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- 1. 722 THE DEVELOPMENT OF EQUALIZATION MODEL OF WATER ALLOCATION Anang M. Farriansyah1 , Galuh Rizqi Novelia2 * and Budi Husnan3 1 Water Resources, Civil Engineering, Brawijaya University, HATHI NTB 2 Youth Professional Engineer, HATHI NTB 3 Youth Professional Engineer *e-mail: grnovelia@gmail.com Abstract The water allocation of inter-sectoral, inter-similar users and inter-regional should be optimal from time to time because the limited sources, uncertainty and unbalanced due to condition of the world today. Model is a decision support system to optimize the issue. Existing models cannot calculate the equity of water allocation in each headwork that hydraulically connected in the river, because of concept and computation system problems. Model as the pillar of water allocation management, in addition to the institution and infrastructure, should achieve the common goal of maximum volumetric reliability index, minimum gap of deficit upstream-downstream index and minimum spillout. The “Equalization Model of Water Allocation” (EMWA) with the concept of “equal for equity”, will simulate the water balance synergy, aided by Excel-Visual Basic forApplication (VBA). This tools is the “search engine” of maximum-equal K-factor, based on the scheme of the system, inflow and demand. EMWA is a competent generic model that applicable, despite with complex configuration of headwork. The development of EMWA’s prototype with synthetic data results the equity of water allocation on various system. EMWA is helpful to establish strategic plans, annual water allocation plan (irrigation cropping pattern plan), real-time instruction, and water use permits. Keywords: equal for equity, K-factor, generic, model, system. INTRODUCTION Background Hatmoko (2012:71), water allocation of inter-sectoral, inter-similar users and inter-regional from time to time, must be oriented of “equal for equity”. The water allocation volumetric reliability index (K-factor) in irrigation areas (IA) expected to be equal to similar users (Hatmoko, 2012:81) in order to reach fairness in the system (Gorantiwar, 2005:21 and Subagyono, 2007:39). This K-factor method is the indicator of water allocation equity inter-headwork (HW) on the river.
- 2. 723 To knowing the achievement of volumetric equity, exemplified by Lombok river basin (RB) which has deficit of irrigation water caused by the distribution and continuity of water available (Rohmat, 2010). Survey results on 25-27 March 2016 for 115 IA which receives water from HW in main rivers at 15 watershed, indicates the inequity of trend in upstream-downstream (K-factor gap) which should be able to equalize. Water surplus does not increase productivity (Gorantiwar, 2005:17). If the system occurs equity then the productivity will increase thoroughly. In addition, application of the model such as: a) HLD (high level diversion) models in Lombok RB (Puslitbang Pengairan, 1994), b) RIBASIM and c) WRMM, was challenged by the holders of water allocation because the import status and unpractical (Hatmoko, 2012:83). From that time until the publication of Technical Guidelines of Water Balance and Implementations of Water Allocation (Ditjen SDA - 2012), still cannot compile the strategic plans, annual water allocation plan (irrigation cropping pattern plan), real-time instruction, and water use permits that oriented of “equal for equity” in one system. Based on models performance, as written in Hatmoko, 2006 and 2012, and Yulistiyanto, 2008, the summaries are: a) The model has not actualize the regulation of “highly water utilized, in equity” on systems, except as the calculation tools of local water balance in each HW. b) The model needs a longstanding trial-error thus pursued a compromise. c) The model has limited number of nodes in the systems, therefore an expensive water district approach has done using a difficult and unmodifiable programming language. Model as a decision support system of planning (Hatmoko, 2012:74), is an abandoned pillar, besides institution and infrastructure. The solution is to develop an alternative model in common, a practical and general model to every system called “Equalization Model of Water Allocation” (EMWA). This computation model is to support the manager of water resources in watershed to build an optimal water allocation. First of all is to develop the EMWA’s prototype with the output of water release that depend on maximum-equal K-factor of inter-user, according to the input of the system scheme, water availability and water demand. METHODOLOGY Water Balance and K-Factor in System Eriyanto (2012:8), system is a unitary combination of a synergic and organized components that working for one common goal. To learning the system needs
- 3. 724 quantitative model and technic with simulation (Eriyanto, 2012:51). Kodoatie (2010:128), system must be controlled by the manager of water resources in river basin involving the stakeholders, so the surplus water in upstream can be transferred to other areas that receive less water, in order to reach overall increase of productivity in the system (Gorantiwar, 2005:17). Wurbs version of system with the following configuration: - Reservoir: 1,2,3 - Weir: 4,5,7,9,11,12 - Junction: 6, 10 - Node config. of 1,2,3,4,5,6,7,8,9,10,11,12 (Resources: Wurbs, 2005: 43) Figure 1. Figure 1.The illustration of water allocation system scheme The flow control in the system using water balance approach according to the law of conservation of mass (Wurbs, 2005:46). In Hadisusanto (2011:5), inflow (I), outflow (O) and volume changes (ΔV) in each headwork (HW), by water balance: I – O = ΔV.................................................................................................... (1) with local inflow inter HW (QL), spill (QS), release (QR) and demand (QD). The water loss is ignored (Wurbs, 2005: 46-49). In the weir scheme beside, QL – QR – QS = 0 (ΔV=0). If the elements above divided by QD (Farriansyah, 2015: 282) then, K = QR/QD.......................................................................... (2) with 0 ≤ K ≤ 00% due to constraint 0 ≤QR≤QD. The K-factor equation (2) is according to Wurbs (2005:56), Gorantiwar (2005:16), Fagi (2007:4) and Hatmoko (2012:81) as the volumetric reliability index. If the water is less, it has to be rotated to stabilize the crop area, save water ± 40% and crop productivity is not declining (Fagi, 2007:10).
