 STATEMENT FOR DESIGN OF DRAIN CULVERT ON SECONDARY CANALS SN PARTICULARS Unit I ch 20m ch. 140m ch. 1780rr ch. 2500rr ch. 540m CANAL DATA SC-2 SC-3 SC-3 SC-3 SC-4 (•) Design Discharge m /sec 0.067 0.198 J 0.198 0.198 0.077 (•■) Full Supply Level m 2020.69 2015.965 1965 555 1965.272 1967.168 (iii) Bed Width (B) m 0.4 0.7 0.7 0.7 0.5 (iv) Full Supply Depth m 0.35 0.5 0.45 0.45 0.3 (v) Free Board m 0.25 0.3 0.3 0.30 0.25 (vi) Canal Bed Level m 2020.34 2015.465 1965.105 1964.822 1966.868 (vii) Bed Gradient 1428.57 2500 2500 2500.00 1428 (viii) Velocity of Canal (Vc) m/sec 0 484 0.48 0.455 0.455 0.465 (ix) Top Bank Level m 2020.94 2016 265 1965.855 1965.57 1967.418 (X) Side Slope (inner) 1 1 1 1 1 (xi) Side Slope (outer) 1.5 1.5 1.5 1.50 1.5 (xii) Ground Level m 2020.01 2015.12 1964 1964 52 1966.52 (xiii) Rugosity Coefficient ‘N‘ 0.018 0.018 0.018 0.02 0.018 (xiv) Top Bank Width (L/R) m 1.50/4.00 1.50/4.00 1.50/4 00 1.50/4.00 1.50/4.00 DRAIN DATA (•) Drain Discharge Cumec 0.75 0.75 0.75 0.75 0.75 («) HFL in Drain m 2020.31 2015.42 1964 5 1965.02 1967 02 (iii) Drain Bed Level m 2020.01 2C15.12 1964 1964.52 1966.52 (iv) Drain Bed Width m 0 900 0.900 0.900 0.900 0.900 (V) Depth of water in Dram m 0 300 0.300 0.500 0.500 0.500 (vi) Side sloDe of drain 1 000 1.000 1.000 1.000 1.000 (VII) Rugosity Coefficient N’ 0.030 0.030 0.030 0.030 0.030 (VIII) Velocity of Flow in Drain m/sec 2.083 2.083 1.071 1.071 1.071 (ix) Structural Head Loss (Assumed) m 0.300 0.300 0.300 0.300 0.300 HYDRAULIC DESIGN Selection of Pipe No of rows provided No 1 1 1 1 1 Velocity factor 1.20 1.2 1.2 1.2 1.2 Assuming velocity in pipe m/sec 2.5 2.5 1.286 1.286 1.286 Discharge in one row of pipe = Q/n mJ/sec 0 75 0.75 0.75 0.75 0.75 Dia. of pipe = d = m 0.62 0.62 0.86 0.86 0.86 Provide diameter of pipe m 1.200 1.200 1.200 1.200 1.200 actual velocity in pipe, Vs = Q / A m/sec 0.663 0663 0.663 0.663 0.663 Provide thickness of pipe m 0.120 0.120 0.120 0.120 0.120 Outer diameter of pipe m 1.440 1.440 1.440 1.440 1.440 Fixing the Length of Pipe m 11.96 12.585 14.015 12.794 12.656 Providing pipe of Length m 12.500 12.500 15.000 15.000 12.500 Head Loss in Pipe 0.00197 0.00197 0.00197 0.00197 R = D/4 Length of pipe = S* = Vs2 x n2 / R"3 HL = Designed structural head loss Hence the selected pipe is o k. Invert Level of Pipe Invert R L of pipe = m 0.300 0.300 0.00197 m 0.040 0.041 m 0.300 0.300 TRUE TRUE m 2018.52 2013.645 0.300 0.300 0.300 0.047 0.047 0.042 0.300 0.300 0.300 TRUE TRUE TRUE 1963.285 1963.002 1965.048 Bottom Level of Foundation WWDSE, Addis Ababa in Association with ICT Pvt Ltd and ABCE PLC -204- Detail Design of Bate Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section — /, Volume — IV Design of Structures on Canal and Drainage System SN PARTICULARS Unit ch 20m ch. 140m ch. 1780m ch. 2500m ch. 540m Provide Depth of Foundation m 1.200 1.200 1.200 1.200 1.200 Bottom level of foundation m 2017.2 2012.325 1961.965 1961.682 1963.728 Details of U/S & D/S Bed Transition U/S transition = m 7.450 7.375 3.575 7590 7.360 D/S transition = m 7.450 7.375 3.575 7.590 7.360 Length of Head Wall Offset Concrete at Pipe m 0.500 0.500 0.500 0.500 0500 ' Length of key m 1.000 1 000 1.000 1.000 1.000 Length of U/S Head wall 9.503 9.460 7.877 10.148 10.018 Length of D/S Head wall m 9.503 9.460 7.877 10.148 10.018 Top Level of Head Wall Top Width of Head Wall m 0.45 0.45 0.45 0.45 0.45 Height of parapet wall above HFL m 0.75 0.75 0.75 0.75 0.75 Top R.L of Head wall = m 2C21.06 2016.17 1965.25 1965.77 1967.77 Height of Wall (Masonry) Thickness of foundation concrete m 0.300 0.300 0.300 0.300 0.300 Height of wall 3.560 3.545 2.985 3.788 3.742 Protection Work Beyond Inpervios Floor Upstream protection : m 2.000 2 000 2.000 2.000 2.000 Downstream protection : m 2.000 2.000 2.000 2.000 2.000 Depth of Toe wall L 0.900 0.900 0.900 0.900 0.900 WWDSE. Addis Ababa in Association with ICT Pvt. Ltd. and ABCE PLC 205‘ De,a'' Dos^n of Bale Gadula Irrigation S. Drainage Prcjecl October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Cana! and Drainage System WWDSE, Addis Ababa in Association with ICT Pvt Ltd and ABCE PLC -206- Detail Design of Bale Gadula Irrigation & Drainage Project October. 