Perancangan Sistem Distribusi Air Minum/Air Bersih

rencana sistem distribusi air minum.

1. ft - s pk fakultas teknik sipil , perencanaan , dan kebumian – ITS s urabaya http://www. its.ac.id Program S2 Teknik Sanitasi Lingkungan Evaluasi Kelayakan Sektor Air Minum Evaluation of Water Supply Feasibility 1 Ali Masduqi [email protected] Perancangan Sistem Distribusi

2. Sub Pokok Bahasan Penentuan daerah pelayanan Pembagian sub-pelayanan (blok pelayanan) Perhitungan kebutuhan air pada daerah pelayanan Perancangan jaringan perpipaan Analisis jaringan pipa: Hardy-cross Software Perlengkapan sistem transmisi dan distribusi Detail junction Penanaman pipa 2

3. Daerah pelayanan 3

4. Daerah pelayanan Data sekunder: peta administrasi peta sebaran penduduk peta topografi peta jaringan jalan jumlah dan kepadatan penduduk rencana tata ruang (trend perkembangan kota) 4

5. Data Primer: Survey kebutuhan nyata Kualitas air pada sumbernya Kuantitas sumber air 5

6. Peta Administrasi 6

7. Peta Kepadatan Penduduk 7

8. Peta Topografi 8

9. Peta Jaringan Jalan 9

10. Peta Fasilitas Pendidikan 10

11. 11

12. Penentuan daerah pelayanan memperhatikan: Kondisi SPAM eksisting Kepadatan penduduk Keberadaan fasilitas kota Land use Perkembangan kota 12

13. Batas daerah pelayanan 13 Daerah Pelayanan

14. sub-pelayanan (blok pelayanan) Merupakan pembagian dari daerah pelayanan Untuk memudahkan perhitungan kebutuhan air, terutama bila kondisi daerah (fisik wilayah, demografi, sosial, fasilitas, dll) tidak homogen Akan memudahkan dalam penentuan simpul-simpul pelayanan air (titik tapping) 14

15. Penentuan sub-pelayanan: Bisa berdasarkan batas wilayah administrasi Bisa berdasarkan kondisi fisik wilayah (morfologi), seperti dibatasi oleh jalan, sungai, rel KA, bukit, dll Bisa berdasarkan kondisi sosial-ekonomi atau kawasan khusus 15

16. Sub-pelayanan 16 Sub-Pelayanan

17. Perhitungan kebutuhan air 17

18. Kebutuhan air per blok Merupakan pembagian kebutuhan air dalam daerah pelayanan Pembagiannya didasarkan pada sebaran penduduk dan fasilitas non-domestik

19. Blok pelayanan 19 Blok 1 Blok 2 Blok 3 Blok 4 Blok 5

20. Sebaran penduduk Blok Luas, km 2 Kepadatan penduduk, Jiwa/km 2 Jumlah penduduk, jiwa (1) (2) (3) (4) 1 5 2550 12750 2 12 2750 33000 3 7 1900 13300 4 8 3025 24200 5 7,6 2880 21888 Cara Data Data (2) * (3) 20

21. Penduduk terlayani Blok Jumlah penduduk, jiwa Persen Pelayanan Penduduk terlayani, jiwa Bentuk pelayanan SR HU % Jiwa % Jiwa (1) (2) (3) (4) (5) (6) (7) (8) 1 12750 75 9563 80 7650 20 1913 2 33000 80 26400 80 21120 20 5280 3 13300 70 9310 80 7448 20 1862 4 24200 70 16940 80 13552 20 3388 5 21888 65 14227 80 11382 20 2845 Cara Tabel di atas target (2) * (3) target (4) * (5) target (4) * (7) 21

22. Jumlah SR dan HU Blok Jumlah penduduk dengan SR, jiwa Jumlah penduduk dengan HU, jiwa Jumlah penduduk per SR Jumlah penduduk per HU Jumlah SR Jumlah HU (1) (2) (3) (4) (5) (6) (7) 1 7650 1913 5 100 1530 19 2 21120 5280 6 100 3520 53 3 7448 1862 4 100 1862 19 4 13552 3388 5 100 2710 34 5 11382 2845 5 100 2276 28 Cara Tabel di atas Tabel di atas data standar (2) / (4) (3) / (5) 22