- 4. 725 Table 1. The scenario of water distribution pattern of irrigation with K-factor Class K-factor (%) Level of water shortage Water distribution inside irrigation areas Interlude duration (days) K1* 100 - Continuous - K1 80 - 99 Extremely low Continuous (limited) - K2 60 - 79 Low Light rotation ≤ 3 K3 40 - 59 Medium Medium rotation 3.01 – 5 K4 20 - 39 High Heavy rotation 5.01 – 7 - <20 Emergency Rotation of Inter-segment of IA 7.01 - 10 Resource: Fagi, 2007:10; Tongangor, 2008:478; Permen PU-PR No.12/PRT/M/2015, and survey result of Pengamat Pengairan in Lombok river basin (2016). Model and Optimization Concept Mathematical model in water resources system using linear programming (Wurbs, 2005:66). Still Wurbs (2005:46-57 and 79), in the case of optimization it is more effectively solved by simulation method, because simulation methods (ad hoc) commonly provides excellence, as it imitates the complex system in detail and realistic also applicable to special computing strategy. The generic model is a model that flexibly developed to follow the form of system scheme, is in contrast with specific model that valid in one particular system (Wurbs, 2005:2). EMWA bring concepts of: “if water available can flow along with gravitation, to be highly utilized in equity to fulfill the demands, then each HW that hydraulically connected in river as unitary system that must be controlled (equalization), so the common goal of maximum-equal K-factor of inter-user, include: 1) maximum volumetric reliability index, 2) minimum gap of deficit upstream-downstream index, and 3) minimum spillout. To actualize the concept (Figure 1), with the objective function of maximum (K1.QD1 + K2.QD2), minimum (K1 - K2) and minimum QS, as well as the constraint of water balance, water rationing and spill. Figure 2. Water balance sketch in two similar weirs
- 5. 726 Computation and Generic Model Concept The ad hoc simulation model can be developed for operational engineering system, according to the calculation arrangement of the most upstream HW in tributary to main rivers, by adding the local inflow (Wurbs, 2005:56). In a complex system with some arithmetic equation, then the calculation must be solved by simulation model (ad hoc), by iterating the K-factor of each HW, example gradient step of 0.1 % (Farriansyah, 2014:226 and 2015:282 ; Yulistiyanto, 2015:25). Gap condition on step tolerance called termination status, is an optimal/almost optimal result (Manonama, 2008:184) or not optimal because the water is unqualified to share. Computing in EMWA solved with the assistance of Microsoft Excel – Visual Basic for Applications (VBA) (Farriansyah, 2015:283). The Excel – VBA is popular and practical to non-professional programmers to develop a decision support system in water resources sector, with relatively few of syntax code to run a larger program (Wurbs, 2005:88-91) also to fasten calculation process (Yulistiyanto, 2015:101). EMWAisflexibleforvarioussystems,ithasautomationinformulationsofarithmetic function in every node of HW on the river. The concept of generic model is: 1) tracking node of HW and river junction in system scheme on Excel’s worksheet, 2) deciding configuration of node and 3) connecting node upstream-downstream in the river. Figure 3. The illustration of system scheme tracking in EMWA In figure 2, the calculation is performed by the configurations of nodes 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12 (first) or with nodes 3, 4, 5, 8, 9, 1, 2, 6, 7, 10, 11, 12 (second). The first configuration is similar with the node orders in EMWA (Figure 3).
