The Pandrah Irrigation Area is a technical irrigation network whose water source comes from the Krueng Pandrah river. Pandrah Weir was built in 1987 located in Samagadeng Village, Pandrah District, Bireuen Regency. It has an area of 1,203 hectares of irrigated rice fields. In its development, the damage that occurs in the Pandrah irrigation area also cannot be ignored. It is necessary to review it by assessing the performance of the irrigation system. The purpose of this study was to determine the performance index of the Pandrah irrigation system using the MASSCOTE (Mapping System and Service for Canal Operation Technique) method approach. The assessment of the performance index of the Pandrah irrigation system using the MASSCOTE method approach is carried out by evaluating the Rapid Appraisal Procedure (RAP) on four main indicators, namely service indicators, indicators for Farmers Using Water (P3A), indicators for the operator's Human Resources (HR). In the evaluation of the RAP, it is the value of observations of the respondents of OP officers and P3A farmers who are presented in a questionnaire to cross-assess each respondent in irrigation management. The results of the research on the performance appraisal of the Pandrah irrigation system based on the MASSCOTE method with RAP evaluation showed that the performance index of the absolute value (Level of Service) was 3.05. Hence, the performance index of the Pandrah irrigation system in the existing conditions was in the Good classification. This index and classification value shows the value of irrigation operations in fulfilling services from irrigation management carried out by operators / OP officers and felt by irrigation service beneficiaries, namely P3A farmers.

Lambadeuk Dam whose construction was completed in 2013. The main source of water from Lambadeuk Dam comes from a river channel located in the Lambadeuk mountain area which has a wide watershed of   ± 3,1 Km2, with the storage reservoir is ± 6 Ha. This study is intended to recalculate the flood discharge plan and re-analyze flood tracking. To calculate the duration of hour-time rain used Alternating Block Method that converts hourly rain. A procedure is needed to determine the flow time and flow at a point on a flow based on a known hydrograph upstream. So flooding in the dam can be calculated the form hydrograph flood in the downstream using Hidrograf Unit Synthetic SCS. Flood search analysis in the dam using Level Pool Routing method. With a rain of 1.000 year repeat period of 268,102 mm. The flood discharge of the Q1000 plan is 59,772 m3/s. Has a storage capacity of 258.992,80 m3 at +17.80 m elevation. The peak inflow of 59,772 m3/s occurred at 11,7 hours. Dam can reduce the outflow to 42,552 m3/s and slow down the peak flow until the hour to 12,35, water level above the overflow (Hd) is 1,6 m with a width of 10 m spill. Thus the highest water elevation is at + 19,40 m, if taken free board of 2 m, then the crest embung elevation is at + 21,40 m. Continuous rain does not cause the water level of the pond to continue rising. From the results of this study can be concluded that when the peak rain conditions dam only able to accommodate the amount of flowing flow until the hour to 12,35 only. The results of this study are expected to provide information for flood forecasting and flood early warning system and support flood prevention programs both physically and non-physically.  Abstrak: Embung Lambadeuk selesai dibangun tahun 2013. Sumber air utama embung Lambadeuk berasal dari alur yang berada di kawasan pegunungan Lambadeuk yang mempunyai luas DAS sebesar ± 3,1 Km2, dengan luas genangan ± 6 Ha. Penelitian ini dimaksudkan untuk menghitung kembali debit banjir rencana dan menganalisis kembali penelusuran banjir. Untuk menghitung durasi hujan jam-jaman digunakan Alternating Block Method yang mengkonversi hujan jam-jaman. Perlu dilakukan suatu prosedur untuk menentukan waktu dan debit aliran di suatu titik pada aliran berdasarkan hidrograf yang diketahui di sebelah hulu. Maka dilakukan penelusuran banjir di embung agar dapat dihitung bentuk hidrograf banjir di bagian hilirnya menggunakan Hidrograf Satuan Sintetik SCS. Analisis penelusuran banjir di embung menggunakan metode Level Pool Routing. Dengan hujan rencana periode ulang 1000 tahun sebesar 268,102 mm. Debit banjir rencana Q1000 didapat sebesar 59,772 m3/dt. Memiliki kapasitas tampungan sebesar 258.992,80 m3 pada elevasi +17,80 m. Puncak aliran masuk (inflow) sebesar 59,772 m3/dt terjadi pada jam ke 11,7. Embung dapat mereduksi aliran yang keluar (outflow) menjadi 42,552 m3/dt dan memperlambat terjadinya aliran puncak sampai pada jam ke 12,35, ketinggian air di atas pelimpah (Hd) adalah 1,6 m dengan lebar pelimpah 10 m. Dengan demikian elevasi air tertinggi berada pada + 19,40 m, jika diambil tinggi jagaan (free board) sebesar 2,0 m, maka elevasi crest embung berada pada +21,40 m. Hujan yang terus menerus tidak menyebabkan tinggi muka air embung terus menerus naik. Dari hasil penelitian tersebut dapat disimpulkan bahwa saat kondisi hujan embung hanya mampu menampung jumlah debit yang mengalir sampai pada jam ke 12,35 saja. Hasil penelitian ini diharapkan dapat memberi informasi untuk peramalan banjir dan sistem peringatan dini banjir dan mendukung program-program penanggulangan banjir baik secara fisik maupun nonfisik.