23. Kebutuhan air domestik Blok SR HU Kebutuhan air domestik, L/detik Jumlah penduduk, jiwa Kebutuhan air, L/org.hari Jumlah penduduk, jiwa Kebutuhan air, L/org.hari (1) (2) (3) (4) (5) (6) 1 7650 150 1913 30 13,95 2 21120 150 5280 30 38,50 3 7448 150 1862 30 13,58 4 13552 150 3388 30 24,70 5 11382 150 2845 30 20,75 Cara Tabel di atas standar Tabel di atas standar 23

24. Kebutuhan air non-domestik Blok Rumah Sakit  dst. Jumlah, unit Jumlah bed per unit (rata2) Jumlah bed Kebutuhan air, L/bed.hari Kebutuhan air, L/detik (1) (2) (3) (4) (5) (6) 1 1 50 50 200 0,116 2 2 50 100 200 0,231 3 2 60 120 200 0,278 4 0,000 5 1 50 50 200 0,116 Cara data data (2)*(3) standar (4)*(5)/86400 24

25. N.Trifunovic Chapter 2 - Water Demand Slide 25 Non-domestic Consumption Industry Source: Brandon, 1984

26. N.Trifunovic Chapter 2 - Water Demand Slide 26 Non-domestic Consumption Agriculture Source: Brouwer, Heibloem,1986 Source: Brandon, 1984

27. N.Trifunovic Chapter 2 - Water Demand Slide 27 Non-domestic Consumption Institutions, Tourism Source: Brandon, 1984

28. Jumlah kebutuhan air Blok Kebutuhan air domestik, L/detik Kebutuhan air non-domestik, L/detik Jumlah Kebutuhan air , L/detik Kehilangan air , L/detik Kebutuhan air total , L/detik Kebutuhan air puncak , L/detik (1) (2) (3) (4) (5) (6) (7) 1 13,95 0,116 14,07 2,81 16,88 29,54 2 38,50 0,231 38,73 7,75 46,48 81,34 3 13,58 0,278 13,86 2,77 16,63 29,10 4 24,70 0,000 24,70 4,94 29,64 51,87 5 20,75 0,116 20,87 4,17 25,04 43,82 Cara Tabel di atas Tabel di atas (2)+(3) 20% *(4) (4)+(5) fp * (6) 28

29. Variasi debit Debit rata-rata : tidak digunakan untuk disain Debit hari maksimum : digunakan untuk disain reservoir distribusi Debit jam puncak : digunakan untuk disain jaringan pipa distribusi 29

30. N.Trifunovic Chapter 2 - Water Demand Slide 30 Annual Flow Range = Maximum consumption hour = Minimum consumption hour Annual flow range

31. Jaringan perpipaan 31

32. Langkah Siapkan peta jaringan jalan Plot jaringan pipa di peta jaringan jalan dengan memperhatikan peta blok pelayanan Tentukan lokasi titik simpul (node/junction), yang merupakan titik pertemuan dua pipa atau lebih. Beri nomor node dan nomor pipa

33. Networks of pipes Branching system Pipe networks

34. 34

35. N.Trifunovic Chapter 1 - Introduction Slide 35 Network Configurations Serial/Branched simple layout, lower investment simple hydraulics, easy to design low reliability, danger of contamination water quality at the ends limited for extensions Grid (Looped) complex layout, more expensive complex hydraulics, computer model needed for design and operation more reliable, lower risk of water quality problems consumers less affected by maintenance easier for extension Computer model of a network combined of loops and branches

36. Peta Jaringan Jalan 36

37. Jaringan pipa 37

38. Nomor node dan pipa 38

39. Identitas jaringan pipa Nomor pipa dan node  tidak ada ketentuan Panjang tiap pipa  dari peta jar. jalan Elevasi tiap node  dari peta topografi Debit pengambilan air tiap node  dari tabel kebutuhan air tiap blok Buat asumsi debit yang mengalir pada tiap pipa 39

40. Metal Pipes Cast Iron (CI) - Unlined

41. Metal Pipes Ductile Iron (DI) - Lined

42. Metal Pipes Ductile Iron (DI) - Large Diameter

43. Metal Pipes Steel - Lined

44. Metal Pipes Steel - Lined

45. Metal Pipes Steel - Lined, Welded Joint

46. Metal Pipes Stainless Steel

47. Concrete Pipes Large Diameter

48. Concrete Pipes Bend

49. Concrete Pipes Reinforced with Steel Cylinder

50. Concrete Pipes Reinforced with Steel Net

51. Plastic Pipes Polyvinyl Chloride (PVC) & Polyethylene (PE)

52. Plastic Pipes Polyvinyl chloride (PVC) - Different Colours

53. Plastic Pipes Polyethylene (PE) - Large Diameter

54. Plastic Pipes Polyethylene (PE) - Small Diameter

55. Plastic Pipes Coated PE - Small Diameter

56. Plastic Pipes Glass Reinforced Plastic (GRP)

57. Flexible Metal Pipes Copper

58. Analisis jaringan pipa 58

59. Metoda dan Tools Hardy-cross Software

60. Network Interconnected pipes through which the flow to a given outlet may come from several circuits are called a network of pipes, in many ways analogous to flow through electric networks.

