S>Z ztzo FEDERA DEMCRATIC REPASLIC ETHIOPIA MINISTRY OF WATER IRRIGATION AND ELECTRICITY Addis Aha ba Ethiopia DABUS IRRIGATION STUDY AND DESIGN PROJECT volume iv IRRIGATION AND DRAINAGE SYSTEM DESIGN FINAL REPORT APRIL, 2016 Water Works Design and Supervision Enterprise P.O. Box 2561 Tel *251 11 661 45 01 Fax +251 11 661 06 98 Email w.w.d s e@ethionet el Bob Marley Avenue. Addis Ababa EthiopiaM-n.slry a!i*tr iTigni-on a-d E 'ccv 'v Shsjs Irr ga'.-an Study 1 Des n • -j ;ec* r :, i Vc w^C ‘V Dei g^ □* Primal-on 3rd ij'.’i ~.>v- SyS!C- r na Reoort DABUS IRRIGATION STUDY AND DESIGN PROJECT Volume IV DESIGN OF IRRIGATION AND DRAINAGE SYSTEM FINAL REPORT Apnl. 2C16 Issue ard Revision Record Issue Date A ApnUOIG Originator Checker Ayaraw M Mahan med .8 Jemal K l Murieta Sh Th 5 dacume*; "as zee- oreoared ‘or me titled project or "aneo par. thereof a"d shpu d not be re ed upo" o* useo fo* any nine- project w then?. an independent rmeck being earned out as id its suiiab iIy □nd cT'Or write*- djlhc ty c* J hen: ceirg obtained WWDSE accepts ro ■ esponslb-lily or r liability for the ecnsequerce of '..his document being usee for a purpose olhe* than me exposes '<r w" i * * was corr^ ss'Oned Any person js -g or ’dying cn me document far such other purpose agrees and by sue" use or re a"ce be ta<e" to confrm h & agmemenr tc Tidcrr.nJy WWDSt tor ah loss dp darrage resulting mee from VV/V’JSE dcoepls no response fity or liabhty fnr this document m ary party c*"fir tnar. the o-rsen by whnrr ‘ wan commissioned ■/Aim A • - gpuM S\.ucfv 5 L" ergnse Ami PC15•M r stry of Wait* Irngabon Electricity Dabusjrngal 0“ Study & Design Amject Volume IV (3c5'gn of irrigation and Drainage System Final Report DETAIL DESIGN OF DABUS IRRIGATION PROJECT SECTION 1 VOLUME -1 VOLUME - If volume-nr VOLUME - IV VOLUME - V LIST OF THE VOLUMES DESIGN REPORTS Executive Summary Design of Dam and Appurtenant Structures Structural and Electro-Mechanical Design of Dam Design of Irrigation and.Drainage System RAP and Design of Infrastructures Part 1 RAP Pan II VOLUME -VI VOLUME -VII Design of Infrastructures Engineering Cost Estimates Operation, Maintenance and Safely Manual Pad 1 Dam A Appurtenant Structures Part II SECTION II VOLUME -VIII Irrigation & Drainage System TENDER DOCUMENTS Bid Document Part 1 Dam and Appurtenant Structures Part II VOLUME-IX Part 1 Part II Pan III VOLUME -X Part 1 Part II Irrigation and Drainage System Engineering Design Drawings Dam and Appurtenant Structures irrigation and Drainage System Infrastructures technical Specifications Dam and Apourtenant Structures Irrigation and Drainage System Wa'c'Wo^s Desigr and Supen/ sr Enternnge A»ii 2316M risby o' Water on a^d Electricity Dabus Irr gatior Sudy & Des.qn Project Volume IV Design of Imgalion a"d Drainage System r naf Rcpon TABLE OF CONTENT TABLE or CONTENT bsl of T ablcs Lis! of Figures.. Lis! of Acronyms-'Abnreviaticns EXECUTIVE SUMMARY 1 ntroduction. !+.<■ • fl ...1.4. ■4 in vi VII VIII IM 1 1 General Background................ ...................... 12 13 Objective and Scope of the Study Outrine pf the report.................. 2 DescrgUon of Project 2 2.1 Project Location............ . ................. 3 2.2 22 23 Extent of command area.................. So«l and Land suitability Hydrology and Water Availability 3 Definitions 31 32 33 34 Irrigation System Drainage system irrigation Units... Cana’ i Oran Numbering System 4 Crap waler requirement-. 4.1 Genera! 4 2 Rainfall data 4.3 Soil data Ik ■ •++. 1 .1 1 3 3 5 6 a .... s .4, 9 .. . 9 10 12 17 12 44 45 4.6 4.7 Crop data Cropping Patterns II 13 14 15 Estimation of Crop and Net Irrigation Water Requirement Irrigation Efficiencies. .. 15 4 7 t Conveyance Efficiency 4 7.2 Application efficiency 4 7 3 Overall Efficiencies 48 4.9 4 ID Peak Duty of Canal System Irrigation Interval. Sizing oHrr.gation Unit 19 19 19 . . 19 ... 20 20 21 f 21 19 • • ■ 5. Surface Irrigation Methods 51 General I• 52 53 furrow 'rogation . Shape and Spacmg uf Fu"ow 5.4 Furrow Length - 55 Furrow Stream Size and Irrigation Death 21 21 27 22 6 Geotech-’ical nvestigaLons 5 1 Genera.................. I- ■ 4 -• ........ 62 63 Geolcchnica Properties of So’s Permeability Mf .+-rl Water works Design a-c SuPu visip*’ Enterprise 23 23 23 24 April 20*6 rM r.inrry of Water Irrigator and Etectrio’.y Dabus Irr gayjn Study Des gn Project 7 Ca."al Conveyance System Volume iv OMgn of Irrigation ano Dra'-nage System hnai Report 71 7.1 1 Canal Alignment ... Alignment of Mam Cana (MC) 7 1.2 I Alignment a! Secondary Canals (SC) . 7 1 3 » Alignment of Tertiary Canais (TC] 7 14 Alignment of Quaternary canalsf Flexi flumes 7.2 73 1 VerVca! Alignment or Longitudrnal section design 26 26 26 27 27 27 27 DI etermination Full Supply Level 28 7.3.1 Command statement . . 73 2 Critical point.. ........... -...... 733 Head over the fiEld 74 7.3.4 Canal head losses .... 7 35 i Working Head .............................................. HI ydraulic Design of Canal Section .. . . 7.4.1 General ........................................... ..Hl .............. 74 21 Design Criteria .. 74 3 74 4 745 I Design Capacity ................ 1 Cross section design .. Roughness Coefficients.......................... 7.4 6 7.4.7 74 e Side slopes of the canal.................... . . Permissible Veracity and Bed Slope Canal Bed Width Depth ratio (B/D). . ■I- 7 4 9 Freeboard ..................... 7 4.10 Top Bark w»dth 74 11 Gradient .............. ......... ......... .................... 7 5 Details of Canal Conveyance System 7.5 1 Main canal (MC) 75 2 Secondary Canals ■ 753 7 54 Tertiary Carats Quaternary Canals. 7.6 Night Storage 8 Surface Drainage System 28 . .... 28 .... 28 28 29 30 ...... 30 30 31 32 32 ... 3? ..... 33 33 34 34 34 35 35 36 36 37 38 40 at 8.2 General .......................................... ... . MrI Drain Alignment and Design Water l evcls 8.21 Change! Layout .................... 8.2.2 Design Waler Levels. 83 I□ra rage Duty.............. .............. 84 Ci ross Drainage Floods 3.5 I Hydraulic Design............. t ■ B 51 Design Criteria 8 5.2! Cross section Design 853 Channel Roughness 854 Longitudinal Sloped Maximum Penruss^oie Velocities ■ 85 5 856 Bed Width to Depth Ratio (3/0) . . Drain Side Slopes '» » I ■ 857 Freeboard 8 5 8 Details of Drainage Charneis 9 Canal Structures 9 1 General .... .....«. i ,,., i 46 • —Ir'.t 46 97 93 Flow Control Method Head and Cross reg- ators • * ■ Wa'.cr Wmks Des Suoervis on Erie •v 46 46 Aorl 2315Mmutry o' Water, Irrigation and Elactf’Oty Dabus Irrigation Study ft Osiqn P'djeel * Warn CaralHead and Cross Rogu'ators 9 4 i Secondary Cana* Head Regulator 9 4 2 Secondary Canal Cross Regulator 9 4 3 Tertiary Canal Head Regulator 9 4 4 Tertiary Canal Cross Regulator 9 4 5 Quaternary Canal head Regulator 9 4 6 Drops 9 5 Road Culvert 9 5 * Cross drainage structures 9 6 Escaoes 10 □rain Structures 10 1 Drain Drops »02 Oram Outfalls 103 Road Culvert li Protect com 1? References >3 Annexes VoIV Design £rf l^gason and r -aqn Syrer” f na Rcgot* 47 43 49 49 49 49 ■■r— 52 52 52 52 5? •7*»* Wr*-*« Tv* - • -•' iiMif +*'<* r “ ' ’, assMm-iuy 3!AVa?p' ^rqrti cir inrj r-flctrr :y □abvs r^Qwbfif RluGy 4 Drs-qr n^ec: •/alb-^c IV fJcaigr of an° U^snagc Syste**’ ? rai Hc^c^ List of Tables r elite 4 ' C’imale ird fin rlatn 1 ship t ? Mrnn Monthly Rain-fall, Effective Rain fall and Croo Evauo-traniP’fitiOH m D?OP command IW|| ih‘r i ICrop Coefficient [Kc] Vililues of selected c-ops T ahir 4 4 Summary on the rrropinq pattern cron calendar and nrnne^i croppmg -’e’s-rty i/ntfe# diffHmnl crops m lhe rainy .inri dry seasons ‘ .ili’n 4 5 Nel. irrigation Requirements (NIR) of Dabus '<• qatinn protect Tab^e 4 6 Dabus In gallon Project Comm and 'rogation Scheme supply Tabta 4 * imqation pFflceeniee (%) of Dabus irrigation project Tape 4 fl Peak Design Duly ol Cenofa r abm 4-1 rrriqa«mr* interval Table 6 TSummary of Test remit for Geotechnical ^ropc^ias of Soils Table f 1 Limiting Radius of Curvature for Irrigation Cana' fatffe ’ 2 Carai Head Losses Table “3 'Mrkmg ^ead for O -ffereni Canals Tame ' 4 Sumr-arr^ed design cnlertB or I'^qahon and drainage system design *- “tj ‘3 2- 24 r 3-2 jhJr» * » ?nsi(r* Discharge at secondary i r i -^ ■ • il-i ■ IV: . ’V- ‘-ir.r. r•_•-•=’*• ' abm ' n Design Discharge of lecordjry Canals bn RAMC (q n ! -I rsec ibis to' Me 24 - tjT«ri Table f f Selected Side Slope ' jh'n ‘ fl Permissible velocity ranged *0* mermen carat on different 'ypo »r icts Tati'o f 4 Freeboard for Unllneff Seccrdnry Canals falKfl MS Scmcind Minimum Battle fooVMdth Table /ft The HythjuHa Paramerers pt to Left flank Mam Canal (I BMC) Tj' n r 1 J theHy<jr hilic Parameters d me Rigni H,|ik Mam Canal (RHV r mm / * I Discharge vs bend retalioneb'Ds of gated oipe tor vanoui fieta vjcs rable / 11 Capacity of Night Storage Ponds r jhlw fl I Rainfall tot j Give* Dphition xml Return er-wl ~ \; u Table fl / Recommended Runoff troelflcumt C vjiue br 01 DP ' able fl 1 Summery of dramege July pabmatioo ut«rg two procedures ' anr« 1 4 Peak F 'chmI Disch er gp jf Cross Orwhugo Structures on LtflMC Tame fl 4 Peek I tootl Discharge pi Cross Iremoge Structures on RBMC 1 uote fl d tfedommandod tid.5 Rahoo tor Dr am Canals f join ■! A RacommendeM tflide Stapes tor CiamcMtci Channels f jnb i fl OrpirMye Charnel ‘ueeboaid ■ jrsio 'I i ' /pa an<j number ul riiffucii.ilas jn ffriy.ition and Drainage System I *t4e I J L erft lliijit Mam OHill ' lead jf d Ciirss tegufalcuS i'.jr4meters e fl»:e t Miyf‘1 Mans Mat * OSOal *iisii*l jin| i/iuau RmjiilatLMs **ji aiF’prtfr^ uho 1 * Setw*dkfeiy 1 aiMtrfapft Rwgutatoi Slructures i’jr fmetery (IHMC fatMe J "* 'ittivofleiy C aj*sl *it*ad ‘^egvHetiri Sliuchiiws u’ii jmehiFs *49VC 5? J3 M M 3£ 52 M c ■ i1 x; *j ax 44 « <4 <~ 1 ’ abto J *1 Ch*s* 9bu<ito<«s 1 ocotionM jnd Sltvciute TytmU -'V’.’* 4 ar^ J * L itiav 'Jhtmpyv 'rhiiLtUtes I UCMtiilr*| jimJ ' Aitwe » 1 IFtiape 'UfiHturwt 1 uceti&Ps arnl Peramelyii [I HW I 'xue mu *!«• iliuc’tuiws 1 ecaffonu jti.r PareitHriprs iRUMO ■ jrtKSkRSWC: 4 ■» i* o £l. m **,Ministry o' Water lrrgat'or and E eclr cty DdbLS Irrigation Study 4 Design_Project List of Figures Figure 2 1 Project Lccation Map Figure 2 2 ■ NetArea Elevation Curve (or Dabus Command area Figure 2 3 Land su'lab i»ty mao for surface irrigated crop production . Figure 3 1 - Actual layout of command area .. Vq*j—e V Design of frngaLon ano D'a^age System Fi,naj_ Report ...... 3 ............................... 4 ___ 6 .11 Water Worts Design agid Supervision F-:c g-,se v r Apr? 20 IEV ms’/y oF Wa|<r |rr rjatin- and ElCD^'Oty Dabus ifnail'orvSlucy & Dcs.gr Project List of Acronyms/Abbreviations Symbol Description CCA Cultivable Command Area Volume IV Des gn of Irrigation and Drainage Syslers Final ftecod E Fo reference crop evapotranspiration or crop waler requirement ETc crop evapotranspiration or crop water require men I ^Sl. design or full suppry levels g grav-tational acceleration GCA Gross Command Area h Head or pressure per unit weight h_ hcao loss Detween two sections Kc crop coefficient L furrow length, length n Manning Roughness coefficient. NIA Nel Irrigable Area Q discharge peak discharge Aratas, Rotational flow or discharge R hydraulic radius of a section l c time of concentration Q discharge V velocity P density of the fluid Boundary channel bottom shear stress, mas I Meter above sea ?evel meter above sea level Walcr Warks Des aic SL3e»v s an l-rwse V It April ?D«6V i stry of Wale- "gallon arc? Electricity Das-s Irrigation S'^cy i Dr sign Prp|ec1 EXECUTIVE SUMMARY Volume IV Design of Irrigation and Drnmage System F.nal Repo1"! Dabus Irrigation development area has been cons'dered as one of the potentially feasible irrigation projects m the Abbay River Basin during the prefeasibilrty study phase.Stis located in Benishangul Gumz National Regional State. Menge and Oda Bikfiglu Woredas, which js about 725 km from Addis Ababa with geographic coordinates - 10°02* to 10° 14 Northing and I4rj51 to 35c‘O2' Easting The altitude of the command area ranges from 850 to 1,100masl The main objective of this project is to design an efficient and suitable irrigation system which ensures reliable delivery of irrigation water at the right lime and Io the required amount as well as to design an efficient drainage system that ensures removal of excess moisture on and within the surface of 1be held. According'y. an agreement has been made between the FORE Ministry of Water. Irrigation and Energy (MdWIE) and Water Works Design and Supervision Enterprise (WVVDSE) to review and update the previous studies and detail design of Dabus irrigation and drainage development project. The command area of the project lies on the right and left bank of the Dabus River The R ver is source of waler for the planned irrigation project Furrow irrigation syslem has been *oimd most feasible trrigalion system and hence based on results oftopography, soils and lard suitaoility studiesdetailcd design of the irrigation system and infrastructure has been prepared Accordingly the net command area found to be 9IOOha The water availability analysis shows that the river has a 20% excess flow during dry lime For downstream release as compared with the Irrigation requirement of the project. Irrigation waler will be supplied from the Dabus River using the main r.anaf system aligned on both sdes of the Rive' The two main canals namely. Left Bank Main Canal and Right Hank Main Canalareofftakmg from the dam and deliver waler to secondary canals under each (here are 25 Secondary canals off taking from the two main canal's and two primary canals (i e 9 from RBMC of which 2 from PC and16 from LBMC of which 2 from PC ). 124 Tertiary canals (i e 66 on L BMC block and 38 on RBMC block) and 938 Quaternary canals (i.e. 652 on LBMC block and 286 on RHMC block) Moreover, the^e are 39 Interceptor Oram’s that are aligned adjacent to the Main Canals (21 on LBMC and 10 on R0MC). Regarding the canal and dram structures. 23 Gross regulator and 25 Head regulator are provided an the Main Canals (10CR, 10HR on RBMC 8 13CR. 15HR on LBMC). 16 cross drainage structures cross under me Mam Canals along the contour section There are no drop structures on the mam canals. However, for other canals a vertical drop structure with a drop heights ranges from 0 5 m to 1 5m has been selected ms a subsequent task of the feasibility study the fol owing design carametcrs have oner, considered for the detail designs of the irrigation and drainage canals and hydraulic structures - Based on the Agronomical report. 2.80 l/s/ha for 12 hr irrigation penod s taken as a gross duly of the area for the design ourpase hy assuming 50% overall irrigation efficiency and 10% flexib I ly factor Waler Works Des gr a 2 Supervision t-rte’zyse IK Acnl 7116Mi"$lry c'Wate^ ?r galena*’3 Elect’iclty iff qalion S’jdy & Design Project Vglure IV Des or of hr gaLion and Dm nage System Final ^eoor. * A deep U-shape furrow w th deolh 0 3m wioth 0 15m average length IDOm spacing 1m, s'ope C.005m/m a*d furrow stream size 5 l/s is adopted as a furrow characteristics oF the project. • The Field unit would have a MA of ? 3ha (nearest). A group of lhe field units that will be irrigated during one rotation cycle is consdcred as Tertiary Units with stream Flow □f 39 l/s which is taken as opt mum It has been adopted a 14-day irrigation interval at the lime o' peak demand, • Tre minimum rSL at the Held level of the project is f?xed to 0 20 m and a I the canal bead losses are considered in canal design According to the detailed bill of quantity and cost estimate of ail works the total capital cost of the Irrigation is es’.imalea to be 2 2 Billion birr Waler Woks Design ana Sjafl'viwr t*:e'3'ise Aor.1 ?air.Ojibus hrgabcn Sijdy i Dnsigr Project 1. Introduction 1.1 General Background D'a nago System ri.hb ^cn-ri The Bcmsnangul-Gumuz Regional State (BGRS) cap'tal is Asos a It is located m the Ncith- Wesl part of the country bordering Ororrnya Regional Slate in Hie East, Amhara Regional State in the North and North-east Gambia in the South and the Republic cl Sudan in the Wes! Dabus Irrigation Project rs administratively found in Southwestern Benishangul Regional Stale some 55 km east ol Asosa town, on both barks of Dabus River between’0~02 0° 14' 1 North and 34’5T‘ and 35 O2' East n Hydroiogically, Dabus River and its catchment are interesting In a number of features According to a recent study by Seleshi el al (2011), Dabus River is the biggest tributary of Abay River (upper Blue Nile) with a mean annual flow of 6246Mm:s at its can'lueooo with Abay River Its catchment is also the biggest in Abay Basin with a total area ci* 21030km7 and receives by far the highest mean annual rainfall of 2276mm wrth a basin wide low mean annual total potential evaporation of 1112mm Contrary to its exceptional hydrologic attributes, it has a runoff coefficient of 0.13, which is the lowest in the whole basin The reason for 1hat is mainly attributed to the presence of a big swamp in the upper part of the calchment. where highest precrprtation falls The Swamp area strongly controls the flew characteristics of the River 1.2 Objective and Scope of the Study The purpose of the project is to achieve food security n the a ea n particular and in the country r m gene al and to improve income generation for the local arid regional population through the r development of improved irrigated agriculture With this overall project objective, the specific objectives have been listed below » Fo review arc update a t the available studies made concerning the project • fo implement senes of study steps to determine whether the project aooears technically economically, socially and environ menially feasible • To des-gn suitable irrigation and drainage systems for the selected area • ’o study and design infrastructure requ remen: of the project (Road network within the penmeter and Water supply system upon the delivery pomt) • To prepare Ten de r/Con tract documents for the execution of the project Within the umbrella of the above project objective the irrigation and diainage system a mod Io design appropriate efficient, cost effective and sustainable irrigation and drainage system network in detailM.risiry of Wa-e' rf'iijalion tVcholy Dabus irr gaticr Study A Design Project Ihe scape of work or .rngaiion and drainage design includes • Desk work (review of relevant reports and documents), Volume iV Design e* Irrigation a"d □ ra ’■age System Final Report • Field reconnaissance study; • Data and information synthesis: this will result from combining the nformation and data collected on Topographic Map. hydrological study report (including meteorological data), soil property and land suitability report, environmental impact assessment report, geotechnical investigation report crop agronomy study report etc.; • Determination of cron water requirement (daily and seasonal water demand); ■ Delineation of the command area. • Planning of the irrigation and drainage system. • Preparation of the irrigation and drainage system 'ayoirt (including road and flood protection work layout), ■ Design of canals (primary, secondary, tertiary) • Design of drams [mam. secondary, tertiary). • Design of flood protection work; • Design of irrigation and drainage structures this includes flumes, siphons, culverts cross regulators, head regulators, drops, chutes, outfalts, escape, gates, etc. (jf any); • Preparation of working drawing. • Bill of quantities and cost estimation. • Preparation of technical specification and lender document: ■ Preparation of technical report progress (status) report, draft report final report • Preparation of irrigation and drainage operation ana maintenance manual. 1.3 Outline of the report “he report isstructured to have brief introduction in the first chapter Chapter ? provides the general description of the project, i.e. location, topography and agro-cl mate soil and land suitability, hydrology anc water availability. Chapter 3 defines irrigation and drainage system while the Crop Water *epuiremen1s are discussed in Chapter 4 This chapter also includes canal efficiency and irrigation unit size. I he adapted surface irrigation methods are discussed on chapter 5 and the results of geotechnical investigation are provided on chapte G Chapter r 7 ano B describe the design of conveyance and drainage systems, respectively. Chapter 9 and Q describe the design of canal and drainage structures, respectively Summary of cost and References are included as part of the report and Annexes are given Io present 1he detail command areas and hydraulic parameters used in the aes-gn Water Wonts Deucn a^o SjofirvifiiQ'’ Enters'se 2 Air 20'hMinistry cf Water Imgabon and Electric to pabus Irrigated Study R Design Rrojetl 2. Description of Project 2.1 Project Location Volume *V Design of Inigaltar and Ordiruge System Final Report Dabus Irrigation and drainage development project command is located in BenishangulGumz National Regional State at about 55 km east of Asosa (the capital) and about 670 km from Addis Ababa The command area of the project lies on the right and left bank of the Dabus River which is the boundary of the two project weredas, Menge and OdaBldiglu. The project area is part of Abbay River Basin with geographic coordinates of 10° 02 to 10° 14’ Northing and 34° 51' to 35° 02' Easting between altitudes of 850 to 1 fOOmasI (Fig 2.1) Figure 2.1Project Location Map 2.2 Extent of command area Based on the initial feasibility study site visit has been made, which included a thorough observation on the extent command area In addition map observation was also made to optimize the command area with respect the dry discharge of Dabus River Finally the project comes up with net area of 9.100 hectares The head raise required for this area has been shown m the following graph A.iiijr Works L'lj, t" 3 - : r SuDiarVlS'Cin --’.C--:.: 5=7 AsMlnstry of Water, irrigation :ind Electricity Dabus Irrigation Study 4 D es^gn Project __________ Volume IV Design of Irrigation and Drainage System Fma! Report Elevation Area Curve (for left command area) Elevation Area Curve (for right command area) o 970 975 930 9B5 990 995 1DOO 1005 1010 Ground Elevation (m| Figure 2_2> Nel Area Elevation Curve for Dabus Command area There is no upstream user of Dabus River for any purpose and the distance between the inundation of renaissance dam and the end of this project command area is 22km Almost all suitable area for Irrigation is tried to be captured. It is from the above fads and the interest of the client that all possible gravity based command area toed to be accommodated As (he project is planned to be used by small holder farmers maximum effort is made to avoid complexity up on operation and maintenance. Topography and Agro-ciimale Topography is one of the factors that affect agricultural development. The topography of the project area is mainly plain and undulating land. According to the survey data the elevation range between 050 and 1100 masl and the slope range between Q% and 8%: there are also place with slope greater than 8% in the command areaMinistry a? Water, Imgai on arc Electricity Danus irrtga: Study 4 Des m PfO|CC! Vc'jme l\Z Do sign a* Irrigation ans Drainage Syste-n Final Report The agro-ecology of the area based on the Ministry of Agriculture (MoA) classifications the project command area is characterized as ko*a This s due to the area has the character stics of altitude below l,500mas' win average temperatures ranges from 20 - 40 W C and ramy season spreads through Way to Octcoer The rainfail distribution is mono mod a-' and the annual rainfall ranges from 750-1500 mm 2,2 Soil and Land suitability The project area soils were studied by different organizations for different interests Acco'ding'y the so<' type was classified m to genera! c.'assifcation of black vertisol and sandy clay soils (MoA. 2010) Other soil types identified include. DysIricNitosols. OrlhicAcrisols. Dystric or Chromic Cambisals. GleyicCambisols. EutricGIeysols. and Chromic or PellicVert sols (HALCROW - UIG LIMITED. 1980-1982) The soil survey of Ihe project command area has been conducted as part of the feasibility level study; according'y the identified soil types are classified under the general sod classification of vertisols, luvisols. camp!so's and fluvisols T he command arc detailed sq<J survey has been carried out to classify the suitability for irrigated agriculture The survey was comparing -.he major land quality (actual cona lions) of tFe study area with land use environmental requirement for different land use types Delail descriptions and necessary maps were prepared and presented in the Soils and Land suitability study report (Volume IV Appendix II) of the project Wale* W'arx* Des gr. and Supe-v si3* - me'□rise Acr SC 16Mintstrv Wafer, Frugntian and E>Ktncrty Dabus Frngafron Study & Design Project Volume IV Design cf Irrigation and Drainage System FnaJ Report Figure 2.3:- Land suitability map for surface irrigated crop production 2.3 Hydrology and Water Availability The long term monthly flow records shows that September has got lhe highest mean monthly flow of about 764 91mJ/s and the minimum ftow was recorded in Apnl with a monthly average flow of 25.24m /s Based on lhe hydrological analysis, the estimated mean 3 annual flow at the dam sile is 65.42 MCM on average years Details are discussed under Hydrology and Water Resources Planning Report (Volume II Appendix I), 80% dependable flow analysis shows that Dabus river has minimum flow in the month of May which is 18 8m /sec Compared with our maximum irrigation requirement, 15 4mVsec, the over has J more than 20% excess flow during dry time for downstream release Monthly average instantaneous maximum and instantaneous minimum flow of Dabus is presented in table 2.1 /J'r-.S Desq-' .r'-i v “1 C*4 ' “’E'C -' 1 cMinistry ol Waler irrigation and Fleclncty Datiua irr.gu! on Sludy & Design P O|CGt r Volume fV Design at imgallan and Drainage System Final Reoort Table 2.1 Monthly average instantaneous maximum and instantaneous minimum How of Dabus near the project site Jan Feb Mar Apr May June July Aug Sep Oct Nov Dec Mean(m3fe) 68.57 44 32 31 54 25 24 33.94 125.1 334.9 619.8 764,91 593 296.8 130 3 ' MMC 177.7 114.9 B2.53 65 42 67 97 324.3 868.3 ‘606 4 1902.6 1537 1 769.3 337 7 Max(m3ta) 92 37 54 96 38.45 60 35 113 5 435.0 875 2 ’710.7 1610 9 1261 3 547 4 223 8 MMC 239 4 142.5 99 61 156 5 294 3 1127 5 2268 4 4434 2 4175.4 3269 2 1678,1 680 D Min(MJfS) 47 97 24 49 13 12 83 6 49 26 16 101 5 237 6 289 4 259 2 149.99 63 01 MMC T24 3 63.48 34 CO 21.51 16 82 67.81 263 1 615 a 750.1 671.9 383 8 207 4 SD 9 75 55 4 76 8 01 22 41 83 04 171.6 314.5 299.41 215.96 94 29 28 74 cv 0.1-1 0 12 0 15 | 032 3.66 Q.66 0.51 0.51 0.39 0.36 0 32 0 22 t.7 r'** Works Design arc Sjcc-; s:m Enlarge SC 7 Apri:. 20-.ey a' Water i**!QR,.on a~d 1- cretnoty Danas rncatcn Slvdy 5 Des gn p'-ojL-c: Volume IV Des gn q< Irnga! ar and Dra "ege Sysiem I ira Report 3. Definitions 3.1 Irrigation System The irrigation system comprises a network of irr-gation canals fmarn, secondary, tertiary and field canals) of different si/cs and capacities io deliver the required amount o' rogation water from the source to the held. Rrdgc and contour canal: A ridge canal is a section that runs down the contours (with a comparatively steep gradient), whereas a contour cana is a section of a canal running aporoxirnalely paraHol to the contours (with a comparatively shallow gradient). Main Canal: Main cana'1 s the principal channel of Iho syslem off-taking from the (Jam site delivering lhe required amount of flow Io all the project command areas The canal may be contour canal or ridge canai Secondary Canals: Tertiary Canals Quaternary Canals:- Secondary canals off-take from mam canal and deliver water to the tertiary Diacks There are as many secondary canals as topographic situation dictates In most cases They are unlined canals in balanced cut and fill. Tertiary canals off-take from secondary canals and del vers irrigation water to tertiary units Tertiary canals are generally unlined canals in fill The rield canals will be unlined fill canals or Flexi [fume that off take from tertiary canals. These canals normally run down the major slope Irrigation The flow of provided to each 5e’d unit This will be dictated by the size of area under each field Stream:- Night storage - It is a pond to store water during night lime from the main canals and supply to the secondary canals during day time to satisfy the total required amount of water in time. The^r capactty/sizes are varied according to the blocks sizes that are commanded by a secondary canal Making the operation ease by reducing the water travel true, reducing the size of the main canal and the operational lass in the main canal could be mentioned as benefits from ponds. W3ie'Wor«5 Des qr a-3 Suse-tfisian rmc'pnse Ac’ 2316Ministry r Water, r Irrgatan and El ecl nt ty Dabus '* • gation Study 4 Design Project 3.2 Drainage system ValuniE IV Design of kr-gakon and Era -age Sys:cT F rial Repor* Field Drains: F ield drains run parallel to held canals and collect waler from field directly from furrows and field channel escapes Disposal can be into a higher order dra-n or into a naturgl/artificial depression on lhe border of [he command area Tertiary Drain: Tertiary drains collect water from Jowcr order drains (fielo drains). Disposal can be into a natural gully or into a natural depression on the border of the command area Main Drain: Mam drains are generally aligned following the path of existing drainage gullies and collect water from a number of lower orde drains. Interceptor Drain; r The dram running adjacent to the Mam Canals and some Secondary Canals on their right/left bank This intercepts sheet flaw and minor gully Row from area above them These will generally have cross drainage structures Id discharge collected flows under the canals to natural gullies 3.3 Irrigation Units Field Unit: The Reid is the smallest unit considered in the design of the Draject It is the area irrigated using furrows every scheduled day. al maximum crop demand by a held char-nc n 12hr per day with the estimated irrigat.on stream proportion to the field size, The minimum field size determination will be discussed in section 4 11 Tertiary unit: Groups of field sizes form a tertiary unit All fields within a tertiary und will be irrigated during one rotation cycle Where there are areas less than field unit size in a tertiary unit the irrigation cycle will be reduced and the irrigation stream might be diverted elsewhere in the block Block; fhe area irrigated by a tertiary canal off-taking from a secondary canal Blocks are variable >n size being built up from groups oi held units Command Area: ' he 3rea irrigateo oy a secondary canal off-taking from the Mam Canal individual command areas consist c* a number o* blocks which vary in size as they are dictated by topography Waler Wnr<s Dcsg- arn Suncrvisicin Er'.r'c-se 9 Asr ,2CtEV n siry a' Waler Irrig.v. er ar<3 E'ectneiy 1 Da Dus Irr gaiic " S:udy & Oes-g* 1 Project Volume IV Design n( Irrigation and D-ra rage System F nal Report 3.4 Canal I Drain Numbering System Main Canal ' .he project will have two mam canals Denotes as ( BMC & R0MC The cross-regulators on the l eft Bark Mam Canal have been numbered, LCR-1. LCH 2, LCR 3, etc Escaoe structures on Left Hank Main Canal have been denoted Dy LES-1 being the furthest upstream on the secondary canal upst'eam Secondary Canal : Secondary canals are named in the order of them off taking chainage ■rom the mam canals, for example lhe first secondary canal m the LE3MC command is named SC-VLBMC and the first secondary canal in lhe RBMC command is named SC-1/RBMC Tertiary Canal Tertiary canals are labelled sequentially in the order they off-take from the left or right side of the secondary canal, using the two-letter abbreviation Canals off-taking on the left side use odd numbers and canals off taking on the right side use even numbers For example, lhe first tertiary off- taking on the left side of lhe first Secondary Canal on the left side mam canal will be named TC-1-1 n the rare occas-ons where tertiary canals bifurcate they would be given suffixes as used for the secondary canal, for examp-’e TC-1-1 or TC-1-1 (0) Quaternary Canal : A similar numbering system is adopted for (he quaternary canals/flexi ^urnes They are also labelled sequentially in the ordei they ufF-take with odd numbers used on the left side and even numbers used on the right side Examples would be QC 1-3 which is the second olf-take on lhe left side of tertiary canal TC1. Dram Canals A similar numbering system is adopted 'or all drain cana’s as adopted *or irrigation canals Drairs will be numbered starling from the outfall and working upstream The drainage channel categories will be identified using lhe following codes Main Drain; WIO, interceptor Drain ID Secondary Drain SO, Ternary Drain- IO andField Drain: CD. Wa'.r' Wc <s Dnsiqn 3rd F * T S_1‘. . S -JT- Frlf -^rigg Aprr 7C16B B Ministry q! Water, I legation and Electricity I jabus rngaUpn Study & Design Project Voume IV Design of Irfiflatjon and Dranage System Final Report FRcpurrc nr AN AuiuDrhH rmjlaiidmaa frcdiki lwNCMXvanua mhjuu^iiw au aasnnobd Figure 3.1Actual layout of command area Water Works Design and Supervision Enterprise 11 October, 20If .ED ST M AyrOOtJK EDWCJkTim^Ministry n’Wa’ur or and E ect'itty □ ab^s Iff gallon Study 4 Dcsxjn Projeci 4. Crop water requirement 4.1 General Volume IV Design Irrigation ana Drainage System Resort Estimation of crop water requirement (CWR), which is efrreetty related to irrigation system design and determination of the exlent/size el field units are essential Io** planning irrigation and lhereby increasing the yield of the irrigated crop Climate Data and Reference E"o Reference crop evapotranspration (ETO) has been estimated jsirg the CROP WAT 3 0 computer program by Penman Montieth Approach (FAO I i D Paper No 56} And as there is no metrological slatons located inside the project command boundary the Climatic data aie transferred from nearby Assosa rneteorotogicai station (For detail infarrration refer hydro'ogical sludy of the project) The summery of Climatic data and the resulting ETo values are provided in Fable 4.1 below The maximum E fo value occur in the month of February (5 72 mm/day). while the minimum LTo values occur in the months of July (3 33 mm/day) Tabic 4.1: Climate and ETo data Country Ethiopia Altitude IQQOmas: Latitude 10.02° N Station Assosa (command area) 3 Longitude 34 5Q E Month Temperature fC) RH Wind Sun Sofar ET ofTim/d RF^ Mln Ma*. ’ (%) speed shine radiation ay) (mm) (km/day) hours (MJ/rrZ/day) January 16.6 34 1 60 189 84 19 / 5 09 0.4 February 176 35 3 55 196 a? ' 20.7 5 72 36 March •8 8 37 4 58 153 75 20 8 5 69 17 5 April '9.5 37.1 61 138 60 18.8 5 19 194 May 19,8 324 70 131 5.5 17 7 4 39 52.6 June 18.5 29 8 81 131 5.0 16.5 3.71 126 9 July 18.2 2/9 87 104 45 159 ' 3 38 149 4 August 17 9 28 1 80 89 50 17 1 3 54 147 4 September 179 29 3 81 87 5B 18 1 3 72 ■39 B October 17 9 30.9 76 84 6B 189 3 91 54 2 November 18 0 33 4 68 94 83 197 4 27 ’ 6.9 December 17 1 33 7 56 163 86 19 4 4 90 20 Average 18 1 325 89 131 6 6_ 18 6 4 46 60.G Source Dabus irrigation project, Agronomy report (2314) 4.2 Rainfall data There are different methods thal can be used to calculate effective rainfall among which fixed percentage. Dependable rain FAO/AGlW 'ormuia Empirical formula and USDA and Waler Wcr*s Design ana Suncniis -?