merupakan daerah aliran sungai yang memiliki peranan penting dalam menyimpan atau menerima air hujan serta mengalirkannya ke sungai. Sungai Krueng Keureuto yang merupakan sungai utama DAS Krueng Keureuto memiliki potensi sumber air yang dapat dimanfaatkan untuk memenuhi berbagai keperluan, diantaranya seperti pengendali banjir dengan melakukan pembangunan Bendungan Krueng Keureuto. Sebagai bangunan pengairan, bendungan berfungsi menampung air sungai dalam suatu waduk (reservoir). Konsekuensi dari penampungan air sungai tersebut akan ikut tertampung juga sedimen yang terbawa oleh aliran air. Oleh sebab itu perlu dilakukan analisis erosi dan sedimentasi lahan yang memberi pengaruh terhadap Bendungan Keureuto, mengingat begitu besarnya peran bendungan tersebut di DAS Keureuto. Metode yang digunakan dalam memprediksi laju erosi adalah Model Revised Universal Soil Loss Equation (RUSLE). Faktor-faktor yang diperhitungkan dengan menggunakan model RUSLE ini diantaranya adalah erodibilitas, erosivitas, cover management, serta panjang dan kemiringan lereng. Untuk menduga hasil sedimen dari Sub-DAS Krueng Keureuto digunakan metode MUSLE (Modified Universal Soil Loss Equation). MUSLE tidak menggunakan faktor energi hujan sebagai penyebab terjadinya erosi melainkan menggunakan faktor limpasan permukaan yang mewakili energi yang digunakan untuk penghancuran dan pengangkutan sedimen. Penggunaan Geographical Information

Krueng Meureubo River is one of the big river through the West Aceh district. Krueng Meureubo River has a length of ± 188 km and a catchment area of 1.632 km2. The aims of this study is to conducting inundation and the value of losses caused by floods in Krueng Meureubo river. The scope of this study includes analysis of rainfall plans, flood discharge plans, and the value of losses caused by floods. Based on data processing at 4 (four) rain stations, the annual maximum annual rainfall is obtained at each station for 10 years. Analyzing the frequency of rainfall data plan is by using several distributions, namely: Distribution Distribution Gumbel Type I, Distribution Distribution Log Pearson Type III, Distribution Normal Distribution and Distribution Log Normal. The results of the distribution test analysis to estimate the magnitude of the flood discharge with a certain repeat period, the rainfall data is closer to a distribution, calculation of Distribution and Smirnov-Kolmogorof test of each station to produce a rainfall plan. Based on the result of the test by using Smirnov-Kolmogorof test shows the suitable distribution is following the Log Pearson distribution III. Analyzing the estimated flood discharge on the Krueng Meureubo catchment area determine with a 2-year, 5-year, 10-year, 25-year, 50-year and 100-year re-period. The peak flood discharge estimated by using Hidrograf Satuan Sistetis  (HSS) Gama I. The inundation area is obtained from the height of the flood from the cross section of the Krueng Meureubo river. The cross section used in this study is the cross section of KN 7 located in Rundeng village, Johan Pahlawan sub district. The value of losses due to floods that occur when the discharge of Q100 year (1,516 m3 / s) is Rp468.098.453.000, - which consists of loss of damage to residents settlements and rice fields.

Irrigation channel in D.I. Timbang Deli, Deli Serdang district Sumut province has a total area of 520 Ha and a 5000 meter long secondary channel. Irrigation channel in D.I. Timbang Deli overgrown vegetation at the base and wall of the channel so it is expected to affect roughness. The objective of the study was the flow resistance with the variation of vegetation volume to the variation of the discharge. The method used in this study is field observation by measuring flow velocity, flow depth and vegetation volume (VT) on trapezoidal tract width of 3.75 m and height of 0.90 m along 154 m. Measurements were performed on 3 points of upstream, middle and downstream channels and 5 transverse dots X1 through X5 4 times with D1 debit variation of 1.32 m³/s and D2 of 0.98 m³/s. The dominant vegetation channels are rigid. Measurement velocity using current meter while for vegetation volume (VT) using grid method. The results showed that vegetation volume VT0 (0,00 m³/0,00%), VT1 (52,417 m³/21,14%), VT2 (70,7921 m³/24,51%) and VT3 (83,053 m³/30,42%). It is seen that the increase in vegetation volume can affect the flow resistance. The result of measurement increased the resistance of flow to VT0 0,052, VT1 equal to 0,062 with percentage 16,13%, VT2 equal to 0,108 with percentage 51,85% and VT3 equal to 0,122 with percentage 57,37% atD1. Meanwhile, at D2 there is an increase of flow resistance to VT0 by 0,044, VT1 is 0,052 with percentage 15,38%, VT2 equal to 0,058 with percentage 24,14% and VT3 equal to 0,070 with percentage 37,14%. This shows that the flow resistance VT0 is smaller than the flow resistance VT1, VT2 and VT3. From the above results are expected to conduct O P channels by surrounding communities and related government.