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS Unit ch. 180m Ch. 2400m ch. 1480m ch. 4805m ch 7643m Bottom level of foundation m 1933 883 1910.828 1892.509 1330.661 1763.837 Details of U/S & D/S Bed Transition U/S transition = m 11.235 5.710 5.855 7.145 9 215 D/S transition = m 11.235 5 710 5.855 7.145 9.215 Length of Head Wall Offset Concrete at Pipe m 0.500 0.500 0500 0.500 0.500 Length of key m 1.000 1.000 1.000 1.000 1.000 Length of U/S Head wall 12.210 9.084 9.166 9.330 10 501 Length of D/S Head wall m 12.210 9.084 9.166 9.330 10 501 Top Level of Head Wall Top Width of Head Wall m 0.45 0.45 0.45 0.45 045 Height of parapet wall above HFL m 075 0.75 0.75 0.75 0.75 Top R.L of Head wall = m 1933.7 1914 54 1896.25 1834 46 1768.05 Height of Wall (Masonry) Thickness of foundation concrete m 0.300 0 300 0.300 0.300 0.300 Heignt of wall 4.517 3412 3.441 3499 3.913 Protection Work Beyond Inpervios Floor Upstream protection : Downstream protection m 2.000 2.000 2 000 2.000 2.000 m 2.000 2.000 2 000 2.000 2.000 Depth of Toe wall m 0.900 0.900 0 900 0.900 0.900 WWDSE. Addis Ababa in Association with ICT Pvt Ltd. and ABCE PLC 207- Detail Design of Bale Gadula Irrigation & Drainage Project October 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section — /, Volume - IV Design of Structures on Canal and Drainage System SN I PARTICULARS Unit ch. 1900r n ch. 1420n l ch. 480m ch. 300m ch. 100m CANAL DATA SC-16 SC-17 SC-19 SC-20 SC-21 (i) Design Discharge rn^/set : 0.08 0.144 0.071 0.068 0.11 (ii) Full Supply Level m 1822 183 1801.16 1777.445 1757.531 1757.961 (Hi) Bed Width (B) m 0.6 0.5 0.4 0.4 0.5 (iv) Full Supply Depth m 0.35 0.4 0.3 0.25 0.35 (v) Free Board m 03 0.3 0.25 0.25 0.3 (VI) Canal Bed Level m 1821.833 1800.76 1777.145 1757.281 1757.611 (vii) Bed Gradient 2222 2500 2500 1250 1667 (viii) Velocity of Canal (Vc) m/sec 0.415 0.454 0.454 0.437 0.465 (•X) Top Bank Level m 1822.483 1801.46 1777.695 1757.781 1758.261 (x) Side Slope (inner) 1 1 1 1 1 (xi) Side Slope (outer) 1.5 1.5 1.5 1.5 (xii) Ground Level m 1821.73 1800.7 1777.31 1757.13 1.5 1757.34 (xiil) Rugosity Coefficient ’N' 0.018 0.018 0 018 0.018 0.018 (xiv) Top 8ank Width (L/R) m 1.50/4.00 1.50/4.00 1.50/4.00 1.50/4.00 1.50/4.00 DRAI N DATA (i) Drain Discharge Cume c 0.75 0.75 0.75 0.75 (it) HFL in Dram m 1822.03 1801 1777.61 1757 43 (•ii) Drain Bed Level m 1821.73 1800.7 1777.31 1757.13 1757.34 (iv) Drain Bed Wiath m 0.900 0.900 0.900 0.900 (v) Depth of water in Dram m 0.300 0.300 0.300 0.300 0.500 (vi) Side slope of dram 1.000 1.000 1.000 1.000 (vii) Rugosity Coefficient ’N’ 0.030 0.030 0.030 0.030 0.75 1757.84 0.900 1.000 0.030 (viii) Velocity of Flow in Drain m/sec 2.083 2.083 2.083 2.083 1.071 (IX) Structural Head Loss (Assumed* m 0.300 0.300 0.300 0.300 0.300 HYDRAULIC DESIGN Selection of Pipe No. of rows provided No 1 1 1 1 1 Velocity factor 12 1.2 1.2 1.2 Assuming velocity in pipe m/sec 2.500 2.500 2.500 2.500 1.286 Discharge in one row of pipe = Q/n m"/sec 0.75 0.75 0.75 0.75 0.75 Dia of pipe = d = m G62 0.62 0.62 0.62 Provide diameter of pipe m 1 200 1.200 1.200 1.200 1 200 actual velocity in pipe. Vs = Q / A m/sec 0.663 0.663 0.663 0.663 0.663 Provide thickness of pipe m 0 120 0.120 0.120 0.120 1.2 0.86 0.120 Outer diameter of pipe m 1 440 1.440 1.440 1.440 1 440 Fixing the Length of Pipe Length of pipe = m 12. Z91 12.77 13.495 12.597 12.787 Providing pipe of Length m 15 000 