- 'arise *2 Ann 24)1 £M r isl-y a* Water Irngal on Etectribty □a bus f-ga?iDn Study i Des gn Pfc.cc: ,r Veurne IV Design al Irrigation and Dra rage System Final Repcei soil conscrvat.on service arc the mam The effective ram Fall, from mean annual rainfall of the transferred data from Assosa the nearest meteorological station, was estimated with the help of CROPWA1 Ver 8 by selecting the USDA /SOS method from the list of choices given in the program (Dabjs Hydrolog'cai study report 7.014) The main men! of USDA/ S C S. over the other methods is it consideration of soil and environ men lai conditions, and where rainfall higher than 250mir The USDA/ S.C.S method used to estimate effective rainfall is given as f\ ff (p X (125 - 0.2 x a x P))/125/nr P < rnm - l^/a “h OU x f for P > 7-^/ mm a Where, Pffff is effective rainfair in mm, P ps rainfall in mm and 'a' is a temporal resolution correction factor and was taken to be 3 for monthly values The estimated mean monthly >s shown in Table 4 2 Table 4 2 Mean Monthly Rain-fall Effective Rain-fall and Crop Evapo-transoiration >n DIDP command area Country Ethiopia Station; Extrapolated Asosa Stat on Data Altiluce. WOO masl______ Latitude: 10.02° N Longitude: 34.50° £ ____ Rain-fall Effective Rain-fall Evapo-transpiraliori Month mm/mcnlh mm/day mm/month mm/day mrnfmenth mrn/day January 0.40 a oi 0.40 0.01 157.79 5 09 February 3 50 0 13 3 60 0.13 160 16 5.72 Marcn IS 00 0.50 17 50 0.56 176 39 5 69 April 20 00 0.67 1940 D65 155 70 5.19 May 50.00 1 87 52.60 1 70 136.09 4.39 June 177 00 5 90 126 90 4 23 111 30 3 71 July 247.00 7.97 149 40 4 82 104.78 3 38 August 230 00 7 68 147 40 4 75 109.74 T54 September 211.00 7 03 139.00 4.66 111 60 3 72 October 60.00 1,94 54 20 175 121 21 "a 91 November i 00 0 23 6 90 0.23 128.10 4 27 December 2 00 0 06 2 00 0.06 151 90 4?90 Average 86 83 2 84 60 01 1.96 135 40 4 46 Source' Dabus irrigation project. Agronomy report (2014) 4.3 Soil data T nc so' parameters a^e important for calculating Iho irngation scheduling and for this study we have selected clay soil which is the dominant son oF the project area Bui m the actual calculations o1 scheduling both heavy and medium textured so.l types will be considered based on the results of both physical ar-d chemical characteristics of the soils of the project Water Wc*<s Des gr and Suae ■ v <5 C* t tr( or-sn Ann I ?() 5 rMm of Wafer i"<galtan and Elect' city Dars.*, Imgalim Study S Design Project VeiufT'e iV Design at Irr-gai'Dn air'd Drainage System Final Reocd area. The effective depth of these soils area s m range of deep to very deep (> 150cm) The available water holding capacity (AWC) of the soils ranges from 'ow to nigh within She lap 100 cm layer, the wider -ange of AWC (law to hign) in the study area is related to textural variation >t 'anges from 166 to 216 04 mm/m Tne optimum infiltration rate of the soils in the Project Command ranges horn 5 4 am/hr (suitable for surface irrigation) to 9.6 cm/hr (marginally suitable for surface irrigation too rapid) The hydraulic conductivity of the sails ranges from 0 60 to 1.08 m/day (moderately slow) The average infiltration and hydraulic conductivity values of the soils fjppear to be acceptable with various degree of suitability 4 4 Crop data The choice of a crap for a particular area under irrigated and/or rain-fed agro-ecosystem is mainly dependent on national needs, Regional needs, soil suitability and climatic suitability Crop response to irrigation, the existing socio economic situation, marketability and expected profitability are also influential crop selection criteria The climatic parameters determining the choice of a crop are temperature, sunshine hour, wind speed, relative humidty and precipitation. Like climatic factors, the physical, chemical and biological characters of soil and sort depth also have direct influence on the oerformancc of a crop Resides the above factors, the present land use, social reflections, interest of farmers, their attitude and ability to successfully cultivate a particular crop also determine the choice of □ crop and cropping pattern Crop data is one the baste inputs for estimation of crop water requirements for different crops. The most important crop data required are the crop coefficient (Kc), roofing depth and canopy cover values at different growth stages, as well as the length of growth stages i ne basic crop data values used *or estimation the irrigation waler requirements of selected crops (Teff, Maize , Haricot bean, Rice , Sweet potato.Noug, Sesame, Ginger. Black cumin. Oman. Garlic. Peppe Fruit r . Forage crops) arc briefed under the foHowmg table 4 3 Table 4.3Crop Coefficient [Kc] Values of selected crops Crop Type Kc Value a» p-c-* th - e crop Grrnwlh SUgci ___________ ______ _ ”~Crep~Pn4o dl Inilial DcvKl&pmeniiar Vid icri o.so 1 «la daw a 53 “ Malza 1 C4 a 04 0 3Q '.70 0 57 Rice 3 34 0 73 a 30 nd’ 0,56 1 09 ■ n /r Niger aced^mnyl ‘ 13$ 0 35 0.61 1 0B D ?6 1fi< — Niger seed((Jry] _________ 0 35 a 71 1.1 7 3 FC ’ 15fT ... Sesame (Rainy) 0 33 0 61 Sesame I.E'-'V.I 1 CS 0 ?6 *50 _______ 0 35 0M 1 17 0 76 150 — Haricot bear.(Hatny] 0.40 CM _ h>'XqI bcar.(t>y| 1 OS 3 7C _____ 040 12C a so 1,17 potato 77 0 50 120 0 75 [urxum_________ 1.10 ' c s- ._n.9n 150 .tm 1.1.7. 1/4 .UK 1.291 " _ .* Lum-n 0 9<J 1 01 Oni3n(H*irry) , ova 1 .0* 220 II Bl Omon(!>yJ :.oi D 0.70 121 62 1 C6 1,00 ’ 17- — ti.arl.r2 Him,irl_______ __ 3 70 __ 2 zg . n K? 3M . t nt . nor • 07 * OC 7.11X . ’39 -1 a 6a 3 7B i 01 ~' C 9* PEpper('.]iy; 060 IM SO 1 ur 95 Fruits 3 90 130 - 01 Farages, . 3 flO 0.B3 1 15 . 03 3E5 3 06 0 B3 365 Water Wa'ks Des gn a nd v. Liunarv S"te'£ At- X-. 8M ■ Hairy □'Waler, Irrigate* ard ffecli cily Dnbusjrrgalron Sludy A E>s:gn Pro-eel 4.5 Cropping Patterns Volume IV Design o* k-ga’-gn and Drainage System Final Peoa ft The extent of area that could be irrigated, other than the dependable yield, depends on the lypcs of craps grown and the cropping calendar Cropping patterns, including planting date/penod and crop duration, are developed following an assessment of existing cropping, as well as from economic sori and agro-climatic suitability and marketing opportunities The cropping intensity is derived from the overall cropping pattern and is used in feasibility studies to describe the likely impact of a proposed irrigation scheme over the pre existing situation For this study we have used a cropping pattern and intensity prepared for each type of crop and planned from the agronomy study and the proposed cropping patterns arc provided on the following table Table 4.4 Summary on the cropping pattern, crop calendar and present cropping intensity under different crops in the rainy and dry seasons Crop name Planting date Harvest date "(%T“ Area (%) Rarnv season^mps _____________ _______ ________ _________ _______ Teff 01/07 28/10 10 Maize 30/05 16/10 a Rice 05/06 20/10 8 Niger seed/Afoug 10/06 06/1t 5 Sesame 10/06 06/11 6 Haricot-bean 25/06 22/1C 4 Sweet-potato :s/06 11/11 10 Gmger 20/05 06/04 4 Biack cumin 20/C6 25/01 4 Onion 25/05 22/09 4 Garlic 25/05 09/10 4 Pepper 25/05 01/10 4 Dry sea_5.a.n_crops Niger seed/A/oug 01/01 30/05 ID Sesame 01/D1 30/05 10 Hancot-bean 15/01 14/05 10 Onion 25/01 25/05 10 Garlic 05/01 22/05 10 Popper 05/01 14/05 10 Ramy and ary^seasor percnnia^ exops Fruil Forage Percent of total CCA — 20/06 20/06 19/06 19/06 160 15 15 4.6 Estimation of Crop and Net Irrigation Water Requirement For estimation of crop and irrigation water requirement the weighted the crop coefficient, Ke values thal varies according to the water demand and age cf selected crocs a! each month of the yea# have been considered FAO I & D paper No 56 (soft ware) has been employed n determination of crop waler requirement and net irrigation requ rement Waler Wui ku Qcmign gne SuDcirvuvon Erwnnsr. Apn ?aieMinsky of Waicr, imgat an and Eicc.r city Dabus b-gal-on St-fly & Design Pro eel Vyiume IV Design o' rr gallon and Drainage Sy atom f'2al Report The calculated nd trigatron reauiremenls (NIR) and duty of each morlh arc shown on the following table 4 5 Due to the cropping pattern and Kc value of each crop the peak NIR of 4 4 mm/day and duty of 0 6*i/s/ha values occur in the month of February Table 4.5 - Nel Irrigation Requirements (NIR) of Dabus Irrigation project NIR Duty Month mm/efay mm/monfh 1/s/ha January 3.90 120 3 0.53 February 4 4C 124.50 0 61 March 3.4 105.20 0 49 Aprl 2.4 70 60 0.47 May 1.3 39 10 0.1B June - - 0,01 July - - • August - September 0.1 1 50 0.01 October 1 40 42.20 0.20 November 2 10 62 30 0 25 December 2.70 84 50 0 45 Maximum/T ota! 4 4C 124 $D 0.61 rhe total monthly crop water requirement for the ndividual selected crops and the total water need has beer presented in table 4 6 Wa:cr Works Design grj S^oerv snn ! --rinse Apn ?n*cM nsiry of Waler. irrigation ana ElecIndSy Dabus Irrigat qp Sluay & Design Project f M nistry o Waler Irrigation are Energy Dabus Irrigation Study 4 Design Pro/ecl 1 able 4.6> Dabus irrigation Project Command Irrigation Scheme supply ETo Station:-Asosa Sr r Volume >V Design cl Irr gallon and Drainage Syslcm Final Repo.-t Volume iv Desigi o Tigalion ana Drainage System Rain station;Asosa Months No Fee I Msr Apr May Jun Ju.y Aug i Sep | Oct j Nov Dec i Tola 12 9 - 31 5 i 71 7 13 5 117 4 -i 5 6 7 i |- I I: F r I i 12 4 4 0 * * * - 13 34 21 53 i : Terr Maize ano Sorghum I Niger seed/Woc/jy, ' Sesame and Grouna- nul Haricot-Dean arc Soyoean Sweet potato G nger B:ack cumin and Bl a cm pepper Cruon ano Garlic Pepper ana Potaio Okra Subtotal ‘77 2 128 9 * 1 60 6 69 9 | 05 35 9 f ■r’ I - i 5.3 i ■ ■ + 4 r 55.4 79 3 • B1 44 8 13 4 26 37 fl 9 10 01 6 137 0 165 a 737 9 04 7 76 7 - 296 2 ■ 35.9 ■ 5.0 - I 0.3 - - 0.1 14.4 * - - 13.3 14 5 1772 128.9 , Ha,in> ano Dry Season I'^’X^ango and Papaya nan a a d Citrus n ^ses, _egumes odder t*e«s ubtctal I *Wai*e and Sorghum \.ger sceduVcjug. 161.90 149.10 '3* 50 1S7 10 144.40 *27 00 - 73.0 164 9 1.9 157,30 127.90 70.40 I . 0.40 146 20 125.60 74 4 0 127.00 108.50 59 00 - 1 442 50 428 50 430 50 362 00 203 80 0 40 17 2 j 331.0 256.1 165.8 1 3*0 8 61.70 I 121 00 151 10 1.006 40 45.70 103.90 136.10 925 80 43 20 96 B0 121.40 814.20 150.60 321.50 j 408.60 2,748 40 195.23 55 60 182.90 106 2C 72 70 | - TB35D 163 40 | ! 48.80 - ; 33 JO 114 30 590.40 - - 563 20 Sesame rt Ground a. p nut 1 Haricot-bean and Soybean Crops Swet’i-potato 137.10 175 90 Jan 182.60 * 54 40 - 1 1 I • ■ i 27 60 119 20 558 63 t fnnihs Mar Apr May Jun 1 JuJy 162 2C 28.60 I I- Aug Seo -I• i Oct ! Nov Dec ] - j 4b.ID J 104.10 • Tote 704 z:V n'Siry □' Wuler Irrigation and l-lecHicity Dabus irrigation Siudy A Des-gn P reject Sx No Crops '8 Onion and Garlic Jan Feo Mar 163 SO 165 70 162 80 I Apr 28.50 i Toial :May •9 Pepper and Potaio 166 30 165 10 69 10 20 I Okra 108 10 177 20 186.80 • Volume iV Design oT Irrigation ard Dra rage System Fina’ Resort Months Jun ■ -uly Aug Sep I Oct Nov Dec I- »■ i’ ’- • Sr i i ' 117.20 337.90 34 DC 111.10 665. 70 63.60 110 40 574.50 Subtotal 1 056 50 1,154 90 806 0C 54 40 - | : i; - • - No Crops Grand '’’a tai Net scheme irrigal on requirement 0 in mm/ddy Jan Feb Mar Apr May 772 90 423 10 2.30 2 40 1.30 Months 1 Jun July ! ' Sep > Oct Nov Dec 203.60 41 30 600 40 630.60 4.29570 Total 1,678.20 1.712.30 i T.316 50 j 3.90 4 40 I 3.40 - I ■ I 17.20 j 462.40 7B3 20 1.174,80 3 362 90 - 0 in mm/month 120 30 124 50 , 105 20 0 n l/s/h 0.45 0.51 0.39 0.10 ■ 1 4D 2.10 2.70 1 8t - 1 60 42.2D 62.30 84 50 54 22 Irr.gatec area (% of tolaJ 84 area) B4 SO 70.60 39 10 0.27 0 15 - 74 82 0 30 • 31 - * 0 01 0/6 0 24 0 32 021 ■ 45 79 90 70 61 irrigation requirement 'or the 0 53 0.61 0 49 actual area (l/s/h) 0 47 0 18 | - 0.01 I I C 2C 0 25 0 45 13 57 Wii'ef Warks Design ana Siu.r'vis'on £.i|c pfise 1B Apri 20 "6M T&’-ry rtf Waler, legatin’ ana Elcci'ici:y Dao us Prigjlror Sluay &. Design Projec: 4.7 Irrigation Efficiencies 4,7.1 Conveyance Efficiency Vc l«tc >V Design c? Irrigator a^d [J'a -age Sysic— c ral Repan Conveyance efficiency measures the losses tn the conveyance system which comprises seepage losses and evaporation losses Of these the mosl important are seeoagc losses The adopted overall conveyance efficiency is 86% 4.7.2 Application efficiency Application efficiency is concerned with water losses starting from waler delivered to the Feld and available to me crop and ncluaes percolation, evaporation, off 1argets usage, runoff and so on Far this project a furrow type surface application method is selected and 0.65% application efficiency is adoptee 4.7.3 Overall Efficiencies Overall efficiency foe canals arc given by the product of conveyance and application efficiencies, taking into account the conveyance and application method(s) and farm management For this study ar. Overall efficiency of 50% is taken for unlined channel and Furrows type apobcalion method. The overall efficiencies of each canal category are presented on the following table 4 7 Table 4.7> Irrigation efficiencies (%) of Dabus Irrigation project CATEGORY MC SC TC QC total Conveyance 0.92 □ 97 0 98 0,98 0 36 Operational 0 95 097 0.97 0 89 Application 0 65 Overal ____ ____ 092 _____ 0 92 a 95 0,95 0.50 4.8 Peak Duty of Canal System Based on the calculated irrigation water requirement and the efficiencies of vanes components as discussed in the above sections the ueak duty in i/s/ha for 12. hour and 24 hour irrigation for each canal category has been calculated and given in T^qIc 4.B Table 4.8 Peak Design Duty of Canals Canals Peak duty iri lisfha 12 hr opcraiiGn__ Quaternary Canals 2 04 Terliary Canals Seconcary Cana s Ya1" Caral 2 15 2 33 ?.ao _ 24hr operation 1 D2 1 075 1 17 1.40 Watc'Wo'ks Des .n»cf Superior. Etcwse Am 2Q1E7 niB’.ry of Waler Mgai on a-o Eieelr.c'y Oabus irrigation Stutty & Des gn Prflfec! 4.9 Irrigation Interval Volume iV Design of Irngat'on ana Draragc System f rial Report The ireoretica! maximum rrigalron interval is derived on the basis of the consumpiive use, rooting depth and soil moisture holding capacity and represents the period required to deplete the soil moisture reserve As per sol investigation in Dabus area, due to high textural vacation, there is a wide range of available water holding capacity of soils (166 to 216 mm/n) For the design purpose 1he minimum value i€5rnm/m is taken Table 4.9:- Irrigation Interval Crap Pea* Oa’ly ETc Depletion factor Rooting aepth legation Gross Depth (mm) adopted > for the prevailing ET (m) ntcrval of Water Aflp'ied(mm) sesame 5.50 0.55 1 16 120 Haricot bean 5.72 0.55 06 9 74 Sweet potato 2 23 0 65 1 48 153 onion 4.92 0.3 03 3 21 garl c 5 18 0.3 03 2 15 oepper 4 96 03 0.5 4 2B fruits 5 34 0.5 1 13 110 forage 4 42 0.55 1 20 126 Adopted 4 86 0.46 0.71 14 02 Sizing of Irrigation Unit I he smallest irrigation unit size is lhe area irrigated at a time by a flexi flume during an irrigation turn. The flexi flume must be sized to meet lhe peak requirement o< the crop for highest demand period the irrigation unit s«ze depends on several factors. Most importantly ■he follow^g a'e base criteria used ir Dabus to fix the si/x of lhe smallest irrigation unit • Tne flow rate of the flexi flume • lhe irrigation water application method ■ The depth at irrigation gift - Tne irrigation interval • The number of farmers within a single field ditch Furrow stream s»ze.— is the size of the discharge delivered to each Furrows, which equivalent to 5l/s in this project Irrigation stream size: - is ine size of the discharge delivered Dy flexi Fume and it is 80 l/s m the case of Dabus irrigation project, which serves a group of furrows at a time Irrigation Unit: - is an a ca under eacr quaternary o flex flume II ranges from 1 to 34 ha f r Tertiary Units: - are groups or Irrigation units, with an area of between 2.C 335 ha (NlA) All fields within a unit will do irrigated during one rotation cycle It can be derived from the above scheduling tnat if a Tertiary unit has 2 0- 335ba (NIA) it will be irrigated wi1h ~ 14 days interval by stream size ol BO - 6401/s Walc Wri <s Design are rr A-" 5j;ic v sc* Fn'urnr soMin spy o Wale' r Irriga4 cn and Electricity DebvrS hr ga^cr S’udy i Design ProjocL 5 Surface Irrigation Methods 5.1 General Volume IV Des at kr-gat o.*i and Drainage System F "a Repeal in order to select suitable irrigation conveyance and application methods, comparison were made among different options and Open canals am croposed to convey water from the dam outlet along the contour. Surface (furrow) irrigation method has been selected as a method for the scheme I his selection is done based on considerations ol among others the crops labo' skiT sods, economics, and availabic technology, 5 2 Furrow Irrigation The furraw irrigation method rs most widely used in the project command area It is mosl suitable method al surface irrigation for crops sensitive to ponded water Furrows are most commonly made down the slope but when ‘and slope exceed the safe limit of soil erosion, they are constructed nearly on contour or obliquely. Similarly, when rainwater is to be conserved furrows act as an effective means to catch and conserve the rainfall Wien rrrjgalton water is very scarce, alleinate/skip furraw irrigation is more suitable Efficient imgaton by the furrow method is obtained by selecting proper combi nations of spacing, length slope, suitable size of the irrigation slream and duration of the water application. 5.3 Shape and Spacing of Furrow Shape and spacing of the furrow depends on the water movement in the soil, crops and cultivation practices Furrows are generally spaced al 40 to WQ cm apart depending upon the type of crops, soil and topography. Crops like potatoes and maize a'e planted 40 to 70 cm apart and have furrows between all rows Vegetable crops such as lettuce, carrots and onions are spaced 30 to 40 cm and often have two rows between furrows Wide spaced crocs like melons, fruit '.fees and berries generally, require more than one furrow between crop rows Furrows shall be spaced close enough to ensure that water spreads to the sides into the rrdge and the root zone of the crop to replenish the soil moisture uniformly The lateral movement o'water from the furrow m soils with uniform profiles depends primanly upon Ihrt lexture of the soil, with a broader wetting pattern occurring in clays than in sandy soils In uniform clay soils complete wetting to the same depth may be obtained with a. furrow spacing of 1.0 m or more, which is suitable and proposed for the Dabus with respect to soil and croos explained above Tne soils of the project area have a high ta medium infiltration rates And For these sail types within the command areas the recommended furrow depth and width s 150 mm and 300 mm, respectively which should safely store the requ rcd amount of waler supplied to he inf-trated [FAQ. 1994] TVim- Wcris Dea<gn «nd S jDCry sen F "•c'jrijic Ad- 2C*F.Mifi'stry of Waler trriga’. an and Electricity □abu.5 Irrlgai on Sludy & Design Pmicr.i 5 4 Furrow Length VnfUTTie IV De-vgn of lr-;ga‘ on and U'ainage System F ra Repad Dabus however it is large scale project, the benefic arres are 5 m a I Ih orders the practical experience- currently is linked to a traditional way of farming ( use of animal's power and human labor *or lard preparation and other culbvaban practrces Due to consideration of the existing cultivation practice the slope, dissected land feature and smatl size of land holdings the use oT longer furrows more t^an 120m and fjrrows less than 60 m will not be manageable ard resulted to poor application efficiency Therefore with the assumolion ol a maximum slope 0 005m/m and considering traditional cultivation practice of Daous the max mum furrow length of IDO m for the average command area is recommended. However depending on the suitability of the command area related to Ihn above 'actors furrow lengths n the ranges between 60 to 120m could be used 5.5 Furrow Stream Size and Irrigation Depth Giving considerations to the specific users' farming practices, different study findings and the furrow suitable condition of the project; the maximum non erosive furrow stream flow is limited to 5 l/s. Dabus however large scale rl is. tne users are small holders with minimum skill on the management of irrigation development For that reason therr farming practices related Io land preparation, management of water application and timing are traditional The soil nature andtopography of the command area also requires huge work to make suitable for the estimated furrow stream flow In this case due Io the increase roughness of the furrows the retardation of flow will result m pounding and deep oe'calation affecting distribution uniformity and application efficiency therefore the proposed water application deplh for the project is about flO mm Wister Woxs Design arc SuQCrvis a-* E^'.C'or SC 27 ?0isMn slry of Wa**r Irrigation ard £ eclncily Dabus Imgation S'.jdy Design Project 6 Geotechnical Investigations 6.1 General Voii-vnc IV Design pr ^gallon ana □ rai nag e Sy stern Final RepcH Th e mam canals are designed on both banks that will ne aligned or different topographic terrains and lithologic units along or gentle stopes for gravity control by taking m Io account cut-fill balance Hence a geotechnicaf investigation work was conducted on both banks along the proposed mam canaf routes Therefore, on the toll and the r*ght banks 35 and 26 exptoratory pits were excavated with 1 5m* 1 5m’3m dimensions respectively For fifteen cross-drainage sites. 29 test pds with 1 Sm’1.5mB5m d-rrensions were excavated on both banks Geotechnical investigations were carried out along the Left Bank Mam Canal (LBMC) and Right Bank Mam Canal (RBMC) alignment. The investigations include excavating test pits, infiltration tests in the test pits and taking representative samples for laboratory test. The following laboratory tests were carried out on selected samcies Alter berg limits Direct Shear Pari'c’e size analysis Double hydrometer Natural moisture content Proctor com pa ct<on Specific gravity Permeability Un-! weignt SulphatcA Chloride Swe’hrg tests Consol datior testing, (Cedometer) 6.2 Geotechnical Properties of Soils The result nvestrgation ind.cates that the soils along the Left Bank Mam Canal are three soil layers ano rock units make up (he foundation along (he L3MC; these are completely weathered bed rock with silty clay composing from 3 0km up to 4.6 km Beyond 4 5 km. completely weathered bedrock, clayey silty soil and gold bearing deposited materia! are beneath silty clay soil in order to determine the geotechmca properties of soils making up toe Dabus LBMC & RBMC. both classification (gram s te analysis, atterberg hm-ts, free swell etc ) and engineering tests (shear test, consolidation, compaction...) wem earned out and Based or results of the tests, geotechnical properties o* the Silty Clay soil mak ng most part of the canal alignment has been presented as follows Altcrbcrg Limits: ■ the ranges of Atlerberg limits of the silty clay layer makrng the main canal are: LBMC RBMC Liquid Limit (WL):27 tG-69 80% 33 2(] - 67 40% Plastic Limit (PL): 16.30 28 80%12 90 - 34 70% Plasticity Index (Pi) 12 60 - 47 40% 12 20 - 45.30% Free swell - Free swell tests were earned out far aH sail samples cc lected (mm the canals of both banks Most of the soils were found being marginal while a tow ol them were critical and non-critical in degree of severity or both banks Waler Works t)cs gn 73 Ao-. I ?u1£VI r stry of Water gal-on arc Eil*l’* cily Dabus Irrigation Study & Design Project Vo jtie IV DeSrg" of Iri tqalior arG ;>a nage Sys:c“"+ nai Report Shear Strength ■ reel shear and tn-axiai tests was undertaken ar fernotaed samples that were co lee led from a'fe ent depths a”d chainage a'ong r lhe left bank main cana and right □ank mam canal The interna angle (0h ranged from 8“ to 24: (average 17 ) and 7" s tc 23° (average 14°),’he cohesion (C) -anged iro.m to [0 nkpa (average 36kpa) and 9 tu GSkpa (average 43kpa) respeebve'y These values car be utilized to carry out the stability analysis 6.3 Permeability The results of lhe nfiltratron tests mdcate that ine 14 9km of the left bank mam canal ano 17.9krn of rignt bank main canal, which is dominated by the weathered |rock and rock cobhes mixed with silt are pervious and to be lined with geomembrane to protect excess seepage from canals While the silly clay layer due to its high content of fines is found Io be impervious The summery of the test results for geotechnical D'operty of sen's arong LBMC & RBMC i-s presented on the following table 6 1 Table 6 ISummary of Test result for Geotechmcar Properties of Soils LBMC 3d5cj oban 1,1 PL PI. % Ci Ay Sand freir w % PfirmeaG rty l-rtl CJAC’PQ 415 20 2 21 3 17,85 12.37 53 4* 30 1.E-QS Cohesion Cikna) 20 95 Internal fiction .inn'E (ca^ 74 33 2 MC-TP1 ** r 70 6 2t r 27 63 10 29 4? 3ft 32.5 1.E-CB 52 Bl DLMC ~D2 17 7 ■63 21 4 31 1? 14. J 34 IB 5? 5 19 Bl J.VIC-7 Pl 52 3 17 3 35 3 4fl ?1 74 38.26 65 2 E 09 51 4 f 12 95 DlmC tp< D. MC-TP5 44.4 76 4 1 t 9 45 42 7* 56 30 02 45 5 FC!) 3B 43 15 49 573 _ 22 2 35 2 57 <5 24 02 ia 57 75 □LVC-TP7 DLVC-TPS <7.2 24 4 22 5 4fi,47 2B 71 r 22 37 5Q 2B.5 20.6 <9 23 25.91 24 36 50.5 5.E-1D DLMC-TPfl B9 3 22.4 47 4 55 04 74 74 17 72 11Q DI MC-TP9 ,40 2 19.4 20 fl ’3019 2fl51 41 53 DLMcTPIQ hl MC-TP11 67 fl 50 B 24.3 43 5 47 29 11 S3 20 H0 90 36 91 r65 IB 1R 15,12 Tl B7 1141 :r. uc ’P12 50 3 21 5 26 fl 57 5 21.B7 20 66 65.S •J' MC 1P13 646 274 41 3 57.13 27.S3 20 24 90 21.5 29 2 M M •ft 97 26 9B 65 'J MC TP 15 6 7 4 25.1 41 3 41 96 46 9 1 ‘ 14 55 - MC !,,-i 6' 1 23 4 44 A 43 51 33.31 23 IB 85 3E ID 35 34 fl 89 - □LtfC •i”5 311 nan ’6 96 30 52 74 70 a’ai- 31.? >1 mc re?2 . 55 g Z* 3 15 5 46 ja 43Cfl 13 54 4 / 5 piyc TPtB _68 2 25 0 432 42 09 4- 55 ’6 06 105 60 71 ‘ 12 26 . O^C-iPt9 41 J . *3 0 i a 3 . 43 61 36.37 20 Q2 43 ■IL 5 256 20 9 1 )l Me 11 '74 «i7 H ■so 5 in * 54 46 36 19 i 42 5 r:i Mc-rpz? 40.7 ' 2C.3 20 4 u Ji_1 05 34 73 <S.®9 35.91 21 9& ' 26 36 30 4Q DLMC- P23 r 43 3 199 24 3 27 fit 4*53 30 66 50 BE QI □LMG-*P27 , 43 u , 19? . 24 2 55 69 26 57 1/ 74 40 4 E-C5 28 6/ 17,73 xmc ~p?a Sfl 2 20 1 37 9 3 /? 3647 45 87 ad 2783 1826 Sis " 18 89 UlMG ’:‘2Q 27 ’ ron 4 7 5fl 23,01 29 4’ 20 ULMC-TPJT r DLMC-TP32 JLMC PIO <7 2 25 9 21 4 59 42 26 57 14 01 60 65 3 23,3 *3 u 27 65 io as 2663 50 9 25 259 IB 66 25 56 57 JB no 82 5 4.E-1D ‘ 2 F IQ □LMC-'PJl 436 DlMGN’3* 29 1 17,9 25 7 Ifffl 166 . 126 19.65 6 9/ 4A 79 20 ■ * 1 O'J ’ 23.53 * ? j 24g 30 2 44 Bl 24 29 •7 3-5 ’ 4G ■679 5* 12 53 215 20 29 59 ?0 hfl s _ „—------------- iaSi‘“ M 27 11.53 DI VC TP35 551 f)l MCTP3E 4511 IXMC-rm? 334 . 195 26.3 1 3 9.L 4133 ' 33 85 43 ' 4F-*0 53 45 ._?• * 11 5 ——--------- '* 99 3C '.Vaier Wdixs Design ord S.sc'visiq- rnrernr sc A:” 70“b 1 =? i ;Min siry of Waif Irtiq.c or. drd E’ecP’cdy Dbd-s 7rgal or Study & OesiQ* Pra;ect RBMC Volume IV Desgn af lr.r gat or an£ □ 'ainagc System F inal Kepcri □csdenp’ion LL PI Pl. % Cay. SJI % Sand % Freesw cl, SA P&f™»6i|i6yi; m/s) Cphca on C (Xpi) internal fricba- (0 ) 1 DRMC- Pf 33 2 U1 190 16 3/ 30 72 52 91 50 3 GCEOfl 46 5 22 6 □MMC-TP2 33 2 17 9 20 1 30 3 ?R 15 39 92 50 1 B5E1O 63 59 11 GB DRMC-TP3 46 3 VI 79 * 36.12 20 74 51 63 32 5 DIWC-TP* 66 7 75 t 40.4 5fl ia 29.21 12.6’ 130 DRMC TPfl 40 1 2.07 9 04 30 G9 57 5 tJHMCrP? 13.5 0 15.64 64 36 35 5 DRMC-TPfl 67,4 222 453 62 93 15 75 20 <7 47 5 30 6 661 □rtMC-rpg 51 fl 30.0 21 3 31 34 33 24 3547 70 3 8BF-0 20.46 11 Bl ORMC.-P10 551 2*0 34 474B 29 01 13.77 55 3.D9ED9 44 11 13.04 DRMC-TP12 56 6 26 a 29 0 51.29 76.03 22 60 40 2 38E1D 55 07 7 05 □RMC-TP13 41 7 29 5 12.2 26 2 41 04 27 07 42 5 7 64E10 20.67 ■4 23 CRMC-TPI4 56 5 25 3 41 3 59 14 10 94 21 9? 115 1 63£1C G5.2S 6 79 UH MG-1 PI 5 63 7 24 S 5445 23 21 22.34 MO DHMC-TPW 42 5 23 3 192 27 03 20 13 5?.04 65 492E1O 9 8? 72? DRMC U’U 35 3 26 3 29 0 46 64 24 05 29 31 77 5 DWG FPiB 54 fl 31 3 23 5 29.41 34.33 12 25 50 B’OF 07 29 41 20.63 uwve-rptB 44 1 76 2 179 60.55 32.1 1/34 57 5 4 181 09 4152 173 DFtMC IPJO 47 4 24 5 17.9 30 56 45 3B 24 04 40 4.B3E0T 24 2fi 11 53 DRMC '•‘/I 57 0 3<7 22.3 60 45 31 24 fl 11 5G 4 04ED9 29 JB 16 DRMC TP72 363 207 17.6 24 34 29 4 16 05 47 5 DRMC '-'7J 4C 3 23.0 17.3 73 09 <5 19 31 72 35 3 10*09 33 45 17 16 □HMC -P24 57 21.9 33 1 49 74 26.1 22 EE 90 DHMC -TP76 59.1 23 7 35 4 54 77 33 34 11.29 97 5 2.73E08 4? 4? 9.7 DWC-TP27 623 31 J 31 0 4t3 15 25 04 76.01 •10 5C1EI0 40.33 11 50 DWC-TP29 DWcTpjD 43 9 23 7 70.2 27.71 32 09 15 65 55 1 OBI 09 53.3 ’213“ 43 n 27 2 20 3 39 64 36 96 73 36 55 4 51E09 3145 1364 Water Wcr< 5 3c s qn ano SuncrvisiC" i "’’cro r sc a^- .:yeiV -islry al Water. rr gal-an ano Eldctr cCy Dabus Inigat an SUdy s Design orojee! 