61. Hardy Cross Method (Cross, 1936) The Hardy Cross method is also known as the single path adjustment method and is a relaxation method.   The flowrate in each pipe is adjusted iteratively until all equations are satisfied. 

62. Hardy Cross Method (Cross, 1936) The method is based on two primary physical laws: The sum of pipe flows into and out of a node equals the flow entering or leaving the system through the node. The hydraulic head at a node is the same whether it is computed from upstream or downstream directions. (Hydraulic head = elevation head + pressure head, Z+P/S).

63. Hardy Cross Method (Cross, 1936) Step 1: Build up system configuration and make the first guess of flow distribution in the pipe network Step 2: Calculate head loss of each pipe section Step 3: Compute the algebraic sum of the head losses around each elementary loop. Step 4: Complete the mass and energy balance by an iterative procedure. Step 5: Compute the pressure distribution in the network and check on the pressure requirement.

64. Hardy Cross Methods: Step 1 By careful inspection we may assume the most reasonable distribution of flows in the pipe network and make the first guess of the flow pattern.

65. Step 1 : Sign Convention in Pipe Network Enter flows at nodes as positive for inflows and negative for outflows. Inflows plus outflows must sum to 0.  Enter one pressure in the system and all other pressures are computed.  You do not need to use all the pipes or nodes.  Enter a diameter of 0.0 if a pipe does not exist.  If a node is surrounded on all sides by non-existent pipes, the node's flow must be entered as 0.0. 

66. Step 1 : How to Handle Minor Losses Minor losses such as pipe elbows, bends, and valves may be included by using the equivalent length of pipe method (Mays, 1999).  Equivalent length (L eq ) may be computed using the following calculator which uses the formula L eq =KD/f. 

67. Step 1 : Summary of Minor Losses Calculation Enter node flows, elevations, pressure. Select Darcy Weisbach (Moody diagram) or Hazen Williams friction losses.   Include minor losses by equivalent length of pipe. 

68. Minor Losses If you go by a rigorous method, f is the Darcy-Weisbach friction factor for the pipe containing the fitting, and cannot be known with certainty until after the pipe network program is run. However, since you need to know f ahead of time, a reasonable value to use is f=0.02, which is the default value.

69. Hardy Cross Methods: Step 2 Write head loss condition for each pipe in the form: H i (or h L ) = K Q n n=2.0 for Darcy Weisbach losses n=1.85 for Hazen Williams losses.

70. Friction Losses, H Hazen Williams equation Darcy Weisbach equation

71. Hardy Cross Methods: Step 3 Compute the algebraic sum of the head losses around each elementary loop, Σ H i (or Σ h L,i ) = Σ K i Q i n Consider losses from clockwise flows as positive, counterclockwise negative. Be careful about the common pipe sections shared by two adjacent loops.

72. Hardy Cross Methods: Step 4 Adjust the flow in each loop by a correction Δ Q or Δ to balance the head in that loop and give Σ K Q n =0 The heart of this method lies in the following determination of Δ Q . For any pipe, we may write: Q=Q + Δ Q Where Q is the assumed discharge and Q is the corrected discharge.

73. Hardy Cross Methods: Step 4 Binomial series gives: If Δ Q is small compared with Q , we may neglect the terms of the binomial series after the second one:

74. Hardy Cross Methods: Step 4 For a loop, Σ H i (or Σ h L, i ) = Σ K i Q i n =0: We may solve this equation for Δ Q : # Sum the numerator algebraically with due account of each sign # Sum the denominator arithmetically

75. Hardy Cross Methods: Step 4 It indicates that clockwise flows may be considered as producing clockwise losses, and counterclockwise flows, counterclockwise losses. This means that the minus sign is assigned to all counterclockwise conditions in a loop, namely flow Q and lost head h L .

76. Friction Losses, H The calculation procedure gives you a choice of computing friction losses H using the Darcy-Weisbach (DW) or the Hazen-Williams (HW)  method.  The DW method can be used for any liquid or gas while the HW method can only be used for water at temperatures typical of municipal water supply systems.  n=2.0 for Darcy Weisbach losses n=1.85 for Hazen Williams losses.