15.000 15.000 12 500 15.000 Head Loss in Pipe = Vs4 xn'/RT 0 00197 0.00197 0.00197 0.00197 0.00197 R = D/4 m 0.300 0.300 0.300 0300 0.300 HL = m 0.050 0.047 0.047 0.044 0.042 Designed structural head loss m 0 300 0.300 0.300 0 300 0.300 Hence the selected pipe is o.k. TRUE TRUE TRUE TRUE TRUE Invert R L of pipe = m 1820.013 1796 94 1775.325 1755.461 1755.791 Bottom Level of Foundation Invert Level of Pipe Provide Depth of Foundation Bottom level of foundation m 1.200 1.200 1.200 1.200 1.200 m 1818 693 1797.62 1774.005 1754 141 1754 471 Details of U/S & D/S Bed Transition I WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and A3CE PLC -20d- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011 -1Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-I, Volume -IV Design of Structures on Canal and Drainage System SN | PARTICULARS Unit ch 1900m ch. 1420m ch. 480m ch. 300m ch. 100m U/S transition = m 8.585 8.800 9.925 8.345 7.745 D/S transition = m 8.585 8.800 9.925 8 345 7.745 Length of Head Wall Offset Concrete at Pipe m 0.500 0.500 0.500 0.500 0.500 Length of key m 1.000 1.000 1 000 1 000 1.000 Length of U/S Head wall 10.145 10.267 10.903 10.009 10.235 Length of D/S Head wall m 10.145 10.267 10.903 10.009 10 235 Top Level of Head Wall Top Width of Head Wall m 0.45 0.45 0.45 0.45 0.45 Height of parapet wall above HFL m 0.75 0.75 0.75 0.75 0.75 Top R.L. of Head wall = m 1822.78 1801.75 1778.36 1758.18 1758.59 Height of Wall (Masonry) Thickness of foundation concrete m 0.300 0.300 0.300 0.300 0 300 Height of wall 3 787 3.830 4.055 3.739 3819 Protection Work Beyond Inpervios Floor Upstream protection m 2.000 2.000 2.000 2.000 2.000 Downstream protection m 2.000 2.000 2.000 2.000 2.000 Depth of Toe wall m 0.900 0.900 0.900 0.900 0.900 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC -209- Detail Design of Bale Gadula Irrigation 8 Drainage Project October, 2011Ministry of Water And Energy - Section - /, Volume - IV Federal Democratic Republic of Ethiopia Design of Structures on Canal and Drainage System SN PARTICULARS Unit ch. 1160m ch. 1540r n ch. 300m ch. 100m ch. 480m CANAL DATA SC-21 SC-21 SC-22 SC-23 SC-23 (i) Design Discharge mJ/sec 0.11 0.11 0.184 0.09 0.09 («) Full Supply Level m 1757.326 1756.349 1747.839 1739 976 1739 749 (hi) Bed Width (B) m 04 0.4 0.7 0.5 0.5 (iv) Full Supply Depth m 0.35 0.35 0.4 0.3 0.3 (v) Free Board rr. 0.3 0.3 0.3 0.3 0.3 (VI) Canal Bed Level m 1756.976 1755 999 1747.439 1739.676 1739.449 (vii) Bed Gradient 1667 1667 2500 1667 1667 (viii) Velocity of Canal (Vc) m/sec 0.465 0.465 0.429 0.431 0.431 (IX) Top Bank Level m 1757.626 1756.649 1748.139 1740.276 1740.049 (X) Side Slope (inner) 1 1 1 1 1 (xi) Side Slope (outer) 1.5 1.5 1.5 1.5 1.5 (xii) Ground Level m 1756.52 1755.36 1747.36 1739.54 1739.13 (xni) Rugosity Coefficient 'N‘ 0.018 0.018 0.018 0.018 0.018 (xiv) Top Bank Width (L/R) m 1.50M 00 1 50/4.00 1.50/4.00 1.50/4.00 1.50/4.00 DRAIN DATA (0 Drain Discharge Cumec 0.75 0.75 0.75 0.75 0.75 (») HFL in Drain m 1757.02 1755.86 1747.86 1740.04 1739.63 (hi) Drain Bed Level m 1756.52 1755.36 1747.36 1739.54 1739.13 (iv) Drain Bed Width m 0.900 0.900 0.900 0.900 0.900 (v) Depth of water in Drain m 0.500 0.500 0.500 0.500 0.500 (VI) Side slope of dram 1.000 1.000 1.000 1.000 1.000 | (vii) | Rugosity Coefficient N 0.030 0.030 0.030 0.030 0.030 (viiii | Velocity of Flow in Drain m/sec 1 071 1.071 1.071 1.071 1.071 (ix) Structural Heao Loss (Assumed) m 0.300 0.300 0.300 0.300 0.300 i HYDRAULIC DESIGN Selection of Pipe No. of rows provided No 1 1 1 1 1 Velocity factor 1.2 1.2 1.2 1.2 1.2 Assuming velocity in pipe m/sec 1.286 1.286 1.286 1.286 1.286 Discharge in one row of pipe = Q/n mJ/sec 0.75 0.75 0.75 0.75 0.75 Dia. of pipe = d = m 0.86 0.86 0.86 0.86 0.86 Provide diameter of pipe m 1.200 1.200 1.200 1.200 