7. Canal Conveyance System 7,1 Canal Alignment Vo u^e V Des gn c- Irr-gacion anG Drainage Syslerr. F-na- Reparl The layout of canal system was earned out with consideration of the fallowing general principles • An irrigation canal should be aligned m such a way that maximum area s irrigated with the least length or channel ana the cost of cross drainage works will be the minimum, A shorter length of the canaJ has ’ess loss of head and smaller loss ol water due to seepage and evaporation so that additional area can be brought under cultivation ■ The alignment of the canal should be such tbal the length of idle canal i e (he portion of the canal from which no irrigatron is carried out *s kept Io minimum • The alignment should not be made rn rocky and cracked strata unless and otherwise there is no alternative alignment • The alignment shov'd be such that She canai crass the natural stream where lhe stream is straight with minimum water way • As far as possible curves should be avoided and/or should be as gentle as possible m the alignment to avoid and/or minimize disturbance of haw and a tendency lo silt on lhe inside and Io scour on the outside of lhe curves (Refer Table 7 1] Tabic 7'TLimiting Radius of Curvature for Irrigation Canal Type of Canal Minimum Radius | Sub-c/ilcai velocity 1 Unlined 7 T -1Q r- ” Lined No1e * T - water surface width Source [USSR 1957 And if il is not possible to avoid srrarp curves .n ar unlined charnel lining should be provided in curves up to a1 least 4 limes the depth of flow downstream of Ine end of the channel curve 7,1.1 Alignment of Main Canal (MC) The Left Bank Mam Canal (L8MC) and Right Back Main Canal (RBMC) would off lake from the dam outlet to irrigate the command area on left and right bank of Cabus River respectively II was aligned as a contour canal running at a considerably gentle slope of I ranging from 1/5000 to 1/3200 arid f f rom provisions are cons.tiered or head ‘esses structures at cross regulators gully/nver crossings Waler VVc^S Design S-iOcrv sa E^'pesc n An'1 Z3--Min st-y cT Ware- 'rrigajion a-d FiocUicIty Dabus ’ qatio-i &udy A Ocsg" Projec" r Va'.uriE 'V Dcrgr of I trig at or* and □ramage System Fina._Re&c>rt The starling full supply eve (FSL) for Left Bank Mam Canal and Right Bank Main Canal at '.he outlet rs1004 5m a.sj and it has total length of 4D km and 32 3km ou1 of which 2.38km and 1 40kmis idle canal mspectively Moreover a 10.0 m wide surfaced [arm access road and interceptor drams arc provided along the main canal abgnmcN 7.1.2 Alignment of Secondary Canals (SC) There are fourteen Secondary canals and one primary canal off taking directly from the Left Bank Mam canal ana seven secondary canals and one primary canal off taking from Right Bank Mam Canal, which a^e p’anned to supply command area blocks that arc bounded by two major natural drams or depressions. Tne seconaary canals are generally aligned across the contour on ralural ground slope in sub-critical charnels with frequent drop structures with FSL around grounc level so that they could be able to command every field in the unit II runs with a steep slope ranging between 1/450 tolMOOO A 10.0 m wide surfaced farm access road would be provided along the secondary canal alignment As a consequence of balancing cut and Till the water level will be above ground levet upstream of drop structures. In addition, the water level will be set to oe al feast 0.5m above ground level upstream of cross-regulators, so that off-taking tertiary canals can command their head reaches 7.1.3 Align me nl of Tertiary Canals (TC) The entire command area of the project is planned to be irrigated using the ternary canals that off take directly from the secondary canal and supplies irrigation water to quaternary canals.The tertiary canals are generally aligned along t*e contours n earth channels with sub-critical 'few with the F Sl at off taking structures set to be at least 0.35m above ground evel so that head reaches of fields could be irrigated (without land leveling J possible) A 7 0 nr. wide surfaced farm access road and terhary dram would be provided along the ternary canal alignment 7.1 4 Alignment of Quaternary canals/ Flexi flumes A quaternary canal/flexi flume is the smallest canal which off take from tert ary canais, These canals/flexl flumes are planned to supply around20haof fields that are bounded by quaternary and a tertiary drams The filed would have a 100m furrow length A' cf quaternaries/llexi flumes are aligned down the major gradien' A 5.0 m wide surfaced 'arm access road would be provided parallel to the quaternary cana alignment 7.2 Vertical Alignment or Longitudinal section design The fo lowing principles nave been :aker' in to consideration during the design of migation system • The water level in suppiy canals should be sufficiently h gh to frigate the highest areas for which irrigation s envisaged; Waler Woks Design line Sm DC'Vision En',crgf-tiE J Tin .T6VI inistry af Ware' lrr^’on and Electricity □ahjs Irr gatiqn Slutty A Design Project VeiLrre fV Design nl Irrigation anc 11*.'image System Fma Report • A balance between cut and fill s cconom.cal foi construct'on of supply canal Canals in high Ml are more difficult to construct ana would in genera lose more water by seepage. Ihis would certainly be so when the bottom of the canal is above the original ground surface After the canal cross-section has beer designed, the longitudinal section is calculated which represents the vertical alignment of canals and the follow ng procedures have been done • The ground level profiles along the final alignment of the canal have been taken • The caral Full Supply Level al the head of each canal has been fixed and longitudinal profile o< each canal computed by using the canal cross section parameters The head losses at canal 'egulators siphons, etc has been determined from their des.gns and irco poratnd in L section design. r • Checking whether or not lhe full supply <evel of the off-lakmg channel have the required working head f not revise lhe up-strearr water surface prof le until it attains the working head requirement 7 3 Determination Full Supply Level Durmg the planning process for the irpgat on system canal layout involves the determ nalion of design water levels (FSL) at various points of the canal system and preparation of the complete work-rg head al different reach of the entire canal system from mam canal up Io quaternary canals (especially at of! take point). 7.3.1 Command statement , he command statements have been prepared far secondary, tertiary & quaternary canals and accordingly the ■‘equ'.rement of FSL has been decided. The statement was orepa'ed al lhe different (each of the entire canal system starting from the field up to main canal. The following points have been taken into consideration *or preparing the command statement 7.3.2 Critical point Il is the spot which requires highest water level due to the combined impact of spot 'eve! r terms □' elevation a*"d its distance from the irrigation channel /outlet Thus the critical pain! has been identified 7.3.3 Head over the field It has been assumed lhat the depth of water should be a minimum of 0 25m over the critical spot level 7.3.4 Canal head losses in order not to lose any command area all the canal head losses in the caral system should be identified ana the minimum practical structure losses should be added on the calculated Critical Ground Lcve and the adopted minimum head ove< the fie’d which is Ci 25m Waler Works Desgr and Sj3C-v a cr F-’•.apprise Am ?C:6M r'isiry Water ■ ngaiion and T eetr.city Dabus Irngal rm Stuffy A Design Project Vo-'urre V Des gn al irf-gji on and (ha "age System F- -g Re do'* The required Mead in the main system (secondary canal off lake} to irrigate the C'Uca- point (the spot in he field which requires highest water level due to the combined impact of spot level in terms of elevation and its distance from (he distributor or outlet channel) is calculated with the following formula Where h required head n the mam system above project datum in rn. A -the level of the critical po-nt in the tertiary unit above project datum in m, Y -the maximum water death at the crrlical pojnl in m, the "ead ‘Oss over the farm inlet in m L the canal length Sea™,, gradient to reacr the critical point (when the highest or critical point is further away from ihc off take). z Dor ■- the head loss over each of the / division boxes. I - number of division boxes and the head loss over the tertiary off lake in m. It should be noted that the calculated required head h r the mam system is a mrn/mum value therefore, the waler level in the secondary canai may be higher so that more head loss is possible over lhe tertiary off lake The minimum canal and structure head loses used for this study are given in the following table 7 2 Table 7,2: Canal Head Losses No. Description Head Loss, mm Remark 1 Cross Regulators and Control Structural (Mair Canal) 2 Secondary Canal Control Structu'es 3 Tertiary Canal Off lake Structures 4 I- low Measurement Structures 5 Culverts (Pipe/Box) 200 to 400_ 300 to 400 150 to 200 *100 to 200 IGO to 150 6 averted Siphons and other crossing structures for carrying 300 to 500 Shou c nt’ canal over/above drainage canals avoided 7.3.5 Working Head ft is required to provide working head at the head cf the off lakang channel, which is lhe difference m Ihc FSL of lhe carent channel and that of the of' taking chanrel, in order to facilitate the flow or the design discharge ’□ overcome such problems the foiowirg working head as given in Table 7.3 ngs been adopted Wa*.e Wa-’Aji. Design and r Ann' 70-fi SuPC'vsc- I rc’dr-KL*Ministry o'Water. imgation a~d E eclr city Dabus if ga'ion Study & Des gn Project Tabic 7.3 Working Head for Different Canals Sr No Parent eana* Voll.Tie IV Design d Irrigation and Drainage System F'ria1 Report __________ Off-taking canal Working head 1 Mam Canal Secondary Canal 0.20 in 2. Secondary Canal Tertiary Canal 0.15 m 3 | Tertiary Canal Quaternary Canal 0 10m 7.4 Hydraulic Design of Canal Section 7.4.1 General This chapter covers the various design aspects of the canal conveyance system that are defined in section 3 1 of this report 7.4.2 Design Criteria The defatted c iteria Tor r the hydraulic design of canals have been prepared and used for the design. Summary of design criteria for irrigation and drainage system is presented below Table 7.4 Summarized dcsrgn criteria for irrigation and drainage system design Canal Parameters Side slope (for heavy day soil) (V.H) Quaternary Tertiary Secondary Mam canal 1:1 It 115 depends on discharge depends on discharge 0.3 1’1 5 Minimum widtn(m) 0 25 Minimum deplh(m) Minimum velocity (rrVs) Max mum vcfac4y(m/s) Tractive force Minirrum t>/d rail© Free boaro(m) 0 15 depends on shear slress (but do rot exceed 0.8 rn/s) (03 (-5) N/m” CKO 2=1 .Bui Q>C 2, Wd-1.76*Q3 15 i<Q<0.5=0.3 If 0 2 0 = 0.5-1=04 If >1-0 5 05 Minimum required FSL-OG;. (m) 02 Working bead (head loss) at off taking canal (m)_________ a.io CIS C 20 Crass drainage structure head loss(m) Culvert _____ 0.07 a 15 ~D.2O Siphon 3 3 0.3 Canal bank lopw.dth (without 'nspection ’pad} (m)___________ Canal bank top width (with Inspection /oad| (m)_____ Overall project efficiency 0 5 0.5 1b 1.5 Canal Duty (including 10% flejt.od ty factor) (Us/ha) Dt n Ouly(l/sfha) ? 04 (12 hr operation) 50 5C% 2 15 2 33" (12 hr (12 hr 1.4 (24 hr opera’, ion) Qperanor.)__ oceraliqnj 2.9RG Note " Night storage reservoT is provided at each secondary canal Waler Wd'Xs Ocs gr arg SUOCWjHOn 7-2-— sc Ae*II, hV * gt'y cf Water -r gal on arc Eec’*-ci!y □anus irr gat on Study A Design Project 7 4 3 Design Capacity IV Des-gn cjF Irrigation find D’Sinagc Sys’cm - -.3 Report Canal systems should nave adequate capacity to deliver the required water amount when it’s needed Thus they are designed on a capacity large enough to carry in the maximum per DC The net irrigable area, the maximum duly waler requirement, flexibility 'or Future needs and other (if there arc) mandatory re eases other than irrigation arc vie basic required parameters to define the canal f‘ow capacity The design p* the system allows flexibility if any change in the future happens such as need of rrigabtc area expansion and/or unforeseen events come during operation Thus, 3 flexibility factor of t0% is considered for all the canals. The canal capacity reduces from the head reach towards the tail according to the command area it covers Therefore the Design discharge of secondary and primary canals that off take directly from the mam canals arc summarized m table 7 5& table 7 6 Table 7.5:-Oesign Discharge of secondary canals on LBMC(l FJMC capacity statement) Name of off taking canal N1A (Hat Design Discharge of SC (rrP/sec) SC-1 247,75 0.348 SC 2 75.41 0 106 SC-3 424 S3 0.594 SC-4 33.45 0.04 6 SC 5 342 75 0 48 PC-01 1399 47 1.96 SC-0 83 25 0.116 SC 9 66.7/ 0.094 SC-10 417 83 0.585 SC-11 979 2 3 137 SC-12 S64.98 0.791 SC-13 110.74 0.155 SC-14 17 41 0 025 SC-15 3211 0~045 SC 16 1072 97 1 502 TOTAL 58(58,65 fl 21 / Watty W&*4S ;?CS'5” .i“C Sucerv snr L ’■"c'n-uic An-V nstry ofWaltr - gatian arc Electricity □aa-jH Irngrtlion S:-3y 4 Design Pro ecl Volume IV Design □' Irrigation ana [}ra n^ge System ’’ina Report Table 7.6:- Design Discharge oF secondary Canals on R8MC (q = 1.4 l/scc, this For Me 24hr not For Sc 12hr) Name of off taking canal MIA of each SC (Ha) Discharge of Off laking canal SC-1 267 06 0.374 SC-2 363.93 0.509 SC 3 471.33 0 59 SC-4 6*6 55 0.863 PC 01 386 09 0.539 SC-7 173 4b 0.743 SC ft 719.7 1,008 SC-9 267 71 0.374 TC-31 25 54 0.036 TOTAL 3238 87 4.S36 7.4.4 Cross- section design AH tho cans s rave been considered as anliricd earthen canals, except some covered with geo-membrane. with a trapezoidal shape and are designed usirg Mannings formula as defined below JP where: Q - discharge (mdFs) R = hyaraulic ramus * = hydraukc gradient n - Manning s Ougnress cocHiciorit r 7.4.5 Roughness Coefficients The material type on the side and bed of the cana: as well as thn Channel alignment (sinuosity) has an influence on the value of roughness coefficient A Manning roughness coefficient, n . of 0 03 has been used for the design of earlhencanals Fc-georriemorane lining canal section n=0.C15 7.4.6 Side slopes of the canal The type of soil in which lhe canal is to be constructed and the depth qf the canal govern (he side slope of the canal cross-section “he side slopes of a canal depend upon the stability of Water Warks Ges g-i arc SbDC J«SO" F"te'0‘ sc 32 n A on j?ibM * ilry of Walt' r imgal-on and E'ecir civ Dabus Irrigai on Stucy i Design Prnjccl Va'urrte IV Design of Irngat on and Drainage System Final Kenurt fhe material m which it is constructed Accordingly the side slopes that has been used for the design of canals arc listed in the following table 7 7 Table 7.7:- Selected Side Slope Canal Name Side Slope (IV. m Quaternary canals ’ 1 o’ Tertiary canals 10 Secondary Canals 15 Ma n Canal 1.5 7 4 7 Permissible Velocity and Bed Slope Every unhned channel, which carries certain discharge, has a capacity to carry certain silt /□ad. which depends on many factors like discharge, velocity, characteristics of bed and side material and characteristics of carried silt Since the discharge in the channel sha I vary at different periods, silting or scouring is expected to take p‘ace m order tD adjust for silt carrying capacity However the best-designed unlmcd channel requires selection of such design velocity that helps in maintaining a non-scounng and non-silting regime on an average over a long period of operation T^e maxrmum permissible velocity for this project is 0 8 m/sec and the minimum velocity is 0.3m/s The permissible velocity for different sail types of unhned earthen cana s arc presented in the following table 7.8 Table 7 8 Permissible velocity ranged for earthen canal on different type of soils Channel bed material soil type Permissible velocity (m/sec) Sand (very light loose sand and average sandy soil) 0.3 0 7 (0 3- 06) Sandy loam 0507 Clayish loam (black cotton so ' ana sim-lar soil) 0 6 0.9 Firm loam, al'uvial soil and soft clay 0,9-1 1 Clay 6.9 1 5 Hard clay □£get______ 1 - 1 2" Gravel________ ________________ _______ _______ ______ _Q_ 2 9 ' floc* ____________________ ________ _______ ’ _ __ t 2 - V a Source FAO 2002 and other WWDSE documenls In this project design attempts has been made to provide bed slope so that the command area could be irrigated easily and besides the canal becomes non silting in case of a lined canal and non-silting and non-scouring type in case of an untmed canal 7.4.8 Canal Bed Width Depth ratio (B/D) For an unimed channel, a stable section (b/a vaue) depends on lhe discharge as well as tho soil in wh ch the channel is made and lhe sediment being transported Basically the higher the drgcharge the larger the b/d value while lhe more tenacious (cohesive? the soil the tighler lhe channel section (smaller b/d vatoe) Water Warks □es g*1 and S-oerviSian Ento*tr,&e 23 A=- ?O16V nistry o'Water. irngat'O-i and Electricity Dabus Irrigation Sli.cfy A Den gn Project Volume IV Design at Irrigation a na Drainage System Fira Report For unlined canals in non cohesive material the minimum stable b/d ratio has been determined by Lacey water surface width formula i e b/d=* for canals with Q < 0 2m3/s, But b/d “ 1.76*Q33S lor canais with Q > 3 2 m“/s 7 4.9 Free hoard TFq USSR recommends two types of canai freeboard. Canal lining a-p canal banks should be extended above the normal full supply level as a safety measure Io protect the conveyance system from overtopping A 0 5m minimum freeboard has been adapted for mam canal and the free board values adapted for design of secondary canals are presented on the fallowing table 7 9 7 he size the free board selected for these canals is based their discharge in whrch all of them are below 2m3/sec TabIc 7,9:- Freeboard for Unhned Sccondary Canals 1 Discharge (m /!) F Freeboard to E mbankment Top (m) j 0-05 D 30 a,5 - i.a 0 40 1.0 2 0 0 50 For the tertiary canals the freeboard has been set to ne 0 2m and 0 15m. respectively 7.4,10Top Bank width Embankment works are carried out according to the practical aspects of construction and possible future use by local vehicles The width to be used for main, secondary, tertiary and quaternary canals is given m Table 7 10 Table 7 10 • Selected Minimum Bank Top Width Category of Canal inspection Hank m Mlnifnwffli Bank Top Widths. .No-n-i«hKpcGl«ftfi Hani QuJlcrn.i y Cara 05 *e4*aryC>fi« 7.4.11 Gradient oi Secondary Canj TO Da 5 15 Wain Canal 5 1.5 dank back slopes a*e chosen to maintain the seepage phereat c surface at least G.3 m within the toe of the embankment for canals in fill The seepage (hydraulic) gradient adopted generally vanes *rom 1 in 3 (for heavy soils) to 1 in 7 (for light soils) To fall .1 these criterion counter berms ( e berms on (he outer bank) is found to be cost effective. VUaie^ 'Mrns Otysign ro SbM'w i er Emira* sc 3* 7016Mm s'.ry ol Wate- l-riqabon and Sleek c-Ly □aous irrigation stuoy & Design Project 7 5 Details of Canal Conveyance System 7 5.1 Main canal (NIC) Vc ume IV Design of I mgation and 1 □rnlnage Sys’.e* * Final Repa “ r There are two mam canals, namely Right Bank Main Canal (RBMC) and Left Bank Mam Ca al r (LBMC) which are off taking from lhe dam outlet anc planned to supply 91 OOM (Ml A) al the left and right side of Dabus River The Left Rank Mam Caral (LBMC) planned lo irrigate G.COOha (N’A) and it Is designed to carry the 8,217 m /s on a the basis of 24^r irrigation ooeration and *0% flexibility And it has total length of 40 3km out of which 2 38 km *s Idle canal The Right Bank Mam Canal (RBMC) planned lo irrigate 4,00Qha (NIA) and it is designed to 3 carry the 4.536 m /s on the basis of 24hr irrigation operation and 10% flexibility And it has tola length of 32,4km out of which 1 5 km is rdle canal In order lo avoid the excessive seepage losses due to the geological formations 14.9km of I eh Bank Main Canal and 17.9km of Right Bank Main Canal has been designed lo be lined by geo-membrane, bul the rest 25.1km of Ike Lett Bank Mam Cana: and 14 5km ol Right Bank Mam Canal has been designed as unlrned earthen canals and the design capacity of the canal has been calculated by the Manning 's how formula. The side slope has been set Id 1 • 1 5 (V H) and manning Roughness Coefficient, n - 0,03 has been taken for unlined section and 0.015 for geo-membrane lined section The details of hydraulic parameters of lhe mam canals are provided on annex 2 Along the contour section or mam canal a minimum embankment top width is set to 1.5m. non inspect on srde and 5 0 for inspection side surfaced farm access road and interceptor b dram as provided along the mam canal alignment Fifteen and ten head regulate- structures have been provided on the Left Bank Wain Canal for regulating to secondary canals and primary canal that are off taking directly from LBMC& RBMC respectively And another thirteen ano ten cross regulator have been provioed on the LBMC a^d RBMC respectively to maintain the full supply of the main canals at upstream o* the gate while passing the required discharge over the gate for the downstream users, The details of hydraulic parameters or LBMC ard RBMC are provided on table 7 11 A 7 12 respectively Tabic 7.11 The Hydraulic Parameters or the Lett BariR Mam Canal (LSMC) sm Nfimo of oHlaking canal Oiftac Chan«qc HI Reich From Ta OIStlHCC Ptrtkfln Discharge Bad Slope Flow Depth Bad Width Free Board Flew V^QClIy 0/D * SC-01 73tt a 2332 210? 0 21 7 fiOOG 1.715 5 00 0.70 6 54 37S 5lC0 iTI Hl m mJ/s 1 ,7T m m -ti/e — Rank Width >■* 7 i SC 07 SC-03 5357 2362 5357 2975 7 B69 496/ 1.76 ' 5 66* ‘ 0~70 32 i _ 5 CC" 4 5 6 7 SC 04 SC 05 ’>C.O1 sc-□« 0 st; os 2OQ4 ‘J 17371 _J0013 2442 4 5D7 <513 1 <fi 4 ’afl o ro "5 4ri ” ' 2 06 •/uo 57?9 535? B7/9 34?? 7 763 4927 1 74 566 b"70~ n S4 ‘ 3 25 son 11622 3770 1162;’ 7 M3 -i2g 4075 1,71 s 57” 070 a 53 ’ Ti ti sFca 1 413C 11622 1433C 27Dfl Fits 4073 "s.73 5 33 0 7C 0 !. *313 500 J 7105 U330 1/105 2775 fi Ml 4023’ t 70 t 55 □ 70 0 5 i ‘ 2.05 500 17105 - 7571 A GE < Gfl3 4523 T 4B *'32~ 0.70 C 40 ' 2 06 i VVuier Wi>r<s Design era Supervision Enterprise An-..,I I I I I I I B M H « « Ml/vaiy ofWa:e’ "•gal pr and E’ccncrty □aous '^’gallon S’-cJy •< Design PrD.ee V<j'Ln*.c V Descn ol I regale” and Drainage System F •’» Reood 9 SC-10 22650 200-.1 27650 7637 4 4/3 4499 1 <0 4 06 0 7D 0 49 7 70 5 DC 1C SC-it 77706 27650 2 7266 4&16 3 888 4380 ■ 16 3 96 3 70 0 48 2.9’ 5 D3 M SC-12 2ao"i 7W6 24019 753 2 518 4QJ4 ■ * Q 3 57 0.70 3 44 J./* 5 00 12 SC 13 30554 2BC’3 30554 7535 i ?2J 3835 t 05 Z 4G □ 70 D 41 2 28 5 00 13 " sc-i* 35’BA 30554 35HM 4630 1 572 3617 1.C0 2.30 n 70 □ 41 2 30 5 DO 14 SC-*5 " 37Q7J 35184 v:?3 109 1.547 :-0‘7 1 0-3 2 26 0 70 0 41 Z 36 5 DO 15 SC-*6 3 /on 39984 2911 1 £07 3577 1 DC 7 15 b 70 0.41 2.15 5 cc Table 7,12 The Hydraulic Parameters of the Right Bank Main Canal (RBMC^ Flow S/N Nflfflo aF Dfltaiung tinil QHtaka Chanago Roach From To Oh ail run eb Design Discharge Red Slope Flow Dcpfr Free Board Velocity am Sank WitfLn .71 n? rr m mJZ3 .' m4n m ffi m .rtfs - /n i sc: 1483 0 1438 1438 4 536 45 IS 1 51 3 83 D 70 a.43 2.53 5 00 I 2 rc-oi -1844 1418 3844 24Q6 4 IS? 44 77 t 51 3 40 6.70 0.49 2.25 500 3 SC-07 7527 3644 702/ 3963 « '75 4433 * SI 3 13 O./fl 0.49 2 21 5.00 4 SC-03 1Q4A3 7827 T0443 2615 3 5*7 4355 1.43 3 70 a rn 0.40 2J4. 5 CO 5 SC 04 16496 1C443 ' 6496 6053 3C27 47'B 1.36 2.79 a tfl b.46 2.05 5. CO 6 PC 01 7 SC-07 a SC 08 9 SC 39 ■ ’4 79 16*96 17479 23017 17429 23017 29236 23017 29236 3234a 2Q236 3734 8 933 7 164 *037 1.25 2 11 0 ZQ 0.43 * 69 5 00 5S8B 1 675 3735 1.09 1 98 C.7D 0 <Z 1 67 SOO 6219 i. 387 71650 1 C4 t 74 070 0 40 1 67 5 00 3112 0.374 J 200 0 68 0 7fi 0 50 0 31 1.15 son fl fl fl fl fl fl 7,5.2 Secondary Canals Generally the secondary canals arc aligned across the contours with numerous drop structures There are twenty two secondary canals and one primary canal off lakrng directly horn two main canals (LBMC A RBMC),Fourteen Secondary canals and one primary cana whichoifurcale into another two secondary canais do off take from the Left Bank Mam Cana! Sevensecondary canals and one primary r.analbi^urcate into two secondary canalsoff- take from Ftght Bank Mam Canal The Secondary canals supply water for 12 hr/day and this distributed to each off-taking tertiary canals in proportion to the area irrigated Dy each Secondary canals have been designed as uniined earthen canals with a trapezoidal cross section 5 de slopes of the canal has been set to 1.1 5 (V H). The Minimum embankment top width is sei to 1 5m and a 10 0 m wide surfaced farm access road will be provided along the secondary canal alignment. The details or hydraulic parameters of the secondary canals are provided on annex 2 7 5.3 Tertiary Canals Tertiary canals suppiy water for 12 hr./day and flow will be districted down each off Inking quaternary canal in proportion to the area irrigated r ho tertiary canals are generally aligned along the contours in earth channels w-th sub critical flow w»lh the FSL at quaternary off t.a« ng structures set to he a: least 0 3m above ground level so that head reaches of Fields could be irrigated (w thout lane leveling rf possible) ;v rer W:r<s Des gn anc S<.ec"v 5 c FhC'gr.jic r An- 7 1h BL , =r 1M'mstry cl Water, Irngal ano Electricity Dabus Imgattari Study & Des ;■ D,o|ect Volume IV Des n af Irr ga‘ an ana Drainage System F ?al Repo- Tertiary canals have been designed as unlined earthen canals with a trapezoidal cross sect on. Side slopes of the canal has oeen set to ft (V H) and a freeboa'd has been set to 0 2m The Minimum embankment loo width rs set to 3.5m. Tertiary dram and 6 0m wide surfaced farm access mad have been provided along the tertiary canal alrgnment The details of hydraulic parameters of the tertiary canals are provided on annex 2 7.5.4 Quaternary Canals A quaternary canal is the smallest canal which branches off from tertiary and runs in lhe middle of the entire length of a field In order to select cost effective quaternary canal companson was made among unlined earthen canal and flexible gated pipe (flex flume on which outlet va'ves are fixed at every meter) After reviewing the results flexi flume quaternary canals have been found more advantageous and hence are adoptee Flexible Gated Pipe / Flexi flumes Flexible Galea Pipe (PGP) is an improvement on furrow irrigation. in which the conventional head ditches and siphons are replaced oy an aboveground Hlay flat'’ plastic pipe / flexi flume Irrigation water flows from gates, which are regularly spaced along lhe pipehne.ForDabiJS project a 280mm diameter of flexi flume is adopted to irrigate around 40ha of fields within the tertiary units on a rotational basis Irrigation water delivered through flexi Humes for12hr/day and are designed to carry a discharge of 80lit/sec which means a field unit ranging from C I44ha to 2 9ha, wifi be irrigated eacn day completing lhe tertiary units (20-40ha) wilh in todays roiat on oencd . The flexi flumes ace aligned down the major gradient ar.d so will have frequent chambers (pressure break) structures to control the pressure and clump to prov de the minimum head for easy delivery of water to adjacent furrows For Flexi flumes design a Maximum Working Pressure Head of 1 4m was adapted. There arc 2156 chamber structures 1244 on the LBMC and 912 on RBMC I he discharge through flexi flume is ma.nly dependent on the available head at the inlet boxes of irrigation canal and it is calculated by the following drowned orifice formula Q, CA^gh where J Q = □ s charge (m fs) C = discharge aoe^ice^t (0 5), A 3 cross sectional area of the pipe (nV), 9 - gravitational acceferalion O.BlrWsec'} h = pressure head above the cipe a! Lhe inlet box |m) T hus fur the proposed pipe diameter of 280mm and range of design discharges thn requ red head at the inlet boxes of irrigation canal has been calculated and lhe results arc presented on the foliowingtable 7 13 Walcf Works ;)rs gr' fine S-CCV H or I '"O'O'iiu AC’ 2C1EMinistry of Water, irr-gation a-te Electricity □ anus iirqai or* Study & Desigs Pm eci Volume V Ues gn at Imgat 3^ ard Drainage System F ns Repo- ’hus for the proposed pipe diameter of 2B0mm and range of design discharges, the required head at the inlet boxes of irrigatmn canal has been calculated and the results are presented on the followingtable 7 13 Table 7,13:- Discharge vs head relationships of gated pipe for various field sizes Irrigation Umt bn 5 10 r Design d senarge of Quaternary Ca al Dr Gated Pipe JZscc 10 20 Required head for galed pipe al the inlet box cm 0.3 1.3 Number o[ fur'ow to bu Irrigated 2 4 IS 31 3 0 6 20 25 30 41 51 57 53 S3 10 4 8 10 11 30 61 11 9 12 35 71 162 14 40 80 21.2 16 45 92 26 8 IB 50 102 33 1 20 56 114 41 5 23 60 127 47 7 24 Therefore, in order to attain the designed 80 lil/sec discharge of water n the 2B0mm pipe, pressure head (h) at the inlet box of irrigation canal should be a1 least Were above the upper edge of the pipe.Ana for the design of quaternary canal discharge of SOlitfsec and discharge from each outlet Slit/sec. a maximum of 16 furrows irrgate a time which means when fields located at both sides of quaternary canal are irrigated Bopenings wi1 be used al each side. 7.6 Night Storage \ ght storage ponds are planned to store waler flow lor *2hrs during night; all the canals ano outtets shall remain closed A minimum of 0 50m freeboard will be provided above the pond max mum full supply level to accommodate {he design wave height. In most cases the combined requirement for freeboard will be less than the requirement to maintain the NSP embankment level al the same height as the adjacent second ary/Main Canals Substantial seepage kisses are likely through the NSRs and that consequently 1 2mm thick Geo membrane lining will be provided under each NSR and up lhe sides The membrane will be covered with a minimum of 400 mm deep soil layer to prated .t from physical damage. The capacity/slzes of NSRs are varied according to the blocks sizes that am commanded by a secondary canal. Making the operation ease by reducing the water travel time,, reducing lhe size of lhe main canal and lhe operational loss In lhe mam canal minimized could be mentioned as benefits from ponds There arc different poss bte options of arrangements with ragard to the connection of NSP with canals, for Dabus irrigation project, lhe NSP at the middle of secondary canals arrangement was proposed. The total numbers of secondary canals in the left bank of the command area that are branched from the LBMC are 16 From tnese 11 NSP at the middle of secondary canals are provided to supply for the command areas Similarly in lhe R8MC there arc about 0 secondary canals S 1 tertiary canal, far which 7 & 1 NSP are provided fespectively, The capacity of NSPs m this oroject described -n Table 7 14 below itai'r Wa'ks Dcsigr <tr.d S^ochr sen t Arf r 23 ■ &J Ministry c Wa’c rr gatian and Lleutric-'y Dabus Irr gal cn Study i Ocisign .prg|CCt Vo Lire IV Des gr aHrngat on anc □ra vage System Find' Re pc*. Table 7.14 Capacity of Night Storage Ponds Canal Name Total Area (ha) LBMC Discharges nt Head at Secondary Canal 3 (m /s) N5R Capacities 3 (m ) SC01 1327 0 155 7690 SC02 75 41 0 086 4370 SC03 201 67 0 236 11660 SC05 234.37 0 274 1357D SG06 95 99 0 112 5560 SCO? 844 89 0 9S9 40900 scoa S3 25 0 097 4020 SC1Q 289 80 0 339 16780 sen 811.45 □ 949 46970 sew 432 94 0 506 25060 SC16 304 19 1 037 51310 RBMC SCD1 06 3 SC 02 920 6 0.101 0.256 5000 12770 SCO 3 14 8.38 0 174 8590 SC04 616 55 0.721 3559C SCQ5 298 72 0.35 17290 SC08 319 50 0 374 10500 ” SCC9 240 16 0 281 TCQ1 13900 25 54 0 030 1400 The ae'.ailhydraulic parameter A capacity of night storage ponds is provided on annex 3 Waterworks Das-gn arc Suoerv s p" ErLC'Qr.sc Aor 20164 Ministry a Water, rrr □as-on and Electeely □anus Irrgal an Study A Deg'gn P.'ojcc’ _ 8 Surface Drainage System 8.1 General VoLme iV ften-gr ci iTigafron anc Cra--’age Syslem Pna Report Drainage requirements for the project, where most □* the command areas are considered as Nat ar afmosl-flal. t is apparent that the system s expected to comprise Surface drains with free outfalls Drams will be required primarily to remove excess water during the rainy season, to discharge excess flows 'rom irrigation canals and/ or Io convey flows that rrnghl be created due to some operational mistakes We also require the drainage system to 1 contro maximum groundwate Drains fall into two categories r levels and the risk of salimzalion • /n tern a/ Dram excavated within a command area to drain excess rainfail falling onto land and possibly control groundwater levels. • Externa/ Drains.' conveying runoFF From floods arising from areas upstream of the command area, as well as runoff from within the command area They arc usually well defined water courses which usually require channeling, stabilization measures and/or bank protection The external drains may be associated with soil and water conservator measures for sloping land “his chaple* is predominantly concerned with internal drains (drainage system from the farm) and interceptor drainage canals that are connected to cross drainage structures 8.2 Drain Alignment and Design Water Levels 8.21 Channel Layout The alignments of drams aepend on the alignment of irrigation canals and wilt be aligned io follow natural drainage lines, connecting low lyincj areas / fields. As for irrigation channels, curves should be as gentle as possible to avoid scour damage A radius o* 8 • 10WS is recommended where WS is the water surface width for the design discharge 8.2.2 Design Water Levels Quaternary drams collect excess water from the fields ana lhe FSl in Lho Quate rnary drams will bo fixed at least 0 15 below the ground level Tertiary Drains drain collccl excess surface water directly from fields Df from Quaternary a ains and r lhe design water level should be lhe minimum ground level for the fields being drained or 0.2*0 30 m below the average field level or al 'east about 0 05 - 0 * 0 m below the FSL o the Quaternary drains. f The design waler level m Collector Drains Is dependent on the water evals required by the 1 ertiary Drains w e e K r they join Similarly the levels m lhe Main Drains are dependent on lhe design water levels m the Collector Drains where lhey jom Warcr Works Design and Suscrvijian Enlrcrar sc Ann* rateM nis?y o' Waler, Irga! on E eGtrdy Dabus imgalc^ Slutty & Ociugn Project Volure V Des gn at Irngnt on and □riirage System I na' Recoct Normally (he drcD af dram junctions will be minimal, about 0 05 0 JO m However (lie design water level in tee drainage channels should deafly always emain ue ow natural r ground level and dram drops will be allowed up (o 1 0 m where required 8.3 Drainage Duty The design discharge is Ihe product of tee drainage duly arvd tee drainage area Ihe dramage area is the gross or total land area upstream of tee paint considered For smallTertia'y and Quaternary drams a constant sectlon/design discharge is usuaHy adopted However for larger collector and main drains the des'g'” discharge increases along the dram Design storm depths ter various return periods and estimate of the drainage modulus (l/s/ba) are given in the hydro'ogy / water resource report tee results of which is shown m table 8 I Table 0.1:- Rainfall Data for a Given Duration and Return Period Return Period 24 Hours Ramfall Depths |mm) 5 75 9 10 82.0 25 92.6 50 too The rational formula have been used to calculate the drainage discharge L> r £/J 160 whe e O - Peak cis charge (mJ/s) I = Rainfall intently at dei red duration mmter) A - catchment area (ha) C Runoff coefficient TheRecommendea Runoff caeffic-enl. Cva.ucforsandyteamsoilswiihmoderatcvegetationandwelmitial soii moisture condition -s shown m table B 2 Table 8,2: Recommended Runoff coefficient. C value for DIDP Catchment Cover Command Slope (%j Recorrunnndod C Cultivated land dom nates oy I mtrosois&xcrosals Source? Hydrology report Flat (0-4) 0 12 estimation of discharge for the des-gn of the dra rage canals was carried out using empirical and regionalization methods far a 5 year return period storm Tne magnitude of the surplus rogation water is insignificant compared 1o Ihe 5‘year flood Therefore tee drainage canal capable of draining a 5 yca peak flcod is deemed sufficient to dispose additional r irrigation surplus Water Wc’^s Dr?.ara S.SCW S 3** I nlLT = '5U 4* Aori ?S‘5Ministry c'Water, Irr qai-on and Electric ty Dabus lrp gatian Study 5 Des-gr Project Vo lime IV f)es-gn □' Inisabon ard Oa nage System I iriul f?epo 1 The result of the analysis snowed that both methods estimate the 5 - Year flood magnitude closely (TabIe 8.3) The drainage duty was computed to be 2 969 i/s/ha and 2 503 l/s/ha using empirical and reg onalizaticin procedures respectively. Owing to the drawbacks associated in both methods it rs recommended to use2 969 l/s/ha far the design of the drainage canals Table 8.3:- Summary of drainage duty estimation using two procedures Empirically Regionalization C for flat land nit o sols and xerosols Flood ■.