- 6. 727 EMWA Development EMWA prototype using symmetrical data such as system scheme with HW configuration, local inflow and irrigation demands. In assumed intake capacity is adequate with demands and river maintenance is 5% of available water in HW. Figure 4. Flowchart of EMWA development In the following stage, verification and validation is to determine the model feasibility of behavior appeared (Mays & Tung, 1992:20). Verification is to ensure the correctness of mathematic model transformation to generic-computation model, while validation is to prove the model application in system appropriate preparation purposes (Sargent, 2014:118). Figure 5. Flowchart of work procedures of EMWA
- 7. 728 RESULT AND DISCUSSION EMWA Prototype for Dependent System QA 1712 QA 856 BU1 BU6 QS 1396 QD 519 QS 410 QD 734 QM 36 QC 1000 QM 38 QC 1000 QR 316 QR 446 K 61% K 61% QA 2099 QA 1214 BU2 BU7 QS 1637 QD 760 QS 755 QD 755 QM 49 QC 1000 QM 40 QC 1000 QR 462 QR 459 K 61% K 61% QA 3268 QA 811 BU3 BU8 QS 1158 QD 3470 QS 418 QD 645 QM 44 QC 3500 QM 37 QC 1000 QR 2110 QR 393 K 61% K 61% QA 1847 QA 1289 BU4 BU9 QS 530 QD 2159 QS 890 QD 653 QM 96 QC 3500 QM 46 QC 1000 QR 1317 QR 398 K 61% K 61% QA 1981 NERACA AIR GLOBAL BU5 DAR 163% QS 54 QD 3177 RDR 61% QM 54 QC 3500 RAR 99% QR 1927 FALSE K 61% DI FFF DI EEE SUNGAI ZZ DI CCC DI AAA CAB SUNGAI YY DI HHH CAB SUNGAI XX DI GGGDI BBB DI DDD DI III CLEARDEBIT MEQAA WADUK EL_BEG Figure 6. Prototype of dependent system with weir Figure 7. Prototype of dependent system with weir and reservoir
- 8. 729 EMWA Prototype for Independent System QA 446 QA 667 HW 2 HW 1 QS 239 QS 430 QM 22 QD 307 QM 33 QD 351 QC 800 QC 800 QR 207 QR 237 K 68% K 68% QA 1081 QC = 1500 QA 974 QA 522 HW 3 HW 7 HW 6 QS 313 QS 439 QS 322 QM 31 QD 448 QM 39 QD 793 QM 26 QD 296 QC 800 QC 1000 QC 1000 QR 302 QR 535 QR 200 QR SUP 465 K 68% K 68% K 68% QA 510 QA 929 HW 4 HW 8 QS 247 QS 44 QM 26 QD 391 QM 46 QD 669 QC 800 QC 1000 QR 264 QR 455 K 68% K 68% QA 631 QA 658 HW 5 TRUE 1 HW 9 QS 32 QS 33 QM 32 QD 892 QM 33 QD 925 QC 800 QC 1000 QR 599 QR 625 K 67% K 68% GGG IRR. AREA FFF IRR. AREA YYY RIVER HHH IRR. AREA III IRR. AREA ZZZ RIVER XXX RIVERWWW RIVER EEE IRR. AREA BBB IRR. AREA AAA IRR. AREA CCC IRR. AREA DDD IRR. AREA DATA RUN DELETE SUPPLY Figure 8. Prototype of independent system of wet – dry watershed Discussion If water release as in the scheme (figure 6, 7, 8) is calculated with the existing methods (without equalization), then it can be ascertained that the water allocation is unequal and causing inequity between similar users (as written in the background). With efforts to control the system, it is obtained as follows: 1. The value of K-factor is equal in each HW, although the water balance is deficit indicated by demand-available ratio (DAR) > 100%, unless in case if local water availability in most upstream HW not qualified to share to downstream. 2. Use of the available water can reach the maximum indicated by the spill in the most upstream HW that always has same value with QM, except that HW has a larger local inflow than QD. 3. The value of K-factor in system with weirs reaches 61% and the efficiency of water utility in system indicated by release-available ratio (RAR) is 99% (figure 6). Whereas if there is a reservoir with particular initial storage, the K-factor becomes 91% and RAR reaches 66% due to the storage (figure 7). 4. In the scheme of interconnection of wet-dry watershed (figure 8), it can be regulated so that the value of K-factor is similar or with specific gap (according to agreement). The results of K-factor is 67% - 68%.