1.200 actual velocity in pipe Vs = Q / A m/sec 0.663 0.663 0.663 0.663 0.663 Provide thickness of pipe m 0.120 0.120 0.120 0.120 0.120 Outer diameter of pipe m 1.440 1.440 1.440 1.440 1.440 Fixing the Length of Pipe Length of pipe = m 12.132 11.817 13.513 13.242 12.693 Providing pipe of Length m 12.500 12.500 15.000 15.000 12.500 Head Loss in Pipe S« = Vs* x n‘ / R4'4 0.00197 0.00197 0.00197 0.00197 0.00197 R = D/4 m 0.300 0 300 0.300 0.300 0.300 HL = " “ m 0.042 0.042 0.049 0049 0.044 Designed structural head loss m 0.300 0.300 0.300 0.300 0.300 Hence the selected pipe is o.k TRUE TRUE TRUE TRUE TRUE Invert R.L.of pipe = Invert Level of Pipe Bottom Level of Foundation m 1755.156 754 179 1745.619 1737 856 1737.629 Provide Depth of Foundation m 1 200 1 200 1.200 1.200 1.200 WWDSE. Addis Ababa m Association with ICT Pvt Ltd and A3CE PLC -210- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section — I, Volume - IV Design of Structures on Canal and Drainage System WWDSE, Addis Ababa in Association with ICT Pvt. Ltd. and AdCE PLC 21 ' ’ Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section - I, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS Unit ch 1740m ch. 200m ch. 820m ch. 2740m ch. 640m CANAL DATA SC-23 SC-24 SC-24 SC-25 SC-27 (i) Design Discharge mVsec 0.09 0.11 0.11 0.131 0.194 O’) Full Supply Level m 1735 08 1723.781 1723.224 1652.312 1667.962 (hi) Bed Width (B) m 0.4 0.5 0.5 0.5 0.6 (IV) Full Supply Depth m 03 03 0.3 0.25 0.3 | (V) Free Board m 03 0.3 0.3 0.3 0.3 (Vi) Canal Bed Level m 1734.78 1723.481 1722.924 1652.062 1667 662 (vii) Bed Gradient 1667 1111 1111 1111 1250 (vni) Velocity of Canal (Vc) m/sec 0.431 0.527 0.527 1.015 0.592 (ix) Top Bank Level m 1735.38 1724.081 1723.524 1652.612 1668.262 (X) Side Slope (inner) 1 1 1 1 1 (XI) Side Slope (outer) 1.5 1.5 1.5 1.5 1.5 (xii) Ground Level m 1732.59 1723.05 1722.75 1652.12 1667 49 (xin) Rugosity Coefficient 'N‘ 0.018 0.018 0018 0.018 0.018 (xiv) Top Bank Width (LR) m 1.50/4.00 1.50/4.00 1.50/4.00 1.50/4.00 1.50/4.00 DRAIN DATA (i) Drain Discharge Cumec 0.75 0.75 0.75 0.75 0.75 (ii) HFL in Dram m 1733.09 1723.55 1723.05 1652.42 1667 99 (in) Dram Bed Level m 1732.59 1723.05 1722.75 1652.12 1667.49 (iv) Drain Bed Width m 0.900 0.900 0.900 0.900 0.900 (v) Depth of water in Dram m 0.500 0.500 0.300 0.300 0.500 (vi) Side slope of dram 1 000 1.000 1.000 1.000 1.000 1 fv<i) Rugcsity Coefficient ’N‘ 0 030 0.030 0.030 0.030 0.030 \Vlllj | Velocity of Flow m Drain m/sec 1.071 1.071 2.083 2.083 1.071 * <»x> 1 Structural Head Loss (Assumed) m 0.300 0.300 0.300 0.300 0.300 HYDRAULIC DESIGN Selection of Pipe No. of rows provided No 1 1 1 1 1 Velocity factor 1.2 1.2 1.2 12 —Li 1 Assuming velocity in pipe m/sec 1.286 1.286 2.500 2.500 1.286 Discharge in one row of pipe = Q/n m'/sec 0 75 0.75 0.75 0.75 0.75 Di a of p»pe = d = m 0.86 0.86 0.62 0.62 0.86 Provide aiameter of pipe m 1.200 1.200 1.200 1.200 actual velocity in pipe. Vs = Q / A m/sec 0.663 0.663 0.663 0 663 1.200 0.663 Provide thickness of pipe m 0.120 0.120 0.120 0.120 0.120 Outer diameter of pipe m 1.440 1.440 1.440 1.440 1.440 Fixing the Length of Pipe Length of pipe = m 16.22 12.357 12.528 13.274 13.234 Providing pipe of Length m 17.500 12 500 12.500 12.500 15.000 Head Loss in Pipe So = Vs* x nz / R4j 0.00197 0.00197 0.00197 0.00197 0.00197 R = D/4 m 0.300 0.300 0.300 0.300 0.300 HL = m 0.054 0 037 0.037 0.000 0.036 Designed structural head loss m 0.300 0.300 0.300 0.300 0.300 Hence the selected pipe is o.k. TRUE TRUE TRUE TRUE TRUE Invert Level of Pipe Invert R.L.of pipe = m 1731.89 1721.661 1721.104 1650.242 1665.842 Bottom Level of Foundation Provide Depth of Foundation m 1 200 1.200 1.200 1.200 1.200 Bottom level of foundation m 1730 57 1720 341 1719.784 1648.922 1664 522 Details of U/S &. D/S Bed Transition WWDSE. Addis