■efGCity (nVsi L ennlh (m) Tc (hr) 1 1‘mm‘hr) 6yr intensity for duration equals to Tc (Figure 2-TO) A Q(m3/s) Qrj.'E/haj (5*yti Q = 0 Q0278kCIA Q=0 245A+0 S9S 0 07 -0 12 adopted 0 12 in fietd in drains 0.4 0.5 TOO 16000 0 069 e 889 8 913 3 90 1700011a 50 47-1 2 969 42548 2 503 8.4 Cross Drainage Floods The Left Bank Mam Canal will cross nine of large drainage channels , which are the tributaries nf the Dabus Rwcr and it is proposed tn ptavrde a tola’ of nine cross drainage structures on this major tributaries and the small gullies wit! be diverted in to these rivers by an interceptor drains. The design peaks floods for different return periods have been estimated using the SCS method by using a mean value for Tc value ano design rainfall depths as described in the previous section (fah/e 8,1} For hydraulic design of the cross-drainage structures .s the 1 in 25 year return penca peak has been adopted There are 9 and 7 cross drainage structures provided on the ‘eft Dank mam canal and Right Hank Mam Canal respectively The peak flood discharge estimates are provided in lhe following table 8-4 &. 9 5 For detail information roferlheCiimate and Hydrorogy Study Report Tabic 8.4> Peak Flood Discharge of Gross Drainage Structures on LBMC " Cross □rslnagc Pglnls 7-_ J- '__________ r»_ i___ "i- CacfdlnaiBi it Cross. Drainage Structural T------------- -------------------------------------------------- Diiehargc rn /s k Elating North 1 tig ------ —------------ CaiEhmcinl Area, km1 □* Qu C001 qk Qho 70S10G 01 ,1119284.00 7.91 3.91] 6 *a 15 M 21.615 €□02 27.3/5 7C6Q7? 02 I! 191380.79 2S Bi 7.015 1i DPI 77.57 □ft 75 49 0/4 CD03 7CMOO 5*4 1 1 30531 6B J 12 1.4*0 2 771 a sa1' / 9B* 10 112 COG* 71O57fl H9 1121010 39 2 0G 1 09 1.713 4 205 r. 02 3 7 627 cods 71319c ar r-i?0qw a* •5 00 3 932 G 176 15451 21 715 I 37 3G cooe 715074 10 •5128459 *9 2 17 T 111 1.7*5 < 366 C *3G 7 771 COOT 71*09* IQ ’ VHH 07 82 10 37 2 66? -1 'fiB •l; *?g coca ■* -ya 10 653 M5622 ae ‘1M5M67 30.00 7 905 11 13 ?7 0*5 !9 12* ■IT 'ih? CD09 15 '*29*59 011 L 0 7/ 0 *90 0 70 1 95 1 741J V mstry o Wa*c' riga: nr and Electric ty Dabus Irrigate* study &. Design Project fable 8.5 - Peak Flood Discharge of Cross Drainage Structures on RBMC Volume IV Design of irrigation and Drainage System nal Reooh Cross Drainage Coordinates at Cross Drainaoc Structures ___________________________ Discharge m'/s Points Easting Northing Qi a □n 1B Qjc Qtoe CD01 ’75018^9? 4 255 1 10 293 18 006 24 295 30.99 CD07 71 1495.36 Catchment Area, km2 6.02 3 19 2 174 CD03 771774 92 1H313B 10 1113419.78 V 15652 28 0 86 1 079 15.83__ 7 86 CDD4 1115470 00 2 29 2 313-1 5 261 2611 5.586 9 622 4.77 MO 222 16.84 CD05 713946 75 717032.50 ■115347 83 ' 8 44 3 025 9253 16 906 19.635 3 205 ‘2 t?7 6 162 13 206 ' 21 339 25 367 27.35 ' CD06 720425 38 11 *>8213 48 6 46 4 006 32.35 CD07 /215BI) 1C 1123510 43 0 73 - —MM ■ " 0 725 10 745 1 754 4 Id 5 28 8.5 Hydraulic Design 8 51 Design Criteria fhc detailed enter a for the hydraulic design d( drainage canals have heer. fcvisco and fu n.’shed as enclosure m the r ’Irrigation and Drainage System Planning and Design Criterta" report. The hyoraul c design of drainage charnels nas been done accordingly 8.5.2 Cross section Design The drains snai' be designed as an open channel with undorm How by using Manning’s formula And 1/ - - n 5 = /I x 1/ Where n is Manning coefficient, R rs hydraulic radius n m, S is bed slope or gradient in ir/m The value or 'n‘ in the above Formula is taken as C 03 taking into consideration the likely weed growth and the -rregular shaoc it is likely to attam in due course The sediment transport capacity requirement of the ora n would be checked according to the method given in the hydraulic desrgn of canal section 8.5.3 Channel Roughness he channels are des gnefl for a Manning's n value assuming the channel <s cstab sued with some weed growth and no! freshly dug a Manning’s r of 0.03 -s likely to be sulablc 8.5.4 Longitudinal Sloped Maximum Permissible Velocities Tho longitudinal slope and prism des gn should result in suitable f'ow velocities Longitudinal slopes ot a drainage channel normally decrease going downstream as design d sclwge increases rn maximum permissrp-e ve ocily is 0 0m/s e I Wire- Wc <5 r :?cs g* iiro 43 Sunc*v s:? F —crpr-sc Ar* PC *6I i l I l I I l I I 1 i I I fl I 0 0 Miin;stry a* Water i-rigaiinn ana Llectricty Dabus ‘riga on Siudy S Design Proiect 1 Vo umc IV DesigR o' Irrigat on and □runage System Fira, ^epcr* 8 5.5 Bed Width to Depth Ratio (B/D) Choice or a suitable widtn 3;' C ratio is important if |he channel is to De stable An over tight section could deve’oc meanders while an over wide section w II be conducive to high weed growth, and take up more land The R/ D rat os adapted for this study are presented on the following table fl,5 Table 8.6:- R ccommendc d B/D Ratios Tor Drain Cana I s________________ Discharge (m’/s) B7D (Drainage Channels) <1 7 13 3 3-20 4 >20 >5 B 5.6 Drain Side Slopes Side slopes for a trapeze da' dram section depend on lhe type of material in which the drain is constructed Recommended side sfopes are given below Table 8.7:- Recommended Side Slopes for Drainage Channels .......................... Type of Drain Side Stope (1V : H) Quaternary Dram 0.5 Tertiary Drain 1.0 interceptor ano Collector D ams r 1.5 Warn Drain 1.5 8.5.7 Freeboard The design discharge and design water level is based on a rainfall evert with a five-year return period To ensure that floodwater flowing n a drainage channel will not overtop trie channel section at any point and cause flooding of adjacerl land free board should be provided to the drainage channels as given below Table 8 0> Drainage Channel Freeboard Drain type Freeboard jm) Quaternary Dram 0.15 Tertiary Drain 0.2 Interceptor and Co lector Drams 0.20 - 0.30 Main Oram Q 30 □ 0.5 8.5.8 Details of Drainage Channels interceptor drains Tne interceptor drams are aligned paralie to ihe main canal ana approximate^ 25rri away from the canal centerline There are sixteen nlerceptor drains conveying rurolf from floods arising small gu ties m to the major rivets i.c m to where their nearest cross damage work is located Wai er Wcr Ges* g n arc A4 Ao- 70"! 5F Vry of Write r^.gg^cr* and Elcctricrty r Irrigation Study A Design Project Vali.me ’V Des gr of Iff gal nn ano Dra.nage System Ena Report ■ The mlerccptor drains has designed as unlmed earthen canals wrih a uapezoioai cross section and the desrgn capacity of the canal has been calculated by the Mannrng s flow formula The sae slope has been sal to t 15 (V H) and manning Roughness Coefbcienl 'n - C C25 has taken The details of hydraulic parameters are provrded or annex4. Ofn field drains Infield drams are planned to excavate within a command area lo drain excess rainfall falling on*o land and possibly control groundwater levels Generally the infiekJ drains are networks of quaternary and territory drains and a drainage duly of 2 969 Zs/ha has been taken for dele'mmation of drainage design discharge Infield drains has been designed as unlrned earthen canals with a trapezoidal cross section oy the Manning's flow formula and manning Roughness Coefficient n' 0 03 has been taken In quaternary drarns side slopes of 1:1 (V. H) and a freeboard of 0 15m have Deen set These drams will have minimum bed width of 0 25m and the m mmum waler level is set al least 0 15 mm below ground leve.' Tertiary drams 5;de slope has been set to 1-1 (V H) and a freeboard has beer set to 0 2 m. lhe minimum water ieve! in tertiary drams will ue kept al least 0 1 mm below the minimum! water Jevel of out falling Quaternary drams. The delails of hydraulic parameters are provided an annexe 0 4 Wait' D&Sign iina 45 S-oe^v 5 a* Pw sc Atj- 2316of Water Irr.gatton and Elcclr cily Dabus ” g<rtion Sluey 4 Desgr Project r Volume iV Design o’’ Ir^alicr and D-a "age System F.nal Re pur 9. Canal Structures 9.1 General Oncri charnel structures may be grouped as cither. • Regulating Structures (head and cross regulators structures): • Conveyance Structures (drops, cross dramage structures) and ■ Protective Structures (road crassmgsand escapes) Desrgns of Irrigation structure must take nlD account hydraulic and structural ces.gn consideraLans. The types of structures on carat system ate summarized in Error! Reference source not found.and are discussed further in the sections below Table 9.1Type and number of Structures on trrigabon and Drainage System Canal Typo Structure Type LBMC / Secondary RBMC Canal Tertiary Quaternary Canal Canal Tertiary Drain Quaternary Dram Cross Regulators 12/9 Heaa Regulators Escape and side ■fir? Spillway Cross Drainages 9/7 Inverted Sypnon 1/2 Gated Of' take (Flat garc) X jV Road Culvert %•' X Drop V • i V x' x Outfall _____ 7 X 9.2 Flow Control Method For Dabus irrigation project an Upstream Control *s the opcjra*ion method selected. Discharge measurement and regulation is required at alt offtakmg carals. The structure on the offtaking canal is discharge regulator (head regulator) and the structure on the conJ mu mg canal s waler level regulator (cross regulator). A vertical adjustao^c gate is used to serve this purpose A Gated Off take with Gated Cross regulator arrangement is chosen This is widely used arg typical arrangement of upstream controlled system The gates am des grcd to he adjustable and can be manually ooe'atea 9,3 Head and Cross regulators A hcaa regulator (MR) s provided at the head of ofMaking channel, and ils main purpose <s control of discharge entering in to the off taking charnel A Cross regulator (OR) on the other hand is located al the downstream side of an of? taking point on the con*, ruing channel hs mam purpose is to head up waler level so lhat CSL of the ofMak ng command can be met Water Works Ccsig a^a r <6Ministry o' Water I'hgalinn and F cc"City Dabus iT'-galion Sludr ’■ Design Project Vaiurre V Des.gr. ar Iv.gai-an and 0 ramag£ System F -al Repnr' The head and cross regulating structures would be equipped w-tb a vesical gate The T low under gated structure can be divided into free flow drowned orifice Mow and closed conveyance flow. The formula for the 'ree flaw is different from that ol the drowned and closed conveyance ffow As a result ffow condition under the gate has to be checkca first 9.4 Main CanalHead and Cross Regulators A ga’.ed cross egulator has Deen provided at ail secondary canal of* takes. There are 13 r and 10 cross regulators on the Left Dank Mam Canal and Right Rank Mam Canal r espec1 ve'y Each Wilf be incorporated with a Vertical fift gates. The entire cross regulators on mam canals are design as free Orifice P’ow condition which the driving head is the difference between the upstream and downstream energy evets The maximum driving head of 0.2m has been taken The details of main canai Hean a*d Cross regulators are province on fab/es 9 2 and 9 3. Table 9.2:- Left Bank Mam canal Head and Cross Regulators Parameters Heidi ana Crost Regulator Name or orr- MC dougn Discharge Offtahlng Dll charge trn’f!) Gale opening »•«? and Number |W R MN) Off Reference Chil taking nigc m Liking Seeaidafy Calk) Up Siren™ Down stream Cross Regulator Head Ruftulator rn’/s Hl Vi m5/j CR1.HR1 266B SCOT B 21 7 7 169 0.35 1 0x1 5 2 C 5^ CR2 -R2 5641 SC 7 ’ 969 7 763 0.105 1 B<1 3-2 C3* CHIMR3 BOM SC-3 7 763 7 169 0 fiU 1 S<> 7-2 MM 57 1 hlU ‘1M6 SC-4 r 169 7 123 3 045 031 CR4 HA5 14514. SC-5 t 123 6 643 0.40 2 71 □ fi 1 r.R PC*! 17339 PC 1 5 543 4 683 1 9fl CR7 HR7 1 rws * 9t1 i 1 SC B 4.513 4 SB 7 0 115 7 2x1 5 1 ufifl 331 2029 / SC-9 < 567 4 473 0.094 D3i GHB.HR9 27930 SC-1 a 4.473 3 RBA 0.565 CR9.HR1C ’Jxl.S-1 27550 0.75 1 SC-11 371 Rfl 2 516 1.37 1.4li 4 1 0 .'-1 r OHIO HR’ 1 2A3D3 SC 1? 2 51H t.727 CRKHR17 0 791 __ 3UB34 sc-n 1 2x’..’ ' 0.75’ i.rz? 1 572 3 155 CRTZ.HR 13 3546H 1 2x1.1-' SC-14 0 375-1 1 5/? 1 547 MRU 1 7x1 G-’ 37357 5 025 SC-15 1 547 031 GRU HR15 4Q26B 1 502 C 045 SC-ifi 0 3-1 ’ 5C2 1 507 I 7i* 0-1 0 Bxt 04*1 Table 9.3> Right Bank Main canal Head and Cross Regulators Parameters Head and Cross Regulator Off-la km g Name of Off-laking MC design Discharge Reference Chainage __m Secondary Canal Up stream mVs Down stream rnJ/s Otflaklng GatE QDeri|n9 aizE ar d Number [W Discharge—------------------K H—> ------ .____ Cross Regulator Hcarl Rcgu aior Hl Vs CRVJRi 1 403 SC01 3944 TC-Ot 4.536 4.162 4 152 4 126 4 126 3 617 3.617 3 02.’ 3.027 2 ’.64 V.C drsign 0 374 ’ 95x1 51-1 CH7.HR2 CR3HR3 7827 SC-7 CR4.HR4 *0443 SC’3 CR5 HRS ■6496 SC-4 Head and Cross Regulator Name of Of(-1aking Discharge o 0?®- ____1 95xi s;-i 0 5C9 195x151*1 0J59C 1 55 »1 43-J_ 0 863 1.15x1 36-* Olftaking G«0 pcn. 9 0 n SI 0 0 3-1 ObZxO.SjM 3 7x0 7-1 I/O and Number (W Reference U H-1 ak 'O g Secondary Up Down Chamage Canal stream slrcam CRB 17429 CR0.HR8 23C17 PC-I 2 164 ‘ 625 SC-7 CR9.HR9 29236 SC-0 * 36? 0 374 1.625 * 382 Ditcliargc - „ 5.639 0.241 CRic.inro 32349 x H -N] _ Cross Regulator : 5x1 3H-1 15x1 09-1 3x1 D4 1 SC-9 0 374 Head Regulator C. *L • C51 Wa:er Works Desa*u S^DCr*? 5 an I'rlcrn- se Add •’V6M nislry o* Water -rgat-gn .ma E eclr ci'.y Dabi/i Irr galiafl Slvdy ■< DftS'gn P»a|eet 9.4.1 Secondary Canal Head Regulator Vo'l’th IV Oe&gn a' Irrigation: Cranage System Final Hepom A gated head regulator has beer nrcvided al all secondary canal off takes from the Main Canal All of the head regulators are designed as free Flow' condition with maximum driving head of 0 2m The secondary head regulator structure will incorporate a pipe cross under the cana' embankment and 'he access road The maximum length of oipe wi' be about 12 m ’’he Daramclcrs for these structures are presentee on the table 9 4& table 9 5 Table 9 4 Secondary Cana! Mead Regulator Structures Parameters (LBMC) Reference Of Mil king Chainage (m) Secordary Canal Design Discharge (m’Zs) Gate Opening Size antf Number (b x w-N) HR1 SC01 0.35 HR2 SC-2 0 106 06 1 0 3-1 HR3 SC-3 0.594 0.57x0.57-1 HR4 HRS HR6 HR 7 HRB HR9 HR10 HR11 HR12 2666 5641 6063 11906 14614 1010 1/855 20297 22930 27550 28303 30834 MR13 35468 HR14 37357 SC 4 C 046 SC-5 0 4B SC-B/PC 1 1 34 SC-8 0 116 SC-9 0 094 SC-10 0 585 SC-11 1 37 SC-12 0 791 SC 13 0 155 SC 14 0 025 0 3-1 0.6-1 0 6-1 0.3-1 0.3 1 0 75-1 09I 0 75 1 O’ 375-1 0.3 1 SC-15 0.045 HRI5 4026B SC-16 1 502 0 3-1 0.8x1 04 1 Table 9.5> Secondary Canal Head Regulator Structures Parameters (RBMC) Reference Off-taking Chamagc (m) Secondary Canal Design Gate Opening Size Discharge and Number (b x w Nj (m'Zs) HR1 1483 SCC1 0 374 0 6-1 HR3 7827 SC-2 0 509 06-1 HR4 __ 10443 SC 3 0 590 0 57x0.57-1 HR5 16496 SC 4 0 963 0 7>0 7-1 HRB 23017 SC-7 0 243 HR9 0 45 1 29236 SC 8 HR IQ I D08 0 9-* 32348 SC-9 0 374 HRB 0.61-1 556 SC-5/PC 1 0 121 0 3-1 HR7 2449 SC-6/PC-1 0413 06 1 9 4 2 Secondary Canal Cross Regulator A gated cross regulator has been provided cm scc-ondnry canal al downstream of ah ledrary canals off take points hese structures are desgned ror a free flow conditions with a maximum driving head o* 0 15m has been taken The secordary cross regulator structure wi incorporate a a 0m pipe to cross from the right io the left commands Wate- Wc'<5 Ousgr Sbser'v 5 z- E n.lerpr sc 7Q*BMinistry □' lrrgat'O*i l e cecity □ at us I’rgfl! or. S“ndy & Des c- Proved 9.4 3 Tertiary Canal Head Regulator Vfilumc *V HcB-gn oJ irrigation and Drainage Systeri final Ho port A gated head regulator has been prov dec at al tertiary canal1 off takes and these gates are simple vertical lift gates that can be operated by an individual man The tertiary head regulator structure on the right bank of secondary canal will incorporate a 2 Om pipe to cross under the canas embankment and the access road Amaximurn driving head a* 3 15mhas been considered for the design of these structures 9.4.4 Tertiary Canal Cross Regulator Tertiary canal cross regulators are similar to in secondary cross regulator controlling the water levels upstream of qua’,ema*y off takes These structures designed with h maximum driving head of 0.1m 9.4.5 Quaternary Canal head Regulator A gated head regulator has been provided at all q uaternary canal off takes and the gates are simple vertical lift gales that can be operated by an individual man Quaternary cana« off lake will be sized to discharge the irrigation stream and are designed for a maximum dr'ving head of 0.1m. 9.4.6 Drops Drop structures a^e required to dissipate the excessive energy at steep alignments to avo d erosion in untried open channels These structures are designed at a hgh head loss for a’. I discharges In broad, there are Ihree types of drop structure, chute or flume nebned drop structure, vertical drop structure A vertical drop structure has a vertical wall oetween the control and the stilling basin The small portion of energy loss occurs by impact of the jet on the floor The major portion of energy loss occurs by turbulence in the stilling basin Vertical drop is the most common drop structure that ^as an aerated Free-falling nappe winch hits the downstream basin floor. The turbulent f'aw m the basm is one of the stages of energy dissipation The most important part of the hydraulic design of the vertical drop structure is the des gn cf the stilling basin Vertical drop stilling easins are characterized by a free (a)trng jet into the basin The free faflmg jet makes an impact with the bas n floor and is turned into the downstream direction. The basin is equipped with an end sill. Up to 50% of the energy may be dissipated by the impact of the jet anc ay the turbulent circulation in the oool beneath the jet The remainder part is dissipated by the hydraulic |ump m the oasin Even if tee vertical drop stilling basin seems easy to construct, but it has to be well crocked on uplirt of the floor by groundwater pressure. For this project a standard drop height of 1 0m, 1 25m, 1 5m. 1 75m and 2 Dm have been adapted and accordingly a range of standard vertica crop structures have been designed for secondary , tertiary ano quaternary cabals . respectively. WtiT* Works Design anti S £C v s on Enlcrprsc u f Atr 2Ci6M'HisIry ol Water, Irr rjation ano Electricity Dao,'. Irrigaiicr Study & Design PfOiCc’ 9 5 Road Culvert Volume 'V Jes.'5“ o’ irriga' on and Dra ’age System Fmai Hcpcl Road Culverts structures are prav.ded where access routes cut by tertiary canals These will be simple concrete pipe culverts capable of passing canal discharge rhe Road Culverts structures are designed based on the procedures outlined on the Irrigation and Drainage System Planning and Design Criteria Report 9.5 1 Cross drainage structures Cross dram age structures are provided an the mam canal on locations whore there aie major tributaries of Dabus River The location and type of cross drainage structures have been identified and desigred according to thE des»gn crrleria For delays *efer Irrigation and Drainage System Plarning and Design Criteria Report There are nine cross drainage structures crowded on the Left BankMamCanal The structure type is oipe culvert. For hydraulic design of the c'oss-drajnage structures the 1 In 25 year return period peak has been adopted ardthe part-cular configuration <or each is summarized in Table 9.6 and Table 9 7 Table 9.6> Cross-Drainage Structures Locations and Structure TypesfL RMC) Cross- Canal Chainagp Design 1 in 25 year Structure Type Drainage Name along MC Discharge ol design Structure MC discharge m mJZs m 7$ CO 1 LBMC 5515 la 7? 15 3B Ripe Culverts CO 2 LEMC 6230 33 24 27 57 Pine Culverts CD J I 8MC 12530 a 42 5 E81 Pioe Culvers CO 4 L0WC 15857 5 91 9 285 Pipe Culverts CD 5 LRMC 24925 23 S3 15 451 P pe Culverts CDS L RMC 2991Q 947 cd r 4 366 Pipe Culverts L3MC 320J6 12 26 10 4/9 Pipe Cu verts CD B L3MC 94380 27.75 27 845 piprr Cu'verls CD 9 LBMC 38190 1 95 1 95 Pipe Guiverls Table 9 7:- Cross-Drainage Structures Locations and Structure Types(RBWIC) Cross- Drainage Canal Name Chainagc along NIC Design Discharge of Structure 1 m 25 year design MC co J m mJZs discharge ■n’7s RHMC 3750 IB.81 CD 2 RBMC Ta aoe 61SQ 13.44 CD 3 9 622 RBMC 9150 92 CD 4 4 77 Rave 13200 14 71 CD 5 CD 6 10.222 RBMC 19-50 Structure Type Pipe Culverts Piee Culverts Pipe Culverts Pioe Culverts 16.91 CD 7 R8MC RBMC 24 9 DO 315D0 IB.906 19 635 Pipe Culverts Pipe Cu'verts ___ 4a,g* 20 9B 3.205 Ripe Cu'verts 9,6 Escape s An escape generally comprises an overflow structure such as a side channel soiilway in combination with a drop cr chute structure and a waste way channel. Water 'JVn*kH Des gn ano EiWO'iSU Ar.'. 70^6" 5Ty of Wale* -• ga: cr* nnrt Eiectncty Dnfc-s Irrigation Study & Design project Volume - V Desgr_ of Irrigalic^ and Drainaec System r nai Report Escapes allow release of water from a channel and are generally provided upstream of inverted siphons and other structures protected by trash screens, in case they become blocked The S de spillway weirs are used for the emergency escape structures. Generally the escape structures are designed to withdraw the full the cans design [low Five escape structures are provided on the left bank main cana AH are provided upstream of cross dra nage structures The particular configuration for each is sumrriarzec table 9 8 A table 9 9 Tabic 9 8 Escape Structures Locations and Parameters (LBMCJ Escape Structure Canal Name Chjinage along Main Canal Design Discharge of ES 1 1 8MC ("') 5 4 BO fl 14 ES2 LBMC '2545 7 3B9 ES3 LBMC 24390 4 723 ESA LBMC 29895 1.90 ES 5 LBMC 34345 1 646 Tabic 9 9Escape Structures Locations and Parameters (RBMC) Escape Structure Canal Name Chnmagnalcng Main Canal (m) Design Discharge of MC ES 1 RBMC 350 2 715 ES ? RBMC 3730 2 49 ES 3 RBMC 9130 ES4 2 165 RBMC 13180 ES 5 ' 811 RBMC <9160 0 9/0 ES6 RBMC 24910 ES 7 0.829 RBMC 3*510 □ 224 Waterworks Design a no 5* Apr ?aiGV r'i’ilry of Water ImgatiDn arc Elecir dy DabL5 Irrigation Study 4 Design Project 10 Drain Structures 10,1 Dram Drops Drain drops ae Vaumn IV Design oF 'figatror' Dr.n"age System F nd Report r reouirod (o keep the oed gradient of (he drain in the presenbed limit of bee slope with a purpose of dissipating the energy and avoid erosion, Low masonry drops will be provided along the secondary, tertiary and quaternary drams when it is required A standard drop height of T Dm 1 25m. 1 5m 1 75m and 2 Dm have been adapted and accordingly a vertical drop structures nave been designed for the discharges of secondary tertiary and quaternary drams 10 2 Drain Outfalls Dram outfall structures are required whenever s subsidiary drams pour into a bigger dram in the network and a minimum outfall (level difference) of 0 15 meters should be prgyded The Drops wiil be kept small so that earthworks in the drams are minimized the structures wifi be constructed from riprap, and so that they can be easily repaired T ne drop height of all drams is limited to a range of 0.5 and 2 0m 10,3 Road Culvert Hoad Culverts structures are provided where access routes out by tertiary drains These w ’> be simple concrete pipe culverts caoabte of passing canaJ discharge The Road Culverts structures are desrgned based on the procedures outlined un the ‘rr gation and Drainage System Planning and Design Criter a Report Wire' Worts Des-gn uro 5uoe Herse Ac-Ministry o'WaUr ?rngatian and Electrcty Dabus Ir gaiian Study £_Desigrz Project 11. Project cost Volume IV Design of Ir-gahnn ana Drainage System P ral Repo'i As per the dela-led Sill of Quantities and a cost estimate of nil the works inducted in Dabus irrigation Development Project Table 12 1 shows a summary of Project Capital Costs "hese cosls are in terms of current er-ces estimate Table 12,1 Summary of Project Capital Costs Nn 1 Description 1 Mam canal 1 1 Mair Canal and Interceptor Drain Cost 371370403 4 1? Cross Drainage Structure 69933376.01 13 Escape Structure 4530S19.238 14 CR A HR Structure 2243904712 15 Syphon Structure 3S15469< 55 2 2 Infield 2.1 Irrigation A Drainage System Cabals and SL uctu es rr 7316786476 72 Night Storage 10783B7142 Total 2.016,544,127 13 10% Contingency and Unforeseen 281,554,412,7 Grand Total 3,093 198.539 PI Cost Per Hectare (BirHHa) 340461 Waze* Wg#xs Des g- W s-on •>:C'C’\5C A-r ;c*,6M mspy ot Wille*- rr gatiaq and Electric ly Dabus Irrigation Study 4 Design Project Vsiu^c IV Design of I-rigs Liar a'X? D*.i nagc System F na Recon 1 Allen R G Periera l.S . Raes D and Sm th M. 1998. Evapotranspiration Guidelines for comoulrng crop water requirements. FAO Irrigation and Drainage Paper 56 Food ard Agriculture Organization q( the UN, Rome, Italy 2 Ankum, P, 1992 Flow control in irrigation systems; Technical University of Delft, Deft; rhe Netherlands Lectu e notes r 3 Asawa, G, I I4 1993 Irrigation Engineering. Wiley Eastern limited 4 Chow, V.T. 1973. Open Channel Hydraulic, McGraw - Hill Book Company Lid 5 Eldciry, A. el. al.. 2004 Furrow irrigation system design for clay soil in and reg’ons, Hydrology day. 6 Fth;opian Road Authority (ERA), 2002 Drainage design manual 7 Smilh. M , 1992 C RO PM AT a computer program for irrigation planning and management, FAO Irrigation and Drainage Paper No. 46 Rome S USSR, 1967. Design standard Nr 3 Canals and related struclurcs United Slate Department of the Interior Bureau of Reclamation, Office o1 Chief Engineer, Denver Colorado 9 JSBR, 1978 Design of Small Canal Structures, United Slate Department of the Interior. Bureau n! Reclamation, Denver, Colorado 10 Winers B. and Vipond S 1974 Irrigation; Design and Practice. Balsford, London. UVa'.c* Worts Our gr aru Suod'w sc- Enterprise AghIMm sir/ nf Ws'lC'. 'mgation ana Eleclr-c :y Datiws Inrig^ian Study & Design P'c.e-z. 13 Annexes Annex INet Command Area under ^rrigaiion System Annex 1 1 Net Command Area of Secondary Canals (LBMC) Canal Name Vo urru IV (Jcingr o? Irr^ilion a^a Drainage System Final_Rcpon NIA na SC-1 247 75 ’ SC-2 75 41 SC-3 424 53 SC-4 33 45 SC 5 342.75 SC-6 263 39 SC-7 1136 oa sc-e 83 25 SC-9 65 77 SC 10 417 S3 SC-11 979 23 SC-12 564 9ft SC 13 110 74 SC-14 1741 SC-15 32 1 1 SC-IB 1072.97 TOTAL 5860.95 Annex 1 2 Net Command Area of Secondary Canals (RBMC) Canal Name NIA ha SC-1 267 06 SC-2 363 93 SC-3 421 3.3 SC-4 &t6 S3 SC-5 06 37 ._____ SC-6 297 72 SC 7 173 46 SC-8 71S 7 SC-9 267 21 TC^DI total 25 54 3239.87 Water Wcr^s Ocsig ana n SiuBervis-on I. nlero-rise Atr-M- s:ry or Wn’e' Irr gaiion aru Electee ty Cabas hngalign Stuey & Design P'o-.k : 1 Anne* 1. 3 Net Comrnand Ares of Tertiary Canals (SC/LEJMC) NIA Carai Name ha Ca”.i Name TC-1-i 84 90 TC-11-” TC-l-2 31 20 TC 112 TQ-1-3 11.26 TC-11-3 Vd.utc IV DesiQH □' Imgatian n-ainage System r»rai Reoc*’. NIA ha 24 23 91.05 52.50 TC ‘4 40.64 TC-11-4 34 93 TC-i-5 25 BO TC-11-5 106 83 TG-i-6 37 57 TC-11 6 94.88 TC-1-7 1393 TC-11-7 61 78 TC-2-1 6 72 TC-11-8 90 56 TC 2 2 13.79 TC-11 9 207 40 TC-2-3 7 79 TC-11-10 22D 06 TC-3-1 126 IB TC-12-1 108 04 TC 3 2 96 48 rc 12-2 24.00 TC-3-3 150 52 TC 12-3 82.45 TC-3-4 50 43 TC-12.4 33 94 TC 4 1 18 44 TC-12 5 77.68 TC-4-2 15 IT TC-12.6 31 54 TC-5 1 59 R4 TC-12 7 27 94 TC-5-2 48 54 TC-12 a 20 90 TC-5-3 57 67 TC-12.9 86 53 TC-5-4 63 94 TC-12 10 71 96 TC-5 5 41 90 TC -13-1 43 11 TC-5-6 69 75 TC 13 2 67 63 TC-6 1 94 05 TC-14-1 16 57 TC 6 2 73 35 TC-14-2 0 84 TC-6’3 95 99 TC-15-1 29 67 TC-7-1 108 07 TC 15-2 244 TC-7-2 183.38 TC 16-1 7261 TC 7-3 38 aa TC 16 2 107 01 TC-7-01A 335 29 TC-NS 0 97 TC-7-02A 185 71 TC-1E-3 106.42 TC 7 C4A 73 az TC-16-3A 21 30” TC-7 4 10.38 TC-16-4 145 2S TC-7-5 20 77 TC-16-4A 19 22 TC-7 7 76 39 TC-16 05 145 79 TC«3-i 28 72 TC-16-5A 24 11 TC 8-2 54 5 3 TC 16-5 269.14 TC 9 1 40 S3 TC-18 BA 1094 TC 9 2 26 24 ’C-16-6H 55.94 TC-10-1 72 5 3 TC-16-6C 104 22 TC-10 2 55 42 TC-16 BO 8.14 TC 10-3 62 74 fc-i6-r_ TCMO-4 96.65 84 69 TC-16 8 82 43 I9’ 10 e : _______ _______ _ /4 60__________________ TC 16-9 " 31,91 Wate' Works Design una Sjoc v s^n rTlQfprut! 56 r ^•c- 20*6M risi'y of wa:c.r Irrigation and E cctricty 3abus Irngalior Sluay & Desigr Project Annex 1. 4 Nel Command Area of Tertiary Canals (SC/RBMC) MIA Vo'^o IV Dci’gr* of Ir^gat qn and □raiongt* Sysjcrr Fina' Rcacrd Canal Name ------ — Canal Name ■------ -------- NIA ha ha TC-1-* 67 28 TC-7-1 56 97 TC-1-2 1t3 D7 TC-7-2 110 34 TC-1-3 19 03 TC 8 1 2236 TC-1-4 60 4 1 TC fl-2 164 02 T C’h5 0 22 TC-fi-3 1234 fc-z-i 94 99 TC 0 4 38 02 TC-2-2 57 7 TC-8-5 126 38 TC 2 3 74 74 TC-9-1 18 78 TC-2-5 179 06 TC 9-2 9.23 TC-3.1 SD43 rc-9 3 50 4 TC-3-2 166 76 TC-9-4 64 9fl TC-3-3 81.39 TC-9-5 71.49 TC-3-4 B5 55 TC 9-6 56 19 TC-4-T 327 77 TC 01-MC 60 05 TC-4-2 36.90 TC 4-3 <00.38 TC-4-4 T71 42 TC-5-1 46.54 TC 5 1 57.13 TC-5-2 29 24 TC-6-- 40 33 TC-6-2 IBS 05 TC-6 3 22 25 TC-6-4 51 09 Water Wd’xs Denig ’ arc 1 57 S-iMrv s c- Fn!t?rc* sc Am ?0"6V ristry afy/atc' Irrigation and Erectrieity □abus IrrigaS or. Sjudy A Des gn Pro-ec* Annex 1. 5 Net Command Acea at Quaternary Canals (LBMCJ Volume IV DR5 gp Df |r- ga: on ana n age SystEi- - ^gi Repoh Canal Name nia ha Cans’ Mamp NIA ha Canal Name OC ■ t 1 -1 10 1H QC-4-1 1 1 1.53 QC 7-3-1 QC-1-1-3 10.49 QC 4 I 3 5.80 QC-7-3-3 QC-1-1-5 NIA ha ia.o Canal Name NIA ha 8.37 QC 8 2-10 10 20 QC-3-2-l'2 7 00 8.56 □C-1-1-7 7 50 QC i-*-g 9 52 QC-’-l ' ■ A 60 QC-1-1.13 7 67 __ QC-1-1-1S 8.33 QC-1-M7 7*39^ _ QC-1-1-19 5,56 QC-4-1-5 1.D5 QC-7-3-5 *0 15 QC 4 2 2 11,53 □C 4 2 4 4 38 QC 5-1-1 19.13 QC 5-1-3 13.11 QC 5-'-5 11.3B □C-5-1-7 7 12 QC-5-1 9 5.63 QC-9-1-1 9 26 QC’7‘3-7 9 91 QC-9-1-3 ” a 08 QC-7-4 1 3 90 QC-9-1-5 9 91 QC 7 4 2 113 QC 9 1 7 ’ 7 78 QC 7 4-3 3 35 □C9-t-9 5 0 QC-7-5 1 3.09 QC-9‘2-? 11.19 QC-7-5-3 1 83 QC-9-2-4 9 35 QC-1-2-2 a 84 QC-7-5-5 4 77 QC-9-2 6 5.70 ac-5 '-n 3.47 QC-1-2-4 ' 10.73 QC-5-2-2 9 73 QC 7-5-7 3.84 dc-10-1-1 13.34 _ _ QC-1-2-6 11.63 □C-5-2 4 7.69 QC-7-5 9 3.47 QC ID 1-3 10.45 OC-1-J-1 5 ,M QC-5 2 6 6-25 QC-7-5-11 3 48 QC-101-5- 9 79 OCJ 3-3______ 45/ QC 7 5-13 4 42 QC-10-1-7 " 631 □ C-5-2-8 7.03 ac-i-3-5 2 95 QC 5-2-1C 6 17 □C 7-5-15 2 41 ac-i 0-1-9 9 51 a c-1-4 2 16 92 QC 1-4 4 10.96 QC 5 2 12 5.8fl QC-5-2-14 3.B6 QC-7 5 17 1.90 QC-1O-1-11 8 87 QC-7-7-1 2.87 QC-10-1-13- 7 56 QC-t-4 6 9 12 QC-5-2-16 QC 7-7-2 9.93 QC 10-1-15 1 6 70 QC-1-4-B 3 64 QC-5-3-1 11.09 _ ILL QC 7 7-3 2.71 QC 10-2-2 6 06 QC-1 5-1 QC 7 7-4 9 54 QC 5 3-3 9.38 4 72 □ C-10 2-4 4 45’ QC-1-5 3 R 06 QC-5 3 5 9 66 QC-7 7 5 4 73 OC-10-2 6 4 05 QC-1-5-5 QC-7-7 6 6.31 QC-1C-2-B 5.72 QC-1-5-7 QC-7-7-7 351 QC-10-2-It) 10.24 □ C-‘-6-2 QC 7-7-8 6 71 QC iC-2 12 13 44 QC-T-6-4 QC-7-7-D 3 54 QC-10-2-t4 7 96 QC. 1-6-6 13 3B QC-5-3 13 6.22 QC-7-/-ID 4 66 □ C-tD-3-t 13 00 QC-1-6-8 QC-5-3-7 8.52 QC 5-3-9 6 77 QC 5-3 11 6 03 Q C-5-4-2 13.29 QC-7-A! 1 3 14 QC-t 0-3-3 QC-1-7-1 QC5-4-4 QC 5 4 6 1338 8 87 QC-1-7 -3 QC-2-1-1 QC-5 4 h 7 82 QC-2-1-3 QC-2-2-2 QC-2 2-4 aC-7-7-12 QC 7-7 13 ___ QC 7 7 14 QC 7-7-15 __ QC-7-7-16 QC-7 7-17 QC-2-2-6 OC-5-4-10 QC 5-4-12 QC 5 4-14 QC-5 4-16 QC-5-5-1 7.04 4 BO 3.74 „ 5 45 13 39 QC-2-2 8 QC-2-1 5C8 3 *2 11 23 6 93 3 47 10.5! 3 42 3 25 3 47 3 ta 4 36 3 32 2 93 562 6 91 6 B7 5 It 5 58 5 62 4 79 6 60 3 54 3 39 0 96 15 01 11 BB a C-5-5-3 13 22 QC-2 2 QC:2 3 QC 5-5-5 QC-5-5-7 QC-5-6-2_ QC-2 4 12 28 _LLL " 14 15 QC 7 / IB QC 7-1 QC’7-2 OC-7’4 QC-7-6 QC7-B QC-5-6-4 14 41 5 40 2 07 __ 5 06 1 53 5 63 264 „ 3 04 5 71 w °i._ ta 13 16 51 QC-10-3^5" QC-10-3-7 ” QC’10 3-9 ” □C-10 4-2 QC 10-4-4 QC-10-4*6 QC-rD4-8~ QC-10-4 w QC'10-4*2 QC-10-4-14 QC-10 4 -6 QC-10-4 :r QC-2-5 QC-2 6 QC-5 6-6 15.25 QC-7-12 QC-7-10 1? 74 QC-10-4-20 9 5B QC’10-4-22 . 15 03 13 64’ 9 54 11 53 B 51 5 24~ 2.34 6BB B 31 9 04 ’ 9 26“” ’ 15 99 10 24 ‘ 4 29 3 24 QC-2 -8 QC-5-6-8 ___ 17 99 QC-7 14 3 32 QC-10-4- 24 " 172 QC-2-10 QC-2-3-1 QC-5-6- IO qc-ns QC-6-1-1 ___5 30 1 t1 ? 16. QC-7A-1A-1 B 10 27 16 oc-m-j” QC-10-6-4 ■o’o’ 10 6Q QC-2 -3-3 _ii.oo QC.7A-1AC3 23 12 QC-1 ■_-S6 8 20 QC-2 3-5 QC-6 1-3 . ?°-2a QC-7A-1A-5 20 10 QC-13-e’s 9.40 QC-34*! QC-3-1 3 QC-6-1 -5 12 23 QC-7A 1A-7 19.44 ac-io-6-ia 6.60 QC-6-1 -7 14 3B CC-7A-1A-9 16 33 Qc-10 6-12 5?50 QC-6’1 9 17 *6 QC-7A-1A-11 16.85 OC-IO 6-14 3.40 Wale- W-jr<5i Design arc 5-SC'V 5-a-n I n | e**|'i hj* 53 Ar-1 XT57 " S'-y 3f W.llC’1 rr-galidn 5"d l edricily □ ahL*. "figallQn Study & Dns gr P'o-ccl Voiuti! IV Design of Irrigation and _3ra System F-ina! RecG't Canal Name MA ha Canal Nar-e NIA ha Car-al Name OC-3-15 12 53 QC-6-1-11 1353 ac-3-1-7 __OC-3-1-9 QC 3 1-11 QC-3.