- 9. 730 CONCLUSION AND RECOMMENDATION Conclusion Based on the performance of the prototype, the conclusions are: 1. The model are competent to give equal result in various scheme with various number of inflow and demands. 2. Ageneral EMWAcan formulate several schematic shape of a system with HW configuration to use in equalization process, either dependent or independent system. 3. EMWA can give result of highly utilized water in equity, it is the achievement of maximum-equal K-factor value in each HW, with the requirements of available water must flow hydraulically. Recommendation 1. Optimization concept of “equal for equity” and general model in EMQA can be proved with mathematical model so that EMWA is applicable in real system although in complex HW configuration. 2. This prototype can be applied in a various levels of system with complex configuration of HW between similar users (irrigation), including Lombok RB. 3. A test of EMWA prototype in utility watershed is necessary (such as on the Lombok RB with interconnection system), in order to discover the reliability of the computation-generic model inter upstream-downstream and inter wet- dry watershed. 4. For the application of the model should be supported by setting tools, measuring tools and operator in each HW, including network communication system to the operations control center.
- 10. 731 REFERENCES Eriyatno, 2012. Ilmu Sistem-Meningkatkan Mutu dan Efektivitas Manajemen, Vol. I Edition IV, Guna Widya, Surabaya. Fagi, A.M., 2007. Menyiasati Pengelolaan Sumber Daya Air untuk Pertanian Masa Depan, Buletin Iptek Tanaman Pangan, Vol. 2 No. 1. Farriansyah,A.M., Corsel,A.R., and Novelia, G.R., 2014. Rekayasa ModelAlokasi Air Tahunan Wilayah Sungai Lombok (Studi Percontohan DAS Jangkok), Presented in Annual Scientific Conference of HATHI - XXXI, Padang. 22-24 August 2014. Farriansyah, A.M., Novelia, G.R., and Husnan, B., 2015. Alokasi Air Real-time (Kasus:Sungai Jangkok). Presented in Annual Scientific Conference of HATHI - XXXII, Malang. 6–8 November 2015. Gorantiwar, S.D. and Smout, I.K., 2005. Performance Assessment Of Irrigation Water Management Of Heterogeneous Irrigation Schemes: 1, A Framework For Evaluation, Irrigation and Drainage Systems, Loughborough University’s Institutional Repository. Metadata Record. Hadisusanto, N., 2011. Aplikasi Hidrologi, Jogja Mediautama, Malang. Hatmoko,W., 2006. Modeling of Real-TimeWaterAllocation Planning in Indonesia. ICID Proceeding of the 3rd Asian Regional Conference, Kuala Lumpur. Hatmoko, W., Triweko , W., Yudianto, D., 2012. Sistem Pendukung Keputusan Untuk Perencanaan Alokasi Air Secara Partisipatoris Pada Suatu Wilayah Sungai, Jurnal Teknik Hidraulik, Puslitbang SDA, Vol 3 No 1: 71-86. ISBN 2087-361. Kodoatie, R. and Syarief, R., 2010. Tata Ruang Air, Andi , Yogyakarta. Manonama, T. and Soetopo, W., 2008. Pemodelan Sebagai Sarana Dalam Mencapai Solusi Optimal, Jurnal Teknik Sipil, Universitas Atmajaya, Vol 8 No. 3: 184- 192, ISSN 1411-660X. Mays, L.W. & Tung, Y.K., 1992. Hydrosystems Engineering & Management, McGraw-Hill, Singapore. Puslitbang Pengairan, 1994. Laporan (draft) Penyusunan Standard Procedure Operasi WOC, Volume I, II, III, Puslitbang Pengairan, Dep PU, Bandung. Rohmat Dede, 2010. Upaya Konservasi untuk Kesinambungan Ketersediaan Sumber Daya Air DAS Citarum (Kasus: DAS Citarum). Paper presented in World Water Day talk show, UPI, Bandung. March 22nd , 2010. Sargent, R.G., 2014. Verifying And Validating Simulation Models. Presented in 2014 Winter Simulation Conference, Department of Electrical Engineering and Computer Science, Syracuse University, New York.
- 11. 732 Subagyono, K. and Surmaini, E., 2007. Pengelolaan Sumberdaya Iklim dan Air untuk Antisipasi Perubahan Iklim, Jurnal Meteorologi dan Geofisika. Volume 8 No. 1 July 2007: 27 – 41. ISSN 1411 - 3082. Tongongar, B., Kan, C.E. and Chen, J.H., 2008. Distribution Factor Technique for Water Allocation in Rotational Irrigation. Pingtung University of Science and Technology, Taiwan. American-Eurasian J. Agric. & Environ. Sci., 3 (3). ISSN 1818-6769. //www.idosi.org/aejaes/jaes3(3)/25.pdf Wurbs, R.A., 2005. Comparative Evaluation of Generalized Reservoir/River System Models. Department of Civil Engineering, Texas A&M University for the Fort Worth District of the U.S. Army Corps of Engineers, Technical Report No. 282 Texas Water Resources Institute. Yulistiyanto, B., 2015. Metode Numerik: Aplikasi untuk Teknik Sipil, UGM Press, Yogyakarta