77. Iteration After we have given each loop a first correction, the losses will still not balance, we need to repeat the procedure, arriving at a second correction, and so on, until the corrections become negligible.

78. Step 5: Pressure Computation After computing flowrate Q in each pipe and loss H in each pipe and using the input node elevations Z and known pressure at one node, pressure P at each node is computed around the network: P j = ρ (Z i - Z j - H pipe ) + P i      node j is down-gradient from node i.  ρ = fluid density [F/L 3 ].

79. Diasumsi aliran mengikuti arah jarum jam (+) dengan prosedur sbb : Asumsikan nilai Q,  Q = 0. Tentukan diameter setiap pipa , hitung kecepatan Hitung H L dari Q dengan salah satu rumus H L Jika  H L = 0, maka penyelesaian adalah benar . Jika  H L  0, maka gunakan faktor koreksi ,  Q, untuk semua Q dan ulangi dari langkah (2). Untuk tujuan praktis , perhitungan biasanya dihentikan bila  H L < 0.01 m atau  Q < 1 L/s. Nilai  Q dihitung sbb : 79

80. Tabel perhitungan Hardy-Cross Iterasi Loop Jalur Debit Panjang Diameter Kecepatan H L H L /Q Σ H L Σ H L /Q Δ Q I I A-B 4 3000 20 Q/A B-E 1 4000 16 F-E -2 3000 16 A-F -6 4000 24 II B-C 3 3000 20 C-D 2 4000 16 E-D -1,5 3000 12 B-E -1 4000 16 III F-E 2 3000 16 E-H 1 4000 12 G-H -2 3000 16 F-G -4 4000 16 IV E-D 1,5 3000 12 D-I 1 4000 12 H-I -1 3000 12 E-H -1 4000 12 80 D-W atau H-W atau Manning Lanjutkan iterasi ke-2, ke-3, .... ke-n dengan: Q n = Q n-1 + Δ Q pada setiap jalur pipa

81. PROSEDUR PEMODELAN EPANET Siapkan peta jaringan jalan dengan koordinat UTM Plot jaringan pipa pada peta jaringan jalan Masuk EPANET Setup Pilih menu File >> New untuk membuka project baru Pilih menu Project >> Defaults untuk melakukan setup Pilih menu View >> Options untuk mengatur tampilan yang dikehendaki Pilih menu View >> Dimensions untuk menentukan satuan ukuran peta 81

82. Menggambar jaringan Munculkan toolbar: dengan cara pilih menu View >> Toolbars >> Map. Toolbar ini digunakan untuk menggambar node (junction), jalur pipa (link), reservoir, tangki, pompa, dll. Buat node pada koordinat yang sesuai dengan peta Hubungkan antar node dengan jalur pipa Gambarkan pompa reservoir, tangki dll, bila ada, sesuai koordinatnya. Untuk mengatur properties dari tiap gambar, arahkan kursor tepat di gambar dan gunakan click kanan atau bisa juga menggunakan menu Browser . Masukkan data yang diperlukan 82

83. 83

84. 84 Masukkan karakteristik pompa dengan membuat curve editor: Menyimpan data yang telah dimasukkan: Pilih menu File >> Save atau Save As , akan tersimpan dalam format *.net Bila ingin menyimpan dalam format text, pilih menu File >> Export >> Network

85. Eksekusi/Run program: Pilih menu Project >> Run Analysis Bila running program berhasil, pilih menu Report >> Table , pilih Node atau Link untuk menampilkan hasilnya. Perhatikan nilai pada Tabel yang diperoleh: 85

86. 86 Bila ingin menampilkan hasi dalam bentuk grafik , pilih menu Report >> Graph .