%13 QC-3-1-15 QC-3-1-’ QC-3-1-19 jiig QC 6-1-13 1547 13.18 QC76-2-2 12 05 11 76 QC 6 2 4 12 32 12 31_ QC-6-2 6 12 sa a QC-7A 1A~lT 18 79 QC 10-6-16 4 70 MA ha Canal Narne NIA h QC-7A-1A 15 22 43 QC >10-6-16 5 70 QC/A.1A-17 23 75 QC 10 6-20 3 90 QC-7A-1A 19 26 52 QC-10-6-22 4 40 1G 98 00-6-2.8 12 52 QC-7A-'A-21 26 92 QC 10-6-24 2 0 9.98 QC-6-2 10 B31 QC-7A-*A-23 25 02 QC-10-1 13 0 QC-7A 1A-25 3 39 , 22 0^ QC-10-2 5 12 _ QC-6-2-12 B 15 _QC-3-1-21 “ 5 43~ QC-6-2-14 5 20 OC-7A 1A-27 16.75 QC-10-3 7.80 QC-3-1 -23 QC-7A-1A 29 15. * a_ QC-10-1 5.48 QC-3-2-2 2 23 aC-B-2-16 1.82 1213 QC 6-31-1 2 62 12 74 QC 6-3-3 7.91 1177 QC-5-3 5 12 12 _ QC-J.2-8 11 65 QC 6 3 7 17 75 QC-7A-1A-31 14 93 QC 10-5 9 60 QC-3-2.il □C-7A 2A 2 19.35 QC-10-6- S 52 aC-3-2-6 QC-7A-2A 4 18 0 QC-10 7 8 90 QC-7A«7A-6 14 62 de lo-g 8 8G CI. 3 2-K QC 3-2-12 11_53 9.40 QC-8-3 9 □C-6-3-! 1 17 12 lit 1 c QC7A-2A-B M 14 QC-10-11 7 SO QC.7A-2A-10 11 14 QC-1 M-J- 15 0 OC-3;2-H □ C-3-2-16 QC-3-2^0 QC-3-2 20 . QC3 2 22 QC-3-3-1 8l63 QC 6 3 13 1 b. I5 22 22 □C-7A-2A 12 13 43 QC-11-1-3 7 39 6 ZB j 11 4 65_ QC-7A-2A-14 ac 744 ? 83 . 15_54 QC-11-1-5 165 QC-7-1 3 ____QC-7-1 5 ___QC-7A 2A-16 16 88 QC-11-2-2 18.97 QC-7A-2A-1H 13 V? □C-11-2-4 9 70 QC-7A-7A 20 3,49 23.15 QC-7-1 7 QC-7-1 9 QC 7 141 9 26 1000 11.81 VL43 14.67 . 12 34 QC-112-6 10 25 QC-7A-2A-22 1559 QC-11-2-8 IB 24" QC-3-3-3 24 88 QC-7A-2A-24 B 56 QC-11-2-10 9 39 QC-3-39 QC-3-3-21 QC-3-3-5 2’ 83 QC-7-1-13 15 38 QC-3-3-7 18 J ’ QC-7-M5 14 9? QC 7 A-2A-26 _ . W ?9 QC-11-2-12 _ 6.78 QC-7A-2A-23 ____ ■1 66 QC-11-2-14 10 12 QC-3-3-13 1059 1Z0J _QC 7 1-17 9 97 15.43 aC-7-1-19 B 20 QC 7A-4A 2 IB B4 QC-11 -2-1E 7 64 QC-7A 4A 4 . 1942 □ C-11 3 1’ 7 14 QC 3 3-15 QC-3-3-17 .__ QC-7-2-2 11.0£_ QC-7A-4A6~ QC-7A-4A-8 .. . 13 77 QC-11-3 3 9 93 10.71 QC-11-3-5 3 27 QC-/A-4A-10 7 29 □ C-’'-3 7 11 0 QC-3-3-19 4.7* _ CC-7-2 B B 42 QC-7-2 4 17.64 B.39 QC-7-2 6 15 40 QC-7A-4A-1? 3 84 QC 11 3 9~ 3 59 QC-3 1-2 1970 QC-7-2-10 13 19 16 03 .1 - -- 8 8B QC 11 3 11 5 11 QC-3-4 - 4 QC-3-4-6~ QC-3-4-B _ OC’3-4-10 QC-3-4-12 GC-3-4-M QC-ll-5-1 QC-11-5 3 QC-H-5-5 QC-11.5-7 OCji-5-9 QC-11-5-11 QC-11-6-2 QC-' 1-6-4 W45 ' 7-32 4 46 □08-1-3 QC-7-Z12 __ QC-7-2-M ____ QC-7-2 16 aC-7-2-18 QC-7^20 15.52 17.Q7 □ C-3-1-5 - -- 8 47 QC 11 3 13 7 46 7 23 qc-- n--4.-2 7?? 4.48 ? 63 . 12 30 _!2.67 19.46 24 52 25 _ 1185 . 21.51 . 20 SB □ C-a-2-2 ___ _QC;8-2 4 QC 7-2-22 J4 jd . 21 00 QC'fl-2 6 QC-12-3-1 I4.fi QC-8 2-B ____ QC-15-M OC-15-V5 QC-15 1 7 nif.1 R 1 n QC-*b4-12 QC-12-3-3 577 Bia 1543 00-12-3-5 QC-12-3- 7 QC-12-3-9 ac-12.3-11 QC-12-3-13 □C-12-3-15 829 '3J5 9 38 14 60 □C-15-1-11 10 46 3 BQ □ C-15-1 13 QC-15-1-15 4 14 JJC-11-4-1 6 20 8 M QC-11-2.fi 8 17 a 39 □c-11 4.a fi 28 1 1 79 QC-11 4 10 6 23 7 56 3 58 3 59 1 75 1 78_ 2 51 1 V_ 5 34 6 23 27a QC-16-3-29 5 69 QC-16-3-31 547 QC-16-3-33 6 3t~ QC 16-3-35 4 58 QC 16-34 1 6 46 QC-16-3A-3 3 57 QC-16-3A-5 3 37 OC-16-3A-7 1 68 W.TQf Wc”« Urs gr qr5 Suce-vis-o" fr^orise Ac • ?|)'SV - siry of Waze? krggtfion ana Ehtckc?/ ."j^bus Iffirjii' cr Study S Design -^c Kt Vd.u,ih.' IV Design o* -rigaliun arc Drainage System F>rta8Repo*1 C an at Name NIA __ ha Cana Name NIA ha Canal Name MA ha Canal Na^e NjA ha _QC-T 1-6-6 16 97 qc-'*-g-b QC-12-3-1/ 2 40 QC-1 5-1-17 3 73 QC-16-3A 9 0 96 14 4? QC-12-4-2 13 20 QC-15-2-2 1 78 C’163Ail 2 23 QC- 1 1 -6- I D 9 18 00*12 d fl 7 07 □C *5-2-4 0.66 QC-1.B3A13 3 33 QC-11-8-12 jO/tO QC-12-4 5 a 48 QC-16-l-t 6 63 QC 16 4 2 6 32 QC-11-6*14 5.85 QC-12-4-0 5 19 QC-16-1-3 5.02 C-16-4 4 2 22 QC-11 6-16 3.3a QC-12- 5 1 8 43 QC46-1-S 3 3/ QC-16‘4’6 1 90 QC-1 1-7-1 7.82 QC-12-5-3 12 07 QC-16-1-7 191 QG-W-4-3 3.03 QC-11-7-3 W.9D QC 12-5-5 8.40 QC-16-1-9 3 69 QC 16-4-10 2 91 QC-11 7-5 11.33 QC-12-5-7 6 46 QC 15-1-11 7 64 QC-16-fl 12 6 05 C-l 1-/-7 7 02 QC-12-5-9 7 36 QC-ta-1-13 7.20 QC-18-4-14 16 74 QC-11-7-9 a 57 QC 12 5 11 3^9 QC-16-1-1$ 9.95 QC-16-4-16 9 74 □Cl 1-7 1 ? 9.34 QC-12-5-13 6 97 □C-16-1-17 4 30 QC-W-4-1B 9 15 bc-i 1-M 19 26 QC-11 a 4 QC-12-5-16 5 60 QC-16-1 ’9 D 96 QC-16 4 -20 9.53 1072 QC-12- 5-17 8 86 QC46-1-21 1.25 QC-16 4-22 4.2/ QC-11-8-6 12.7b _ QC 11-0*0 QG-12-5-19 5.26 OC-16-1-23 3 in aC-16-4-24 6.04 15 04 QC 12-5-21 3 98 QC-16-1-25 7 48 QC-15-4-26 16.34 QC-1i a i 24/5 QC-* 1-8-1 2 QC 7 6-2 10 17 □C 16-1-27 4 13 QC-16-4-28 12.04 7.24 QC 11-9-1 22 90 □C "2 6 4 8.62 QC-15 1 29 5 54 cc-ifiXao 828 QC-11-9-3 22 7 8 QC-12-6-6 0.95 QC* 16-2-2 1 47 aC-16.4-32 7.01 QC-11-9-j 22.93 QC-12-7-1 6 46 QC-11-9-7 33.48 # QC-12-7 3 3.46 QC QC-17-6.8 3 80 QC-15-2-4 4 85 C-16-4-34 3.54 QC-16-2-6 7 57 QC-'6.‘1A-2 8 25 QC-11-9-9 31.02 QC 12-7-5 4.56 QC-15 ? 10 8 72 QC-16-4 A’ 6 1 50 12.9 QC-16-4A A 3.69 “ QC-11-9-1 l QC-11-9-13 □011-9-15 C-11-9-17 QC-11-9-19 15.35 QC-12.B-6 3 77 QC 16-2-20 QC-11-9-21___ 5 70 C 12-8 e 5 67 QC 16 2-22 QC-11-10-2 17 64 QC-12-B 10 4 02 QC-la-2-2* ----- — — — ia.29 QC-12-7-7 5.02 QC-16 7 12 1 17 QC-15-4A fl ~ fS7 15.75 □C 12‘7-9 ; 8 44 OC-16-2-14 0 70 QC-liS4A10 1 67 _1B S3____ QC-tZ-B 7 3 93 QC-16-2-16 a 7D QC>64A12 1 20 10.85 QC-12-B-fl 3 51 QC-'6-2-ifl 1 43 *QC-16«A14 1~24_ 3 16 3 93 Q C-16-5-1 QC 16-6-3 9.B7 11.59 CV-1D4 21 0 7 QC-11 13 6 ; Q 0-12-9-1 17 86 QC-16-2-26 4 34 QC-16-5-5 3"as 5 93 QC-16 5-7 2.99 □C‘l hio-8 _9. 7 .L.1?-'O 30 0 20 73 27 79 _ 21 88 OC-16-2-2B 7.T& QC-16 if-g- ct QC-11-10-12 25 59 QC-11-10-14 1BJ8 QC’ 12-9-3 QC 17-9-5 QC-12-9-7 OCJ2-9 9 QC-12-9-11 : h £.k iko a 9? QC-16-2-30 ___ QC 16-2-32 QC-J 6-2-34 □Cj.ljlO-16 15.69 QC-12J3-13 6 12 QC-16.2-3B QC 16-2-36 QC-DJ‘10-18 de-n-10-20 12 56 a 42 QC 12-10-2 QC-12-10-4 0 76 __ ip.95_ __ 10 44 9 65 ' 3 86 QC-16-5-11 QC-15 5-13 QO16-5-16 QC-15 5-7/ QC-16-5-19 5.37 5.94 3 74 8 60 9.79 14 48 QCJ i-IC-22 _1_1 16 16 70 QC NS-2 20 62 QC-NS-4 QC-12-1C-6 1.4 16 QC-16-3-1 4 7D QO1B-5-21 16.12 4 27 QC-16-5-23 14 2 3 QC-1 1- + D*-24 QC-11-10-26 QC 11-10-28 □C-02 OC-12-1-1 5.34 QC-12-io-a 13.29 QC-16-3-3 3 51 ' 28 7 QC- 12- ia ID 7 11 QC-16-5-25 QC-16-5 Al 2.82 QC-13-1-1 -i 90 1* 7D QC-13-1 -3 QC-11-2 j 22 IS 20 76 16 2fl QC-16-3-5 3 G6 aC'16-5A-3 _ QG-16-3-7. 2 17 QC’16-5A-5 8.90 7 0? 4 16 a 73 QC-16-3-9 QC-16-3-11 _ 7 10 4 SO QC-16 5A-? <2d OC-12-1-3 19 C2 QC-t3 2-4 2D 44 QC-10-3-13 4 92 * — QC‘12*1-5 17 24 QC tj 2-6 19.87 QC-16-3-15 2 a-i *— - - Wat'Ws’^ Denig*- a^za S-Cn^vs-g-' ELnieegjisc BO M-irir .10‘SVm s:ry q{ Wafer, Irngaitfjn and Electricity □ariis gajior Stucy 4 Design Project Volume IV Dcs»gn of Irrigation ano Drainage System £ -s * Canal Name NJA ha Canal Name NlA ha Canai Name NlA na Canal Name NlA ha QC-’2-1-7 15 43 QC-13-2-8 5 79 QC-16-3-17 15.95 QC 12-1 9 11 44 QC-13 7 10 5 28 QC-16-3 19 1.37 _ac--2-i 11 11 35 QC-14-1-1 8 10 QC-16-3-21 4 56 qc-ta 1-u 21 86 QC 14-1-3 5.44 QC-16-3-23 7 50 QC-16-7-27 3 61 □ 0-12-2-7 ■4 27 QC-14-1-5 3.03 QC 16 3 25 3 51 QC *6-82 16 43 QC-*2-2-4 9 73 QC 14-2-2 16.28 QC-16-3-27 379 QC 16 8 4 6 19 QC-16 6C QC 16-6-2 3.78 □C-16 6A 2 4 10 1 1A*2 9.34 QC-16-8-6 7 46 □ C-16-6 4 8 66 QC-16-6A-4 3 84 QC-1&-5C- 13&14 10 G2 □c-16 a a 14 74 □C 16 6C- □ C 16-6-6 9.09 QC-16-6A-6 3 04 15AT6 7 55 QC-W-B-’O 7 94 QC-16-6-S 7 68 QC-16-501A2 6 36 QC-16-6C-17 9 40 QC-16-8-12 9 12 QC’16-6-10 503 □C-16 60384 6 17 QC 16-6D-1&2 5 16 QC-16 8 14 10.54 9^-16:6-12 2.47 QC-16-6B586 7 82 QC 16-60 3 2 98 QC 16 8-16 9 09 QC -16 6 14 3 IB QC 16-68768 7 B4 QC-16-7-1 18 83 □C-16 8 IB 0.92 QC-16-6-16 3.26 QC-16609&1O 7 43 QC-16-7 3 3 92 QC-16-3 14 “ 10 54 QC-16-6-1 B 4.50 □€'166311.12 6-96 QC-16 7-5 2 14 QC-16-8-16 9.09 GC-16-6-20 1050 QC-T6-60-T3.14 5 74 QC-16 7 7 2.46 QC-15-3-IB 0 92 ac-’«-e-22 6.96 QC-’6-6B 15.16 4 64 QC-16-7-9 2 91 QC 16-6-74 1 85 □C-16-63-18 3 08 QC *6-7-11 841 QC-16-6-26 2 09 QC-15-6C-1&2 19 14 QC-16-7 13 e.3a QC-16-6-20 219 QC-16 6C 4 4 70 QC-16-7-15 643 QC-16-6-30 382 QC-15-6C-3 9 64 QC-16 717 6 39 QC 16-6-32 _ 65B QC-16-6C-5 5 9? □ C-16-7-19 B 11 QC-16-6-34 5 24 QC-t6 6C-6 6 03 □ C-16-7-21 11 06 ------- .9^-16^6-36 3 02 QC-16 6C 7& a 11.94 QC 15-7-23 6 25 ------------- *. -------- .--------------- —— _ □ C '5-6C-961 0 10.34 QC 16-7-25 7 70 F Watc Wcr'-ts Design j~q Suocrviwn Enicrsr-se 6i Asm ;c«6oOoonOo0o Gi Q oooO o > oooo ,0 O O D o o ;O n kj ]nj KJ KJ 1 KJ NJ NJ NJ nj NJ NJ NJ KJ G*J GJ w <b NJ fnj <J NJ • NJ • 1 * NJ ' — OO 9n NJ KJ —■ -7 JO n NJ J* o O o Io 1 O0o 9 o na o o n — -», -* —* —* ■Nl izi gj " O cb d> A NJ 1 ■ - ' 2e o iri c n -* ,m *< Ln <b -M tn tn GJ Ln —*■ jb u □c £J» -> 'NJ U3 •» * ry ■rfj tfl pa LP GJ a o Mj CM 1 G* LTi CT) NJ' N u? .NJ c CD CTi fl-i ULI m N £Ek JU N Lf3 L-? 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Na-re Canal Name ha Name QC 2 5-5 16 93 QC^-2 4 7 32 QC -8-3-9 :.i jg QC-2-5-7 13 55 QC-5-2-6 6.59 QC-fl-3-11 14 2 _ QC-2-5-9 6.58 QC 5-2 8 4 78 QC-8-3-13 10.33 _______ QC^-Ml 16.1 QC-5-2-1D 5 01 QC-a-3-TS 7.36 QC-2-5-13 15 75 □C-B-1-1 11 72 QC-8-3-17 5 58 QC 3-1-1 10 27 QC-6 13 1259 QC-8-3-19 10 58 QC 3 -1-3 10.9 QC-6 1 5 0 Q OB-3-21 11.07 QC 3 1-5 1OO5 QC-6 1 7 S.D2 QC-0-3 23 2.8 QC-3-1-7 13.53 QC 6 2-2 12.76 QC-3 4 7 10 86 QC-3-i-g 13 59 QC 6 2-4 842 QC-0 4.4 59! QC-3-1 11 11 45 OC 6 2 6 fO 74 0084-6 233 ac-3-1 13 ’103 QC-6-2-8 7.56 GC'8-4-0 QC-3-1-15 9.51 QC-6-2-10 5.97 _______ ____ QC-8-4-10 0 58 J. 35 QC 3-2-2 15.22 □C 6-2-12 7.64 QC 8-4-12 QC-3-2-4 10.02 QC-6-2’14 12 33 _ __ QC-fl-4-14 JJ9 __ 92 QC-3-2-5 10.76 QC 6-2-16 14.29 QC-3-2-8 C-8 4-16 11 91 ' ~ ' 10.7 QC-6-2-1S 16 09 QC-3-2-10 . QC 8-4-18 _8 78 18.98 QC 6-2-20 15 96 QC-3-2-12 QC-8-4-20 6 93 15.8 QC-6’2 22 1017 QC-3 2-14 13 54 QC-8-4-22 0 75 ’ QC 6-2-24 15.74 QC-3-2-16 14 15 QC-6 2 26 2 97 QC 8-5 1 QC-3-2-18 1405 QC-6 2-20 4 27 QC-8-5-3 OC-B 4-24 1*93 aC-3-2 20 9 49 QC-6-2-3Q 7 25 QC-3-2-22 742 QC-6-2-37 6 89 QC-3-2-24 ? 53 C-6-2 34 5.55 QC-8-5-5 QC 8 S-7 QC-3-3d QC-a-5-9 12 62 QC-6 7-36 3 fl QC-3-3-3 10.45 QC 6-2-30 6 64 OC 3 3-5 1201 QC-5-2-40 3 3 QC-8-5-11 QC-fl-5-13 _QC-3-3-7 OC-3-3'9 12 56 13 16 □C-3-3-11 □C-3-3-13 QC-3-4-2 QC-3 4 4 'ZiyZZ QC-6~-2~42 QC-6‘2 44 QC-6-3-1 . <55 2 16 TO.96 9.89 1326 14 94 QC 8-5-15 __ QC-8 5-17 __ OC-8-5-19 QC-B-5-21 _QC 6-3-5 QC-6-4-2 QC-5-3-3 _ 7 32 QC 8-5-23 3 97 1C 34 OC-8-5-25 4.3 6 37 781 ______ 12*01 n re 10.65 J 12 37 10.52 10 83 ~ 12 33 _____ 12.12.Z 1 1.95 4.01 QC 3-4-6 1362 QC-6 4 4 aw --------- ------ 0C-3-4-B 13 34 QC 6-4-6 QC-3 4 ID 13 98 QC-6-4-8 15.45 ----------- ----------- . DC-3-4-12 16.4~ QC-6 4-1Q 6.75 Wale* ’Warks Des.gn an3 Super/3 an Fp!e cr jin r Aorr, J3'F. □3m*w M ris'ry Water, irr ijii! an uno F teclncily UuLiuir ingaLion Sl--jy i Dengi* Project Annul ^Details oF Hydraulic Design Parameters of Irrigation Canals Anne* 2. 1 HydrauilcDesign Parameters oF Left Bank Main Canal (0 lo39984m) Volume IV Des-gn irrigation and Drainage Sydlcm /- inal Hepcrr r?eacH O Staking 1 Canal Pe-quired □ischarg B Rough ness Caeffifr ent 1FS . □ F 3 Ben I Slope Bed w.dtn Side seapc Bari* width Flow area Hydra Flow Desig uric radius wcicc n Ity Disch arge □Iffe r ence MIA M 1 mJ/s - 1 rrs j T| " m/rn m 1rii/m m m7 m m/s mJ/s nA ha 0-650 fl50-220fl a.21? D.03D0 178 0 50 5000 C Lining 8 217 a 0150 1.78 I 0.50 SDflDfl 5.80 1.50 1 SO 1 50 15.13 6 6B 15 !3 1.24 1,0* 1.24 1.22 D 96 1.21 0.54 8.217 O.OCG 3,25 l 2 19 5 CO SCO Wette 0 serim eier m *224 8.52 12 24 12.01 а. 4i 1194 8 41 11 54 11 51 8.14 B *2 I.1 47 II. 00 7 B6 5 B2 5.75 6 69 9.33 8 66 б, 22 6,86 0 95 8.216 0 54 0217 0 54 7.869 0.94 7.764 0 OD O 1.22 I sass 95 5S5S 95 2200-2382 SCO’ 8.217 D 0300 1.70 I 0 50 soca o I 5 00 5X0 3 000 3 25 5863 95 23B2 5357 5CC2 7.669 0 0300 i 1 76 □.so 4907 D 5 66 1 50 5.Q0 14 62 -3 001 3.21 5620 90 5357 6050 6D5C-7t)DC Lining 7 754 D.O15G 1.74 0.50 4927 O 2.13 7 764 0.03CD 1./4 0 50 4927.0 5 56 1 50 5.CO 8 27 1 50 5 00 14 42 0 000 1.22 554549 0 54 7 763 a.oca 325 7500-aOCD Lining 7.764 0 01 SO 1.74 a so 4927 0 2 13 1 53 5 03 a 27 C 98 0.94 7 764 0.000 ’ 22 3000X779 SCD3 7 764 0 0300 1 74 0.50 4 927 0 5.66 1 50 SOO 1442 d,/9-- ICAO 7 169 0.0 300 1 70 0.50 4S76 0 5 37 1,50 ioa 13 50 11000 11622 SC04 7.169 0 0150 ■ 70 . 0.50 4B76.C 2.0D 1.50 5.00 7 76 '1622-12 730 Lining 7 123 COT50 1 70 I 0,50 4873.0 -2750-14330 5 COS 7 123 0 D30D i.7a ' 0 53 4B73.0 1.97 1.50 5 00 5 33 1.50 5 00 7 71 13 43 1 21 0.54 ? 763 -.1? 0.53 7.169 0 95 0.92 7.169 0 95 □ 92 7,122 a.ooc 3.25 ■3. DOC 3.15 c ooa 1.17 o coo I 16 5545 45 5545 40 5545 45 5120 95 5-20,96 5007 51 17000-7105 PC01 ! 6.64 3 C 0150 1.70 a 50 17 <05-17571 sees 4 68.3 0.0*50 1 46 0.50 7 28 4523.0 1 56 I 1 50 5.00 547 1.17 1.15 0.93 0 00 0 63 7.123 a.oco 3 13 5037 51 *4330-1 /DUO 6.643 0.C3CC 1 70 0.50 _ 4023 0 4 85 1.50 5.00 12.62 4S23 fl 1.72 1 so 5.00 0 53 0.91 6.643 0 000 2.85 6,643 1000 1 01 4744 76 4744.76 0 86 4.683 0.00 0 1.07 3345 29 T 7571-20013 sees 4.567 0 0150 20013-22200 Lining 4 473 0.D15D 222CD-720&C scia 4-473 D 0300 1.46 1,46 0 50 45100 0 50 4499 0 1 48 1 50 5.00 5 36 0 79 o.es 4.567 0.000 1 02 a 79 D.B5 4 473 0 DOO 0 97 3262 04 3195 27 1 4ft 0 50 4499.0 1.42 1 ’.SO b.ao 4.D6 1 so 5.00 5 27 9 13 2265O23BDC 23800-24700 24700-27100 i 3.880 0 0320 ’ 36 a.so 4380.D 3 98 *.5S 5.00 a "6 lining ' 3 808 D 0156 ,30 a.scs | 438D.D 1.42 T 50 j 5 DO 4 70 3 ESS 0 0300 1 36 0.50 | 4983 0 3.96 1 50 SCO a. is 0.99 0 40 4 473 0 000 2 78 3195 27 o.y2 0.4B 3 8BB DQOO 2 91 2777 44 0 74 0 63 0 92 C.4B 3 8BB 3 300 0 000 1.04 2777 44 o.aoo 291 2777 44 27100-27256 sen 3.899 0 0150 i 1 36 0.50 J 4300,0 142 1.50 5 00 4,70 6.32 D 74 0 63 3380 0.000 1 04 2777 44 27255 28019 SC12 2 517 0.0150 t a in h c n 4034 2 1 34 j 1.50 5.00 3.30 5.31 D62 C 76 2 517 0.000 1 22 '793 21 Waler Works iJes’gr ano S j serf si tin ChIet'sc 63 Apr 70’bMm.s'jy al Water irr galion ana Electricity UaDufi Irrlgal cr Sl^ay ft Des g" Prnjccl Annex 2 2 Hydraulic Design Parameters of Left Bank Main Cana: [0 te389fl4m) Volume .'V Des-gn of Jr gattOn ana Dra page System F-nal Repad Reach Offtakin g Cana Require d □isenar se Rough HB55 CoeFici ent FS D F 0 Sect Slope Bed width Side slope Sank WrfltH Flow area Wette d perirn ele-r Hydra dlic rad.us Flow veJoc rty □es g D-Ke i B/D MA n Disch arge rcnce 28019-30554 SC13 1.727 0 0150 1 05 0 50 3835 0 0 74 1 50 5 CO 243 4 52 0.54 0.71 1 727 30b5< 3*400 Lining i 1.571 0 0150 1 00 1 0.50 3617.0 071 1 5D 5 0D 3*400 35154 SC14 1 571 C 0300 1 00 0.50 ■ 3617 0 2.30 1 50 5 00 2.21 4 32 0.51 3.60 5,91 0.64 3.76 5.86 0 64 0 71 0 41 1 571 1 572 35154-37073 i SC15 37073-39984 i SC16 r 1 54 ? ’ 0.0300 T CD 1 0.50 3617.0 7 26 1 50 5 00 04’ 1 54? 0 ODO 0 70 t 1233.23 0.000 0 71 ’ 1122 49 0.000 2.30 1122.49 D.OOC 2 26 1105,05 Note :• Design duty o* MC ■ i 4D'/s/h F ex ch ty 'actor cons de^ed is *0% ’ 502 D.C3DC 1 0C | 0.50 3577 0 2 15 1 50 5.00 3 65 5 76 0 63 04’ 1.502 0.000 2 15 1072.97 Waterworks Design ard SuDGryi^ O'i O'.e-Dr se 64 Aar I 70*6M - s*.ry al Mate' Irriga'jan a rd Eiedncily IJacu5 Irrigel qn SLLfly & Ufis-gr F.'ojecl Annex 2, 3 Hydraulic Design Parameters of Primary Canal PC01 -LBMC (Q to1010m) Voiume 'V Deign of Ingafinn arc? Dtarrage System Final Reperl Rest*" Offtaking Canal Required D senarge 1 mJirs 1 1 969 iifWIH I. Roughn ess Cocfficlo nt - FSD F.O tied Slope 3ed width Side Sank Flow Wetted Hyora slope width area penmc uflc te.r .rBfliuS Ftaw Design Diffie FVD l NA velocity D-scha renoc rge V c- SC •ti m I 1m/m m 07 mz mm m/s mJ/s ha ■ 1010 N«1f 07408 Design duly • C03D •lril/s/lm 1m/ m m mJ/s 1 d 0 2232 2.7fl | 1.50 5CC 3 73 5.82 0.6-t | Q 62 1 959 O.COC 2 23 1399 47 IL \:n li;s faviiir ciinskkiL’il r: is ll)% Waterworks Design a Superv -i tr* Enterprise 65 Au' 201BMir slry c' Waler, r-gallon and Electric^ □abws 'rriqo! on Study 4 Dcs-s'i Project Annex 2 4 Hydraulic Design Parameters of Rrghi Bank Main Canal (0 to 32340m} Volume IV Omlgn of rrigal'Of 3rd Oamage System Finai Report On taki ny Cnnu; Hk!4|UilCd U.fcxIiiiriJC Jtnu^in u’S* ' I .N.I) r ii I Ikd Slupe ’ Ik'd widlb Siul' slope tkink uidLh 1 IklSl area Willed pcrinicLer 1 hdruullc radius Cue Old Cl II IV m4/s m m irrdrr m im/m mm 7 m Flnw vclix.il> rn/s Design Discharge 'nJ/S DilTc rence JVJ) VIA ha 3 SO SO-1483 1403-1600 4 536 D.03C 1.51 0.50 4515 0 3 03 1.50 SCOT 4 536 C 015 1.51 ' 0 50 4515 0 ’.27 1 50 Lining 4.162 0 015 1 51 0 50 4477.0 1.C3 1 5D 5 00 9.19 9 27 0.99 0.49 4 536 o.ooc I 2 53 3239 87 5.00 5.33 5 7* 0 79 500 4 90 6 4B 0.77 0.85 0 04 4 536 0 001 0B4 3239 07 4 162 0.000 0.68 2972.81 -•600-3200 4 162 0 030 1 51 0 50 447? 0 3.4 D 1 50 5.00 8.54 8 04 0 97 0.49 4 162 0.000 32CC 3844 J044-555G TC01 4 162 0.015 1 51 0 50 4477 0 1 03 1 50 500 4.90 6 40 0 77 0.84 4 162 0 000 4 126 D D3C 1 S' 0 50 4433 C 3.33 1 50 5 00 5550-7827 SC02 7927 9*50 S’lSG-■ 0^0 SC03 Hy.43-12200 L nine 4.126 0015 1.51 0.50 4433.0 1 DO 3 61? 0 030 1 43 0 50 <1358 0 3 20 3617 0.015 1.43 0 50 4358 0 0 97 3.027 0 015 1 36 0 50 4216.0 0.70 1 50 5 30 1 50 5.C0 0 45 8 70 0 96 0 49 4.93 6 44 0 76 0 84 76i fl 34 0.91 0 40 1.50 5 30 4 44 6 11 0.73 0 62 4 ’26 0.000 4 126 0.000 3.617 0 300 3.617 C.0D1 1 50 5 00 3.83 5 60 0 67 9.79 3 027 o,56 7.69 0.85 C 46 3 027 O.ODO D.DOC 2 25 2972 31 0 66 2972 91 2 21 294 7 27 056 2947 27 2 24 2503.34 O.B0 2503 34 0.50 2162.01 16450^16496 SCC4 3 027 I GDIS 1.36 0.50 4218 0 0.70 1 50 5.00 3.83 5 68 0 67 0 79 12200-16450 3.027 0 030 1.36 0 50 4210 0 2.79 1.60 5 00 '6496-17429 1 pcoi i 2 164 □ .CIS 1 25 D 50 4032 0 0.70 1.50 5 00 3 22 3 027 Q.QCD 2 449 0.206 2.05 2162 01 0.50 2162 o: 056 1 545 46 1 7429-23017 SCO? 1 625 0.0150 • 09 0 50 3735.0 0 70 1 50 5.00 2.53 5.20 C 62 3 76 4 6’ 0 55 0.73 1.846 0.222 0.64 11 BO 37 2301 Z JM6S0 Lining 24650-20050 ' 302 3 0150 T 04 1 0 50 j 1 302 i 0 C30D 1.04 I 0 50 3650 0 C.70 1 50 5 CO 2 35 4 4b 0 53 0.72 1 695 0.313 Q S7 536 91 3650 0 3650 0 5 40 0 62 c.40 23C5D-29236 SCOB 1 382 0 0150 1.04 0.50 1 74 C 70 0,50 1 50 5.00 3 43 1 50 5.00 2 35 1 50 5 00 1 03 4 45 3 53 2S23E 29B0D Lining C .374 0.0150 0 60 0.50 32OC C 2.94 ( 0 35 0 72 0 58 29300-31550 0.374 0 0300 0 68 0.50 3200 0 0.75 ISC 5 00 1 22 3 22 0 3 3 0.31 1 302 0 QGO 1.67 ( 90S 91 1 695 0 313 0 67 90S 91 0.599 0 225 0 74 267.21 D 374 O.OOD 115 ’ 267 21 31B50 32343 j SCC9 ‘i 0 374 j X.-.ct- I k*u'ii July nJ MC 0 0150 |, It)l/ji7h;i 0 69 □ 5C 3200 0 D.5C 1 50 5 00 1 33 2.94 0.35 0 50 0 599 0 225 0.74 267 21 r’c.Mhi iL? futlrrcnrnldcrvJ is ^’"'h April. Water We x s Design ar a Si,periston Enterprise1 Miristry a f Water 'rriga: on Lira Elcnln-oiy Dadus Tigai on study & Oesigr P cjecL r Volume V LJcmgn of Irrigation a-^d Drainage Sysie~ Pinal Report Annex 2 5 Hydraulic Design Parameters of P rrmary Canal PC01 RBMG(0 to2449m) Heac-^ Offtaking 1 Caral Required l Discharge | Roughness Coeffl cient 1 F.S.D F B 3etf Stope Bea width Stoe stone Bank width Haw area □ 556 ' SC 05 1 0 530 0 0300 0 69 0 50 2230 0 9B T .50 5 DO 140 Wetted per meter 3.48 Hydraulic radius Fiow velocity Des gn Discharge D«*fe rence b/d NIA 556- 24-19 Note - 1 SC 06 ( 0.418 Design duly o' PCQ’ 0 0300 1 4Ql/s/ha 0.63 0.50 2000 0.02 1.50 5 00 1.11 3 09 0.40 0 33 0 539 0 00 1 42 335 09 0.36 0 3B 0 418 c 00 1 30 298 72 f FlexiD Illy ador constoe'ed is “0% Waicr Works (Jcsig* ar 3 Sjpcrv s D* Enterprise 67 Apnl. 2016V •' -IP y D( Wa:er irngai ar and [Jeclrcty Dab uh '-■■gal or Study A Design lJrojed Annex 2 6 Hydraulic Design Parameters of SCs^LBMC Rcach Of Flaking Required Roughnee FSO F.B Bed Fled 1 See Hank F lew WeII.ec ivcm S ODO widtn urea pqrime Veurne IV Design of Frrigetion uro Dra nuge System Final Repwl Hydra Flow Design □ iffe LL'D i Canal Discharge s i Crw^caent 1 Slope m SCSI (3 !ol71fi"i) 0-14 14- 141 ■41-636 696 053 flrrJ 1716 mJ/s m m 1 1nr7rn Ser m Im/m n i rr' m Ulic velc IJ id ha renne radius city I rge m mi's j rrJi’s rn’/s •MIA na TCDi AD? 0 290 2 0300 0.54 0 30 1503 3 0 62 1 50 I 5Q 0 77 2.56 i 0 30 0.30 0 290 otioa OuTI FT 0 *54 0 0300 0.44 0 30 156D.0 Q 44 ' i 50 1 50 0 4fi 2 07 | 0.24 0.32 C 155 D.uOO rC03AC4 0 300 CD300 0.54 TC05 0 *B2 0.0300 0 45 0 30 1450 0 0.63 1.53 1,50 0 30 1303 0 | 0 45 150 1.50 0 78 ? 58 0.30 0 51 2 OB 0 24 1COBAO? 0.122 D DIM 0 37 0 30 930 0 0 37 1 50 1 50 0 35 1 72 0 20 1 14 1 CO 1 17 . 1 00 1.00 248 05 132 05 13205 70.15 52 35 SC 07 i'OIc 1830m; 0 0-335 395-1050 I 0 000 0 0300 0 35 0 30 1350 0.35 T.50 1 50 0.30 1 59 0 19 039 C 309 6.001 Q3G 0 104 a dot cja 0 132 0 010 3 30 3 009 0 000 i i.oo _ 75.41 OUTLET . 0 176 COJOO 0 45 I 0 30 1350 0.45 1.50 1 50 0.50 TCC1A 02 D 120 0.G30D 0 39 1 D.3D 1260 0.39 1 5C ■ 1.50 0.30 □C31.02 0 099 0.0300 0.35 D30 1103 0 35 1 50 1 53 0.31 QCC3 04 0 37’ D030D C 30 0 30 1050 0.30 i 50 1 50 0 23 2 06 1 ac 0 24 ] 0 21 < 3 35 0 176 0 000 3 33 2 128 0 000 1 DO , 75.41 4 1 DO M. 90 10504120 1170-1364 ■264 1680 1 0.24 1 0 30 600 0 25 *,50 1 50 0 15 1 12 3 13 0 31 0 045 0 003 1 62 0 19 1 40 C 16 0 32 0 099 0 000 031 0 0/1 0 001 ■560 -720 ■ 7201630 ( QC 05,06 j 0 045 0 C 3DC TCD3 1 0 027 C 0300 i 01? 033 550.0 2 25 1 50 | 1.50 0 09 3 07 3 10 031 0 027 ODDO □COB 0.015 0 0300 0-2 0 30 I 4 ODD 0.25 1 50 I 1.50 0.05 0.60 0,00 0.30 0.015 ooco ' 1 DO ! ’ GO * 00 1 00 * co 42 36 30 38 19 IB 11 39 5 60 SC03(0'.o9B3rn) 0 36 ’CC1 5 C2 ' 0.497 . 2 0320 O.bB ' 0 30 ■ooo ■ 0.00 1 5Q 1 l 50 0 97 2.90 0 34 0.51 0 497 ODDO ■ i.3a 424 53 3G 763 outlet 0 236 D 0330 0 45 0 30 987 2 49 1.50 ' T 50 0 55 2 17 0,26 043 0 236 ODDO _ 1 06 20! 67 / 60-9 63 . TCD3 A 04 7 3_4 C 0 03K 0 5/ | 0 30 903 a ?/ 1 50 ■ 1.50 3 93 2 53 >3 33 0.51 0 470 ODDO 1 35 201 67 SC04 (Ola J7m| 3 37 TC 2- A 22 ■2 039 ' OO3D3 0 24 1 0 30 900 1 a 25 1.50 | 1.53 0 14 i 10 |on 030 C 0#3 0 004 0.57 1 SCCSiClo 1335m) 0 15 “5-569 . TCOl 122 040* I Id 3 co 0.56 I 0 30 * *' M 071 1.50 1 1.50 ' 0 85 .2 72 033 347 MOI G.DCC 1 1 CUTLET 1 0 274. 0.03 CO 0 49 2 3'2 990 0.54 1 52 | 1 5-3 D 62 2 30 03? 0 44 0.374 GOOD 1 2B 1 13 33.45 342 75 234 3? Waler Design Bn a SuarrviHion Ertarp^-sc Aph. 2016V nl Waler. trr-gatian ana LiJDVicty Janus In- gallon Slucy & Design Project Volume iV Design of irrigation and Drainage System Final Report Ream □Making ; Cana ’ Required D.scnargc mJ/s Roughnes s Coe IF cent | E.S.D F B Bed Slope Uca widLr Sck? slope Sank 1 wulh Flow area 1 i •■" m 1m/m m Irnfrn •Vallee per me Ser hydra uhc radius F law Melo city Des ijn Diicha •ge Diffe rente I m 589-513 □ 13-/2/ QC NS □.546 0 03 CO i C 60 0 4Q 990 OHS 1.50 rr my m 1.50 1 04 3 00 rn m/s rr?/5 rnJi*5 j - NIA na 0.35 0 57 0.546 0 000 I 1 42 234 37 TCC3 4 04 I 0.543 Q33OC : QK 0 40 9S5 0B5 1 50 1.50 1.04 727 ’335 TCD5 & 06 SCCfl |0 to 149m) I C 260 1 0 3300 047 2 30 900 3 52 1 50 1 50 0.57 I 3 CO 0.35 0 52 0 544 0.000 ■ 42 233 26 211 0.26 0.45 0 260 0 000 | 1.10 ’ 111 65 J 0'7Q 70-149 0-66 SCIO <0 !□ 7a3m) D-7E5 OUTLET 0 097 3 0300 0 34 0.30 1 1000 0 34 1 50 1 50 0 29 1 56 0 *B 034 0098 occo 1.00 63 25 TCC15 02 0.194 ’COT 4 02 0.073 0.0300 0.44 0 30 | 907 ,0 44 [ 1 50 SC09 f0 ta 65m J 1 1 50 04B 2 02 0.24 0.41 0 195 0.001 1 co . 93 25 0.0300 0.22 0 30 , ’700 1 Q72 1 1 50 1 50 0 13 t 03 0 12 0 63 0 079 0003 ; 1 00 56 7/ TC01 4 02 _ 0 469 1 3 03CO 0 70 0 30 I 7700 096 1.60 1.50 1.40 3 47 0.40 0 35 0 469 1 COCO 1 37 417 63 2Bb‘-H53 1 accr’C4 3339 ( W00 asy-saa OUTLET 0,339 0 2300 0 61 0.30 2400 060 0.30 72 DC C 74 1 50 1 50 101 2 95 0.73 150 I C 98 2.90 0.34 0.33 1 0 339 0 000 1 21 209 60 0.34 0 35 ! 0 339 i oooo : 2i 209 dB 923-1395 ‘295-1 7B3 1C04 1 0 602 0 0300 0 69 0 40 TCC3&C6 0 347 0 3300 0.55 0 30 1800 1.01 t 50 I TSO * 1 41 3 49 0.40 . 0.43 0 607 0.000 1 47 , 258 43 1 1350 0.67 1 50 l 1 50 0 53 2 67 0 31 0.42 C.347 OCDD T 21 14B 76 SC11 (0 lo456Brr’J a 1 146 0 0300 0 84 0 50 J 2303 1 56 1 50 I 1 50 2 3B 4 60 0.52 0 48 1 146 0.000 1 85 979 23 a-4 9 7 . TC01 a 02 1.011 t 0.0330 C 72 0 50 ! -DOO I 1 26 1 50 1.60 1 57 3 54 0.43 061 ’ 1 011 o.aao 1 77 863 95 497-5B6 596 689 639-004 804 -932 93? 2840 | 7C03 0 949 0 0300 0 70 0 4D 1 950 J 1 20 1 SC 1 so ’ 56 3 71 0 42 0 61 'I 0 949 0 020 i 73 811 45 OUT L bl 1 391 0.C3D3 . 0 84 0.5D 1 900 I 1 84 2C32 • 679 _ C C3DC □ 83 •3 50 ' S50 h 1 52 1 50 2 59 4.86 0 53 0 73 ' 1 391 aaac 2 2D 811 45 150 1 50 2 52 4 Z0 0 53 075 , ’ 8Z9 0 000 2 19 8C6 55 | re 04 * 798 3.0300 0.81 0.74 0.50 003 1.74 1.50 1 50 2.3H 4 55 0.51 0 75 1 1 79B 0 020 2 16 771 62 TC05 4D6 1.351 0.0300 O.bO i 50 7 1 44 1 50 1 37 1 50 1 45 4 09 3.57 072 1351 0 000 196 579 BB 204 9-2844 j TCD7&O0 I 0.996 | 0 0300 0.57 0.40 7CD 1.17 1 50 1.50 1.50 0 46 0 4Q 284 4-4 h6 6 ’CC9 5 10 3 996 0.0303 0 67 | 0.40 /QO.O 1.17 1.50 •45 3 57 0 40 0.69 * C 996 o coo 069 ■ 0 999 0 000 1 76 427 54 *76 427 54 Watc vvpr<5 Oeslgr and Sjaorv-s cn En!e^ sr r 69 April, 20*6Sft XflinisTy Wilier Irrigation and Firc’r.tiiLy LJaowS irr gulian Sluny & Ocsigr ^tj.ecr Volume IV Ocs.gn of irrigation and .□rulnage Sys I em Finu Repel Reac- □ Staking i Recused Canal D senarge HDLKjf^CSS Cocffldcnl FSD I ' a ' 3e= SiODC Bed Side I Bank Welled i Hydra 1 F 'aw Design width slope 1 width Plow area penme Drtte B/D MIA 1 jiic veic &ty I Dischq ter radius i rente 1 *ge m mJ/s ■ rn m | 1 nVm m 1m/m m nr/ m m m/s mJ/5 rn’Vs ha SC 12 £0 to 28B7mJ 0 0 66- 0.0330 0.69 0 40 *600 i 1 C5 I 1.50 1 50 1 44 3,54 0 41 0 -16 oeeo -0.0C1 1.52 564 98 0 7D9 209 60’ TCO1 & 02 OUTLET 0D3CC 0.62 0,40 1400 i 0 36 1 50 1-50 1 12 3.11 0 36 0.45 D507 3,000 ! 1.39 432 94 i C 030(3 0.74 0 SO 1200 I 1 31 6B1-771 TC03&C4 0 0300 i 0 483 DC3D0 D.65 0.40 1000 1 03 0.55 D.3D BOO 0.76 1.50 1.50 1 50 1 50 1 79 1 32 3 97 0 45 0 56 ■ 0D9 0 ooo ' 1 7? 432.94 3 39 3.39 0.56 0 738 O.CDO 1.SB 315.55 77--1633 -633-1680 0 507 1 009 0 730 i TCC5&06 TCOZ&OS D 32 a.55 0 0 000 I ' 36 207 33 160O-2B0/ i TCD9&<0 SC13 (0 !q 130m) 0 369 1 0 0300 0.40 0 30 6 CO 0369 1 0,0300 0 48 ; 0 30 600 0 60 0.60 1,50 1.50 0.85 2 75 1.50 1.50 D.64 2.35 0.27 D.57 0 369 a,coo 1 24 158.4S 1.5D 1 50 0.64 2 35 0.27 0 57 C 369 0 000 1 24 158 49 0-130 TCD1 A 02 SC 11 (0 Id 3<l5m) D-340 TC01 A 02 SC15 [D to SD*n) C-50 TCOi A 02 5C16 (0 ID 2S9B.n] TC01A 02 73 7-33 | 0 130 1 C.03C0 0 32 | 0 3D 450 0 0 32 1 50 t 50 0 26 1 49 0 16 0.49 a.130 0 000 [ 1,00 ItO 74 I 0 020 1 3 0300 0 19 I 0 30 520 0 | 0 25 t 50 1.50 0.10 I 0 93 G 11 0 33 3.034 ’ 0.013 1 00 17 41 0.030 0 0300 1 3.22 | 0.30 750 0 | D25 1.50 1.50 1 0 13 1.04 D 12 0.3D 0.038 0 COO 1.00 32.11 1.241 1.D35 0.D3D0 I 0 76 0 50 1 coo 1 1.44 1 5D | I 50 1 95 4.17 0 47 C 64 1 241 0 000 i 1 90 I 1060.67 i 0 0300 0 72 0 50 965 1 27 ; * 50 1 50 1 68 3 85 0 44 ONS 2 060 0.D30D 0 87 0 50 965 1.97 * 50 1.50 2.04 510 0.56 0 62 1.034 0 000 1.76 884 19 0 73 2.060 c coo 2 27 394 19 03 A 04 2 039 0 03CO C 07 0 50 965 0 1 95 1.50 1.50 2 02 IE05 & OS £/CD7.C8,09 Orilak ng Canal SCD6/PC0- (C- Io 631m) ■.454 r. r -» n *i iJ u JU u 0 7? 0.50 370.0 1 5S 1 50 1 SO 2 09 5 07 0 55 0 72 2.039 0 DGO 2.26 075 22 4 33 0.40 0 70 * 454 ccoo 2 01 623 86 0,492 a 0300 0.50 0.30 455 0 0.69 1 50 1.50 0 72 249 0 29 0 60 0 492 DODD 1 37 2*1 OG Required Discharge Roughness CDGffiai.'hl FS D F.B Bad Stope Bed w dth Side stooe Bank width F.dw area Wclleo aerimc ter Hydra llllC •ac *3. Flow VBlD&l y Des gr Olsch® rge □lire -erce B/D MA 0-29 29-59* 59V631 TCC’ & 02 outlet 0 3C9 0 0300 0/12 0.0300 TC03 0 224 a 0300 0.50 0.37 0 45 0.30 D 30 0 30 1000 0.59 1 50 1.50 i 0.60 241 | 0 20 0 45 0 308 0 DOO 117 263 39 1000 | 0.30 1.50 1.50 ■ 0.32 ' 1.63 0.19 0.35 0,112 -0 001 0 32 95 99 941 s 0.47 1 50 1 50 | 0 52 I 2.11 0 25 | 0.43 0 224 0 000 1 * S4 95 99 4 V;;< cr Works Des an and Supc*v'sion Enterprise 70 Afini 2D IB* » (7 "isvy c< Wale -igaticr and Liec’rcity □ anus mg a I ion Siu ay 5 Dus gn Project Vocumc >V Design of Irrigation and Drainage System Anal Report Reach m Offtaking Cana* Repaired Discharge ’ mJ/s ^□ughncis Gccfri««i r s FB 0eo □ Siooe i Bed I wmtn I Sde . 5 Ope Sank Flow width area Welted Hydra Flow Design Diffe 1 B/O ' NIA peri me jhc vetoc r ( D’scha rence ter radius y m ; 1nvm I m IrrJm rn my m m/s rge ■i mJs mJ/$ ha SCtWPCOI (0 to 4 753m) 0'266G 2666-3184 TC0l4 C02 r * 329 1 CC300 0 39 i 0 50 208’ I I 1 72 .’150 1 50 2 71 4 92 0.55 a 49 1,329 0 D00 + ’ 54 1136 08 Outlet 0 989 C 0300 0.81 0 40 I 1975 1 1 50 r94-3248 ' TCD3&SCD7 A 1.968 0 0300 098 0 50 1974 1 2.19 1 SC I 1 42 1 50 ' 2.12 1 50 | 3.50 4 33 0 49 0 47 0 989 0.000 1.75 844 89 5 72 • □C2 QC4 QC6 QCB . QC1Q ' QC12 0C14 j TC05 0 431 6.0300 0.63 . 0.30 ■ [ 1551 1 3240 3293 3293-3457 3457-3612 3612-3778 ' 377B-409* 4091-4312 4312 4464 4464-4543 45434685 1 0 B6 ( 1 50 1.50 1 14 3 14 0 63 0 55 1 967 ‘0.001 2 23 ' 844 53 0 35 0.43 0 492 a.ooo 1 37 210.88 0.468 0.0300 0 52 D.30 1538 ' 0 04 i i 1.50 1.5C 1.50 I 1 10 3.07 0.36 a 43 0 468 0 000 . 1 35 200.86 0.442 0 0300 ! o^ 0.30 1522 ' o ao r 1.50 1.05 3.00 0 35 D 42 0 442 o coo I 1 32 189,63 0.400 CC3D0 0 59 0 30 1495 0.75 ’ 1.50 ! 0 36* i 0.0300 057 0.30 1469 0 70 1.50 1 0 331 I D.U30C 0 55 0.30 1447 0 66 1,50 C3D9 | 0.0300 0 54 0 30 1429 C.63 1 1 50 1.50 0.96 2 87 1 50 C09 2 75 1.50 0 83 ! 2 66 0 33 0.42 0 400 0.QQ1 1 1 28 I 171 50 0 32 0.41 0.362 0 000 1 23 154 99 0.31 0 40 3 332 a oco 1 20 42 25 0.301 i 0 0300 0.54 0 30 1422 0.62 1 50 I CC0’A16 I 0.234 0.0300 1 0 49 0 30 : 1359 0 52 I 1.50 4665-4753 TC07&TC04 SCO7A7PCO1 (0 to 733m) I 0.202 0 0300 | 0 47 0.30 I 1359 0 47 ' 1.50 1,50 ! 0 78 2 58 0 30 0 40 0 310 i o.aoo 1 17 4 132 67 1.50 t1 0.76 2 55 0 30 0 40 0.302 0 DOO 1 16 129.35 1.50 1 0 62 2 30 0 27 0 38 0 234 o.ooo 1 06 130 5B ’ 50 ' 0 55 2 17 0.26 0 36 C.2CI? 0.000 1.01 86 77 0 C 443 443*730 r TC07A-2 0 399 I 0.0300 0 70 I 0 30 2400 0 89 1 00 1 50 ' 1,11 2 B6 . 0.39 ■ 0 36 0.399 0 000 1 ?a i IBS 71 “C-07A-1 0 721 0.0300 0.97 | 0 40 5900 1 52 1.00 1.50 ! 2 42 • 4 27 0 57 030 , 0.721 a oco I 1 57 335.29 TC-07A-4 Ik'Mg i ik.lt i !'St‘ 0 159 2 -1 vhL 0 2300 0.50 | 0 30 ■‘750 0 50 1.00 1 50 0 49 ’ 1 90 a 26 0.32 0.159 0 000 1 1 DC 73 87 XiMv -• ’ ii.L...ir lurAsuu;re is 10% Wakr Wor<s Des g" gm Suoorvis'on EnkJ'onsc 71 Apnl. ?ci6M"-- slry cl Water Irriga’ an and F CGtriC=ty Dabu* In ga: on Study & Design Project Volume rv Design Irrigation and Drainage System r nal Meaorl Annex 2. 7 Hydraulic Design Parameters of Tertiary Canal (TC.'SC/LBMCJ Rc?«cn • OfllBk ri g Canal Hl Required Discharge Roughness CocfF FSD FB tied Slope Bm width i Side 1 slope j Ba-4 I F.cw I width1 area ' Wetted perimeter Dcsgn OisMrge I 1 i" I 111 lin/m | m | Inr'm Hyara ultc radius I Wfe fence i, O’ ■"* in 1 m in m m% | END NIA Im 0-2100 1 ’C 1-1 j 0091 0 0300 0.39 ’ 0 20 i 15000 1 ! 0 39 i 1.00 0.50 ‘ 0.31 ' 1.50 I 0 20 Flaw rtloclly imS 5.30 0 391 ’ 0,000 ' 1 0Q 84 80 0 546 T012 C 447 ’ TC-1-3 0 034 0.03 DO 0 24 2 20 1 75CC 0 25 I 1 CO ; 0 5D 0 11 0 92 | 0 12 i a 30 0 335 G 001 1.00 31 2a 0.029 0.0300 0.20 0.20 6CC 0 0.25 I 1.00 1 059 0.09 0.82 I 3 11 0 31 0.029 0-769 ’ TC-1 4 i 0.387 [ D 0300 j 0 34 0 20 ' 800.0 0 34 I 1.00 0 50 0 23 1 31 0/B | 0 37 3 030 1 00 13.26 I 0-74 8 TC-1-5 0-937 TC-1-6 0-7S2 TC-1-7 0 388 ■ a cco ♦1 1 co 40.64 i 0.055 0 0300 . 0 25 0.20 400.0 1 C 25 i 1.0C • 0.50 a.13 ( 0 97 0.13 0 081 0 0300 ' 0 35 i 0 20 flOOO i ' 0 030 0 0300 0 17 1.0D 0.50 0.24 1 33 D 18 — 1.00 0.5D 0 07 074 0 10 0-211 | TC-2-1 0 014 D.C3DC 0.12 • 0 20 t 300 0 j 0 25 0 30 300 0 . 0 25 0 35 1 oo 0.50 3.04 0 56 C 07 D-562 j TC-2-2 ’ C-‘B3 TC 2-3 0-1959 TC-3 1 0-160S ' IC 3-2 0-2:32 TC-3-3 0 056 3 000 1 00 25 ec 0.091 I 3010 1 00 37.57 0.033 0 OCO 1 00 1 13 93 0015 0.000 1,00 1 6.72 0 030 | 0.017 0 0300 0.21 0 30 600.0 0 25 1 00 D.50 0.09 0.83 0 0300 0 M 0 30 400.0 0 25 1 00 0.50 0 05 0.64 0 11 3.08 0 030 i 0 000 . 1.00 . 1379 1 0 140 0 0300 045 0.30 0.113 0 324 0 03 DO 0 40 i 0 30 1 700 C 0 40 1 50 1 50 340 2.01 0.24 1500 D 0.33 1.50 1 50 0.37 1 77 0 21 0.43 0.3S 0.41 D.34 0.32 0.32 0 31 0 30 0017 0 000 1 co 7 79 0 14B a.odo 0 90 126 36 0113 O.OGC a 62 96 48 0 0300 0 61 0.30 2500 0 0 72 D33 0 324 0 DOO 1 19 150.52 a-8-i2 TC 3 4 0.100 0 2300 0 40 0 30 1500 0 0.32 0.20 550 0 0 25 0 99 2 92 0 34 0 36 1 75 021 0.07 0 72 0.10 0.30 0.30 0.109 02559 TC-4- D-A76 TC 4-2 i 0 000 0.81 50 43 ■ 0.020 0 0300 0.17 0 020 a aoi 1.00 1&44 0.016 0.0300 0 13 0 20 420 0 J 025 1 50 1 50 1.50 1 50 1 00 0 50 1.0D 0 50 005 0.53 D,D8 a 31 0016 0 000 1.00 15 11 0 1112 TC 5-1 0.064 0 0300 0 33 C 20 1200,0 0.33 0-*432 TC-5-2 0-1031 | TC-5-3 C-1349 TC-5-4 O-7'O TC-5-5 0-640 TC-5-6 0-721 1C-B-1 0.352 C.03C0 D.29 0 20 ( FOOD C 0.29 1.00 0.50 0.22 1.00 0.50 0 17 1 27 1.13 0.17 I 0 15 0.124 C.03CC 0 45 0 20 1600.0 0.45 j 1 DC 0.50 0.41 0/37 0.0302 0.40 0.20 0.090 O.D30D 1 0 36 0 20 2000 0 1000.0 D 48 r 1 00 0.36 ’.DC 0 50 0 46 1.74 0 24 1.84 3 25 050 0 26 1 38 0/9 D/50 0.0300 0.50 0.20 j 2000 0 i 0.50 1.00 C 52 0 49 1 90 ■ D26 o.3a 0 30 0.30 0 3D 0.35 i 0 3Q 0.066 1 0.001 1.00 ! 59 84 0.052 3 000 I 1.00 48.54 3 124 < 0 000 1.00 57 67 0 ^38 0.000 1 00 63 94 0.090 o.occ 1 1 00 41 90 0 15D 0 000 1.03 59 75 0 062 3 03 DC 0,29 0 30 1000 0 0.29 1.50 I .Ju 0 20 1 31 Wate. Works Des.