Ababa in Association with ICT Pst Ltd and A3CE PLC -212- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS Unit ch. 1740m ch. 200m ch. 820m ch. 2740m ch. 640m U/S transition = m 3500 6.945 8.230 9.390 8.240 D/S transition = m 3.500 6.945 8.230 9.390 8.240 Length of Head Wall Offset Concrete at Pipe m 0.500 0.500 0.500 0.500 0.500 Length of key m 1.000 1.000 1.000 1.000 1.000 Length of U/S Head wall 7.834 9.783 9.944 10.600 10.515 Length of D/S Head wall m 7.834 9.783 9.944 10.600 10.515 Top Level of Head Wall Top Width of Head Wall m 0.45 0.45 045 0.45 045 Height of parapet wall above HFL m 0.75 0.75 0.75 0.75 0.75 Top R.L. of Head wall = m 1733.84 1724.3 1723.8 1653.17 1668.74 Height of Wall (Masonry) Thickness of foundation concrete m 0.300 0.300 0.300 0 300 0.300 Height of wall 2.970 3.659 3.716 3.948 3.918 Protection Work Beyond Inpervios Floor Upstream protection : m 2.000 2.000 2.000 2.000 2.000 Downstream protection : m 2.000 2.000 2.000 2.000 2.000 Depth of Toe wall m 0.900 0.900 0.900 0.900 0.900 WWDSE. Addis Ababa in Association with ICT Pvt Ltd and AdCE PLC n Deta>l Desi9 of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume -IV Design of Structures on Canal and Drainage System *r 0.030 0.030 O.i t I □f O.so 0.86 0.86 0-. Provide diameter cf pipe 1 m | 1200 1.200 1.200 1.200 1.200 ectual velocity in pipe. Vs = O / A ■ m/sec 0.663 0.663 0.663 0.663 0.663 | Provide thickness of pipe 1 m 0.120 0.120 0.120 0.120 0.120 Outer diameter of pipe m 1.440 1.440 1.440 1.440 1.440 Fixing the Length of Pipe Length of pipe = 1I m 12.625 1252 12.314 12.089 11.344 Providing pipe of Length m 15000 12.500 12 500 12.500 12.500 Head Loss in Pipe So = Vs* x n“ / R' * 0.00197 0.00197 0.00197 0.00197 0.00197 R = DM m 0.300 0.300 0.300 0.300 0.300 j HL = m 0.013 0.008 0.041 0.041 0.032 Designed structural head loss m 0.300 0.300 0.300 0.300 0.300 Hence the selected pipe is o.k. TRUE TRUE TRUE TRUE TRUE Invert Level of Pipe Invert R L.of o?pe - m 1658 435 1653 07 1632.822 1631.683 1603.532 Bottom Level of Foundation LProvide Depth of Foundation 1.200 1.200 1.200 1.200 1.200 1 Bottom level of foundation m m 1657 115 1651 75 1631 502 1630.363 1602 212 Details of U/S & D-'S Bed i ransition 1 J WWDSE, Addis Ababa m Association with iETPvt Ltd ard ABCE Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System SN PARTICULARS Unit ch 1760m ch.2191m ch.300m ch. 1040m ch 840m U/S transition = m 7.225 7.050 6.790 5.785 5340 D/S transition = m 7.225 7.050 6.790 5.785 5.340 Length of Head Wall Offset Concrete at Pipe m 0500 0.500 0.500 0.500 0 500 Length of key m 1 000 1.000 1.000 1.000 1.000 Length of U/S Head wall 9.941 9.842 9.695 9.127 6 875 Length of D/S Head wall m 9.941 9.842 9.695 9.127 8 875 Top Level of Head Wall Top Width of Head Wall m 0.45 0.45 0.45 0.45 0.45 Height of parapet wall above HFL m 0.75 0.75 0.75 0.75 0.75 Top R.L. of Head wall = m 1661 13 1655.73 1635.43 1634.09 1605.85 Height of Wall (Masonry) Thickness of foundation concrete m 0 300 0 300 0 300 0.300 0.300 Height of wall 3.715 3680 3.628 3.427 3.333 Protection Work Beyond Inpervios Floor Upstream protection: m 2.000 2.000 2.000 2.000 2.0G0 Downstream protection : m 2.000 2.000 2.000 2.000 2 000 Depth of Toe wall m 0.900 0.900 0.900 0 900 0 900 WWDSE, Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section - 1, Volume - IV Design of Structures on Canal and Drainage System ANNEXURE 11.1 Design of Canal Syphon-Pipe at Chainage 6150 m of Main Canal (Assendabo river crossing) 1 Canal Data i Name of Canal Main Canal li iii Chainage of CD Work 6150 Canal Designed Discharge Qc 3 65 M Cumec iv Canal Bed Level CBL = 1936.995 m V Canal Full Supply l evel FSL = 1938.295 m vi Free Board provided in Canal FB = 0.45 m vii Full Supply Depth in Canal DC = 1.3 m viii Top Bank Level of Canal