-gn and r 72 S-re’vision Enterprise 0.15 0.30 0 052 0 DOO * oc 28 72 Apr I 2016® Ministry flr Water, ir* garicin and E eclricity DcC-S .'rigal'br Siwtiy A Design Prajec: Volume #V Oes.gr of Irrigation and Dramage System Piral Report Reach □"Lading Cann i m 0-2099 TC-8-2 0 B4B TC-9-1 Rmu red □ ificbnrgc RoLighress CodfllC EH F.SD F H lied S ope i Bea *«dlh S ao I'GpC Hank vVltTLh i Her* ' Welled area | pcnmclBr | Hydra Ufa radius I F uw veocily l llcilfln 1 tMcJWgc! Diffe r encc 9/D N/A I m’X - 1 ni in 1 1 Hl 1I 111 m/s m Vs mV> hsi C 117 20300 0 40 0.30 imcr m lm/ni in 1550 0 3 40 1 50 1.50 0.40 ’ 1.54 i a.22 0-575 TC‘9-2 ' 0C28 j 0.D300 1 0 1£ o :kj 610 0 0.25 1.50 1.60 0.D9 0,89 0.10 ( 0 044 0.0300 a.23 3.30 700.0 0 25 1 50 1 50 0/4 1.09 0.13 i • 3.30 0.117 ooco 1.00 54 53 0 32 0 044 i 3 001 1 co 40.53 0 296 0.C27 - 1.00 26.24 a cai C *799 O W” 1 O'5 824 rc 10-2 0 548 TC-10-3 0-2933 TC-10-4 ’ 0-2604 T010-6 C-472 ■ TC-11-* 0-2413 I 1C-V-2 0 13*3 ’ TC-11 3 0-144B i rc-ii-4 0-1697 TO'1-5 I C 2791 ■ TC-11-6 0-1603 ’£>11-7 C-1299 TO11-B 0-3015 TC-11-9 0-3972 TC ‘ 1 10 0-1935 rc 12-1 a 078 3.0300 037 I 0.23 ‘4000 0 37 *• 1 00 0.50 02/ 1 40 0 19 0.30 0.079 0 001 1 00 72 53 0C60 0 135 *■ ( 0 0300 0 31 ,0 20 1100 C 0.31 1.00 0.5C 0.20 1 20 0 16 0 30 0 060 0 0300 0 4B 0 20 _ 2000 0 04fl 1 CO 0 50 0 46 1 B3 0/62 0 0300 0 53 0.20 J 1900 0 ‘ C.53 1.00 0.50 0 56 2 03 0 25 3 30 0 135 0 28 0 32 0.183 0 16C 0.0300 C/-B 0 20 •5D0 0 0 4B t 1 .DO 0 50 04/ * 85 0.25 ' 0 026 0 03C0 0 20 0 2C 650 0 1 a 25 1 00 0 50 0 09 0 82 0.11 D34 0 161 0.30 0 027 0 098 0 0300 j 0 40 1 0.20 1500.0 0 40 ‘ 1.D0 a.so ■3.32 0 056 a osoo 0 30 0.2D 900 0 a 3a 0 075 D 0300 0.35 0 20 1300 0 0.35 1 00 0.50 0 18 1 54 0.21 0 30 0 098 1 14 0.16 0.32 0.057 1 00 0.50 0 25 1.35 0.18 0 30 0.075 0 230 C 0320 2.55 0.20 15CD.0 0.5/ 1.00 0.50 a 61 2 12 0 29 0 38 0.230 c.aoo 1.00 55 42 d.cdo 1 DO 62.79 a.aco 1 co 34.69 0 000 1 00 74 60 0 301 1 00 24 23 OCQG 1 00 31.05 0 001 t.oo 52 5G 0 000 1 00 34 93 a doo 1 05 106.88 I D 182 ■ 0.0300 0.49 0 20 I 1300 0 0 49 1 OS 0.50 0.49 1 89 0.26 0.37 C ‘33 0 3300 0 43 0 20 1300 0 0.44 1 co 0.50 0 39 1 68 0.23 0.35 0 ‘95 0 C300 0 52 0.20 1500.0 0.52 i 1 03 0 50 0 54 I 1 99 0.27 0 36 0 182 O.DCO 1 co 84 BE 0/34 0.001 1 00 61,78 0,195 0 000 1 00 90 56 □ 446 ■ 0.0330 I 0 72 0 20 25000 0 96 t.oo 0.50 1 22 i 3 01 0 41 C.37 0.446 occc 1 33 207 48 3.473 0.0300 1 0 75 0 115 3 0300 C 43 0 20 2800 0 1 02 1.00 0.50 ’ 33 3.15 0 42 0 36 0 473 a uoc 1 35 220.06 0-339 | T012-2 0 026 3.0300 3 -e 0 20 5CD 0 0 25 1.00 0.20 50D.D 0 43 r t 00 0 50 j 0 37 ' j 0.50 0 C5 1 1 64 0 22 1 0 77 o io 0-2364 TO12-3 MC54 TC 12 4 0-2572 TC-12-5 0-920 rc 12-6 1 0 177 0.D30D 0 53 0 20 . 20COC 0 53 1.00 0.50 1 0 5E 2 03 0 28 0 32 0/16 c oco I SO 103 04 0 33 0.026 0 000 1 CO 24.00 0.32 0.177 0 000 1 00 32 .45 ' 0.073 1 0 0300 0.33 0.20 1C00 0 0 33 1 1 -30 1 0.5D 3.22 1 28 1 0 17 0 33 C 073 GOOD 1 00 33 94 3 167 0 0300 05- ' 0 20 I 1600 0 C.51 ; 1.00 0.50 j 0.52 1 94 0.27 0 32 : o.cse D030G 0.33 0 20 j 1 COO 0 0.33 | 1.00 I 0 50 0.21 1 24 0.17 C.32 /.'J'er Wc *5 Design ar J r 73 C 167 0 000 i ao 77 68 0.C58 0 DOS 1 00 31 54 Apr-I 2216 Sudc% 5-r?rt Frte'or'scVolume V Dos-gr' of IP gallon a rd 7 n slry c« Water, irt gat on gr.q Electricity DabUh Irrigation SUdy & Dcs>gr Prujee* Ora nage Syslern Fira* Report Ream OniHMirg Cnnai I I Required Dsenarge m’S Ro'-ghncss Ccefficieri F.S.D ' F H 3ed S OJMI 111,1 1 0 03CC D 31 nt ! liTl/rrt Bed width in S on S‘OD<5 lin/lil flank width m Flaw area h m Wettea pe-irnc’er in Hydra ul® radius in Flow welucily mS (jQA^n Dlscn* igo Diffe rencc m'V.s tvu MA hu 0-1003 7C-12-7 i 0.060 020 1000 0 0.31 ’ 00 0 50 0 19 1.19 0.16 0.31 ■ 0.061 0001 1 00 27 94 0-1054 ( TC-12-B C C45 0.0300 C25 0 20 600 0 0 25 1 00 C 50 O/3 0.97 0.13 035 0 045 0.000 1 00 20 90 0-2514 TC-12 9 C.TB6 0.0300 051 0-767 TC-12-10 , 0 155 0 0300 0 46 0 20 0.20 1500 0 0.51 1 00 1200.0 0 46 1 1.00 0 50 0 50 0 52 1 96 0 27 0.36 0.186 0.000 1 00 B6 53 0 42 1 75 0 24 0.37 a. 155 0 000 ' 1.00 71.96 0-52* : TC *3-1 I 0 046 0.0300 0.24 C30 700 0 0.25 1 50 1,50 0.14 1 10 0 13 a.32 0.046 o.oao 1.0D 43.11 0-1219 TC -'3-2 0 073 0-d45 TC-14-1 0 016 D 0300 0.31 0.30 1060 0 0,31 1.50 1.50 0.24 1 41 C/7 0.31 0.073 o.aoa 1 00 6763 1 0 0300 0.13 0.30 455 0 D25 1 50 1 50 0 06 C 73 0.00 0 295 0C/8 a odo 1.00 16 57 C 5 ' TC-14-2 3.001 0.0300 0.C2 0 30 55 0 0 25 1 50 1.50 0.01 0 32 0 02 0.31 0 002 O.COT 1.GC 0 04 0-1066 ' "C 15-1 0 032 0 0300 0 19 a 20 560 0 0 25 1 50 1.50 3 10 0 94 0/1 C-3C? TC-15-2 0 003 0,0300 0.04 0.20 105 0 0 25 1.50 1.50 Cl ** T Uw 0.38 0.03 0 32 0.033 0.001 1 00 29 67 0.31 0.003 0.001 1.00 2 44 0-22DB TC-16-1 0.D76 0 0300 0 36 0.30 1220 1 50 025 1.35 1 50 037 1 64 o.i a 0.31 0.077 3.001 0 72 72 61 0-3292 TC-15-2 0.115 0 C300 0.45 0 30 1570 0/7 0 30 161 0.27 1 00 0.37 T CO 0.08 i 1 00 0.64 j 1.00 0.22 0 31 o/s 0-3613 FC-16-NS 0 019 TC-16-3 0.229 0 0300 0.04 0 56 0.C8 Q44 0.115 O.OOD D 83 107.01 0019 0 001 C 44 8 97 0.0300 0 61 0 30 2650 1.50 1.50 1 50 0 75 2 35 0.32 1 0-739 TC-16-3A D.C46 0.0302 0 22 0 30 164 0/3 ( 1.C0 0.06 0 77 0/0 2 75 C.37 0 30 0 229 o.ooa 1.05 106 42 0.5B 0 046 0.000 C.6D 21 30 0-2007 TC 16-4 0 312 : o3oc 0.69 0.30 0 BC7 TC ‘E 4A C.C41 0 0300 0-3545 rc/6-s 0 313 0.0300 0.23 0 66 0.30 3200 0 B0 1.00 245 □ 13 t.OQ t 50 1.50 1.02 0.09 0 79 2.74 0.31 048 0.312 0 000 1.17 145 18 l 0 041 oao 0 58 19 22 0 30 3100 0 BO 1.00 1.50 1 02 0-622 TC-16-5A i 0 052 0-3591 TC-16-B 3.573 0 0300 0 32 0 30 920 020 _ 1 co ! 50 0 17 1 11 0.0300 0 67 0.40 i 4600 1 27 4 co 1 50 1 87 3 ?4 or 0.37 a 15 D 50 0-431 TC/6-6A 0.024 0 0300 3 23 a qn sac 0 *1 . ' * SO 0 CB 0 75 0 TO 031 0 315 Q.0D2 1,17 14£ 79 0.31 0 052 0 001 0.62 24 1 1 031 0 579 0 DOO * 45 269 14 1 0 30 0.023 0-001 0 47 10 94 2 1204 TC-16-6B 0.120 D.O3D0 0.47 G.3D 1B50 0.39 i I- co ■ 50 0 41 1 72 024 0 30 0 -20 0 000 0 B4 55 94 ?-44?7 TC--5 6C D 224 0.0300 0 60 | 0 30 2520 0 63 * c: ' 50 074 2 33 D 32 0.30 C 224 0 GOO 1.04 104 22 \7=t‘e- tfVo <s Design and r Aa.’i 20 ’ 6 S^pcrv.s z" tr!r P’ine ra s « s s s * ■VI ritUry u* Wale*. Irrigslior and Llect'ciy Uudls rr^galion Sludy 4 Design Pro-ccl Volume IV Desrgn □< Irr gaiian ano Drainage Sysiem Final Report Head* □Mil ki ng Coral -n 2-230 TO16-GD 3-3009 TC-15-7 0-712 ’ Tc-ic-a 0 413 TC‘16 9 Required □ is charge Roughness C Def rider* FSCI F 0 tied S opr Bed width See s nee Sank width Flow area Welled pc'tmeler Ctffe re.hcc B/D NA ill Vs ’ - • m I m/m L liri'm Hydra UhC radius 0010 0 2aa m in* in m 1 50 C 04 0.56 0.00 F aw ve'ccily m/s IJasign i 2 scharge .*r ill .S 0.0300 0 0300 0 17 0.3C 189 i 0.07 1.00 0 50 0,30 2500 0.59 1 00 0 43 i 0 .018 - i mVs - hjj 0.0C1 0 43 6 14 1 50 C 69 225 031 0 30 0 209 0 0C1 1 02 96 65 0 17/ 0.0300 0 53 0 30 1600 0 51 1 co 1.50 0 069 0.0300 0 29 0 30 330 0.20 1.0C 1.50 0 55 2 DO 0.14 1.01 0 27 0.33 3.170 a oca 0 96 02 43 014 0.49 | 0 060 0 001 0 69 31 91 0-730 1 TC-06- (PCI) 0 101 0.D30D a.41 0 20 1500 0 0.41 1.00 0-1762 toog-^C’j a.079 0 0300 0.37 0 20 14CD 0 0,37 1 00 0.50 0.33 1.56 3 21 0.31 0.101 C.OOQ 1 00 94 05 0 50 027 1 40 0 1473 TC-O6’(PC1) 0 206 0.0300 0.55 0.20 0 1523 i TC-07-(PC1) 0 116 0 0300 0 44 0 3C 1 900 C 056 1 00 1730 C 0 44 1 00 0 50 0.62 ■ C 50 C39 2 13 1 69 D 19 0.30 0079 0.000 1 GO 73 35 0 29 0.34 0 207 _ 0.000 1 01 95.99 0 23 C 30 ' 0 117 ' 0.000 1 00 13B.07 0-1850 ' TC-C7 (PC1) C -97 0 0300 0 56 0 30 2200.0 0 56 1.00 0 50 0 63 2 15 0.29 0.31 0.19d a.oco 1 00 103.38 C 874 4 TC-07-(PC ) 0 004 C 0300 0 30 0 30 1450 C 0 30 ! 30 0 50 D2B 1 44 0 20 a.3c 0 004 I . a ooi 1 00 38 88 0-170 ' TCQ7 4(PC1) TC- 0,02? 0.D30D 0 *4 0.30 1400 0.14 1 co 0.50 0.04 0.55 0 30 0 50 0.021 0.001 1 00 103B OZAI(PC’) 0.721 0.0300 0 97 0 40 593D 1,52 D/35 TC- 1.00 1.50 2 42 427 0.57 0 30 0 721 1 1 o ooc 1,57 335 29 07A2(PC1) 0 399 0C30C 0.70 0.30 2400 O-TC* 3 TC-07A- 4(P£1 D 159 0.0300 0.50 | 0.30 1750 Note - Des gn duly of TO "2.15 l/s/tta Fla* fc ty factor considered .s 10% 0.09 ■2.50 1 02 i c: 1 50 I 11 • 2 86 0 3‘9 036 0 399 a.ooo 1 28 - 18S 71 1 50 0 49 1 93 326 0 32 0 159 ; 2.000 1 00 73.87 Water Wr»'*s Design J’ s cn E*i*c. pr se r 75 Aor.l, 2C-5V risLry Waler, Irrigation and Lirctr c4y □ anus rr.ga! cr Study & Design ?*a;eet VaJume V Oesigr □[ Imgabon and Dra-nage System Fina Reoort Annex 2, 6 Hydraulic Dcs-gn Parameters of SCs/R0MC Rcacri Qfflaking Required '<0 jflh.'MJSE -.S.D F U Bed Bed 1 Side I Sank Flow Carai Di5G>'ffrQCCflclfldc«: i 1. m Slope widlr afiffie *tdrh area Wetted Hydraulic ' F.qw Design Oftfe . B/D NfA perimeter radius veiocity □isenarge rcncc 'll iI ’ ! -ii m ' m/lll in 11' I in in m m/s I nrVs - hn SC01 (0 io T 064m) D-62 1 2003 TCC1&02 0 312 I 0 0330 I 3.58 0.30 0 0 68 1 50 1 50 C.89 276 0.32 0 35 0 312 ' 0 ooc 1 1 17 267 06 62-531 531-570 1200 * OUTLET 0 101 3 030C 0 35 1 0.33 1 0 0.35 1.50 1.50 031 1 63 1100 TCD4 D201 0 0300 0.45 D 3D C 3 45 1.5D 1 50 0.51 2 0B 0 19 0 32 0.101 1 0.000 1 00 B6 30 ■ 025 0 39 0-20’ o.coo 1 00 B6 30 5/0- *364 TC03&OS 3 060 0.0300 0.27 0 30 800.0 0 27 | * 50 1 50 0.19 SCD2 (0 toi 334m) 0 0-50 50-229 229 B5i 651 -6 90 r 1 25 0.15 0.33 0 C61 0 001 1 00 25.93 ■ i 0 426 C 0300 0.64 0 30 2200 0.84 1 50 1 50 1.17 3 17 0 37 0 37 0 426 O.GOO 131 363 93 . TOO- 0 325 C 0300 058 0.30 TC02 0 253 0.0300 0.52 C 30 1900 0 69 1 50 1 50 OSO 2 78 1600 0 57 1.50 1400 0 87 1.50 11 CD 0 58 1.50 1 50 1.50 0 71 1.13 2 46 D 32 0 36 0 326 . GOOD : • 19 278.02 0.29 3.36 0.255 0 000 1,10 220 60 OUTLET 0.514 0.0300 ; TCD3 0,295 ! 0.0303 0 63 0.40 0 51 0.30 3 13 0.36 1 50 0.6B 2.41 3 28 0 45 C 514 0 ODO , * 39 220.60 043 0 296 0 000 1.15 126 75 69.0- 1334 TC05 0 295 0C3CC rjj Jurn 0.33 | 1C50 0 58 1.50 1.50 0.67 2.39 0-25 TC01 El 02 SC03 (010763m) | 0.493 0 0300 0.63 | 0.30 1200 0 83 1.50 1.50 1 04 0 28 0 44 0 296 0 000 1 15 126 75 i r 2,99 0.35 0.47 25-536 636763 0-191 * Di-300 330-334 outlet ; D 174 i 0 0300 040 0.30 0 30 760 0 40 760 0 60 1 50 1.60 0 40 1.84 TC03A04 3 3-56 0.0300 I 0.50 1.50 1 50 | 067 2.39 SC04 (3 to 1 23Drri 0 22 0 44 G.2B 0 52 3493 . 0.000 1 37 421 33 0 174 ' 0 000 1 co 148 38 0 345 0 003 r i 21 148 38 OUTEBT 0.72’ 0 C3C0 | 0 84 1.437 0.0300 D 90 0 40 1 4 ODD 1 32 I 1 50 ! 1 50 2.15 4.35 3.50 0.33 | C 722 0 000 1 57 618 55 . 0,50 20 CO 1 80 1,60 1 1.50 ■ 2 83 1 5C4 4 TEO'422 1 437 0.0300 3 55 0 50 15C0 170 1.50 | 1.50 2.54 4 78 walc’AWks Ucaign a*d 76 Succrv 5 zn Ln’a.'prise DS6 0 51 1.436 0 COD 2 00 616 55 0,53 I 0 57 1 437 0 000 2 00 616 55 Aorzl. 2016V n spy gl Waler tr.ga>nr ano Flcclncdy Dabus If- gaiian Study £ Des-fir i>rojecl Heac” • CHia-tlnc Required IkDLghnetfc * s Volume iv Design of iHigabon and □rainage System Final Repot' Ucc i Sice Hank Flow Wellsa HydraubC Flow Design ( Dlffe ■ HfD NIA Canal □IscF-argo Cdclftcloni I, m .-s F 0 0ec Since in Im .11 weth arou I perimeter raa»us velocity Discharge rence n 384 111 1 I I rh in m/.s 1 inVj if ni A Itu t230 TC03&C4 0.B7C I 0.0300 0-13 TCC1 i 1 a 57 1 | D4C 1000 wipin 1 slope m 1 Im Ail 1 11 1 1.50 ni 1.50 1 42 3 53 0.4D SCO? (!) !0l3m) 0.58 CB2C c.oco 1 64 351 80 ■ 02 1 0 203 C 0300 0 46 3.30 1500 0 48 1.50 1.5C 0 58 221 0 26 0 35 seas (dot39<m) 0.203 0 000 101 173 46 0 G-130 0 B42 0.030D D B3 i 0.40 3000 1 38 1.50 1 50 2.2a 4 39 C.5D 0.38 0 842 0 000 1 66 7:970 TC01&02 ' 0.374 DC3DC 0.61 0.30 2090 0 77 1 50 1.50 1 03 2 98 0.35 0 36 0.373 -0 001 1 25 319.50 130- 134fl outlet 0 744 0 3300 075 0 40 2000 1 IB 1 50 1 50 1 72 3 87 C 44 0 43 0 744 0 oao 1 59 319 50 1248- rCD3&D4 1394 &C5 0744 G 0300 0.75 | 0.40 2000 I 118 | 1 50 1.50 1 72 3.87 0.44 0.43 0.744 0.000 1.59 319 50 SC09 (C to 10 35m) 0 27 27-223 223 263 263- TCD1&02 0 3 T 3 0.03CD 062 0 30 | 3000 073 1.50 1 50 1 04 2.98 0.35 0 30 0 314 0 001 1.17 267 21 OUTLE’ 0.2B1 D.D3C0 0 56 3 30 i ’C33&04 I 0 560 0 C30G 0.69 040 ! 2000 i 0 63 i 1.50 1 50 2000 099 1.5C 1 50 a.82 2 65 0 31 0.34 0.281 0.000 1 13 240 16 1.38 3 46 0.40 1 0.40 2.560 0 000 1 44 240.16 1025 ’‘C05A0S 0.2?* 0 0300 1 0.51 0 30 1300 C 57 1.50 | 1.50 0 68 2 41 5C05/PC01(0 lo1D4m1 0-154 0-444 444 502 500-520 522- TC0-&O2 | 0 101 I C 0300 0 24 I 0.3C j 13D D 0.24 1.50 .'•so □ 14 I 1 10 026 040 0 271 0.001 1 11 116 23 013 075 0.106 0 005 1 00 96 37 SCO 6/^COI (C tol* 3Em) outle^ 0 350 0 030C 0.66 ' 0.30 3300 1 0 0.80 1 50 ■ ■■ .50 1.17 317 0.37 0 30 ' 0.350 I I 0 001 1.22 298 72 I i 0 4D ' 3330 T CO1&CI2 0 696 0.03C0 0 80 0 ; 125 1.5D 1.97 4 14 0.171 ; 0.030a ■ 0.31 0 30 200.0 1 a 31 1.50 1.5D 1.50 1.5D 0.24 1.42 l 0 48 0.17 035 0 696 0.72 I 0.171 • 0 000 1.55 298 72 0 OGG ! 1 00 73 34 1-55 TCu3S 04 0 1 71 C0300 2 32 0 30 -so: ' 0.30 1 50 lVa*cr Works Design arc SuCC"^ S'Un Fr!E 3r'SC 77 r 0 22 1 1.36 0.16 G.78 0.171 I O.OCC 1 00 73.34 Apni, 2016B B B B B B ■ ■ ■ Yin is try nf Water. Irrigator anc E edrcity Jabux if gar un Slujy & Dos gn Project Voijmc iV Design of /mgaHon and Dra nage System Final Report Rc?iidh Of (taking Cana) Required t Jiadti ui ge i. in <■% Roughness Caolfloen* F.S D F li Bed Slope Ini/m Bee wictn | See slope im/m | nt Ban* 1 rtldlJl Flew urea j*r' : Wellea perimeter in i Hydrau.ic radius F'ow velocity Design ; D.tfc ’ B/D NIA i Discharge rence 1 1” D-31S OULEI 0 027 0 0300 0.20 316 aio QC 01- 0.055 0.0300 0 19 nt i• in 1,1 m mA 4 ill A ’ t. 111 A h hu ’C01 (0 lo810m) 0 20 BCD 0 25 1 OC D 50 DOB 0.62 0 11 0.31 I 0 026 • 0 001 1 00 25 54 0 20 "35 a 25 1 CO 0 50 01A02 r I 0 0B 0.7B 0 11 0 55 0 055 0 000 1.00 25 54 Xicle Design duty of SC = 2.33 i/s/na Flexibility factor considered is 10% Wa'tr Works Des gn and Supervision Enlerpfrso 75 April, 7016V risky □ ! Wale-, Ire gahan g-a EledHcrty Dci’ous Tigalcr S’jcy i Design P Qjec: r Volume IV Design af krigitlan arc? Dra nHgc Syslem Filial Reporl Annex 2. 9 Hydraulic Design Parameters of Tertiary Canal (TC/5C/R8MCJ Rtfach □Alnliing Cana ROQ- l«PiME’'A*9C | ^Dughncss Cicnicicn 1 S3 r-.n i lied Slope liC-3 wnith Sea sieptt 1 lUnk I W4|n 1 iyoraullc radios 1 1 nt 1 0 796 ’ TC-1-1 0-1/6? I c 1 7 ' 0 *76 | I Tfcj Cr1 3m- 0-S72 *C 1 4 ' C 107 re; 15 Z '339 I c ? ■ 3-1062 ' ’C 2 2 ' O-1D3' [C-2’3 0*445 it: 7 a 0 1176 ‘ ’C 3 1 ' 0-2358 rr:-3 2 C ‘>*110 ’C-3-3 1 in 1111 1 1 in-m in 0 34 1 lrV.1t 1 in 1 ‘qw area rr‘ V4cl1nd PCnmotcr in r ■ 0.0300 | 0 34 I 0.22 0 0300 ' 0 45 I 0 25 | 0.C3DO 0 20 1 0.20 1.00 050 0.23 1.31 045 1 DC a. so 0 41 173 m IB 0.24 Ci He . .-ncn j IU% 3 DOO 1 II/IJ *• I r voo •D 1X11 1M . j ir-A 3 071 0.123 O.C29 0.25 1.00 0.50 C .09 0 83 0.11 jn .. 1 co ■ 1 0 02? 0 0300 ' 9.14 . 0 30 0 ’30 0 0300 245 1 C 70 QGB2 0,062 0 202 27J C 104 0.109 DClLILI . 0.38 j1 0 20 14M.0 0.39 1 00 C 50 1700 IBM 600 1520 250.0 0.45 1 00 0 50 0.2,5 1.50 + 50 2 40 1 71 2 07 0,77 3 3300 0.31 i 0 20 0 0300 C.fil 0 20 0,0300 D.5G 0 20 1000 3 0.31 1 00 0 50 0 30 1 4ft 0.20 1 20 0 23 0 09 0.20 0 16 15-30 0 0 53 1 OO 0 50 0.55 7 02 0 27 Design LXscftarge j n-7i 0.0?i a i22 D 029 0.-30 0 020 C.OT3 0.062 3 202 i O.COD oxo 0 001 3 3DC ' N-A ; ta i 66 24 114 52 ’3 40 60 37 i 1.00 12.03 . 1 00 ! Bi 31 o oca I t c,°, 0 000 I 101 57.47 i 1 93 65 I 1320 D 0,62 1 00 050 0 66 Z 20 C 30 i 0 273 3 300 1 1.12 12675 0 D3CD 0 4? 0.20 1Q5C0 0.42 1 Cd 0 50 C.35 1 62 . 1 QO 97 IB 0 C3X O&G a 2C 242C 0 56 X 0.50 0 63 2 15 0 22 0,28 U 156 0 0120 0&1 a 20 22X3 051 1 00 a 50 0 53 3-1437 FC 1 4 1 1 &G 0 27 1.QC ■ 1 QO 175.7/ , 7255 0 '0J CG300 0 52 a ?o | 7200.0 0 52 ( i co 75 03. 0-3868 IU-4 1 i n :wii rc-4-2 0-3120 ’C-4-3 C 1507 ' TC-4-4 i 0 "Bi? ' •£•5 ■* ! o r» TC-5 Z 1 3-1C’2 IC 6-1 0 JBOB i TC-fl-Z 0 553 X'fl] C.490 0 0300 0 70 0.20 3150 t.C6 1 00 2 50 1 00 0 50 0 55 2 QO 32? 1 43 3 26 0 44 ♦ Row VClDElly I ILS 0.31 3.30 0.12 0 41 D 31 0.32 0 34s 0.41 02W 0 300 CM a 3C 044 0.104 5 109 I 0 1i6 0 164 a 4go ( 72777 0 060 0 300 259 0 004 0.031 0 037 0 3ftff C.C40 0110 0 053 133 9 0300 35 0 20 *160 0 35 1.00 0 50 0-25 1.35 o ia Q 32 0 079 0.0300 2 56 D.030D 0 06 2 0300 0.39 0 0332 0 25 0,70 1510 0 64 1,00 Q 50 0.99 1.3/ *. 00 ! 1.20 ' 36. BB 160 3d I a 20 0.20 0 20 0 20 2100 0 62 3017 0 33 1 1005 C2E • 10CG 0 36 1.00 1 DO 0.52 0.99 2 71 0 3? 2.70 Q37 i I C.50 30 1 4fl 0 20 1 • 1 .CD a 52 0 13 0 97 0.5D 0.25 ’ 35 0.13 0 10 • 0.0300 C.Q3D0 D. 36 0.01 i oa 1 020 1160 1 0.77 j 1,00 0 30 0.64 2 49 3 34 • D.D3C3 0 79 i 0.70 1020 a 23 1 CO 0 900 ] 4 T C-fl 4 C CUDO 0.42 0 29 1503 0 42 1.00 D5Q . U.lfl 0.50 I 0.36 3 iai8 IC-7-1 0 2173 IC-7-2 i .7e:e- Worts Des-gn and ■ 1O3CO 0 20 I 0 20 100CQ 0 30 ' 1.00 2 52 1 D.lfl * 1 09 0 15 1.62 3 22 1 13 0 15 - oar: 0 46 C.ZO 1750 0 46 i 1 oc 3 63 1 C43 1.77 0 24 0 39 03? 0.30 3 30 C 34 0.47 0.30 0.31 0.304 0 31 I Q.3B4J 2.369 0.005 0.036 r 0 06? | Q 39B I Q.04fl 0.000 , a QCO 0.000 I 0 001 o occ I o.ooo DOM | OOM 0.070 C 007 0.000 2 DOC 3 003 . ' 1.27 1 CO b 1.24 171 47 i 1 30 . 57 13 1 oo 2D 24 I 1 M 4Q 33 I 100.00 22 75 C 110 0 000 0.C53 j 1 DO 51 09 - 1M 4‘J 45 i 0 133 79 SJJC*V.5J- cn C.COO 1 DC ’?4 Cl Ao i 22*5 rV " s'.ry al Waler. IngahQn and I'lcctnc-ly Dabuli Irrigation Study 4 Design ' -d,dc£ j Volume IV Design st Irrigation and Dra-nage Sys!am F-nal Repan Reac- trr 0-339’ rc-fl ■ 0 1701 IC-4? q-?5B5 ’C B 1 0 ?Ml ’ -C B4 D ifiBn ' 7G-8D 0 Did : rc-9-- 0B55 ' ic-9-2 t? 715 *09-3 Cfllaki”.g Cnna Huq jircdD^charpc HDuQrr»CS5 coijrrtoc'Ti 1 ,s u Fit iled Slope 2 Jed widlh Side *lajx Want width l :Kwr diet nr Welled perimeter ni 2 52 2 01 Hydraulic r adui in 0.34 0 27 D.32 F <JW vatacirj Design Discharge □»1fD ' UZL2 MA rcnce I 1 0.255 _ 0 155 0 222 ■ 1 H1 1 in 0.0300 (1.64 0.20 111V111 in InVm 2U00 0 0/1 1 CO 0,0300 0 52 ; 0 20 ( C.03DQ 0.60 020 2700.0 2W 2?MD 2300.0 535 0 52 • M 0 53 1 00 m 0 50 050 0 50 1 DM 0.55 0.75 7.34 nv» 4ft’6 0 31 0.265 0 30 0.165 0 30 0 221 irrJjc 0.000 p ► ha ■ 11 246.51 0 COO 1.00 153 07 0M1 1 Q4 103 45 0 22’ 0 0300 0 BO 0.20 Ofil 1 OG 0 50 0.74 2 33 0.32 0 30 0.221 0 QQQ 1 0< 102 M 0,24*1 C.G2D . 0.0300 0B2 ; 0 20 0 0300 0 IB 0 20 0.67 t OD 0.30 0 25 1 CO 300 0.25 1 00 3 5G 050 0 61 00? 2 44 033 0.30 0 244 o.cco 107 11331 0.71 3.10 0.30 0.020 0 00$ 0 0300 0 DO 0 20 0 03 0 51 0 06 0.30 001O 0.001 1 00 IB 26 coco 1 00 3 79 1 0 112 0 0300 0 36 Q 20 SOD 0.3B 1 00 aso 0 ZB 1 44 020 0.40 0 112 0.000 1 oc 52 25 C SEE rc; 9 4 ’1 [] 154 U03DC 0 44 0 20 040 fl 44 1.00 0 50 039 1 53 023 041 0 15? 0 003 * 00 H 65 C 1120 rc-u 5 0.153 0.0300 0.45 0 30 IBSO.O 045 1 50 1 50 0.51 2 03 0 24 0 30 0 153 O.OGt 1X 7OS5 Note Design duty cf TC - 2 15 l/s/ha Flex b> -ly ac:ar 15 ‘0% f Waler Worsts Des gn and Supervision Enicrorise a: Zspri 20‘6Mn s?y a* Waler l*r gal cn and F eclr-fitly DanuS Iff gallon Study 4 Des-gn projotl Annex-3 Details of capacity design parameter of nignt storage pond for each secondary canal Capacity of Night Storage for each secondary canal (L0MC) Volume iV Dei gn of Ir’.gatio" and Dra rage System Fi-al Reopr' Descn pl tor. T.ga’inn Tirnt! Duly Irrigat pr Area Discharge ;Q) Reqj reo Vaume of pore VI = Q/2xt I Irrigation T rrc Dead Vo L*re □’ no d > SC-t 1? 2 33 132 7 0 155 £870.5 3795 2 12 12 SC-3 -2 2 33 2G1 7 0 236 -0150 12 SC-5 12 2 33 234.4 0.274 1*795 12 n V? " v"3.15 Tola voiume V=V1»V7 Delcrrnrndtlon of Volume bnllcm wDlh ut pond, ol ooiiom mglh pond . * S oe S ere o £"e r ccitcm »rca of pcro, A1-b‘xLI Dead Depth hl top width of pond |deadj ,o2 Hjnglh of pend • dead) 1-2 pondfccadj A? d2k-2 SC-6 SC-7 SC-8 SC-10 SC-lt SC-12 SC 16 12 12 | *2 17 12 12 12 2 33 2 33 2 33 2 33 2 33 2 33 2 33 95 99 044.9 83 25 289 9 811.5 432 9 886.5 0 112 0 909 0.097 0339 3.949 0 506 1 037 4031 42522 4190 14509 40039 21709 446’5 12 12 12 12 12 12 12 rr 1001 76 □69 28 . 1522 4 i 17533 724 7 6373 4 m i 7690 437Q ’ VCfiO , 13570 5560 40900 628 5 2188 5126 3268 3 6692 3 4B7D 1676D 46970 25060 5*310 dcac .V*’fAi*A2g2 — - it>nd f dead I, b? piifi pend (dead), L2 £ /bond (dead), A2-b?xL2 Wldftf 0 0O^3 /uli), o3 r lOO ’englh cf pane [fp'l). L3 •top a ea of pond '/lM A3^s3*L3 r Va of Iull.A3=P3'L3 Freeboard r3 Tolal neigr-i cf pond, H h2*h3 m 1 100 85 ’ 132 ' ’50 m ■ 1DD 85 ’ 140 1 100 | 25 2 5 ’ 2 5 1 25 1 iVT ' *0003 7225 10200 ' isoo: 1 m i 0 130 ' 0.100 I 0 ’DO 0.200 ' m I IOC w 65 39 ‘ 13342 150.6 m ' 1CC.50 ' 85 39 I 140 4? 100 6 101002 7291 9 ‘ ’8313 15147 1005 ' 570.D 1525 D | 1770 m 3 64 I 0 51 ‘ 0 M 0 76 m 100.5 1 85 4 133 4 150 6 m 1M 5 05.4 140 4 100 6 l 1O'OO.2 'i 72919 16313 ’514/ ’ m 103.7 07 9 133 1 154 4 ; m 103.7 67.9 143.1 ’04 4 rri 10754 1 7730 3 13056 16113 M | 6677 9 3003 1 lO'SO 11800 ♦1 •w 05 05 D.fi w 5 -* 1 14 1,01 1 04 1 26 65 160 05 150 250 175 220 B5 230 MO 150 250 175 230 2.5 2.5 25 25 25 75 25 7225 0 100 36800 11M0 22500 62500 30625 5C6C0 0 200 0 100 0 100 0 100 0.200 0.200 85.5 180.8? 85 3 153 5 250 5 175 53 220 66 65 5 233 07 140.3 150 5 250 5 175 53 230 66 73*0 37138 11960 22546 52745 3CB12 50097 3 725 0 64 CO 064 1 11 05 5 160 3 530 2190 6175 327 D 5695 0 35 0.63 0 64 0 69 0.66 85 3 150 5 250 5 175 5 22 C / 85 5 230 9 140 3 150.5 250 5 175 5 270 7 7310 3713B 11950 22646 52/45 20812 50597 3 88 7 166.4 87 ■53 5 253.7 179 225 80 t 236 4 142 7865 3934/ 12352 4033 42525 4200 153 6 23635 14590 253 7 179 235 64355 32041 5205/ 40840 21 BOG 44620 0.5 0.75 0.3 0.5 06 06 0 7 ’ 14 | 1 06 0 65 1 13 124 1 29 1 56 iVa’crWofxs Design and Supervision Griltrpr so 91 An*' 2016Ministry or Water kr gahun «nd Electricity Dab-s Irrigation Study & Design Project Capacity of Night Storage for each secondary caral (RBMCJ Volume IV Design oT Ifr-gaticr ana Drainage System Final Report Description Irrigation Time Duty Irrigation Area Djscna ce (Q) r Reouired Volume of para vi = a/2xt 1 Irrigation T.-me Dead Vc ume a' pcira V2 -v1*0 15 Tata; volume V-Vt*V2 Delerrnmabon of Volume bottom wiatn o' pon-j pi dot lorn length of pond L1 Sjde Slope of tne Pond bottom area of pona A1-bix„' Dead Oeplh ,n1 tea width ot pona (ceaa1 ts2 top rengtri of pons ideas} . L2 top area of pond (dead). A2=o2xL2 Volume of doaci .V1=(A1+A2)/2'h1 unit SC-1 SC-2 SC-3 SC-4 SC -6 SC-fl SC 9 TC-1 hour *2 1 12 1 12 12 12 12 12 1 Wh 4 2 33 2 33 ' 2 33 2 33 2 33 2 33 2 33 . rri/s D 1D1 0.258 0 t74 0 72 [ na 8.63 220 5 ' *48 38 616 55 298 72 319 5 240 t6 rri 4 343 3 I 11102 36 hour i12 1 12 7467.07 310297 0 349 0 374 0 281 15033.9B 16079.6 12086 3 12 12 12 12 12 rri ■1“F“> 55*. 5 1665 35 1120 15 4654.5 2255 1 2411.97 50CD 12770 3590 75 120 110 35690 ’17290 15500 1813.02 13900 ’ 12 2 33 25 54 Q.C3O ' 1285 4 12 192 a 1480 m m 160 150 160 100 65 55 5 I 120 140 160 150 160 148 65 2.5 2 5 2 5 25 2 5 2.5 2.5 2.5 M* 64-25 14400 15400 324 CO 22500 25600 14800 4225 m D2CD 0 200 0.100 0.200 0.20C 0 500 0 200 o too m 75 5 1 120 53 110.44 180 72 150.5 162 S 100 62 65 25 m 35 3 120 58 140 44 180.72 150 5 162 5 148 62 65 25 6493 6 14538 5 - 5509 6 32658 1 22650 4 26406 3 14953 3 4257 6 rri 65D : 1666 1 352 7 4655 2260 13001 6 1835 212 1 full Depth .h2 too width of pona (dead), b2 lop :engtn of ooncJ (deaaj. L2 IT 0 64 j 0 85 m 75 5 ' 1206 m as a 120.6 0 58 1 06 110 4 180 7 065 0 60 0.9 0 34 150 5 162 S 100.5 65 3 140.4 15509 6 180.7 150 5 Top area of paref (dead) A2=:j2kL2 6493 6 14538 5 3265B 1 22650 4 163 5 148 6 65.3 26406 3 14953 3 4257 6 top width of pond (full) 03 m 78 7 ' 124.8 113 3 186 1.53.7 165,5 105 1 ’ 67 f :op engt+i c pond (full), L3 m 352 ' 124 8 143.3 186 153.7 165 5 153 1 67 top area of oond (full), A3=b3*L3 rri 7023 2 15531 5 16245 5 34601.8 23639 27387 9 16095 1 4482 3 Volume of fu AJ=b3*i3 rri 4345.6 12301 9209 356477 <5040 161CC 1397‘ 8 ‘ 1485 a *-■100 boa rd h3 m 06 06 05 05 06 06 06 03 "olai height of pond ri»n2*n3 m 1.24 1.45 1.08 1.56 1 25 1 20 1 50 0 64 Waler Wjm Doing n ana Supervn on EnlorpfUUS B2Viims'.'-y □rw.i'.c irrigation a no E'ccLricdy UabuS In gallon S’.jcy & Dess’" Projed Annex 40ctails □! Hydraulic Design Parameters of Drainage Canals Annex 4. 1 Hydriote Design Parameters of Interceptor Drains (ID) LBVC VO umc *V Design o? vigatlQH jnd Dm nagc System Final RtMJl Reac* Cara Required Dlschane Roughness Ca officent I? 1 9ed Slope Bed width Flow Welted Hydraulic Flaw Design Ditfererce B/D i a'ea □erimete radius velocity D senarg j r i I rT’J's I"’ 1 itj.t m ’ m? 'Tl m ffi/a m‘Vs 1- 2900 ! ID 1 0 770 0 0300 a 56 4500 1 41 2 39 4 57 0 52 0 32 0.770 C DOC . 16 - 4400 5310 250 352 3 390 0 0300 1 32 4433 3 57 1 t 36 6 35 0.86 0 46 3.390 0.000 2 70 11 090 0 0300 j * 31 4415 7 41 184 13 96 1.32 0.60 11 G9C 0.000 ( 4 G9 ICJ-2 7 700 0.0300 ~ 1.S5 4500 5 95 13,95 11 91 1 17 7.700 0.0300 9 9C '.42 1.73 2000 5 n 10.29 1023 374 D-3 2050 D 4 2500 2900 3800 - 0,0300 1 01 1.24 0 55 7.700 0 000 ■ 3 60 0.75 7.700 0 DOO 3.60 4500 6 63 1 16 00 12 86 1.540 D.C3DC 1.07 4500 2 19 4433 3 45 4 05 6C4 0.67 7 06 8.16 0,87 0.57 0.38 9 190 0000 i 3 83 1 540 0 300 2 05 ID 93 33.71 10.39 1.05 19.67 1 70 a.7i 24 050 0 000 S 36 1 9 SC 2100 .3-5 3.210 0.03CO 5.670 0.0300 24 050 0 0300 2 740 0 0300 6 950 0.0300 4.210 4 D.O3D0 2 150 0 0300 1.30 1.52 4415 4 9* 222 4415 11 66 C 45 3 211 0 001 | 2 65 0 52 5 670 oaoo 323 1 25 4500 1 61 4433 1 4* 4500 1 17 4500 6 29 7 66 0 82 a 44 2.740 D.ODC 2 50 19DC iD-0 ica- 0-7 1250 D-S ‘753 520 ID-9 1505 12 01 11.36 1 13 C 54 6 950 0.000 3 47 8.75 9 18 0,95 0.48 4 210 DCOC 2 91 5 22 6 92 3.75 041 2 150 0 000 2.30 1.620 0.D30D * 03 4500 6 ‘6 0 60 0 39 1 620 0 000 2 0B 3570 n mnjn u uJLiu 1 36 4500 16.170 0 23CC 2 07 | 36.335 0 0320 2 47 4S0C 4433 3 14 5 57 4.10 270 2 26 3.89 1005 15.26 4 21 3.23 27 24 46.73 0 85 0 93 17 52 1,56 0 47 3 870 D.OOC 2.83 0.67 18 170 oaoo , 4 85 24.16 1.94 a.76 36 335 I D 000 I 6 19 UVate- A'trks Design a^d EHtrpr "i* Aoril 2C’,6Vinistry DfVrfiilur IrrigaiCH uro Ecctriciy Dabus Irr gatian SI Lily & Oesigr Project Volume IV Design af Irnqol on ana □ravage System nai Kcpon Roach Car.ai Required Discharge Rdugmess Coefficient FSO ’ Bed Slope • Bed width FlOW a^ea '.Vetted perimeter Hydraulic radius C ffcFence BJD 10B0 10-10 Flaw velocity ( Des gr Discharge 4 332 1 0 D300 1 46 2974 i 300 ID-? 1 1200 2433 t 1000 : ID-12 1BQC 400 ID-13 880 l>50 ID-14 1923 4500 4 46 9 72 9.73 1.00 41 170 | 0 0300 . 2.54 4433 1645 51 59 25 63 2 01 j 1 57Q 0 0300 3 760 O03C0 1 09 4500 2.30 4 30 6 24 1.36 4433 3 8- 7 97 0 72 11 4B0 0.0300 1.83 4415 7.57 18.89 4.620 3 0300 1 44 4500 4 34 9.40 12 340 0 0300 ‘ 87 44 33 7.92 20 02 D 36C 0 0300 0 93 4500 1 62 2.82 1.970 0 0300 1.14 4433 2.55 4.B6 1 620 0.0300 1 12 4500 2.43 4 60 4.100 0.0300 1.39 4433 4 02 8.52 14 17 G 69 0 91 1 33 0.50 4 830 OCCO 3 05 0 8D 41 170 0 000 6 47 0 39 1 670 0.000 . 2 11 0 47 0.61 3.760 0 DOO 2 80 11 480 0 COD 4.14 9 55 D 98 14.65 1.37 4 99 0.57 0 49 4 620 0.000 3 01 0 62 12.340 0 000 4 24 0.34 0 960 0 000 I 1.74 6 66 C 73 0.41 1 971 0.001 223 6 46 C 71 9 05 D 94 550 500 1100 10-15 ID-16 0.40 1 820 0.000 2.17 0 48 4 100 0 ODD 2 85 I 2 *ac 1 680 1 0 0300 1.09 450D 2.53 4 57 0.0300 1.09 | 4500 2 34 4 32 6 49 0.71 0.39 1 798 6.26 0.69 0.39 1 680 ■0,382 2.31 0 000 2 11 6 920 0 030C 1 6D 4433 5.56 12.77 11.34 1.13 0 54 500 10-17 392 500 O--S 1 '63 900 10-19 ‘ 7 76 1943 >20 I 2.620 0 0300 1 24 4502 3.D5 6 05 7.51 C81 0 43 6 920 0.000 3.46 2 620 0.003 2 47 5 240 3.0300 4 64C 0 0300 1 49 4500 4 69 10 36 1008 1 45 4500 4.35 943 9 57 1 03 0 99 D51 5.240 0 003 3 14 0.49 4 639 -0.001 301 9 203 0.0300 * 74 4500 6 67 16 13 12 94 1 25 0.58 9,170 0 03C0 ’ 73 4530 6 62 15 98 j 12.57 1 24 0 57 9 260 0 000 3 84 9 170 0 000 3 82 13.570 D 0300 2 08 4500 10.2 2771 1 950 0 0300 1.14 4500 2 54 4 85 17 69 1 57 0 65 0 73 0 67 18.570 0.000 4 59 1 0 40 2016 i lD-2- * 950 i I 0 000 2 22 * 950 0 0300 1.14 4 SCO 2.54 4 35 6 65 0 73 0.40 1 950 10 coo 2 22 ’A'alcr Works Ccs gn anp Slm-v s on Enlflfpr sc Ao'i', 2D’ 6Ministry Waler I” qalcr a C fcJttGr oty r Da^wS irngarcn Study & (]« gn Pro,eel Annex 4 2 Hydraulic Design Parameters o* Interceptor Drains (ID) RBMC Reach Cana* Requ red HaL.gnness F SO Ben Bee Flow Wetted Hydraulic Discharge ’ Coefficient 1 mVs 1000 DI 6 270 0 030C ' Slope w dth area pen meter radius Volume /V Dcsgr of 'mgation 3rd D'a,nage System Final Report Flow Design Difference BO volQoty Discharge . 12 540 0 0300 1.74 3000 743 m | iTi/m m my m m nVs - 33 ' *900 4 46 a.bi 9 27 0 93 0.73 6 270 0.000 3 35 3695 . T? 5 ■ 13.72 1 28 D 72 12 540 0 000 4 26 450 ’ ID 2 6 27C 0 0300 1 49 3500 5 00 10.B3 10.39 1.04 0 56 6.271 D.001 3 35 514 iD-3 323 ID-4 43 290 0 C3D0 2 62 4800 472 55.30 43.290 C 0300 2.50 4500 170 53.98 4 45 9 69 26 65 2.08 26 33 2.05 sae ' iD-5 4.805 0 0300 1.45 450C 9 71 ■ 100 0.7B ■ 43.290 i 0.000 6 58 D 80 43 289 ■0 001 ; 6 5B 0 50 4 005 0.000 3 05 6CD 3-6 3.B3C ( 0 0300 1 4C 5000 3 94 a 99 0 94 0 45 3 830 0 000 2 82 1424 1 8 635 0.0300 8 46 1 1.74 5000 5 51 15.B6 12 78 1 24 450 ' ID-7 4 430 0C300 1 43 4500 4 23 y 10 9 36 0 97 1 12 0 80 054 0 49 8 635 0.000 I 3.74 4 430 0.000 2 96 ’151 1507 ' D-B 600 ‘ ID-9 2180 1500 I ID-ID 2750 3164 750 ID 11 6 815 0 0300 1 60 4500 5 52 1269 11 29 2 385 0 0300 1 23 5000 2.94 5 B8 7 3? 0 54 6 815 0,000 3 45 0 41 2 385 0.000 2 39 2 630 0.0300 1.23 4400 3 05 6 04 7.49 o.at 0 44 I 5 260 0 0320 1.48 4200 4 64 10.12 9.97 1.02 052 4 490 0 0300 1 43 45D0 4 27 9 19 943 0.97 0 49 2630 0 coo 2 47 5 260 a.ooo 3 15 4.490 0 000 2 98 7 460 12.720 0 0300 1 67 5000 5 95 14.16 11 9B 1 IB C 0300 1 96 5500 B 4D 22 22 15 47 1 44 1 38 0 53 7.460 0 000 3.56 D57 12.719 -0 001 4 29 ’ 12 605 C 0300 1 89 25.370 0 0300 2 25 4500 8.0B 20 57 14.BB 4400 12 3 35.11 20 36 0 62 tsoo 1.72 0 72 12.665 25 370 0 000 4 28 0 000 5 46 657 ID-12 •6 910 a 0300 2.03 4500 9 62 75 75 -6 95 1 52 0 66 1 16910 o,coo 1 4 74 '32 D-13 1D5.4B7 0.D30D 3 23 45 CO 29,1 109.7 40 72 2.69 0 96 ‘05 487 0.000 8 99 1200 ’ ID-14 1C5 487 0 0300 3 30 5000 29 6 114.1 41.54 2.75 0 92 1G5.4B7 ( cooc ►B 99 2374 ♦ 210 973 0 0300 3 92 5030 44 9 *99.0 59 03 3 37 1.06 210 973 ocoo 1* 45 .Vater Woras Design anj Supervision Erterp* Apr 20 "6i! M.'-nsSry ol Water, Irrigation ana Eleclntity Daeus ;rr«gaton Study & Design Project Volume V Design aT rrrgafiqn ann Dra nagc System Final Reeart Reacn Canal Required Roughness ' F S.D 9ed Bea Discharge Coefficient QppUpij. 1 7D5 ID-15 4.908 0 0300 i Stope 1 44 4Q0D widlh 4 41 Ffow Welled hydraulic Fiow Design Difference ? a/D area perimeter rad:U5 velocity Discharge 9.42 9 50 0 98 0.52 4 908 0.000 3 07 9 B15 ! D 0300 1.73 4000 6 75 9 816 0 001 3.91 6 DC ID 16 1650 2060 ACteC 650 ID-17 1200 2028 1507 ID-19 16.12 12.97 1 24 061 ■ 1 15 360 0 C300 1 97 400D 9 23 19 870 0 0300 2.07 I 4000 104 1 47 0 68 16.360 a.000 468 , 25.35D 0 030D I 2.21 4000 120 I 24.01 27.95 33.85 35 165 0.0300 2 40 400D 14 7 11 130 1 0 D300 ' 1 79 4000 17 770 ‘ 0.D3CC | 2 01 400C -- 43 82 23 32 17 85 •3.76 16.33 17.85 1999 1.57 0.71 19.370 1 69 0.75 25.350 o oao 5.01 0 300 5.46 1 88 0.90 35 165 0.000 6.12 1.30 0 63 11 190 Q 000 1 4 10 25 61 16.96 1.51 069 . 19,375 0 0300 2.06 ‘ 605 0.0300 l,W 4000 5000 7 32 9 70 10.2 2 29 27 4 1 434 17 65 ’ .55 6 26 0.59 0 71 0 37 17,770 0 000 19 375 0 000 1.605 0 300 4.82 497 . 2.08 Waler Wgrks Ucs gn and Sd2d- -SiOn Fn[erc £6 86 Apn 2016 JMinistry □! Waler ng al cn 4'id Electricity Dan.s Irriga: □- Study & Design D'Ojcc.l Annex 4, 3 Hydraulic Design Parameters nt Secondary Drains (SD| (LBMC) Reach Canal Required Roughness F.S D 1 Be s Bea 1 ^!dw | Welted Va uma ,V Design of Irrigation a rd Dra nage System Fmai RepO'! Difference Djschsrce Coefficient Slope I I width a'ea perimeter Hydraulic r adius ’ Flow velocity I Design Discharge • ’ mJ/s • m 0.11 1 rrJm m i Q 25 1 ITt2 1 m m m/s TfVs C SD-2 0.Q2C 0.030C i na 1 004 0 55 0-285 285-294 294-53* 534-1027 1027-1386 1386-‘556 1556-1018 ’ 1818 2066 2 Cn 6-23*0 0 07 0 54 . 0.020 ■3.CCO 0.045 i 0.0300 3.28 930 0 25 015 | 1 05 | 0 14 0.30 0 056 0 0300 0 33 MOD a 25 0 -9 1 19 0 086 3 0300 0 38 1000 0 28 □ 25 1 35 D 12D 0 0300 3.32 250 0 27 0.19 i -a , 0 157 , 0 0300 0 51 1900 047 3 50 1 92 C *68 a 03ca i 0 53 2000 0 SC 0 54 1 99 0.16 0 30 0 045 oooa 0 058 a ooo 0 18 3 34 0.0135 -0 031 i 0 16 0 26 I 0 27 i 0 63 a 120 0 GOD 0 31 0 157 0 000 0 31 I 0.184 3.0300 055 2100 0 53 0 59 2C8 0 204 0.0300 ■ 0 57 22 0C 0,5? 0 64 2.17 0 228 . 0 0300 0.38 220 0 40 0 30 1.47 ( D2B 3.31 | 0 30 0.32 0 169 3 000 0 185 a.031 0 204 0 000 3/D Dram area ha 1 0.45 6 78 0 50 15.29 0 65 19 50 0 74 , 28.83 0.84 ’ 40 30 0 92 52 94 0 94 56 75 0 9? 6? • 1 01 68.60 I 1 0 20 0.77 0.22B 0 000 ‘ 234C-264D ‘0 0 260 I 260-270 270-484 494-526 526 665 6I55-7BH 753-979 979-1089 *099-1375 1375 '389 1359 1426 I 1 a 0300 ♦ 0.40 250 0 44 0.34 1.58 02- 0 05 0.07 0.76 0 257 o.ooo SO 3 0 256 I 0 006 0 0300 0 12 230 D.C4 0.02 0 38 DOW 0 0300 1 0 16 330 0.05 0 03 0 49 i 0 33 a 30 D306 a ODD 0010 ooaa O.OU 0.0300 0 18 400 0 07 0.04 0 57 1 0.017 0 03DC 0.20 475 0 0B 0.06 _ 0.65 D.D19 Un pun*nJ nw U ) 21 520 DCS 1 « R r» w wD 069 OGB 0.30 0.013 0 ooo 0.09 0 30 0 317 occo 0 09 3,33 0019 0 ODD 1.05 76 80 1 09 as 38 3.29 1 92 0 35 3 33 0 38 4 34 0 42 5 56 1 0 44 6 52 0 224 0 0303 0.23 I i • 605 C.11 0.09 0.77 0 10 0 30 3 024 D.OCG _ a 49 ( B 10 0 034 1 0 0300 1 0.27 ■ 755 C *5 0.11 ■ 0 91 0.045 0 0300 0.30 9C0 019 0/5 1 03 0 054 3 0300 0.33 1030 0.21 0 18 i 1 14 | 0.063 0,0300 0 36 1?45 0 24 o.2i ; 1.24 0 12 D 30 1| 0 034 ■Q.GD1 0 14 I 0 30 | 0 044 -0.D01 3 16 a.33 3 053 -0 001 3 17 0 30 3 064 i D.DCD . a. 074 1 0.0300 0 38 1250 1 0 27 i D.25 1.34 D IB • C 33 Q.D75 0,001 C 105 a 03CD u nl 44 i | W10 1 0.36 0.36 1.01 67 0.22 0 30 0.108 0 SCO c 54 11 47 0 59 1504 0 63 18 C8 0 67 21 30 0?1 25 03 381 36 40 W^cr Works Design a-'d Superv s 3R Enterprise Apri. 7016^iriii'.ry q? Water, lingabnn anc F.eclr city HatLi i,r go I ion St-dy 5 Design Project f Vc’ume Jesgn o -'rngatiar and D'diiiijijo Syslerr P’ina* Report "?aacr« '476-1428 1428 1444 1444 <1466 Cana RequTCd scharge ■ Roughness Coeff cent F S Bed Slope Bed width Flow area Wetted penmeter ••ydraJie radius Flow velocity □es gn ‘Scharge □iFerence 3/D Dram area . 0 124 ' D 0300 a 47 ’ 0 131 • C 0300 0.40 1750 040 3 41 1.72 0 24 0.30 0.124 0 ooo 0,85 41 66 1830 0 42 0.43 1.70 0 24 0 30 0 131 O.COO C B6 44 22 0 49 1B90 0 43 C46 1 03 0 25 1 *466-1746 1746-1753 1753-‘99S 1999-2146 2146-2155 2155-23*4 2314 2565 2505-2707 2707 2719 27*9-3014 3014-3023 3023-3269 3269-3785 3205-3554 3554-3566 3566 3784 Jn, 0-2C8 208-217 217-329 1 1 1 0 136 0.0300 a.*45 0 0300 0.152 0.0300 0.58 1965 G45 0 48 1 07 0 26 0 30 0.30 0.30 0 130 0 *45 C.OCO 0.88 46 62 DOQO 0 09 4fl 72 0 51 r 2030 0.47 0 50 1 92 3.26 0.152 0,000 0.91 St 29 D 159 I 0 0300 I 0 53 7030 049 0 53 197 0 27 0.31 C.154 0.005 0.93 53 64 0 160 0 C33C ' 0.54 2030 0 51 0 56 ? 33 0 28 0.31 C 179 D 0330 0 55 2030 0 53 0 60 2 09 0.29 0 215 0 0300 0 59 2600 061 I 0 728 0 0300 0 60 2600 0 63 0 71 0 75 2 29 0 31 0 32 0 30 3.176 0 00B 0.94 56.43 0.191 0.0*3 0 96 60 18 0215 0.030 1 03 72 53 2 34 0 32 0.31 0.228 3 000 w 1 05 76 94 0 239 1 0.0300 0 61 2600 0 65 0.77 2 38 0.32 0.3* C245 0C30C 0 62 7600 0 66 0 250 a Diac C.62 2600 0 67 0 79 240 0.33 0 31 c ac 242 0.33 0 31 3.238 -0.001 1 07 80 45 0 244 -0.001 . 1 08 02 36 0 249 0.258 0 0300 0 267 a 0300 0275 D 0300 0 283 0,0300 0.63 2600 C 69 0 82 2 45 0.33 0 31 0.258 -□.DO- 1.08 84 24 0 300 1.10 87 06 0 63 • 26QC i 0 70 0.84 2.40 0.34 0.32 0 266 -0 001 1.1* 89 93 0 64 2600 0 71 C64 2600 0 73 0 86 2.51 a.34 0.32 0 88 2 54 0 90 2 58 0.35 0.32 0 274 0 283 ■0 DC4 1 12 92.50 ’0.001 1.13 : 95 40 0.294 0.030D 0 65 2600 0 74 0 35 3.32 0 293 0.000 . 0 302 0 0300 2 65 2600 0.76 0.92 261 0.35 S3 4 0 032 : 0300 0 09 155 0 02 0 0* 0.28 0.04 C 33 0 302 0,000 1 1 15 90 91 t *6 . 1Q1 71 0.30 0 003 1 0.301 0 20 0 72 0.004 O.C300 0 11 190 0 03 0.01 0 32 0 04 0.30 0.004 O.COO C25 1 24 i 0.007 C.03C0 0.012 0.0300 0.14 200 0.04 0.03 0 44 0 06 0.30 DCC'9 0 000 0.31 2 44 0 10 ' 390 QC7 0.04 0 57 0 08 0 30 2013 3 301 0.38 4 V 32&--1J9 0017 OC3DO r 0 2D 467 0 09 0 06 1 0 66 0.09 0.10 0.33 0.017 i ; 0 031 0 42 , 5 68 436’540 540-652 Wnlcr '*Va «s Design a"3 0 022 0.030D 0.23 573 0 10 0 07 D.D9 0 74 0 027 0.0300 0,25 650 I 0.12 r 0 81 0.11 86 0.33 2 022 0.001 0.46 7 2B 0 30 C.C27 0 000 3 49 6 93 Ad*-’ 70*6 S.'perv.s sh FnirroriscMinistry o- Water ■** gallon and ElecEr-cdy Dabus 'TigaVon 5ljdy & Deijgn Prti.Ed VDiuma IV Design ai irr-ga!«on ano □rar-age System Final Repo/* Reach 657 04 3 643-652 853-140 M4C-1472 1472-15-7 15*7-2162 2162-2156 Cara Required Discharge 1 Rojghress Coefficient 1 F SD 6ed Slope Bed w dlh Flow area Wettec perimeter Hycraukc r adius | Flow velocity Uesigr LlscMa'ge Difference i 9/D □rain area 0 033 O.O3C3 0 27 760 1 0 14 o U 0 90 □ 033 0.001 0 53 10 97 ( 0.047 I 0.D3O0 i 0.31 960 1 0.19 fl.16 1 08 0 12 0.30 0.15 0.30 0 047 0.OC1 0 115 ’ 0.0300 0.46 1750 a 38 0.38 1 67 0 23 0.30 0.114 -0 001 D 124 0.03 DO J 0 149 0.03CC D 173 1 0 0300 0 47 1BD0 0 40 0.41 1.73 0 24 0.30 0.124 ooao 0 51 _ 2000 0.46 0 49 1 90 0.26 fl 54 2200 0 52 0.57 2.04 0.28 0.30 0 149 0 199 a.odd a.oco a.cao 2-96 2432 2432 2445 2445 2654 2554 2656 2656-2857 2957-7898 2698-3545 3545-3556 ' 3556 3914 39-4 3924 0 C-9 9-*24 •24-134 134-196 195-37C 270-279 | ¥ j 0 0300 0.56 2300 0.55 0 62 2.13 0.29 C 30 a.30 0.31 fl 173 0 188 C 202 0 0300 0.57 2400 0.58 0.66 2.20 0 30 0 202 a,coo 0 60 15.68 O S3 30 90 | a.B5 41 65 c 90 50.35 0 95 58 39 0 98 53.41 1 01 58 13 0215 ; 0 0300 0 59 25DC 06* 0.71 2.27 0.31 0.31 0.215 O.DCD 1 03 72.58 0 229 0 0300 0 60 26C3 0 64 D75 2 35 0.32 0.31 0.229 0.000 1 05 77 28 0.282 o 0300 065 29C0 D 74 0.91 2.59 0.35 0.291 DC3D0 0 66 2920 0 76 0 54 2 63 0 36 0.31 0 282 a.odo 1 13 94 87 0.31 0291 o.coa 1 14 97 97 0 315 0 D30D 0.60 3070 0 80 1 02 2 74 0 37 0 31 0 315 CODO . 1.10 2 85 0.39 0.31 0 339 oooc 1 21 114 31 1 1fl 106.37 0.339 D 0300 0.71 3270 0 85 0 359 0.0300 0 72 3360 0 99 0 375 0.0300 0 73 3430 0.91 ! 0 387 0.0300 0 74 3500 0 93 1 16 2.93 0 40 0 31 0.359 o.cao 1.23 121,08 1 21 1 24 DQ4 2.99 0 40 0 31 0.375 0.000 . 1.25 » 126 35 3 03 0.52 041 0.31 0 385 0 001 * 26 130 19 SD"5 0 012 0 0300 0 16 230 1 0.06 0.07 0.37 a C9 0.38 0.013 0.001 0.38 4 20 a 025 0.0300 021 330 0 1D . 0 07 ! 0.70 0 025 0 coo ■ 3 48 B 30 0.038 I ■ 0,0300 i C 25 400 0,14 0 10 I • 0 95 0 97 0 1! 0 39 0.038 oooc 0 56 12,93 0051 0 0300 0 28 475 , 0 063 0 0300 0 30 ■ 520 0 17 0 13 1 D 13 0 40 0.051 DODO 0 62 17 09 0 20 0 15 1.06 D23 0 19 i 1 15 1 0J5 C 40 1 0.072 0 0300 0 QBB 0 0300 i 033 6D5 I i 1 0.16 0.39 • QD62 0 000 C67 21 14 0 071 OCCO D.70 24 11 1 0.36 755 0.27 0.23 1.30 0 18 D.38 • 0 089 0.DC0 0 75 29 66 279 566 0.180 0C3D0 D.46 902 0.45 0.42 _ 1 75 0 24 0.43 o :bo 0 000 0.97 60 58 565-590 D 190 ft " ar * U ijJu-u 0 48 *030 0 47 0 46 1 83 0 25 0711 0. ISC c coo 0 93 63 85 Adler Works Ucs gn and Supcrv s I ntefprse B9 Apr i 2015Ministry or Water. Irrigation ant Electricity Dauus IrngiliOfi Study & Design Project Vo*ume 'V Design of irrigation and Cka nage System Final Report Reach ' Cana- Required Discharge Rougl'"es5 Coeff*c ent | F.S.D Bcg Slope Bed width 1 Flow a'ea ’/Vetted perimeter 1 93 2 01 Hydraulic ’adius 0 26 027 Flaw velocity Design Discharge Difference B/D Dra n area pBO 568 588 635 635 845 645-1001 0 2D5 0 D300 0.50 1145 0.51 0 54 0 59 0 6C 0 51 0 55 a 64 0 40 0 205 -3.001 1.01 69 08 0.218 I 0 0300 0.52 1250 0.40 0218 DOOG 0 233 0 C3D0 0.56 1610 0 244 0 0300 0 56 1610 2.16 0 29 0 37 0.233 a 000 0 66 220 0 30 0 37 C.244 0 OOC 1DD1’ 1011 0 259 0.0300 0 57 1610 0 63 0 69 2 25 C 31 0 38 0259 OCOD 1011-1333 1333-1346 1346 1729 *725 1741 0.273 0 0300 0,58 1610 ( 1741-2141 : 2141-2151 D291 C.D30C 0 59 1610 C .3*6 0 030C 061 1613 a 344 0 0300 0 62 1610 0 364 0 0300 0 63 1610 a 3B7 3.0300 C 64 '6T0 0 65 0 68 0.72 2 29 0 31 0 36 0 274 a.ooo 0 75 2 35 0 32 0 39 0 292 0 001 o.7i ; oeo 243 a 33 040 0.316 3.000 0 75 I i 0.85 2.51 0 70 0.69 2 56 0 81 i 0 93 2 62 ■ 0 34 0.40 D 35 0 41 0 344 0.000 D364 0003 1.03 73 59 1 Q6 78 62 1 07 82 27 1 1G 67 30 *12 92 06 1 14 93 Q6 1.18 106 54 1 21 115 89 1.24 122 66 0.35 0 42 0.367 DODO 1 26 130 38 \ale - Desgn duly o< 2 969 ffs/ha has been taken Side slope of (V H) 1 ’ 5 .s taken Free buato 0 3it s taken Wale/ Works Des gr and SupcrviKior ErlQrp’ se 9-0 Apn 2016V n stry 0-Water irr .gaiion ana Electedy Dabus 'rrgsion Sludy A Dei an Project Annex 4. 4 Hydraulic Design Parameters of Secondary Drains fSD) (RBMCJ Volume IV Doflign of mgatign ard Drainage System Final R apart Reach 1 Cana Requ ,*ed Rcughress | FS.D Bed | Bed rl0w Wetted I Hydraulic 11 ow Design Difference BO Drain 1 Discharge Coefficient Jr m.s Slope w sth | area peri:rneter * radius velocity Discharge m Imrtn 1 m n* m Im 1 j m 7s area na 0 SD-1 0 026 0.03C » 0 257 i 257-267 267 542 542 565 555-1252 0.19 564 0.25 | 0 39 > 0.79 0 11 0 027 0.000 i no 8.91 1 0,053 | 0 030 0 27 554 0.27 1 0 14 1.02 0 14 ttVs 0 31 0 37 0 053 c.oac 1 00 I ’.7 83 0 052 1 0 C3D 0.31 504 0,3* 0 20 ’ 21 0 16 041 0 082 0.000 1.00 27 70 C.T12 0 030 I 0.41 170C 0 41 0 33 * 55 C 21 0 34 0/112 0 001 1 oc 37 57 0 152 0 030 0.45 1200 0 45 041 ! 1 74 1 0 24 0.37 0 193 0,030 1252-1263 0 224 0 030 0 50 1200 0.50 049 1 90 0 26 0.52 1200 0 54 0 55 2 31 027 0 39 0 152 C ODD 1 00 ' 51 36 0 193 0.000 1.00 , 65.15 041 0 224 0 000 • 04 75 61 1253-15*1 *511-1523 *523 1753 1783-1 794 1794-2111 2111-2125 2-25-2345 2345-2351 2361-2646 2646-7663 2663-3002 3002-3011 30r-3450 0 256 ! 0 03C 0 54 12DC 0.59 06t 2 12 029 0 42 0.255 cooa 1.09 36 07 0 264 D 030 C 56 1200 0.53 0 65 2.20 0,30 0 43 0 284 0.000 1.13 95 77 3.313 0.030 0 57 1200 0 67 0.71 2 29 0 31 0 44 0.313 o.aoo 1 17 105 37 D 342 C.030 0.59 1200 0.71 I 0 76 2 37 032 0 371 0,030 3,50 12C0 0.75 0.81 2 44 0.70 0.B6 2.52 0 33 0 34 0 45 0.342 0 000 1.21 115*5 0 46 0 371 o aoo 1 24 124 93 0.402 0.030 0.61 I 1200 , 0 433 0 032 0 53 ‘200 0 02 0.91 2 59 0.35 0.4? 0 46 0 402 0,000 1.28 ; ’35 45 . D.433 0 000 1 31 145 97 0.523 0 D3C 0 66 * 230 0 535 0.030 0 66 '200 0 93 1 05 0 94 1.06 0.557 3 030 0.67 1200 i 0 96 1 ’0 2.79 0 37 2 62 0 38 2 96 D39 C 50 0 523 a.DOD 1.40 176.25 j D 50 0 535 0 000 1 .41 i B0 33 0 51 C.557 o.coo 1 43 10/62 0 579 0,030 068 1200 • 0.99 1 13 2 90 ■1 0613 0,030 0 69 1200 r 1 02 1 18 2.97 0 39 0.51 0.5/9 0.600 1.45 194 91 0.40 0 52 0612 cooo 1 48 206 34 0,613 0 030 0 69 •200 ! 1 02 1 *0 2.97 040 0.52 0.612 0,000 1 48 206 34 1 Note •- Des gn duty dJ 2 969 l/s'ha las been take " Side slope of (V H) 1 : 5 is lakcn Free bsard 2 3m >s taken 'Water Wcd<$ Design and Supervision E l2 P" ^e 3i April, n'few— M n slry ©f Water tmigiiLion ana LIec- cily Daous IrrigaLon Stviiy i Dcs.gn Pro ecl Volume IV Design ot knga'jon ana Dtj nage S/sli*rn Final Report t Anne* 4, 5 Hydrauhc Design Parameters of Tertiary Drains <TD) (LBMC) Reach Canal Required 0 scharge mJi's Roughness ; Cseffic enl FSD m Bea S opu 1m/m Bed wirfl-h m Flow area t/ Welled perimeter m HycrauliC radios m ■1 Flow velocdy Tu'S Desgn I D^e'ence H/D Di sen a •■ge m '/s Dram area ha ‘0 0-225 TDt-1 225235 235-4 36 4 36-445 DC14 0 03 CD D 12 C.C30 D03DC 0.22 | 0 047 1 0 0300 I 0 061 0 0300 4C0.D 0 25 0 D5 060 | 0 08 /ac.o a 2b 0 10 C 86 0 12 9C0.D 0 28 0.15 1 06 0.14 1100.0 0 32 0 20 1 22 0.17 0 30 0 314 DODD 1 CO 4 77 0 30 DC30 C 000 1 00 10 ia 0 20 0.32 3 31 0.047 0 000 1 00 15 75 0 30 0.061 0.030 1 00 20 67 b I 0 076 0.0300 0 36 1300 0 0 36 C25 1 37 0.19 0 30 I 0.077 0 001 1 00 25 53 2 O-lSC 180-191 191-401 401-410 410 '231 o (1 296 295 328 228-571 571-582 5=2-974 0 ' 0-306 306 315 315-555 555-572 ’ TD-1-2 I 0 012 0 D3D0 C.11 350 0 D 25 0 34 0 57 0.07 0 31 D.D13 I 0 DOI 1 00 I 4 08 r 0 026 0.03C0 0.17 350 0 0 25 0 07 - 0 72 010 0 30 0 026 0 000 1 00 e i34 i 0 042 3.0300 0 25 700 0 0.25 2 13 0 97 0*3 1 0.058 0 0300 0 29 700.0 3 29 0 16 1.10 0 15 1 0074 0 0300 0.3* 700 0 0 31 a 20 1 20 0 16 D 33 DC43 0 CCD 4 CO 14 2a 0.36 0.05a 3 COD o 3a C 075 DOD1 ,“- I t 0 184 0 0300 I 0.44 700 0 C 44 0 35 ‘ 68 0 23 rn- 1-4 i 0.183 -a ooi a 023 0 03 DC 0 0330 0 13 600.D 2 2b 0.00 3 29 800 C 0 2B 0 15 075 0 10 047 r 0.3C 0 023 0.000 1 00 19 5 7 1 DO 24 98 1 00 61 98 1 CD 7 80 - 06 0 IS 0 33 COSO 0.000 1 00 I 1b 92 - 3 270 2 0300 D32 800 0 2 32 0.20 1 21 C 15 0 35 0 270 0 000 1 CO 23.52 1 2.083 C 0300 0 34 8C0.C 0 34 0.23 1 29 0.18 0 37 0.083 C COO •.oo 27 66 Q C97 0.03 DO 2.35 eoa o 0 35 0 25 1 36 0 19 D 38 0 097 0 000 4 CO 3? 53 D03C0 0 42 I 150 DO 3.42 2.35 1 61 C 22 0 31 c.ro C ODD 00 3/ 00 ■ i r 0.24 5 0 062 0 03D2 0.C3C0 D.0330 0.27 D.3r 0 19 62C 025 0.08 0 78 ■3 ’ 2 0.30 0.024 0.000 1 DO 8 3C I 9DC 0.27 0 15 1 04 0 *4 0 30 0045 C.QDD ■ 00 15 Qi 10DO 0 34 0.19 4 19 . D 16 C 31 0.061 O.DCO i 2D 73 ODBC 0.0300 ' 0.36 1200 0.36 0 25 1 37 0 19 0.3i Q 080 G.CDC 4 QC 26 89 CC98 0.0300 0 40 •400 0 40 0 32 57 0 21 0.31 o.Doa D.DOO 1 00 33 11 - Wale' iVn.xs Design and SuD©. v?5ian Ertlcrjirisc 52 r April 2316-M rnsLry of Waler, Irnga’jon anc Ejeclrlcity Dabus irr*gatian Sludy 4 Des g* Projccl Volume IV Design nl I mg n tan a.-d Orairaqc System £,nal RepoH Reach Canal Rbql red Discharge rnJ/5 ! Rcjgnness Coefficient F.S.D 8cd Siape 9ed winlh FJdw 1 Well eo area penmete*' • hydraulic radius I velocity I Design ' Oiscna/ge Difference 0/D I D/d.’i m *m/m mJ L m rru'a mJ/s 572 84 3 B4 3-856 856-1087 TD-3-1 1087-1097 0.117 3.0300 ■ 0 136 0 0300 C 43 1603 0 43 0.38 1 66 0.23 0.31 0.1t? 0.000 1 0G area na 39 49 1 0.47 i I ‘700 3.47 0 43 178 024 0.31 0.136 0 000 1 00 45 87 0 155 ; 0 0300 0.50 1900 0.50 9,50 1.9* 0 26 031 0 155 0.000 1 00 1 52.05 D 373 ; o 0300 0.52 1900 0.52 0.54 1.99 0 27 0 32 0 ’73 O.OD0 1 oo 58 31 W97-1309 1309-1319 ’ 1319-1596 1596-1605 16O5‘*8S* tsai leso 1890-2160 0 0-323 323 335 335-fiJB 638-647 647-924 924 935 0 0*490 490 502 502-979 97^-908 i 0 194 0.0300 0.210 0.0300 0 229 0.0300 0 245 D 0300 ■ 0 54 1900 3.54 0.59 2 0B 0.55 1800 0.56 0.61 2.12 0 26 0.29 0 33 0 194 0 24 C 210 D 000 1.0a 6527 0 000 1.02 70 5S 0 55 0 5B 1800 0 59 0.65 2.19 1800 0.62 0 69 2 25 0 30 0.35 0 229 a oca 105 77 33 0.31 0,36 0.262 0.0300 0.59 0.278 0 0300 0 60 0 294 0 0330 042 1BDD 0.65 0.72 2 30 0.31 0.36 0 245 0.262 2 000 1 08 i a? 6c 0 000 1 10 8B78 1800 25C 0.67 0.75 2 35 0.32 0.37 0.277 ■0.001 1.12 1 33 58 1 0.48 0 3B 1.66 3 23 D.7B 0.31 3 294 0 DOO 115 ' 990’ ' TD-3 2 C 020 0.0300 0 16 SCO 1 0 25 0 07 0 71 0.09 0 021 0 001 1 co 6 5ti 0 036 0C300 i G2D 400 0 25 0.09 DS3 C 11 0.39 0 036 a ooo 1.00 1 3 055 0 3330 0 25 403 0.25 3 13 J 0 97 0 13 0 43 D.056 3 DQ- ’ 00 n n7d 0 091 i 0.0300 j 0 28 400 0.2B C.15 1.08 0.15 0 4/ 0.074 0.000 _ 1.00 0 0300 I C 27 200 0 27 0 14 1 02 1 ID 0.14 0.53 C091 0.000 1.00 12 13 'B47 24 37 3D 56 0 109 ' 0 0300 I 0.29 200 0 79 0 16 0 15 0 66 0 109 0000 i.CO 36 64 0 123 0 0300 3.23 150 D2B D *6 1.09 0.15 0 7B 0.124 I TD-5-t ■0.026 I 0.0300 3 19 0D57 . 0C3DC 0.2B 550 0 0.25 0 08 650.0 0 28 0 16 .. 0 79 0 11 0 32 0 027 0 000 1 1 DC 41 58 0X01 1 00 3 73 0.077 i 0.0300 0.32 750 D D32 ! 121 1.07 0 15 0 36 0 057 0 000 j 100 19 *3 1 24 0 17 0 37 0.078 0.001 1 00 26 09 0.C96 0.D30D 035 800 0 0 35 3 25 1.35 ■ 1 49 0 20 0 *8 0 38 0.C96 ■ 0.000 1.00 32 24 0.1*5 □ D3G0 0 39 900.0 i 0.39 0 30 0.36 0.116 0.000 1 1 CD 38 90 ‘0 + 0-92 ' TU-5-2 i 0015 I G.0300 0.12 400 0 0.25 0.05 ' 0.60 I D.Ofl 0.30 0.014 0 001 1.00 4 50 I 0 0*5 •.Vater Design a~d Sj3P*vrsien t lr pnse 0.0300 0 ’2 400 a 0 25 0X5 0 60 COB 0 30 Q 014 X 001 1.00 93 4.90 Aur 2016 rrVin-sry al Waier I fig aLicr ar.fl E Icc1r.c ly rrngalipn S’.udy & DeS’gr Prcjcc Volume |V Dc-i-g*i <jf Irr.gallon ,ind Drainage System Final Repeal Reach Cana! Required Discharge F S Bed Slope m IrrVm Bed rtidLh I Flaw i Wc!led I area perimeier Myaraulic radius Flow veiaaty m m rrVs mJ/s 192-4 78 478-409 409-708 706-71 a 718-545 945-954 954-1249 ’ 1249-1758 1758 1460 1460-1470 C *70-5-3 0-199 199-208 205 416 416 425 425-761 761 7/2 D ’ TO 5 4 0-301 331-390 390-804 804-513 813-1017 1017 1027 Roughness Coefficient • D 0300 Dcs'gn i3cnarge Difference mJ/s 0 032 m m 7 rain area ha 0.22 720 0 0.25 0.11 0.88 I 0 046 0 0300 0 2B 920.0 0 056 o.oaao I 0 30 1000 0 D 28 0.30 0 15 o ia 022 1.05 1 15 0 12 0 30 0 032 0 COO voo 10.83 0.14 0.30 0 046 0 OQC 1.00 | 15.51 0.15 0.31 0 056 GOOD t.DC 1872 0.C65 0 0300 9 33 1200.D 0.33 f 1 26 0 17 0,074 0 0300 0 35 "3000 0.35 0 25 * 35 0 1B 0 30 0 065 OOOO 1 00 a 30 0 075 OO01 1 00 0 085 0 0300 0 37 0.095 0.0300 0 39 ’300 0 0 37 0 28 1 <2 0 19 Q 31 1300.D 0.39 0 30 1 48 0.20 0 32 086 0 ODD 1 00 DO95 a.ooo 1 00 0.104 0 0300 0 40 1300 0 0 40 0 32 1 53 D 21 0 33 0 104 QCCC 1 DO 21.85 . 24 98 28.86 t 32 01 36 05 0 113 0.0300 0 41 1 58 0.22 0 33 0.114 a ooi 1 00 38 16 O 123 0 0300 0 123 0 001 1 00 41 37 0 017 I 0 0300 0 43 074 1300 a 041 0 34 13030 0 43 0.36 400 0 0.25 ' 0 05 1 63 022 C 63 0 08 0.34 0 32 0017 -a ooi 1.00 5.7? C G33 0.C30D 0 20 450 0 0 25 C.C9 0.82 11 0 36 0.033 c.aoo 1.00 I 11.09 0 043 0 0300 0.25 500 0 0.25 0 13 0.051 0 030D 0.29 7 DO a a ?9 0 17 0 96 0 13 0.38 0048 a ooo 1 00 16 "7 1 12 O."6 ; C 074 0 0300 0 32 800 0 0 32 C 21 1.24 0.17 O.C89 0 0300 C 35 900 0 0 35 0 25 1.35 0 IB 0 36 0 051 a oca 1 DO 0.36 0.075 0 001 1 00 2047 I I 25 05 0 36 a oso 0 001 ■ 00 30.13 0.103 0 03 DO 2 30 1000 0 0 38 0 29 1 46 0 20 0 36 C *04 0 001 1.00 34 76 0.0*7 t D.D330 0 14 450.0 0.25 006 0 56 0.09 0.3" 0.017 C 001 1 ao 5 57 I 0.039 0.0300 0 25 720.0 0 25 0 12 a ys 0.13 C 32 0.040 0.000 1 00 13 29 1 0.057 D.030D 0.20 0.079 0.D3C0 0.36 0 092 iC 0300 0.35 700.0 0 26 0 16 • 09 D IS 0 35 0 057 0 000 1 00 19.26 1300.0 0.36 1300.0 0 38 I 0 26 0 29 1 33 0 19 1 4g C 20 0.3C 0 079 a ooc 0.31 C.D91 -a ooi i an 25.67 1.00 0.106 C.0300 0.41 ISODC 041 0 1 15 0.03DD 0.44 17C0.0 0 44 0 34 1 58 3 22 C.31 0.105 -0 00* 1 co 0 30 ■*.67 a 23 3 30 0 114 coo 1 00 30.92 | 35.5-4 I- 35 70 0 ‘ TD-10-1 Q 006 0.0300 0.07 200.0 O 25 ' C.02 0.44 0 05 0 31 C 007 a.ooi 1 co Water Worts Denig" ars S jdo-vs on Fnre'prrc Ao* ' 2016r/-n,sL y ci( Water. r in .jal-en anti Electricity Dabus Irrigation Study & Des;gn P-ojed! Valiiflnc rV Design of fmgajion and Drainage System f inai Hepcr! ^each Cara ^eau red □iSCMfJJB I mJ/s Roughness Caafficienl | FS;D Bud Slope Bed width Flow area | Welled periniE!*' Hydra mile r, ow rad us velocity Design Discharge * 0 450 n w 0*339 ' 339-722 722-95B ‘ 95S 967 357-1050 • m In/n Im it/ ■ in I rr m/s mVs Difference B/D Dram area ha 0.022 i 0 0300 0.10 63 0 0.25 0.04 0 54 0C7 2 62 0.022 0.000 1.00 7 43 TD-10-2 0010 0 0300 0 019 0.0302 0 09 • 300.0 0 25 0.03 i 0.52 0 06 1 0.30 0 010 o.oco 1.00 3 32 0 15 1 450.0 3.25 0.06 0 66 0.09 0 32 J — 0.020 OQDD 1.00 6 52 0 024 • 0 035 D.0300 0 19 600 0 0.25 0.08 0 77 0.10 0.30 3.024 0 000 1 00 8.18 0.0300 0.24 aooo i 0.25 0 12 | 0 94 0,13 0.30 1 0 042 0.0300 0 27 900 0 1 0.27 1 D 14 I 1.D2 i 0 14 0.051 D03C0 0.29 900 0 0 29 0 17 1.10 0.15 0.30 0 31 0 036 0.000 1 00 12 DO 0 042 COOC 1.00 14.19 0.052 0 001 1 oc 17 12 1053-1059 0 063 0 0300 0,3* W59-1D60 0 075 0 0300 0 33 900 0 900 0 0.31 0 19 119 0 16 0 33 0,06*5 0.000 1 00 21 30 0 33 1056 *077 1077-1219 ‘ 1219 1225 -228-1630 163C--539 1639-1 see 1896-1896 10957'33 2133-2154 ’ 2154-2735 O0B3 0 0300 0.37 1300 0 0 37 0 22 ■ 1.26 0.17 0 27 1 4“ 0 T9 D 3* 0 075 0.000 1 00 2S 18 0 31 0.083 0 000 t DO 28 36 i *1 1 0.D88 0.0300 0.38 1500.0 0.38 0 30 1.47 0.20 0 30 0.0B7 -0 001 1 co 29 63 I 0 092 D03CC 0.39 1500.D 0.39 0 100 0 0300 1 0.10B 0.0300 0 41 0.43 1600.0 041 03* 1 50 0 21 0.30 0.092 0.000 1.00 31 09 0 34 1.57 0 21 0 30 0 100 0 000 1 00 3368 1700 C 0 43 0 36 1 63 0 22 0.30 0.108 0.000 ’ DO 36.37 □ 120 1 0.0300 045 1800 C 0.45 1 1 0 40 1 72 0.23 0 132 0 0300 0 47 1900 0 1 0 47 0 44 1.80 0 24 0 30 D 30 0.120 0 000 1 DO 40 40 0.132 -DOO* 1 00 44.56 1 0.150 0.0300 0.50 2000.0 1 0 50 0.50 1.90 D 26 0 30 0.150 0.000 1.00 5D 64 1 d i?a 0C30C 0 53 2'00 o i 0.53 3 57 2.05 0.28 0.31 0 177 0 000 1 co 59 79 0.192 0,0300 0 55 2200.0 i 0 55 061 2*2 0.29 0.31 0 191 -O 001 - QD 64.58 0 1 TC-10-4 0.010 0 0300 0 09 300 0 1 0.25 3.03 0.52 0.06 C 30 0.010 0.000 1.00 3 40 0-379 3/9-339 359-549 649-658 656 344 Wa!c- Witfks Design and 0.020 0.0300 0.16 0.027 0.0300 0.20 I 3 034 0 0300 0.22 500.0 0 25 0.37 EDO 0 0.25 0.09 0.71 0.09 0 31 0.8C O.H 0 31 0020 GOOD 1 00 6B6 600.0 0.25 0.10 I 0.07 0 12 F 1D37 4 0.0300 0.23 600 0 0.25 ; • 0.11 0,90 0 12 0.33 0.34 0.027 a.coo 0 034 0.000 0 03B 0.000 k 3.041 0.0303 026 600.0 0.26 1 0.14 , 1.01 0 14 0.36 0 051 0010 r 95 1.00 9 09 l 00 11.38 *.00 12 57 ’ DO 13 72 Apr 201b ^•Jpnrvistzi L rrp' &e r,Ministry pF Waler rmgalujn ana Electricity Oadus Irrigation Study & Desgn Project Vo'urne iV Design cf Ir-gabon anc Drainage System F.npl Reporl Reach Canal Reau-red Discharge I l Roughness ' Cnefficient F.S D Bed S:ope □cd width ! r lew area 1 Wetted perimeter Hydraulic radius | Flow velocity I Design | D scrarge 1 Difference FJ/D 1 944*853 B53-T053 1053-1062 ’562-1179 1179-1189 1189-1453 j 1453-1462 1462-1510 . 1510-1523 ’ 1523-2351 2351 2379 ‘ D ' ’OMC-6 0-309 309-318 313 327 ■ j. "* >“5 . - m 1m/rn m 1 1 m m m/s mJ/s Drain area ha . 0.046 0.D3D0 3.27 600. 0 | 0 27 0 15 I i 05 i 0.14 0.37 0 056 0.010 1.CC 15 36 ! 0 061 0 030D 0.31 I 10CD0 ' 0 31 i C/9 • 1 19 0 16 0.31 I 0D6Q -coot 1 DO ' 20 60 0 075 0 0300 I 0 36 ' 1300 0 0 25 1 36 0 19 0 30 fl D86 0.0300 0 095 0O30D 0 38 0 40 1500 0 0 36 0 38 0.30 1 47 0 20 0 30 0 076 3.001 0 087 0 001 1.00 25 28 1.00 I 28.91 1500.0 0.40 0 31 1 52 0 21 a 30 0.095 i -0.001 L 1 C 113 0 0300 0 43 1600 0 ! 0 43 0 37 I 1 64 3.22 0,31 0 113 0 300 1 ao 1 ac 32 13 i 37 95 .0 1?5 0.030C 0.45 1700 D p 0.45 041 I 1 73 0.24 0.31 0 126 0.OC1 0 14D 0 0300 0 48 1800 0 048 0 45 0.166 D.030Q a si 1900 0 0.51 0 52 I 0 183 0 03 DO 3.54 2DDC.D 0 54 0.58 1 82 D.25 0.31 1 96 0.27 0.32 D 141 0.001 0 166 2 07 0.28 0 32 0.187 0.000 0.000 1.0D ' 42 06 1 00 47 21 1.00 55 96 1 00 63 20 0 206 0 0300 D 56 1 0.012 0 0300 0.07 2100.0 80 0 0 57 0.64 2 16 0.29 0 32 0.2C6 0.000 1 01 69.2E 0 25 0.02 0 46 0 05 0 52 0 013 0 001 0 49 C 022 o.aoo 1.00 3 98 0 022 , 0 D33 1 0 0300 0 12 i *50.0 0 25 0 05 0 60 0 08 | 0 03DC 0 15 1500 025 0 06 0.68 0 39 0.54 D 033 0 DOO | 0 037 3.Q3C0 017 2D0 D 0.25 !I 0.07 0 74 0 ID » 0.51 0.037 0 000 ’ 3D 1 OD 1 0D [ 0 C« , 3 0300 0.19 l 200.0 0 25 0 08 1 079 0 11 0 53 0 045 0 001 1 00 . 0.053 D.O30C 0 22 250 0 0.25 0.066 ' 0 03CD 0 25 253 0 i 0 25 0 10 0 08 0 12 0 51 0 053 0.000 0 12 0 95 0 ’3 0 54 0.067 o.oca 0.073 C 0300 0 27 3CD O I 0.27 0 14 1.D2 0 *4 0 52 0 074 0.001 0 083 00300 1 0 28 300.0 *• 0.29 0/6 1.07 0 ‘5 0.53 1 0.083 1 0 001 0 DO9 ; 0.0300 j 0 09 0.022 , O.Q3DO ' 0.16 300 0 0 25 0 23 0 52 0 06 a.30 0 DID 1 0,000 1.00 * DC 1 00 + DC ’ CO 7 45 I ’♦ D2 12.48 14 88 i 17.94 2237 i 24 70 2788 13 1/ 403 0 0.25 0C7 0 71 0.09 0.34 0 023 0 001 I.DC 7 46 618 625 I 625909 309913 'A a!or Worts Design arc Supn’vslan- Er I fi‘pHso D 030 0 0300 0 20 55D.O 0,25 0 09 0 82 i 0 11 0.33 0 030 o oao 1.00 0 037 o D30D J 0 24 7ao: 0 25 1 0 12 0 92 1 0.13 0.32 0.037 0.000 1 00 10 09 . ‘2 57 0 048 0 0300 0.20 900 C 0 28 j ? is; 1 07 0.15 Q 31 96 0 048 0 DOO 1.CU 16.16 April, 2016Ministry ci Walci. Irrigaucn and I leclrici’y □anus Hr gai.cn Study A Des yn Project Vc'Lrre .‘V Design of |rr qql on and Dra«nugc System ? na.'Report Heach Canal Required Discharge Raugnness Coefficient FS.O Bed Slope Im/r* 3ed widen F:aw i area Wetted | perimeter ■ Hydraulic ' ramus | E'cw Ye ocily Design Discharge Difference I B/D Dram area rnJ/s ■ !m 1 ’m . 17,7 I m m , rri/s | mVs r 918 1333 1333 1342 1342-1594 1594-1608 1620-2031 2331-2040 ’0 0-450 456-46/ 467-727 •» 72/ /36 736-1095 1D95-11D5 0.063 3 0300 0.32 11000 0 32 a 21 1 23 I 0 17 0.31 0.D63 Q.OQO 1 00 21 09 0.081 2 0300 0 3B 1300. D 0 36 0 27 * 39 0.19 0.31 0.081 C.ODD 1.00 27.16 3.105 0 0300 3 41 -500 0 1 1 0 41 0 34 1 1 1 53 1 0 22 0 31 0.136 0.001 1 00 35,43 0.135 0 0300 _ 047 | 1630 0 0 47 1 Q.44 1.79 1 C 24 0.31 a 135 0 DOC 1.00 1 45 36 9.156 0 0300 0 51 1 20C0 0 I 0.51 0 51 1.94 0.26 0 31 □ 157 0 C01 1 30 52 50 0.179 . 0 2300 j 0.54 ' 2200 0 0 54 3 59 i 2 0/ 0 28 031 C.1B0 0 001 1 oc 1 BO 4U TIM 1-2 ( 0 004 ' 0.0303 r 1 D.C6 1 180.0 0 25 i 0.02 ' 0.4< ■ 0 04 0.30 0 005 0 301 1 30 1 50 I 0 006 | 0.0300 0.D8 200.0 0.25 0 03 047 0,05 0 34 0.008 0000 1.0c 2 78 4 I 0016 0.0300 ■ 0 12 0.024 0.0300 0 17 0.030 0.0300 0 21 0 039 0 0300 a ?6 350.0 0 25 0 05 0.50 0.08 D 32 C015 -0 001 1 DO 5 33 500 0 0.25 0 07 0.74 0.10 0.32 a. 024 0 DCQ 1 DC 8 0* BOO 0 0 25 0 10 0 84 0,11 0 32 0 030 0 000 1.00 TO 22 050.0 0.26 0.13 C 98 0.13 0.30 0 333 -0 001 1 00 ' 13 29 0.D54 0 0300 ■ 029 950 0 0 29 0 17 1 12 0 15 0.31 0.053 -0 001 1 oc ( 18 05 1105-1469 ’ 1469 1478 ’ 14/0-1744 1744-1753 r + 1’53--389 1*89-2004 2GZ4-2D0& 2023-2013 22*8 7022 2022-203? k DC64 0 0300 0.33 1200.0 0 33 0 21 1.25 D 17 0 30 a 063 -D.0D1 1 00 21 46 0 072 0 0300 0.35 I 1300 0 0.35 0.24 1.34 0.10 0.30 0 073 a 001 1 00 | 24 27 0 062 0 0300 0 37 , 1400 0 0.37 0,28 1 42 0 19 0.30 0 082 0 oco 1 00 27 66 0 093 0.0300 0 39 1500 0 0 39 0.31 1 51 021 0.3C DC94 0 000 1.00 31.42 D. 104 0.0300 C 42 <600 0 0 42 0.35 1.59 0.22 0 30 0.104 0.000 1 00 34 98 I 0 108 0.0300 0 43 i 1700.D ; 0.43 C 36 1.63 0.22 0 30 0 1C8 0 000 1 00 36 27 0.118 0.0300 0 45 i 10000 ! 0.45 1 0.40 1.72 0 23 0,30 0.120 0.0<J1 1.00 39 88 0.141 I 0.0300 0.48 -9000 0.48 0,46 1 54 025 0.30 0 Ml 0 001 0.175 0 0300 0.53 I 2100 0 053 0 57 * 2.04 0 28 0.31 0 175 a. 001 0 191 1 0.0300 0.56 i 2300 0 I 1 0.56 | 0 63 2 14 0 29 j 0.31 0.192 0 001 2032-2069 2069-2075 W<*rcr Works Design and SjperviSi-n- ^nfc-prse n 204 0,0300 0.50 2500 0 0 59 1 0 68 2 23 0 30 0.30 0 205 0.001 0.213 0 0300 O.EO 2730.0 0 51 ' 0 72 I 2.30 0.31 0.30 0.213 0 occ 97 1.00 ' 47.33 1 DC 58 85 1,00 64 36 1 01 60 55 1 a? 71 79 Apr.I 20-5Mr v. y al Water Irrigation ano Electricity Dan-js Irrigation Study & Jes g Project n '/olune IV Dcsig- of 'T'Qation and Drainage Systeir Final Recon Reacn Canal Required Discharge Roughness I Coefficient j F S | Bed i Bed Slope 1 wicte F ow ■ 3rea Wetted cer^eter rvi | Hydraulic I radius Fow velocity Oes gn l Discharge m J«'s 1 0 234 0.0300 0 260 0.0300 • m "m/m m ! m m/s mJ/s Difference 3/D □rain area i ha 2079 2572 2572-25H1 0 0-785 7B5-794 *■ 794-1043 1 1043 1053 *053-14 77 14//-1486 1486 1903 19O3-;913 1913-2336 2338-235/ 2357 2417 2417-2430 2430-2578 i 2576-2585 2506-2872 2072-28133 i 0 62 2800.0 0,55 0 78 2 40 0.33 ' 0 30 0.234 0.000 1 06 78.60 0 64 2B0D 3 0 70 0S5 2 50 0,34 031 0 261 0 ooc tID 87 67 TD-11-3 0 015 G.030D 0 12 350 0 0.25 0.04 0 59 0 07 0.32 0014 -0 0D1 + 00 I 5 01 0 027 0 0300 ! C 2D 600.0 0 25 0 09 0.8? 0 11 0 31 0 028 0.000 I 00 9.21 0,039 0 0303 0.25 000.0 0.25 0.13 0.97 0 *3 0.31 0 040 0.000 1 oc 13,28 0.053 0 03CD 0 3D 1 1000.0 0.30 0 IB 1 14 0 T6 0.31 0 354 0.001 1 00 17 78 0 067 0 0300 ■* 0 34 *200.0 1 034 0 23 1.28 0 18 0.30 0 068 0.001 ’ DC 22 52 0.076 0.0300 0.35 1200 0 0.35 0 25 t .35 0 19 0.31 0 073 0*302 i ao 25 60 0.069 0 0300 0 38 ■ -300.0 0 30 0 29 1 47 0 20 032 0 093 0 004 roc 29 96 0 110 0 0300 0 42 1400.0 0 42 0 35 1.60 0.22 0 32 0**2 0 002 1.00 36 93 0.136 - 0.03CD 0.46 1700.0 0.46 0 43 0.160 0 03DC 0.51 2000.C 0 51 0 52 1.76 0.24 0.3- 0.136 D.OCO 1.00 4568 1 95 0 27 0.31 3.1BD 0.001 1 00 53 B3 D 173 0.0300 D 53 2300.0 0 53 0 183 D03C0 0 54 2000 0 0.54 0.55 0.57 2 Ot 0.27 0.31 0 -73 3 OCC 1 co 58.32 2.05 0.28 0 32 0 1S3 C COD 1 00 6*. BO 1 0 200 0.0303 D 56 2100 0 0 56 0 62 2 14 0 29 0 32 0.200 -0 001 1.00 67 50 0 220 0 0300 0.50 2200.0 0.63 I DBS 2,24 031 0.32 0 220 0.000 1.04 1 74 12 0 240 C 3300 061 250D.0 065 076 2 37 0 32 0 31 0 240 0 000 107 80 71 0 250 0 0300 3 62 2500 D 0 6B 0 51 2 43 0.33 0 32 0.258 0.0 DO 1 39 96.77 0 235 1 D03D0 0.54 WOOD 0 6* 0 62 2 13 0 29 0 4fi 0 285 U DOO 1 13 95 97 23B3-3157 3*57-3*66 0 TD 11*4 0-452 1 0.315 0.0300 0.55 | 1000.0 0.55 0 67 2 22 0.30 0 47 0 315 0.000 ’ 18 *06 23 0.352 t 0 33 DC 0 57 1000 0 i 0.70 0.72 0 009 0 D3CD 0 09 0 02“ 0 0300 0.17 0 055 0 0300 □29 I 0 095 0 0300 0.40 300 0 1 0 25 0.03 2 31 C 31 049 0.352 O.DOC 1 22 118.49 0.51 0.G6 0.30 0 010 0 001 * 00 2.89 550.0 600.0 0 25 3.07 0 72 0 10 030 0 021 -0.001 1.00 7 24 452 462 462 ■: 921 Waterworks Design and Supervision Enterprise 0.29 0,17 [ 1/1 0.15 0.39 0.C66 0,030 1 00 21.08 1500C | 0.40 0.31 1.52 0.21 0.30 0.094 -0 001 * 30 31 99 Ac Hl, ?C*5b/in slry cl Waler, Ir-gallon and L'c&lfieily DflDuB Irrigation Study ft Dirsign J’rqed Heacn Canal Required Raugnness F.S D Bee ' Ded VaruiT.e IV “lesion nF Irrigation ana Drainage System Final Repar I F ow Wettea Hydraulic Flow Design Difference Fl/O Dra-n Discharge Coefficient Step? 1 width area perimeter rac-us velocity Discharge ■ ml/s j- rn 1m/m I m mz n- Hl nVs n?/S - 1921-1933 ’ 1933-23B4 7304-2401 0 120 0 0300 0 45 0 142 3 0300 ; a 49 0.163 0 0300 1 0 52 1 see 0 1 045 C <0 1.71 0.23 0 30 0 119 are? ha 0 DC’ 1.00 40.43 2000 0 . 0 49 0 47 1.B6 0 25 2200 0 0.52 0.54 2.0D 0 2/ i 1 0 30 0 142 0 COO 1 00 47 83 0.30 0 163 O.DCD 1 00 54 84 2401-2*44 0 100 0.0300 I 0 55 2400 0 0 55 0 51 2 11 0 29 0.30 0.160 0000 1.00 60.53 2744 2755 2755 3110 3116-3154 0 197 0 0300 0 5S 2600.0 0212 . 0 0300 C 60 2^00 0 D 5B 0 67 2 21 0 30 0 29 0.197 0 300 1.0D 66 39 0 6* 0 72 2 29 0.31 0 30 0 212 c.oao 1 02 71.30 0 240 ! 0 C3C0 ! 0 62 2600 0 2000.0 0 66 0 93 2.42 0,33 0 30 a 7t 0.87 2.53 0 34 0 31 0 240 0.000 ’ 07 ■ ao un 3154-3546 0 269 0 0300 0 64 0 269 0.000 1.11 90.55 3546 3556 3556-3924 D TD-12 1 0-190 193-209 209 467 467-4 78 473-716 7T5V27 1 727-1231 '231 1250 '250:537 ‘ 1557-1548 ' 1549-*792 1*92- * Si 0 0 TD 12-2 0- 740 0 293 3 0300 C.66 7030 0 0 75 0.93 2 61 0 36 0,3? 0.293 0.000 0 315 0 0300 0.67 2000 0 0 79 0.98 2 69 0 36 0.32 0 315 0 000 0016 0 03G0 0.12 300 0 0 035 0 0300 D.19 300 0 0 25 0 05 0.60 0 08 0 35 3.016 0 000 ’ 15 93.73 IV 1OS 97 1 00 5 3/ 0 73 1 05 0 VO a 14 0.035 . 0 coo 1 00 r. 70 0 063 0 0300 0 09* DO3C0 0.121 D.03QD 0 26 5C0 0 0 32 500 0 0 36 550 0 0 25 0 08 0.20 0 15 0 32 0 20 0.36 0 26 0 36 C2B 0.43 0.4’ 0 062 a. oca i 1 DO 21.D6 1.22 a.v 0 45 0 092 a 001 ’ 00 . 3C 72 0 142 0 D30C 0 39 500.0 1.30 0.19 0 47 0 121 1 -0 001 I 1 00 ! 40 89 1,44 0.20 0 50 0.142 ' o.coc ■ 1.00 47 96 1 0 165 0 03DC 0 43 000.0 0 43 3.30 1.66 0 23 0 44 0 165 0 000 1 00 55 59 0 1-90 D.03D0 0 46 900 0 0 46 0 42 1.74 0 2< 0 45 0.180 l 0 000 1 DC 63.39 0 203 0 03CC 0 46 930. D D4B 0 46 T 03 0 25 0 44 3 203 O.DGG 1 01 68 24 0 222 0.0300 0 49 900.0 I 0 51 0 49 *.90 0 26 0.45 0.222 0 00c .■ D4 74 83 2.241 0 03 DC 0 51 0 256 C 0300 D 52 1000 0 0.55 0 54 2 30 0 27 0 44 0.241 0 oco 1 07 5; 19 1000.0 j 0.57 0.57 2 05 0 20 0 45 0 256 t 0.001 l 09 96 IB 0 290 0 0300 0 020 0.0300 0.54 0.15 1000 u 0 62 I 3 63 2*4 0 29 0 46 0 290 ' 0 000 1 14 97 57 360 0 0.25 0.06 0 66 9 09 0 35 500.D | 025 0.11 0.92 3 12 0 37 0 02C 0.000 1 00 _ 6 66 0.042 D03D0 0.24 I I 0.043 Water Works L'es gn a" 3 SLpervis on Enterprise 99 0 00c 1 DO 14 22 A or 1 .20*6>1 Minrslr/a! Walor irtigallcn <ml ElesEricUjf Danus hngdliDH Slud} & Des'gii Prnjec: Void™ IV Design of frrgaticin arrf Drainage Syilcsn Fmai Hcpori Reach Cara’ Re nu if cd Rougnress 1 F S.D Bed Bee ' Fltrw I Welled •-row velocity ITl/tL Design Discharge rrJ?s Difference Discharge Coefficient fr**7S - Slope win in area Hydraulic rad us □rarn area Hl InVm i m . m' - - na 740-752 D ’ TD-12-3 0-4fi3 493-497 497-877 ' 877-956 086-1387 1237-1401 14DV1936 1936-1946 1946-2138 213B-2’47 2147 2470 24/0 248- 24-91 2754 2754-2763 ' 0 056 0.0300 0 29 BOD 0 1 0 25 1 0 17 pen mete f m 1 11 0 026 0 030D ■ 0 15 250.0 i 0 25 1 0 06 0 69 i 2 043 0,0300 , 0.20 250 0 0 25 1 0 09 0 Bl 0.054 0 0300 • 0 060 1 0.25 400.0 0 25 C 13 0.26 400.0 0 2B 0 14 0 33 0.055 0.000 1 00 18 91 i C-.42 DC26 O.DOC 1 00 8 69 0.48 a 04 3 0.000 1 co i4 50 C -13 0 055 0.001 1.00 19 22 i D0300 1 0.CS9 0 0300 0.33 WOO 0 0 33 0 21 0 080 0.000 1.00 20 29 D 070 a 300 1.00 ■ 23 38 D.0B5 ■ 0.0300 0.35 1000.0 3.33 0.25 0.97 1 DO 1 25 1 35 rr» 0.15 DCS C.11 3.13 a.14 0.17 o.ia 0.44 0 32 0.34 0 086 o ice | 0 0300 0.42 1500 0 ■3.42 C 35 1.50 1500.0 0.44 0 39 1 68 a 22 0 31 0.109 0.001 1.00 28 50 a.doo 1 00 36 44 0 125 j 0 0300 0.44 0 135 0.0300 0 46 1700.0 0 32 0 125 0.000 1.00 I 41 97 . 0 31 0 135 0 000 1.00 45 53 D/53 . 0.0300 0.49 1700 0 0 46 0 43 0.49 0 47 053 0.55 1 76 1 B6 2.02 0.23 0 24 0 25 o 2e 0.32 0.1S4 coot 1 GO 51.40 0 ’7 5 0.0300 0 53 2000,0 0 32 0.175 DODO 1 CO 58 85 0.195 D 0300 D 55 i 2000 0 0 55 0 61 2 11 U 29 0 32 0.197 0CD1 LOO 66 04 1 02-4 0 03DC 0 66 0 220 D.C3D0 0.57 2000.D 0 59 2000 C 3 50 0.236 0 0300 0.58 2003 0 0 62 0.65 2 18 O.5B 223 0 69 2 26 0 0-447 44 7-4 5 B 4fiB 727 727-737 D J-545 545-557 557-953 TO -12 4 | D 021 3.0300 0 16 500 0 D.2S 0.07 C 71 •1 0.30 0 30 031 0w 0.33 0 214 D 001 1.33 71 96 0 34 0 228 0 000' 1 05 76.38 0 34 0 236 0.300 1.06 79 39 0 3J 0.021 DOOD 1.00 7 W 0 039 0 052 0.0300 D23 500.0 0 25 0 11 J 0.59 0/2 0 37 0.039 0 000 1 00 13 25 0 0300 0 30 1C00 0 0.30 0.17 1 13 0 15 0.30 0.053 0 301 1.00 17 53 0.060 0.0300 0 31 1000 0 0 31 0 "9 1/9 0 16 0 31 0 050 a.doo 1 i on 2.0.32 2.22 1 27 0 C25 0 0300 0 12 ■ 0 18 i 0.D4 C 25 D 25 DCS- 2.76 0 17 0.07 : io 0.33 0.071 o oao - co 24 12 ID 1? .5 0.072 0.0300 0 33 1000 U a 33 i a cis 0.03 QU 350 0 5202 0 31 0 013 0.000 l 00 4 54 0 333 0 1330 ■2.22 700 0 2 25 W I D.E9 a z 0.040 0 0300 0.26 I D jU ■_. 2 2E r*>. *4 v-Jais-'.Vz-<5 Design nnd SuBgfViMnH i- ricTz? sa 0/3 120 D3B D 33 0,025 0.000 ■1 00 0.44 0.31 0.033 a occ VDC 10.90 O 31 0.040 o doo 1.QD 13.5C Air 201EMinistry Qi Water Irrigation and Flffcrcity Dsejus irrigation Stuoy S Uetigm ■ rcj ncL J 1 VcluTie <V Design a? Irrigation ana □rainjgc- System Fra I Resort Reach Canal Requires D;fi charge m 7s i Rojgrness Coefficient F.S D Bed Slope Bed wdth | f- ow area Wetted perimeter | Hydraulic I radius Flaw I vei'OCty Design Discharge Difference 1 B/D ' Drain area T 1„ *rrJm T| ’ m* Tl *H mfs mJ/s - na 959-973 573-1146 1145-1171 1171-1196 1796-1340 1340/352 *352-1841 1041 *053 1853 2207 22072218 2218-2224 2224 2243 2243 225" 2251-2276 2270-2428 242B-243fl 0 054 0.0300 0 30 1000 C 0.30 1 3.19 i 1.14 0 16 T 0 064 0 D300 DC83 ‘ 0 0300 0.32 1 1000 0 0 32 0 20 1.21 0.17 1 0 30 0 32 0 054 oooo 1 CD 18.05 0 064 cooo 1 ac 1 21.52 0 37 * 13000 I C 37 • D.27 1 41 0.19 0.31 0.083 CC95 0 0300 0.39 *300 0 □.39 0.30 1 4B 0 20 3.32 1 0.096 D 000 1.00 27 98 c coo t 00 32 20 0.108 0.0300 i 0.41 1300 0 0.41 0 33 V55 0 21 1 0 33 0 109 a cod • ao 36 42 D.127 0.0300 1 0 4J | 1303 0 0 43 0 37 1 65 0 23 0 34 0 127 0 DOG 1 00 42.71 I 0 140 0 030C 0.46 • "300 0 i 0 46 0 42 1 75 0 '60 0.03(30 0 51 2000.0 C51 0 52 1.95 0 173 0 0300 3 52 0 102 0.0300 0 53 2000 C 0 52 0 55 201 0 24 0 36 0 148 DODO 1.00 : 49 31 0 27 0.31 0 160 o oca 1.00 53 85 0 27 0 31 a/73 0.000 1.00 5821 2000.0 0.53 0 57 2 05 0 28 0 32 U 182 0 000 LOO 61.29 0 192 1 D030D t • 0,55 2000 0 0 55 0.60 2,09 D.2B 0.32 0.207 0 0300 0 56 2000 0 057 0 63 2 -5 0.29 0.33 0 192 3 000 1.0D 64 5 7 D.20B cooo 1.01 | 69 03 0 714 O.D300 0 56 2000 9 0 58 I 0 65 2 18 0.30 0.33 0214 0 300 1.03 72 C3 I 0 220 3 0300 0.57 • 2000.0 0.59 0 66 220 0.30 0 33 0.220 I 0 224 0.0300 D 57 2000.0 I 0.63 0 67 i 2.21 0.30 0 34 0224 DOGO 1 04 73.95 o.aoo t 04 7551 I 0 233 0 0300 0 58 2000.0 C Bl 0 69 1 2.25 0.31 0.34 0 233 O.OCD ' 06 1 7S 41 0 TO-'2-6 0-335 335 344 344-630 530-639 639 792 ”92-930 4 nn£ w. ■> w u 0 0300 1 0.05 150 0 0 25 i 0.02 0 40 D.C4 0.32 C. 005 0.000 1 OQ i 1 ?2 I 0 012 0 0300 0.11 300.0 0 25 1 0.04 i 0 56 0 07 0 33 0.DT3 0 001 1 00 4 02 1 3.020 •3 0300 3 16 500,0 025 1 0.07 0 70 o.os 0 31 0 920 0,000 1 co 6 66 I 0.029 0.0300 0.2T 700.0 0 25 3 ’.0 , 0.85 D 1* 0.3C D02B a oaa 1 00 9 69 1 C 040 |■ 0 0300 i 0 26 i 800 0 0 26 C '3 4 0 98 i 0.13 0.31 0.040 0.000 1 00 I 1346 0.05Q 0 0300 0.29 ■ 1000.0 0 29 0.17 ■ 1/2 C 15 0.30 0.051 0 001 1 oa i 16 97 4 0 052 J 0 0300 i 0 32 1000.0 1 0.32 0 20 I 1 21 3 *5 0.32 0 063 0.001 1 00 20.90 930-1654 0 | 0 075 T0 ’1&-‘ 0 020 Waler Wr-'* . Design a-J r D.030D 0 34 1 1000.0 0.34 0.23 i 29 0.18 0.0300 9/3 240 0 0 25 0 25 0.62 oca *01 0.33 C.C76 0.001 *.00 25,26 0.40 0 020 C 000 0.45 6 63 Ann 70’6 ‘-..r-cririsign E~ferc sa rh/n-lUy ul Wafer, Irngu1 CT ar.Q t eclricty Chous I rogation Study & Deslgr Project Volume V Desig " of Irrigation ano □ravage Syttom 1 r*a> Heporl Reach Canal *t 4. 0-492 492-755 Z55 838 038 905 905 1029 1029-1319 1319 1342 Required Discharge Roughness I Coefficient ‘- F SO Bed Slope Bed wdlh Flow area Wetted pen meter m Hydraulic r adius How velocity Desigr □iicharge rr/ta 0 035 m InVm I m m7 0.21 500 0 0 25 0 10 m 0.0300 < 185 0 12 m/s mJ/s 0 35 0.035 D.Tference Bra drain area ha 0 000 0 54 1165 3.046 I 0.0300 . 0 28 0.051 ■ 0 0300 0 31 - 900.D 125 0 ”5 0 U 0 30 0.046 0,000 0 80 15 30 *000 0 0.25 0 17 1 G5 1 1,2 D.30 0 052 0 073 10303 0.37 1200 0 0 26 0 24 1 32 D 15 0.18 0 2.1 0 31 0.073 O.OCC D 62 1729 0.000 070 24 4 7 0 094 0 0300 0 42 0 ITS 0 030D 1 045 1500 0 0 3? 