TBL = 1938.745 m ix Canal Bed Width CB = 1.6 m X Canal Bed Slope S = 2000 xi Inner slope of Canal Section Nl — 1 xii Outer slope of Cana! Section No = 1.5 xiii Width of Left Bank (Service Road) IP — 4 m xiv Width of Right Bank (InsDection Path) SR = 1.5 m XV Base Width of cowel Dw = 1.5 m xvi Height c-f aowei Dh = 0.3 m 2 Drain Data i Dram Discharge at 25 yr flood frequency Qd = 80 Cumec li Drain 3ed level DL = 1937.87 m iii Drain Bed width DB = - m iv HFL in Dram HFL = - m V Cross sectional area of drain at HFL Ad = - m2 vi Wetted Perimeter of Drain at HFL Pd = - m vii Depth of water in drain DD = - m viii slope in Drain = 0.0250 ix thickness of wall = 0.45 m X Catchment area for the drain at crossing point = 47 Km2 3 Pipe Data i Diameter of pipe (internal) d = 1.2 m ii Thickness of pipe T = 0.12 m iii Length of pipe L = 2.5 m Computation of Drain Discharge:- Catcnment area for the crossing point is computed as Discharge in Drain for 25 years return period = 47 Km2 80 Cumec Since difference of Drain Bed level and Canal bed level is very less hence proposed to canal syphon type of CD works Hence design flood is adopted as 80 cumec WWDSL Addis Ababa in Association with ICT Pvt Ltd and ABCE PLC -216- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-I, Volume-IV Design of Structures on Canal and Drainage System Computation of HFL Since no cross section of drain is available due realignment of Main canals, therefore lacey s formulae is using in design of CD structures. Lacey’s formulae P = 4.75 V Q Where P = Perimeter of drain Q = Discharge in drain P = 42485 m According to Lacey's , Clear water way or bed width of drain may be varied in between 60 % to 80 % Hence for safety angle, 80% water way is considering for design purpose. A clear water way or bed width of drain B Since P = B ♦ 2(V n2 + 1)’D Where P = Perimeter of drain B= Bed width of drain D = Depth of drain From above equation depth of water in drain will be computed = Say = side = slope 33.988 m 34.000 m 1.50 D = fP-BW(2(V n2 - D)= <42.485 - 34W(2(1.5 A 2 + 1)A 0.5) = 2.40 m Computation of HF L = 1940.27 m Fixing of Pipe dia Assuming the sate velocity in pipe Discharge in Canal Diameter of provided pipe Cross sectional area of pipe ( Ap) = TT/4*d2 Discharge oasses through pipe = Ap x v v = 2.0 m/s Qc = 3.65 Cumec q - 1.2 m 3.142/4*1.2 A2 = 1.131 m2 1.131X2 = 2.262 Cumec A No. of pipes required A provide no. of pipes in = 3.65/2.262 = 1.61 one row = 2 no. VVWDSE Addis Ah aba in Association with ICT Pvt Ud. and ABCE PLC 217' Delail DBS'9n ° Bale Gadula Irrigation & Drainage Project r October. 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System Length of Pipe Required 34.0 Foundation level of head wall =invert level of pipe-thk. of pipe-1.2 m = 1934.63 m Total height of wall Distance between head walls = No of pipes required = Head loss Calculation in pipes Hl (1+F, + F -L/R)-(V /2g) = 5.94 m 35.0 m 35/2.5 = 14 Say 14 2 2 For Cement pipes. Fi = 0.08 for bell-mouth entry F 2 = a’(1+b/R) a = 0.00316 b = 0.03 WWDSE. Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC ■218 Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section - /, Volume - IV Design of Structures on Canal and Drainage System A F2 R = A/P D/4 = 0.30 m 0.00316 ( 1 + 0.03 /0.3 ) = 0.00348 A Length of pipe 35.00 m H= l (1 + 0.08 + 0.00348*35/0.3)*(2 2/2*9.81) A This head loss will create aflux in U/S of Pipe Modified HFL = 0.30 m = 1938.60 m < 1940.870 TRUE Both side at the entry of canal water, the half round well is created with the provision of water cushion to avoid scouring of pipes. HAWSE. Addis Ababa in Association with ICT Pvt. Ltd andABCE PLC ■219- Detail Des.gn of Bale Gadula Irrigation 3 Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section - I, Volume - IV Design of Structures on Canal and Drainage System ANNEXURE 13.1 DESIGN PROFILE OF LONG THROATED FLUME ( MEASURING DEVICE) FOR MAIN CANAL AT CH. 200M Upstream Vie* Downstream View WWDSE. Addis Ababa in Association with ICT Pvt. Ltd and ABCE PLC -220- Detail Design of Bale Gadula Irrigation & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section-I, Volume-IV Design of Structures on Canal and Drainage System Head Discharge Relationship ur.kr.:wn Hin“lune32 - teat':p K-/.’ flur.r >:ith :l?:ault diizen?: :-r.£ ill _. 06.0003 =a lega du Is. Fin - F.^vizior; 3 :Ll:-4 =H Hl/2 r.r.11 5 Ta 1 Izt’-r r Sur-nei* . Ds-pzh, y2 kacio Warning! □ j. 7 ?) 1. <-34 1*1, 36 0.279 c 1.314 •. ■ ■ >1. '. ?‘X» • 40 J- ]: 0.084 :• 0.401 0.839 0.793 0.429 0.888 0.806 0.45? 3.93c 0.81c ?.43£ • ■2.323 *. 950 • «*ci y. j c. 0.104 .... _. r. •. - • : • - *> ’ ' - i • z ■ 3.22$ • - z 0.121 z - ■•:■ j.515 -.029 0.829 0.543 1.074 0.834 • r-- 1.11 = 0.33’ 1.262 0.839 0.629 1.205 0.341 0.657 1.24" 0.34x ’. 6 c 1.2 c ’■ 0.342 11: W.VDSE, Addis Ababa in Association with ICT Pvt Ltd. andABCE PLC ■221- Detail Design of Bale Gadula Irrigation & Drainage Project October. 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section -1, Volume - IV Design of Structures on Canal and Drainage System ANNEXURE 15.1 DESIGN OF HIGHWAY ROAD BRIDGE ON MAIN CANAL FOR GORO- GINIR ROAD ALONGWITH CATCH WATER DRAIN AS AQUEDUCT AT CH. 18900M 1 DESIGN DATA CANAL DATA SN Particulars 1 Full Supply Discharge (Q) 1.700 cumecs 2 Bed Width (B) 1.400 m 3 Water Depth (D) 0.800 m 4 Water way = B+D/2 1.800 m 5 Say 2.000 m 6 Full Supply Level (FSL) 1802.034 m 7 Free Board (FB) 0.400 m 8 Canal Bed Level (CBL; 1801.234 m 9 Canal Bee Slope • 1 in ) 1000 - 10 Velocity in Canal (V) 1.078 m/sec 11 Top Bank Level (TBL) 1802.434 m 12 Inner Side Slope (H:V) 0.0424 - 13 Outer Side Slope (H.V) 1.5:1 - 14 Rugosity coefficient ’N’ 0.018 - 15 Gravitational Acceleration (g) 9.81 m/sec2 16 Type of canal Lined - 17 Original Ground Level (OGL) 1802.580 m 18 Lacey's silt factor 1.00 - 19 Top Bank Width (L/R) 4.00 m 20 Width of Dowel 1.50 m 2 DETAILS OF DESIGN As per IRC :SP-13, For bridge having span 2 m and 70 R loading, the following details are taken into consideration and shown in the drawing a. Clear roadway = 7.50 m b. Overall depth of slab D = 240.00 mm c Bearing at each ena = 300.00 mm WWDSE. Addis Ababa in Association with ICT Pvt Ltd and ABCE PLC -222- Detail Design of Bale Gadula Irrigation & Drainage Project October. 2011Ministry of {/Vater And Energy - Federal Democratic Republic of Ethiopia d. overall length of the slab e Reinforcement details: a type bar b type bar c type bar d type bar e type bar Section —I, Volume -IV Design of Structures on Canal and Drainage System = 2.60 m 16 mm dia at 150mm c/c 16 mm dia at 150mm c/c 10mm dia at 300 mm c/c 10mm dia at 300 mm c/c 16mm dia at 125 mm c/c c type bar a type oar d type bar ■ , I// --- — ■ -- 7—i ■-----/-- o o------- o -o o □i oQ o I Q p --------- O Q Q .. D I 300mm 300mm' 150mm 1 -0 1 // i a and b type bar e type be r Abutment cap b type oai; -------- --------------------------------------------------- 2 m span 3 KERBS AND PARAPET WALL Provide Kerb (Size 0.225 x 0 225 M) in Stone Masonry in Cement Mort ar (1:5) Provide Parapet Wall (0.45m Thick & 1.025 m High) in Stone Masonry in Cement Moratar (1:5) Length of Kerb & Parapet Wall = 6.50 m 4 AQUADUCT TO CROSS THE CATCHWATER DRAINAGE a. DRAIN DATA (i) Name of Drain Catchwater (ii) Catchment area (CA) km2 (iii) Drain Discharge(Qd) 0-25 Cumec (v) Drain Bed Width (Db) b. FIXING THE TROUGH SIZE (I) Assuming the safe velocity in trough (V) (ii) Discharge in drain (Qd) (iii) Cross sectional area required for trough <A) 0.5 m 1.000 m/s 0.25 cumec 0.25 m2 IWVDSE Addis Atynbn •” Association with ICT Pvt Ltd andABCEPLC detail Design of Balo Gadula Irrigation & Drainage Project October. 