0 32 1 52 0 30 0 095 0 001 0 77 31.7D 1500 0 D 38 0 37 1 65 0 23 0 32 0,119 1000 0 84 40 12 3 143 0 0303 1 0.4S • *600 0 0 43 0 44 1.79 0 24 0.33 C 142 1DC0 0 89 48 CC 1342-2091 0149 0 3300 0 49 *600 0 0 44 9 45 1 62 0 25 0.33 C -45 a occ 0.9C 5D 15 209' 2156 2195-2323 2323 2533 ’ 2533-3003 ' 3033-3310 1 0 0-117 M 2-122 172-323 323-332 332-532 ’ 532-541 541 565 555 624 624*725 725-570 570-990 0.152 0 03 DO 0.46 *200 0 0 42 041 174 0 24 0.37 0 ’52 0 000 C 9i 51 11 0 160 0 0300 0 47 1200 0 ■0,44 0 43 1.77 0.24 0 37 0 161 0 001 093 5385 0.176 1030C 3 *94 D.C30D 0.204 0 0300 0 49 0 48 0 49 12C 0.0 1000 0 0.46 0.46 1 84 025 0 30 0.177 0.001 195 59 17 048 0.45 1 84 0.25 *000 0 0.45 0.48 1 88 D.26 0 42 0.194 0 001 £.99 65 31 0 43 0 204 cooo 1 01 58 70 rc-is-e D 204 0 03 DC 0.07 50 D 07 0.DI 0.26 0.04 0 009 0.0303 0 11 75 0 D4 0.D2 0.36 0 05 0 0-4 0 C3D0 D 14 120 0.0-6 0 C3 0 46 3 06 0.51 0.51 D.40 0 005 a.do 1 1.00 1 38 0 009 O.DCC 0 34 2.97 0 014 0.000 0.40 4 75 0 020 0 026 0 0300 0 16 | 140 0 07 D14 0 54 0.07 0.49 0 015 C 0300 O.ia 149 0.09 DCS 1 0 60 0 09 0 53 0 026 0 001 0.45 6 65 0 000 149 5 66 0 032 0.0300 D 19 140 ! 0.10 0 26 I 0 65 0.09 0 56 0,032 o a dc C 53 1C 79 0.C37 0.0300 0.21 185 i 0.12 0 07 0.043 C.D3D0 072 185 0.13 □ 08 0.73 0.10 0 52 3 Q37 €000 0.56 12.58 0 76 0.10 0 54 0 D48 10300 0.24 j 200 0 14 0 09 0.81 0 11 0.54 | 0iO&2 0.0300 0.27 340 G 17 ; 4 a 12 0.93 0 13 0 45 1043 DODO 0 58 *4 37 a Q4£ o.ooc C 61 1b 22 0.053 0 DQ1 0.63 17 66 3 060 0 03 DO k 0 28 340 0 18 I 0.13 0 97 i 0.13 3 059 j r,^ fi n 1 33 7C0 * 0 23 0.18 C2 1 16 0 16 Wate Wc k« Des gn an-5 r 0 47 0 060 0100 0 66 I 20 34 0.37 0 068 -0.001 0.69 23 14 Ap- 204 6 Supervision Ewpr MrI" I T—— v msiry af Water. Inrigaton and F’ectricily Dabus Irrigation Study A Ons'gn Project Volume IV Design of Irngal on jnd Ounige System F mal Report Reach Canal Required Discharge Roughness . Coefficient i 0 0300 a.0300 F S.D Bed Slope Bed width Flaw area Wetted perimeter i ■ 0.077 DCBb 0 093 0 090 m 0.34 0 35 1 Irn/m m Hydraul c ■ radius n Flow velocity rrJs 0 36 Design Dischaicje m Vs Difference 8/D Drair area n? rri - na 990 11i 1 :237 1360 1350-1413 0 0-20 20-29 20-49 49-124 1Z4-J33 -33-236 233 247 247-302 302-3'4 314-441 441-4 52 452-515 516-526 526 632 632-64’ 54--735 736-745 746-7B9 789-923 921978 700 0 25 0.20 1.22 0 17 700 0 26 0 22 1.26 C 17 0.077 0 000 0 72 25 93 0.39 0 085 0.000 0.74 28 7! 0C30C 0 36 0 0300 0 37 : TD-16-5A 700 700 100 0.25 0 23 1.31 0 *B 0.40 0 093 D.ODD 0.77 3s 20 0,0 DA 0 0300 0.07 0.29 0.24 1.33 0 07 0.01 0 20 D.tfl 0.40 0 04 0.36 cooa 0 004 ‘0.001 3 78 33 09 0 000 1 00 1 19 I 0.039 00*3 0 Ot9 0 023 0.025 0 033 0 039 1 0.04 0 C 050 0.065 0 075 0 087 O.1C3 0 1:3 0 126 C *38 0 ’ 52 0,165 0.17B 0.193 0 0300 O 11 150 or 0.02 041 0.06 0 40 0.009 D.CD0 1 on 3.39 O.D3D0 0.12 150 0 12 0.03 0 40 0.06 0.44 0.014 0 001 1 00 4.37 I 0 0330 0.14 150 0 14 D.C4 0.55 a.07 0.40 0 020 0.330 i.CD 6 49 0 0330 0 0300 0 15 150 0 15 DOS 0.59 O.DB 0.50 0 024 0.DC1 1.00 7.77 0 16 150 0 16 0.05 0 63 0.09 0.53 150 3 17 0.06 0 66 0.09 0.55 0029 0.00' *. 00 9.32 0 0300 0.17 D033 0 DOO 1 DO l ‘ 02 0.0300 0 19 150 0 19 □.07 a./t 0.10 0 57 0.039 0 000 1.00 13 17 i C D3CC 0 22 150 0 14 DOB 0.76 0 10 0 60 0 048 0.000 0.61 OC3CO 0 0300 0 0300 0.24 0.25 150 0J5 150 ■3 17 D.05 a 83 0 11 0.63 0,059 0 D01 3 65 0.25 150 0 13 0.10 0 86 0 11 0.90 0.12 0 95 0.15 1.05 a.i2 0 65 a 12 0.67 D.G66 0 075 001 0 6B 16 0/ 19 70 22.05 oooo r 0 71 25 20 DC3D0 D27 150 0 20 0.0300 0.29 1B7 I 0 0320 0 30 200 0.13 0.70 0.087 0.000 0.75 29 25 0.14 0.67 0 130 0 coo 3 79 33 67 017 A<« 0,t5 0 67 3 0300 0.3; 0.D30D 0.42 200 0.23 i 0.25 0,27 G *.B i 16 0 16 0 69 0 33 ’.56 0.21 0 42 0 113 D 126 0 000 3 82 30 14 0 000 0 85 4242 HOG 0.37 ■ 0.139 0 001 0 86 46 51 0 03 DC 0.43 300 j- 0 39 0.35 1 ’ 0 22 D.43 3.152 0 000 _ 3 9* 51 31 3 D3CD 0 44 SCO I 041 0 30 1 66 0 23 D.4D ; 1.7i C 23 0 44 3 *65 D.0DG ■ ' 0.94 55 54 i 0 0300 0 45 803 I 0-43 0 45 I • Waterworks Design aru S^^crvis.on i_ lr prls® 0 0300 0 46 800 0 46 2 42 1 76 0 24 0 46 103 0 17B 0.000 0 96 60 04 D 193 3 000 0 99 65.07 Apr: 2316 r7-i stry cf Wale,, Irrigation a'-a riec? city □ab_s IrngaVon Stuay & Dasgn P'n.’ect Valurre /V Dcs<gn o? Irngalian and Drainage System Frei Report F?t*ac.H Canal Required Discharge mfrs 1 Roughness Coeffic enl F.S D 0B3 Siooe Bed width Flow area Wetted per-meter HyttrauJic radius Faw ve acty Design Discharge Difference b/d j Dram area I‘ 1m Ifi/m m m7 m m m m/s m,j's * na 97B-104& 0 707 , 0 0300 1 0 52 1420 0 53 0 55 2.02 0 27 0.37 0 207 0.000 1 01 69 34 1045-1125 0 225 0 0300 0 54 149D 1 D.56 0.60 2 OS C 29 0.37 0 224 -0 001 1.04 I 75,76 1125-1 1 SB 0 240 0 0300 3.56 *550 1 0.59 1108 1293 0 254 C.0300 9.58 17B0 0.53 0.64 2 W 0 29 0 37 0 239 •0.001 1 07 80 85 0 70 227 0 31 0 36 0 254 0 003 1.09 85.58 1293-T306 0 269 . C 0330 i 0.59 ■ 1760 I 0 65 ■ 0 73 2 32 0 32 0 37 0 270 o oca . 151 90.72 1305 1430 1430 1537 1537-1561 0 263 0 0300 0 59 I 1603 0 67 0 74 2 34 0 32 0 39 0 282 ■0.031 1 13 95 35 . 0 293 0.03 DC ' 0 60 1 *730 - 0.70 0 78 0 310 0 C30D 0 61 1760 3.72 G 01 1561-1691 0 320 ; 0 0300 ' 3 62 1790 C.73 0 B4 1691-1003 1001-1839 1039 1352 0 TD-16-6B a-16 ' 16-29 29-55 55-67 67-240 240 250 350-4CC 400-411 41 *.444 ' 444-670 • 673-679 0 330 C 0300 0 63 1850 0.76 0BB C.346 0.0303 C 64 1860 0.78 0 93 0 350 0 0300 0 64 1B8D 0 78 C 91 2 40 0 33 0.38 0 29B -0.001 1 15 1 100 46 2 45 a 33 0 3B 0310 GOOD t 17 104 54 2 40 0 34 B3B 0.320 0.30 0 1 IB 107 M 2 55 0 35 0 38 0.337 -o.dqi 1.2Q 113 83 2 58 0.35 0 39 0 346 0.300 t 1 21 116 62 2 59 0.35 0 30 0 26 0 34 0.50 0 33 0 05 0.57 C 349 -0 001 1.22 117.04 0 005 0 0300 0.07 51 0.37 0 01 0 COB Q 0300 0C9 56 0.09 0 DI 3.005 0000 0.0C8 o.ooa 1 00 1.5B . 1 00 ! 2 78 3012 : 0300 0.12 57 G 05 3 02 0 015 0.0300 0 14 00 0.05 0 03 3.39 0.05 0 57 0.012 0.330 3 37 3 08 0 45 0 06 0 57 3 015 o.coo 3 40 5.05 0.022 0 03C0 C 025 0 0300 3.029 0 D30C G.17 * * 1 0 06 0 04 0.55 0.07 0 56 0 19 127 0.19 145 I 0.09 0 05 0.59 0.023 0 001 0 46 7 37 3 025 GOOD 0 48 8.47 D 10 0 06 0.64 0.08 0 09 0.55 0.54 0.030 0.000 1 0.51 0 043 1 D.C3D0 0.22 159 i 0 "3 0.C8 0 75 3 83 0 10 0 58 C 044 O.DCD [ 0.59 9 92 14.56 0 055 OC3CC 0 24 0 052 0 3330 0.25 177 3 *5 0 39 199 3 17 0.11 0 11 0 59 3 055 0 300 a 64 18.5B 3.89 0 *2 0.5fi 0 06? i 0.0300 3.27 ■i 217 C ' 3 0.12 0.93 a.13 0.57 ■ 0 263 0.000 067 20 95 D 06B 0.001 0.68 22 56 0 0?2 □ .0303 0 77 235 0.19 0.13 0.97 0.13 3 004 D.C3C0 C 29 an 0.02 0 01 0 27 W* nzU*» Water 1/VprAs uci gfl S~ze*vislor Pnlcrpr-se 0 56 3.072 . 0 000 0 70 24 19 D.4Q 0 004 3 COO 0.25 1 26 April, 70*6Mimslry of Water, Irrigation aro L ectrioty Dab_s Irrigation Study & Dftftgn Project Volume IV Design of Irr-gaton ano Drai-age System f -ta Rcocr‘ Reacn Cana' r Required Discharge I mJ/s 0.000 Roughness Coefficient | 0 0300 i 1 F S.D Bed $<ope Im/m Bed ■widtn i Flow area Wetted perimeter ' Hydraulic radius Flow velocity Difference B/D Drair area m m!m rr m/s Design Discharge m3/s * ha 0-21 21 86 ae 9? 0.11 00 0 04 0 02 0 36 005 0 49 0 009 0.001 0 32 2 55 0 D'2 1 C C300 0.13 80 0 05 0 02 0.41 0 06 0.54 0.013 0 000 0.38 4 20 0.022 0.0300 97-155 0 026 0 0300 0 16 0 18 B0 140 C07 C.04 0.51 0.07 0.63 0022 0 000 0.46 7 51 0 53 0.026 0 000 0.49 8.68 155-iea 160-27? 272 390 393-520 0 032 0 0300 921 200 0 044 DO3D0 0.24 26D 0 09 0.05 0 63 0.08 0 11 0 07 D.70 0 10 0 49 0 14 D 09 0 02 0 11 0 46 0 033 0.001 a.53 1032 0.044 0 0DC 0 59 14 74 0 071 C 0300 028 0.006 0 0300 0 30 283 3CC 0 20 0 23 • 0 *4 1 03 Q H4 0 53 0 072 0.301 0 70 23.90 0 16 i 1 09 0.15 0 54 0 007 0.001 0.75 29'3B 520-531 0 099 . 0.03DO 0 32 300 0 25 0 10 1 14 0.16 0 56 0 100 0.001 0.78 33 49 531-774 774-028 823-950 0.111 0.0300 □ 33 300 0 27 1 19 0.16 0.57 0.111 0 140 0 0300 0.35 0 170 0 03D0 0.39 300 1 0 31 0.19 0 23 1 3.000 0 02 37.4b 1 30 0 10 0,61 0 140 0.000 0 80 47 05 3BC 0.37 0 29 1 46 0.20 0.58 0 171 a. coo 0.95 57.37 Note Design duty of 2 E r69 i/sAia has been u<en Siae 5 Doe af (V. H) 1 1 5 s teKen Pee board O.Pti is taken Waler Works Design and Supervis c-i Fnlerp' se Apr. , 2016V ms Uy cf Water, Irrigation ana E ectncly Das us "Tigation Study & Design Project Anno 4 B Hydraulic Des.gn Parameters of Tertiary Drains |TD^ fR0MC) Volume rv UesiJjn al I'-.ga: nn a_3 Drainage System Fin a ^cpn-i Reach Canal 1 Requireo Discharge Roughness ? Coe^ciant j- F S D Bed Steps Wetted pcr-meter m Hydraulic radius mJ/$ 'm 1rn/m 170 tied Flow area m I m* Flow velocity t/s Design Discharge ~nJ/s D "erence I 0/D 1 Oram area - 1 - i fra 0-299 I 0 025 0 0300 0.14 0 25 ' 0 05 i 0 63 DCS D4B 0 025 I 0 001 1 00 a 26 299 322 TD-.1-1 0 043 0 0300 D 20 200 0 25 0.09 3.81 322-555 565-564 564 6/2 1 0 065 0.03DG 0 030 ' 0.0300 0 23 210 0.25 ; 0.11 . 0 91 0 11 0.54 0 12 0.57 D04S ' 0 001 1.00 16.03 C066 C0OO . ■ 00 21.73 0.26 210 0 26 0.13 O.SB : 0 13 0.60 0.094 0 0300 0.27 1 710 0.27 0 25 0 15 1.05 0 153 TD-T-2 : 0 013 i 0.0300 0 11 30D 0 04 0.56 0 14 0.63 0 07 0.33 G OSO 0 094 0,013 0 000 1 00 26 B3 0.000 1.30 31 7 5 0 000 1.00 4 32 153 164 ‘54-532 0.027 0 0300 ■3/9 I 540 0.25 o.ca 0.79 ' 0.11 ' 0.32 0 D42 0 0300 C 26 730 0.26 0 13 i 0 99 0 13 0.32 502-515 0 062 ■ 0 0300 0.31 900 D 31 0.19 1 IB 0 16 0.33 515/792 / 92-BOZ i 502-931 0 0-245 245-254 254-469 ' 469-4B- 401-1043 104 3-^5? I 0QB6 a 0300 0 35 950 0 35 0 25 4 35 G 18 0 35 0 ^5 0 0300 0 40 1100 0 40 0 32 1 54 0 21 Q 36 C.150 TD-2-1 rt ft « -a 0 0300 ;| 046 1300 0.46 O'42 1 76 0 24 0 027 0.000 1.00 9 02 0 342 0.001 1 00 M 06 0 062 0.DCC 1.0D 2004 0 006 0 000 1 00 29 03 0/15 0 000 1 00 38 68 0/50 0 000 1.00 5D<0 L> u ■ J 0 0300 0 12 400 0.25 0.04 0.59 0.026 1 0 0300 0 T0 450 | 0 25 ooa D 75 D03S 0 0300 0.22 500 0 25 0.11 0 68 0 07 0 36 0 30 0 013 0.000 i.ao 4 33 O ID 0.34 C/2 0.36 0 027 0.001 1.00 B.65 0 031 T.00 12.62 0 050 0.0300 1 0.26 550 0 26 0 30 013 0.99 0 14 o.aoo *.00 0 069 0 0300 0.30 0OC i 0.007 0.0300 0 33 650 0.19 1.13 0 <5 0 33 0 22 i 1.26 e it 0 38 0.39 0 40 0.039 0.051 0 069 0.088 0.000 0,001 1 co 16 98 23.11 1 0 1C5 0.0300 1 0.36 700 C 35 0 26 1.37 0 19 0.41 0 105 0.000 1 DC 29 24 1 00 35 47 0 0-10 *0-267 267-275 279 539 539-551 . TD-2-2 3 006 0 0300 C 07 200 0.25 . 0.02 0 45 c.cs 0 32 0 0'7 I D 0300 ■ F 0.12 25D 0.007 0 001 1 CD 2 16 0.017 0.000 1 0D 5 77 0 023 0.0300 C 17 300 0 25 0.05 0 60 0.0B 0 25 0 07 0 73 0.10 0.029 0 031 1 00 9 38 ■ 0.043 0 0300 0.22 1 350 0 25 0.10 j 0.66 0.12 J D.3B 0 41 043 l ’Water Works Des-gi anc Super*r>" F-ilerpriw ?.C5B 0 0300 0.26 430 0.26 3.13 0 99 ■r 0 079 □ D3CD 0 30 | 45D U 30 o.ia i 1.14 100 0.13 0.44 0.16 D.45 0.043 o.aoa 1 00 14 49 0.C-5B o coo 1.00 19 60 0.080 a. Doi 1.00 26 71 Apm, 70‘6MifiL5;ry of Waler irrigation ana L’cctr □abL-s :rhgBU&.n Study 4 De sign Projec: Vn urne IV Desgn ef I’rrigat an snc Drainages System F ra, Repr>r1 Reach Canal I 1 Requ fed | Discharge Roughness Coefficient rs d □ ea S ope Bed widlh Flow a*es Welled Defrnelcr Hydra uUc radius • IT ‘ Flow yulccily Design Discharge mJ/s j r* im/m rn rn^ m 551-611 ’ 3T1-B23 1 D TO 2 3 ’ 0 7S9 759-771 1 I O.TOD 0 0300 0.33 5 DO 0 33 0 22 1.27 0 17 0 42 3.35 1 61 1 a 22 "Vs m3/s 0 46 O.IOt 0 135 0 025 0 0300 0.42 10D0 3 136 □ .ffcronce a/n □ra.n area ha a Doi t.oo 33.82 0.-2 DC 1 00 45 63 0 0300 0 24 0 34 BCD 1200 325 0 12 1 0.93 0 13 1 0 30 0 30 3 0/0 0.0300 0 34 | 0.23 1 30 o -a 0 30 i D 106 i D 0300 ■3,40 '300 0 40 1 0 33 1 54 0.21 0 33 0 035 oooo 1 00 11.62 0 070 0.000 1.0G 23 64 0 '07 O.DGO 1 00 35 74 771-9B4 994-994 994 1097 '297-^206 ‘ C-306 JOG 315 315-555 • 555-572 ' 572-343 343556 856H037 | '037-109/ 1097-1309 1 0 142 0 0300 0.46 , 140C | 0.46 0 174 0 D3D0 1 0.49 ’ 1400 0 49 0 42 1.74 0.24 0.34 0.142 0 DOO 1 CO 47 34 0 40 1 86 I 0 26 0,36 0.175 0.001 1.00 50 63 0206 ' 0 0300 1 0.52 1400 0.53 0 55 0 59 1 0 62 2 01 0.27 0.38 0 206 O.DDC 4 01 69 42 0242 2.0300 0 55 1400 2 13 0 29 0 39 0 243 0.000 1 07 81 64 TD-3-1 0 014 0,0300 0.19 620 0 25 0.00 0 78 0 10 3.3G 0 14 0 30 0 16 0 31 0 024 0 01C 1.00 4 68 0 032 0 3300 0.27 I 0 D49 0 0300 0 31 900 0 27 0.15 1.04 *000 0.31 0 19 1 19 - 0 045 0.061 Q.012 0.012 1 00 10.B5 1 00 1661 0,065 0 0300 0.36 1200 0 35 • 0.25 * 37 0 19 C 31 o oae 0,014 1.00 22 27 i C 002 « 0300 0 43 l 1400 0 40 0 32 1 52 0 21 C.31 0 050 0.017 * 00 27 4S I 0.099 0.0300 0 43 1600 0.43 0 33 1 66 0.23 C 3* 0 117 0 01 B 1 00 33 29 0 120 0.0300 0.47 i 1700 0.47 0 43 1,78 0 74 0.31 i 0 144 0.0300 0 50 19D0 0 52 1900 o.5c : 0 50 0.52 0 54 1 91 0.26 0 31 0 136 0.01/ 1,00 4027 G 155 0.G1- 1 00 40 35 1 0.170 0 0300 1.99 027 0.10 0.15 0 18 D.32 0 173 0.003 - 00 57 27 0 262 TD-3-3 , 1 0 023 0.3300 0.17 550 0 25 I 0.07 0 74 262-276 1 276-590 598-535 GOB 622 322-934 334 1093 1093-V02 | Waterworks Dr Sign 2.”d S uuefv. srfbn F-Io’■prise 1 0.04 6 j 0.0300 I 0.28 903 0.28 0.16 D.25 0.35 j 1 07 1.35 1 59 0.31 0.31 0 023 0.046 G.DOO 0 000 1 GC 1.00 7 72 16.17 2.077 0O3DC 0.35 1200 | 0.35 0.31 0.077 o.ooc 1 00 26 03 1 CJC9 0.0300 0 42 1500 0 139 0,0300 D.47 I 1700 I 0 168 0 0303 0.51 ' 1900 042 022 0.31 0 10B -D.ODi 1.0C 36 6’ 0 47 0 44 | T 80 0.25 0.32 0 -39 c.ooo 1.00 46.97 0,51 0.53 ‘ 1.97 0 27 0 32 0.25 0.32 C.31 0.32 C.160 0 000 1 00 56 72 0 199 3 0300 0 56 2103 C 55 0 62 2.13 D23D [ J 0300 0.59 2300 0.62 0 72 | 2 29 07 0 t99 0 229 0 000 1 00 66 90 c.ooo 1.05 77.31 Apr 2D 16Mirutlry ol Waler rngalion a-er Elechc !y □d&L5 Irrigation Study & Design Pro-eel Vo Lrre iV Design cf Irrigation and Drainage Syslar*' Fmat Recon Reach Ca^al Required Discharge fT?/# Roughness C DC ftic ent F.S.D Bed 1 Siooe Bee width FW d'Ca Welted perimeter Hydraulic radius Flow ye ioci ty Design D'scnarge Difference B/D □ra r area I’ Tl im/m IT mm m.'s n?Jfe - ha 1102 1306 0 259 ' 0 3300 0.62 2500 0.68 3.B1 2 44 0 33 0 32 0 259 0.003 1 1C 87.31 •306 *316 0 289 .0300 0.65 2700 0 74 0.91 2.58 0 35 0.32 0 289 occa 97.35 ' 316-1 546 i 0.316 0.030C | O.Gfl ' 3005 0.BO 1.01 2 ^2 0 37 0.31 0 315 -0.031 1 10 r 1 14 i _j 106 41 0-19B TD-4‘1 ’ 0.006 0 0300 1 0 06 j 140 0 25 0.02 0.42 190-20/ 0.015 0 0300 ' 3 10 140 0.25 0 03 0.53 004 0.35 0 0D6 0.001 1.03 I 1 91 0 06 0.45 9 015 0 000 1.00 521 20/-409 0 025 ■3.0300 D 13 ' 140 1 0 25 C.05 0.61 0 08 0.52 0 025 0 001 1 00 _■ 8.51 409-41 fl 4*8-620 620 629 629-845 I D 034 0.03DC ' 0.044 D 0300 0.053 0 0300 0.15 *40 0.25 0 26 0.68 0 09 0.56 0 034 0 001 ■ °°. 11.62 0 17 140 1 0 25 007 0.74 0 10 a.ec 0 044 0 000 1 00 14.73 C 19 140 0.25 0 08 0.062 0.0300 0 71 140 0 25 0.09 079 0 -1 0.63 83 D 11 0 66 0 B7 0 12 0.60 a 053 0.000 1 00 1 17 75 0 062 0.000 1.00 20 77 B45-B54 3 070 0 0300 0 22 140 0.25 0.10 354 1092 0.078 0 0300 0.23 140 0 25 □.11 091 0 12 070 0.071 0.078 o.oao 1.00 23 60 0.000 ’ 00 26 20 1092-1103 0 090 C 0300 0 25 140 0 25 0.13 0.95 0.13 0 73 0.091 1103-1222 0 090 i 0.0300 0.25 140 0 25 0 13 0.96 0.13 0 73 0.091 n u TD'4‘2 | 0.016 0.0300 0.11 170 0 25 04 0.55 0.07 0 43 0C17 0-204 0 033 0 03 CO 0.16 170 0 25 0 D6 0 69 0.09 0.52 0.033 0.001 1 co 30 28 0 001 1 1 00 3C7B o.oao 1 1 03 5 4fl a.ooi 1 03 10.96 204-2 * 4 214-452 , 452-461 461 712 0.052 0.0300 9 23 300 0.25 0 11 0.071 0.0300 0 28 400 0.28 0 15 0.90 a.12 0 47 0.052 1 0.300 1.00 17.46 1.06 0 14 0.46 0 070 •0 001 I 1 00 23 96 | 0 390 0 0300 3 32 500 0.110 0 0300 0 34 500 0 32 0.20 C 34 0 23 1 21 0.17 0 45 0.090 -0.001 1 00 3347 1.31 0.10 47 0.110 0 DCO I 1 co 37 01 712-1560 I 0 0.110 0.0300 0 34 500 34 C 23 * 3- 018 0 47 0 110 0 000 ' 1 co 37.01 TD-6-1 0 017 0 0300 D 15 500 0 25 0.06 : e? 0 09 0 30 0018 0 0D1 1 DC 5.85 0-133 0 035 0 0300 0 22 550 0 25 0.10 0.87 012 0.34 | 0 035 0 000 1 00 11 72 138-^48 0.053 0 0300 0 2? 550 D27 0 14 I 02 C *4 0.38 I 0.353 CODC 1.00 IS 01 '43 373 0 072 0.0300 0 30 553 0 30 018 1/4 0 15 41 I 0 072 I 0 003 1 CO 24 3£ 3/3-33? <82’592 592 502 502-739 j U TD 6-2 Waler t/Vcr-5 Design a.nc Supervision Enie afise • 0 094 rj r. * n J uJ-uU 3 31 550 0 31 0 20 ■20 0.16 0 43 I C.D84 i c occ 4 1.00 28.33 t 0 096 0.0300 0 33 . 550 0 33 . 0 22 1.26 0.17 0 44 0.096 0.000 1 00 32 3.0 | D 108 0 0300 0.34 550 0.34 □.24 i.32 o.ie 0 45 I □ *08 ! 0.0 DO 1 00 35 31 0.108 0.C30C 0.34 55 D 0.34 0.24 0 25 □.05 1 32 0.69 0 18 0.09 ( 0.45 . O.1CE 0.000 1 00 I 36 31 i 0 019 0.0300 0.16 500 n T- n J Ju | 0.01b 0.300 1 30 6 3B Agni, ZJ16 rstry l* Water l/riga'. an a’id I lecf city Ldcus irrigation Study 4 Des<gn Project Reach 1 Canal Required Rcug.nness VniUrne IV Ccaign of irrigation a.nc Ora'iiage System Final Keoon FS.D ited Bed Flow Wettea 1 *-*ydraulic Flow Design Difference B/D Dram 1 ! Discharge Coefficient Slope | width aca . perimeter | radius velocity Discharge i r nJ/s 1 m IrrJrr m .m I m m I rr/s 1 mJ/s area ■1 ha d-?C4 0 033 i 0 0300 0.22 1 500 0 25 0.11 0 08 1 0 12 0 36 0 039 0.001 1 00 12 76 204-214 0 050 . 0 9300 025 500 C 25 0.13 D.97 0 13 0 39 0 050 0 ODD 1.C0 16.97 214-440 0 063 1 0 0300 0 29 | SCO i 0 20 0 15 1.C5 0.14 0.4’ 0 063 0 000 1 ao 21 IB 440-451 i r 0.079 0 0300 0 30 ' 500 Q 30 0,10 1 15 0.16 0.43 0.079 0.000 1 00 26.55 451-666 656-675 675-1129 9.095 O.O3DC C 32 530 0 32 021 1.2-3 0 17 C 46 0 095 a oc’ 1.00 31 92 0 095 0 105 0 0300 t DOjOO 1 0 32 500 0.32 0 2* 1 24 0 17 0 46 0 C95 0 201 1.00 31 92 0.34 500 0 34 0 23 0 I TD 6-3 0 C06 0 0300 0 04 1 50 0.25 • 001 0.38 0 04 1.29 1 0 18 ■ 0 47 0.107 0.001 1 00 35 70 0 51 0007 DODO 1 00 2.13 0-120 0 013 0.0300 10 07 ■ 1 50 025 0.02 C.44 0 25 D.04 0.57 0 05 0.63 120-140 140-50? 0 023 1 C.03C0 10 11 1C0 3 07 0.53 • 0 023 0 0300 0.11 100 0 25 0.04 0.57 0.07 0 57 0.013 0 001 0.024 o oat a.023 a.oac 0 TD B’’ 0-25 25*35 ’ 35-321 ' 321 332 332-793 793-003 303-1102 I ■ 0 032 0 0300 0 w 200 0.25 0C7 0.71 0 09 0,49 0.033 o.oao 1 00 4 26 1.06 7 09 1.0C 7 69 1.C0 10 93 0 065 0 0300 1 0 24 220 ! 0 25 0.12 0.92 0.13 0 56 0 065 0.000 1.00 21 05 0 100 1 C.03D0 029 250 0 29 [ 0 135 0,0300 1 0.34 350 C 34 0 17 1.11 0.15 0 24 1.32 3.18 0.60 0.57 C 100 0.001 1 00 33 59 0 135 o.aoc 1.00 45 Jt 0 16fi 0 0300 3 44 3 201 0.0300 3 47 800 0 44 0 30 1 68 0.23 0 44 0 169 0 001 1 00 56 57 050 0.47 C 45 1 81 025 a 45 0.202 0,000 ■ oo 6/ 83 1 0.227 0 3330 a.sc 1000 0.53 0.52 1 95 0 27 0 44 0 227 0 000 1 05 76 35 1 i 0.252 00300 0.54 1200 0.59 0.60 2 TO 0 29 0 42 0 252 0.000 1 09 04 06 1152-1195 1:95-1433 j 0 274 0.D30C 0.55 1250 0 62 0 55 • 2 19 0 30 1 0.297 1 D03C0 057 1300 0 66 0.70 I 2 27 0 31 0 42 0.274 o.coa 1,12 92.37 0.42 0.297 o.ooc 1.15 99 87 433-1442 -313 0 33OC 0 58 1350 0 66 0 74 2.34 3 32 0.42 0313 0 000 1.17 1C5 2B 1442*1608 0 329 0.0300 0.60 1400 * 0 71 0 76 . 1 2 40 0.33 0.42 <669-'S97 Tn97-' 9" Z Waterworks -e$ gn ana Swoervisior Fni&*p- 55 j 0 3-14 0.030D a 61 D 74 0.02 2 46 C 33 0.42 0 329 0 000 i,19 1*0.69 0.344 0 000 1 21 11578 0 359 D.03C0 0 52 ’5CC 0.76 0.06 | 2.51 0.34 0 42 D.359 0 000 1 23 120.88 109 Apr i 20 ’6Ministry of Wale Irrigator ang L ectneily □abus Irrigator Study i Design ^roincl Reach Ca r jj Required Roughness -so 1 Bed Bed Volume IV Desfgn of Irrigation and Drznflflc Sy Mem Final Re dur! ! D scharge Coeff cent Slope w dlh 1 mJ/s * m 1 IT1/.T m now Wettea Hydraulic Flow □es-gn Difference area perimeter radius velocity Discharge m HI j m rrj's mJ/s 1 3/D Oran area ha ' 917-1 926 0 385 0.0300 0 63 ' ’SCO I C 80 1926-2133 1 0 410 0 0300 . 0.65 I "550 | 0 83 0 90 2 58 | D 35 0.43 0.385 O.DCO 1 26 129.53 138 19 2133 2142 -1I 1 29 1 >0 437 0 C300 0 66 1600 0 87 • 0 96 i 2 66 0 36 0 43 1 02 | 2 75 0.37 0 43 041D owe 0 437 0 D00 2*42 2372 0 463 0 0300 0 66 1650 ' 0 91 23/2 2381 0 491 0 0300 0 69 , 1700 3 95 1 07 ' 2 03 0 3B 0.43 0 463 0 000 1 *4 j ’ 2 9- ' 1 32 147 OB - 34 155 93 1 37 165.30 2331 2609 2539 2626 j 2626 2698 2653 2711 0.39 i 0.43 0 491 0 000 0.519 3 0300 0 71 1753 D 99 I 0.541 0 0300 i 0 72 ; -800 I 1 02 ' 1.20 1 2 99 0 40 0 43 0.519 O.DCO 1 40 174 67 1 25 3 05 0.41 D43 0.541 0 000 1 42 ; 0 563 0 0300 0 73 j *850 1 05 0 584 0 0300 0.74 i 1900 1 08 1 44 2711-2762 0 606 0 0300 0.75 195D ’ 11 1 30 3 12 0 42 C 43 D 563 o.coo 1.35 3 IB 0 43 0 43 0.585 0.000 1 40 324 0 43 0 43 0 605 DODO ! ■ 45 . 1 48 t 50 • i • I 1 51 ‘02 21 189 75 196 87 203 99 7/62-2774 2774 2E2D ’ 2820 283’ 0 628 I 0 030C 0.76 2000 1.14 1 45 3 30 2‘1 47 218.96 ( 0 650 3.0300 0 672 0 0300 1 5! i 3.36 0 44 0.43 0 626 0.000 0.45 043 0 650 0 COD * 56 3 42 0.46 0.43 0 672 DODO r 53 225.26 2831-2970 0 693 0 0300 0.77 2050 1.17 0 78 2100 | 1 20 0.80 2200 " 24 1 53 * 3.50 0 47 0 43 2970-2980 j 0.716 0.0300 0.81 2300 I 1.27 0-353 TD-9-i 0 002 0 0300 D 03 200 0 25 | 1 69 3 57 C 47 1 0,42 0 0- 0 34 0.03 0.2* 0.693 0.00(1 0.7*6 0.000 0 QD2 0.000 . 1 55 233 56 1 57 2*1 06 353-334 384 74 t , 0-282 TD-9-3 252-2/3 2/3 512 512-521 521-*53 1 763-772 ^72-1037 Wf Wir-.s Design and Susc’ViMor. Er terp.- sc- | 5,006 0.D30C 0 04 30 0,25 , 0.022 2 0300 0 09 42 3.25 ! 0.01 0 36 0 03 061 0 007 a dci I 0 03 0 49 I •i 0 06 0 77 0,022 a.ooD 0 026 D.C320 4 0 17 350 0 25 ' 0 C47 3 0303 0 23 350 0.25 D.C61 J 10300 0.30 300 0 30 1 C.077 0 03CC 0 33 SCO | 0.33 ’ 0.093 0 0300 0 35 aoo 0.35 0.108 0.0300 0 37 800 0 37 0 122 10 0300 0 39 1 BOO : 39 0.0/ 1 1 0.11 I 0 18 i D 73 O »D 038 0.026 0 0D1 0 B9 0 12 1 0.44 0 047 0 000 1.15 0.2" 1 1.25 0 24 1 34 0/6 0 34 0.062 0 000 0 17 0.36 0.077 c.aoo C/8 0 38 0 093 a.coo . 0 27 1.42 0.19 0.39 0.108 0.000 0 33 1 49 0 20 I 0 41 D 122 0 000 ’ 1 OC 0./8 ’ DC 2/7 , 1.00 ’ ? 30 1 00 8.66 I 00 15.68 t DC 20 67 1 ■ :•? 25.Bi 1 1.00 31 27 1.00 36 24 1 1 00 41 21 Atri 2016Ministry of Waler, Irrigation and Electricity Dabus Irrigation Study ft Des gn Project Reach Canal Required □isenarge Voiumc *V Design of irrigation anti Drainage System Final Report ' Roughness F s.D Coefficient - 3et3 Slope I 3ed width ' rnJ/s j intfrn L 1037-1046 1046---231 1 0 136 0.0300 ; 0.40 800 0 40 | Flow r a ea i i i ' Welted perimeter 1 m Hydraulic , I Flaw ( radius velocity 1 m Tl/S | m /s • Design | Discharge 1 1 1 Difference a/D Dram area 1 na 0.1*5 0.0300 1 C 41 1l 0CD 0 41 0 33 I 1 55 0 21 0.42 r □ 136 . 3 ooc 1 00 _ 45.87 0 205 7D-9--4 205-215 215-627 627-537 ! 637-87S 8ffl 887 8B7-1C97 1097-1544 0 022 a 0300 ' o 14 300 0 25 i j 0 0*4 0 0300 1 0.27 '1 9C0 0 27 0.065 0 0300 I 0.31 SCO 0 31 ' 0 34 1.59 i 0,22 i 0 43 0.146 0 DOO i oa 49 27 0.06 1 0 66 009 0 30 1 0.021 -0.001 1 co 7 0.15 | 1.04 0 14 0 30 ' 0.044 I oooa 1 00 i *.4.91 r I 0 069 0 030D 0 35 ( 900 C 35 ( 0.20 I 1 20 ' 0 25 I 1 35 | 0 16 1 0 33 I 0 005 1 0.000 1 00 21 9*. 0 18 1 ; 0 36 D 069 □ 000 1.00 30 06 0 04 - 0 0300 0 37 900 0.37 C 120 0 0300 0.39 900 ( a 39 I 0.135 0 0300 a 41 900 0.41 0 28 | 1 43 0 20 0 37 0 104 i 0.000 1.00 ' 35 17 ' 0 31 I 1 51 0 71 I . 0 34 l.56 3 22 • 1 0 39 1 0 ?20 0.000 t 00 40.45 D 40 ' 0.135 i GOOD 1 DO 45 52 0.150 0 C300 0.40 600 0 40 0 32 1 52 0.21 0 4B 0 150 oooi 1 00 50 41 Note - Dostgr duly nr 2.969 l/s/na has beer taken Side moots of (V: H) 1 1 5 s taken -ree ooard 0.2m 5 taken Water Works Design anc Sjpnrv sion Enlcrpr-Uu* Aori». 2016REPLY MADE TO COMMENTS FORWARDED BY CLIENTMinistry of Waler Irrigation and Electricity Dabus Irrigation Study and Design Project Comments Forwarded by Client Comments Forwarded by client s. No Comments Reply made Remark 1. 1 i i The whole stretch of the main canal route is supposed to be earthen material without any lining What about the irrigation water loss through the earthen materials? We would like to indicate you that, there will be i considerable amount of irrigation waler loss through the proposed material and the stability of the walls and bottom of the canal will be affected through time. Therefore. it will be more appropriate to consider lining of the main canal with cither gabion or geo mem brane. Part of main canal on both sides, which has got higher seepage loss (based on canal geotechnical investigation) arc already protected with geomembrane. 2. The name of the ministry' in the report need to be amended as “Ministry of Water. Irrigation and electricity Correction is made accordingly 3. 1 Page I, the statement which says and prior written authority of WWDSE: in the disclaimer need to be amended as we believe that the owner of this study and design documents is the Ministry of Waler, Irrigation and Electricity Correction is made accordingly 4. Calculation sheets for hydraulic and structural design of inline canal and other related structure need to he submitted as part of the final report for future reference This will be compiled and send to your good office with final documents 1 5 Page 4. in the first paragraph beneath elevation area curves, the statement which says “There is almost no upstream use., need to be qualified if there is any use It is also important to specify the volume water being used and the location of abstraction. This is corrected accordingly 6. flic details in the main layout nrc very difficult Io read Need to be reproduced either with larger scale or font sizes as appropriate. This is corrected accordingly Water Works Design and Supervision Enterprise 1 Ap-<, SniGM'fiistry of Water Irri gal ion and Ele-drtcity Dabus Irrigation Study and Design Project _________________ Cnmmnnls Forwarded by client s. No Comments Reply made Remark 7. Page 13 Jt is known that there are different methods being used lor the calculation of effective rainfall. However, it is not mentioned why USDA SCS is preferred ' selected for this study. This is corrected accordingly 1 8. Page 1 8, the first note given below the table need to be checked for its correctness. 9. Page 31, tables 7.5 and 7.6 need to be checked if they arc correct. 10. Page 33, 7.8, the freeboard specified is limited to a discharge of 2m3/s but the design discharges for the main canals arc greater than these J Waler Works Design and Supervision Enterprise Afnl.aou 2I I I 8 I » I I fl fl fl fl fl fl fl Ministry of Water Irrigation and Electricity Dahns irrigation Study and Design Project________________ Comments Forwarded by cl ent 1. Bid document;- Dum & appurtenant Structure Item ref, In the doc Reply made Bid document from WWDSE Required modification ITB« Request for clarification 10 days before closing date For 1CB 21 days before closing Correction made accordingly tTB 29 1 No margin of preference For 1CB preference margin allowed for domestic Contractors Currcclion made accordingly GCC 25 Procedure for Disputes resolution through Adjudicator Lows of FDRE unless and otherwise indicated in SCC /Only those public bodies that are allowed by low can do through arbitration/ Correction made accordingly GCC38 If final BOQ exceeds 25% of original contract rate shall be adjusted? The adjustment o f BOQ should not exceed 25% as per the norms of contract management. Liquidated damage 0 1% of the value of undelivered services per day until actual delivery. Correction rnnde accordingly SCC 49 Liquidated damage 0.1% of the local contract price/day Correction made accordingly sec si Advance payment 20% Advance payment can reach up Io 30% Correction made accordingly SCC 52 1 Performance Secuniy Unconditional bank guarantee only For local contractors Condmonal insurance bond also allowed Correa ion made accordingly SCC 47 No price adjustment If contract duration Is more than 1R mnnlhs price adjustment allowed. Correct ion made accordingly Section 2 Bod Data Sheet Section * - Evaluation Jt Qua! i Be at ion Criteria are missed /if not Clarification required? S Section 2 : Bod Data Shed Sect ion 3 Evaluation & Qualification Criteria arc missed and should be included In the appropriate section of the report. Cone ct ion made accordingly L 1 Water Wenks Design and Supervision Fnlorpnse .1Ministry of Water irngallon and Electricity Dabus Irfigation Sludy and Design Project Communis Forwarded by etent 2. Bid document:- Irrigation & Drainage Item ref. In the doc. Rtpty innilc Bid document from WWDSE Required modification HtB 9 Request for clarification 10 days before closing date For ICB 21 days before closing Correction made accordingly BDS [3.3 hems for which rate is nol provided by the bidder ? % note specified /suggested./ Correction made act ord i nglv 1TB 29 No margin of preference shall apply For ICB margin of preference allowed for domestic contractors Correction made accordingly see 47.! Price adjustment not allowed If contract duration is more than 18 months price adjustment allowed. Correction made accordingly BOQ not attached as part of bid document BOQ to be attached Correction made accordingly BDS 34.1 GCC 25.3 Procedure for Disputes resolution through adjudicator Laws oFFDRE Slates that, unless and otherwise indicated in SCC. Correction made accordingly L Waler Works Design and Supcrvisron Enterprise 4 April, 201RMinistry of Water Irrigation and Electricity Ha bus Irrigation Study and Design Project Comments Forwarded by client (^ommcnls on Debus Irrigation devclonfEicnt feasibility study nncLdchiiJ design druft fjnul repot. 1 The whole stretch of the main canal route is supposed to be earthen material without any lining. What about the irrigation water loss through the earthen materials? We would like to indicate yon that, there will he a considerable amount of irrigation water loss through the proposed material and Hie stability of the walls and bottom of the canal will be affected through time Therefore, it will be more appropriate to consider lining oflhe main canal with either gabion or geo membrane. 2. The name of the ministry in the report need to be amended as “Ministry of Water, Irrigation and electricity 3. Page I, the statement which says . and prior written authority of WWDSE: in the disclaimer need to be amended as we believe that the owner of this study and design documents is die Ministry of Water, Irrigation and Electricity 4. Calculation sheets for hydraulic and structural design of inline canal and other related structure need to be submitted as part of the final report for future reference 5. Page 4, in the first paragraph beneath elevation area curves, the statement which says “I here is almost no upstream use.,," need io be qualified if there is any use. It is also important to specify the volume water being used and the location of abstraction. 6. 1 he details in the main layout arc very difficult to read, Need to be reproduced either with larger scale or font sizes as appropriate 7 Page 13, It is known that (litre are different methods being used for the calculation of effective rainfall. However, it is not mentioned why USDA SCS is preferred/ selected for this study. 8. Page 18. the first note given below the table need to be checked for its correctness 9. Page 31, tables 7.5 and 7.6 need to be checked if They arc correct . 0. Page j J, 7.8, the freeboard specified is limited to a discharge of 2m3'S but (he design discharges for the main canals are greater than these. Water Wo'Ks Design and Supervision Enterprise 5 April, 2Qf6Mrr.is.try ol Water Irrigation and E'eclncily Dabus Irrigation Study and Design Project __________ ______ Comments Fmwardcd by client 3. Biri document:- Dam & nppurtcmint Structure | Item ref In the i doc. I ITB S Bid document from VVWDSE Request for clarification 10 days before closing dale Required modification For ICB 21 days before closing IIB 29.1 No margin of preference For ICB preference margin allowed for domestic contractors GCC 25 Procedure for Disputes resolution through Adjudicator Laws of FDRE unless and otherwise indie Met in SCC /Only those public bodies that arc allowed by low can do Through arbitration/ [GCC3R If final BOO exceeds 25% of original contract rate shall be adjusted? The adjustment o f BOQ should not exceed 25% as per the norms of contract management. SCC 49 L tqu i da ted da mu ge 0.1 % of t he tola I contract price/day Liquidated damage 0.1% of the value of undelivered services per day until actual delivery, see SI Advance payment can reach up to 30% SCC 52 see 47 Advance payment 20% Performance Security Unconditional bank guarantee only No price adjustment For local contractors Conditional insurance bond also allowed ------ ------- (f contract duration is more (han IS months price adjustment allowed. I. Section 2 ; Bod Data Sheet Section 3 Evaluation & Qualification Criteria are missed, /if not Clarification required; S Section 2: Bod Data sheet Section 3 : Evaluation & Qualification Criteria are missed and should be included in | the appropriate section of the report, Other comments Editing, die current name ot the Ministry throughout the document • Dales to be updated throughout I he documcnt/ITB Waler 'Works Design and Supervisor. Enterprise 6 April, 201QMinistry of Waler triigalion and Electricity Dabus Irrigation Study and Design Project Comments Forwarded by client 4. Bid document:- Irrigation A Drainage Item ref In | the doc Bid document from WWDSE Required modification ! ITB9 Request for clarification 10 days before closing date For ICB 21 days before closing BDS 13.3 Items for which rate is not prov ided by the bidder ° % note specified /suggested/ ITB 29 No margin of preference shall apply I'Or ICB margin of preference allow ed for domestic contractors SCC 47.| Price adjustment not allowed If contract duration is more than 1 8 months price adjustment allowed BOQ not attached as part of bid document BOQ to be attached BDS 34.1 GCC 25.3 Procedure for Disputes resolution through adjudicator ■ Laws of FDRE States that, unless and otherwise indicated in SCC Other comments • Items in the BDS which are not completed or left blank ■ Items m the Evaluation criteria which arc not completed or left blank • Editing the current name of the Ministry thro tighoul the document Waler Works Design arid SupE’vismn Enterprise Apr!. 2016
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