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section - I, Volume - IV Design of Structures on Canal and Drainage System (iv) Provide trough width = 0.50 m (v) Height of trough required = 0.50 m Say 0.50 m (vi) Free board provided in the trough 0.30 m (vii) Overall width of trough (viii) Overall height of trough 5 DESIGN OF AQUEDUCT TROUGH 5.1 Design of both sides wall as Beam 0.80 m 0 80 m wH= 7840 0.80 Total water pressure on wall = 9800 xO.8 A 2/2= Bending Moment = 3136 x0.8/3 In design C20 grade conctrete and HYSD steel bars are used. 3136 N 836.27 N-m HYSD Bars ast = 130 N/mm2 For mix C20 grade mix and ost = 150 N/mm2 acbc = 7 N/mm2 m 280 / (3 x acbc) = 280 / (3 x7) = 13.33 ast = 130 N/mm2 k macbc / (macbc + ast) = 0.418 j 1 -k/3 = 0.900 R 1 12 x acbc x j x k = 1.316 Since tension occurs at water side. WWDSE Addis Ababa in Association with IOTP'.' -d. an:: 'ECE -224- Detail Design of Balo Gadula Irrigation & Drainage Project October 201*Ministry of {/Vater And Energy - Federal Democratic Republic of Ethiopia ast = 130 N/mm2 and Section — I, Volume — IV Design of Structures on Canal and Drainage System R= 1.316 Therefore D = {836.27 x 1000/(1.316 x 1000)} 0.5 A The walls are also to be designed as girder having a span 2 m between the supports. Hence the minimum thickness should be equal to span / 30 i hickness p rovided as = = 67 150 mm mm Keeping a cover of 50 Effective depth, d =150 - 50 = 100 mm A Ast = M/ (ost x j x d) 836.27x 1000 /13 0x0.9x100 71.48 mm2 Provide 10 mm dia HYSD bars at spacing 400 mm Actual Ast provided = 1000 x 78.54/ 400 = 196.35 mm2 Hence OK Area of distribution steel = = 0.12 % A Asd =(0.12/100 1x 150 x 1000 180 Provide 10 mm dia HYSD bars at spacing 400 mm mm2 Actual Asd provided = 1000 x 78.54/ 400 = 196.35 mm2 Hence OK Proviae reinforcement on botn faces of vertical walls Check for shear Total shear force Shear stress = 3136/ 150 x 1000 = = 3136 0 N = 0.0209 N/mm2 <18 N/mm2 H ence OK 5.2 Design of horizontal slab :• (') Let the thickness of slab be 200 mm (ii) Effective span of the slab = 0.5+0.15 = 0.65 m (iii) Load of water per sq.m of slab = 0.5 x 1 x 0.8 x 9800 = 3920 N (iv) Self weight per sq.m of slab = 0.5 x 1 x 0 2 x 25000 2500 N (v) Total Load, p = = 6420 N (vi) Total water pressure on the vertical wall = 3136 N (vil) Fixing moment at the end of slab 3136 x (0 8/ 3 +0 15 ) = 1307 (viii) N-m Simply supported BM at the centre of span of slab PL2/8 — 339 N-m WWDSE Addis Ababa in Association with iCfPvt Ltd andABCEPLC - 25' Oe,!”' D"'™ of Silo Gadula Imgatw & Drainage Project October, 2011Ministry of Water And Energy - Federal Democratic Republic of Ethiopia Section - 1, Volume - IV Design of Structures on Canal and Drainage System (lx) Net BM at the centre of slab = (negative) Thus, the bottom slab is to be designed for 968 N-m Since tension face is opposite to the water side, therefore ost (a) Effective depth for bottom slab (b) Provided effective depth of slab (c) Minimum cover to be provided (d) Overall depth of bottom slab (e) Main reinforcement steel. Ast 967.61x 1000/ 130x0.9x200 = 968 N-m = 130 N/mm2 = 27 mm = 150 mm = 50 mm = 200 mm = 41 mm2 Provide 10 mm dia HYSD bars at spacing 250 mm bothways Actual Ast provided = 1000 x 78.54/ 250 = 314.16 mm2 Hence OK This is the less than half the steel provided at the centre of span. Therefore, provide minimum steel at top bothways Provide 10 mm dia HYSD bars at spacing 300 mm Actual Ast provid ed = 1000 x 78.54/300 = 261.80 mm2 Hence OK UWVDSH. Addis Ababa in Association with ICT Pvt Ltd and ABCE PLC ■226- Detail Desi gn of Bale Gadula Irrigati on & Drainage Project October, 2011I *. St ■ < * •x . " 't, 1 ■ ■••■■ 1 ■ i: 'A • > / . ■•>» y ’ • • v .• ;■ ■ i . K• X.
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