87. PRAKTEK EPANET/WATERCAD 87

88. Data yang harus disiapkan Peta jaringan pipa dengan koordinat UTM (rencana atau existing) Peta topografi Kebutuhan air Data hidrolis jaringan existing (khusus untuk evaluasi jaringan) 88

89. Persiapan Input Data 89

90. Tampilan output EPANET 90

91. Perlengkapan sistem transmisi dan distribusi 91

92. Fungsi dan perletakan Thrust block: menahan getaran pipa  di belokan, percabangan, jembatan, dekat pompa, dsb Air release valve: mengeluarkan udara dalam pipa  di titik tertinggi Blow off/Wash out: untuk pengurasan  di titik terendah Gate valve dan butterfly valve: mengatur aliran (buka/tutup)  di percabangan, tempat lain yg diperlukan Check valve: mengatur aliran searah  dekat pompa, tempat lain yg diperlukan Meter air: mengukur volume pemakaian air Pompa dan booster: menambah tekanan air Bak pelepas tekan dan Pressure Reducing Valve : mengurangi tekanan air Elevated reservoir: menyediakan cadangan air pada saat peak hour dll 92

93. Thrust block 93

94. Thrust block 94

95. Valves Gate Valve - Manual Operation

96. Valves Gate Valve - Automatic Operation

97. Valves Butterfly Valve - Automatic Operation

98. Valves Butterfly Valve - Small Size

99. Valves Butterfly Valve - Large Size

100. Valves Butterfly Valve - Large Size

101. Valves Butterfly Valve - Automatic Operation

102. Valves Butterfly Valve - Manual Operation

103. Valves Pressure Reducing Valve

104. Valves Various types

105. Valves Pressure Reducing Valve

106. Valves Flow Control Valve - Small Size

107. Valves Diaphragm Valve

108. Valves Air Valve - Dual Chamber

109. Valves Air Valve - Single Chamber

110. Valves Air Valve - Single Chamber

111. Valves Valve Blocks (Gate)

112. Water Meters Inferential Meter - Vertical Axis

113. Water Meters Inferential Meter - Horizontal Axis

114. Water Meters Inferential Meter - Horizontal Axis

115. Water Meters House Connections

116. Water Meters House Connections

117. Water Meters Magnetic Flow Meter

118. Water Meters Magnetic Flow Meter

119. Water Meters Sensor for Remote Reading

120. Water Meters Sensor for Remote Reading

121. Water Meters Sensor for Remote Reading

122. Water Meters Sensor for Remote Reading

123. Fire Hydrants Underground, Ground

124. Fire Hydrants Ground, Underground

125. Fire Hydrants Various

126. Fire Hydrants Underground

127. Fire Hydrants Underground Connectors

128. Service Connections Saddle for PVC Pipe

129. Service Connections Saddle for DI Pipe

130. Service Connections DI Saddle for Large Consumers

131. Service Connections House Connection

132. 132

133. 133

134. Indoor Installations Dual Water Quality Supply

135. Indoor Installations Dual Water Quality Supply - Rain Harvesting

136. Storage Water Towers

137. Storage Water Towers

138. Storage Water Towers - Small Volume

139. Storage Ground Level Reservoir

140. Pumping Stations Horizontal Axis

141. Pumping Stations Suction Pipe

142. Pumping Stations Horizontal Axis, Rubber Rings

143. Pumping Stations Horizontal Axis, Minor Losses

144. Pumping Stations Vertical Axis

145. Pumping Stations Pump House - Parallel Units of Different Size

146. Pumping Stations Pump House - Hydraulic Losses

147. Pumping Stations Pump House - Vertical Units

148. Pumping Stations Diesel Power Generator

149. Pumping Stations Diesel Power Generators

150. Detail junction 150

151. 151

152. 152

153. Pipe Jointing Welded Joints - Steel

154. Pipe Jointing Welding Equipment for PE Pipes

155. Pipe Jointing Welding Equipment for PE (Small) Pipes

156. Pipe Jointing Welding of PE Pipes

157. Pipe Jointing Welding of PE Pipes

158. Pipe Jointing Welding of PE Pipes

159. Pipe Jointing Tunnelling of Welded PE Pipes

160. Pipe Jointing Welding of PE Pipes

161. Pipe Jointing Flanged Joints - PE with DI

162. Pipe Jointing Flanged Joints - PE with DI

163. Pipe Jointing Flanged Joints - Tightening of Bolts

164. Pipe Jointing Flanged Joints - Tightening of Bolts

165. Pipe Jointing Flanged Joints - PE with DI, Dewatering

166. Pipe Jointing Gland & Push-in Joints - DI pipes

167. Pipe Jointing Push-in Joints - Cleaning, Gasket Placement

168. Pipe Jointing Push-in /Flanged Joints – Lubrication / Screwing

169. Pipe Jointing Sleeve Protection of Joints

170. Pipe Jointing Sleeve Protection of Joints

171. Pipe Jointing Sleeve Protection of Joints

172. Pipe Jointing Sleeve Protection of Joints

173. Pipe Jointing Sleeve Protection of Joints

174. Pipe Jointing Pipe Protection

175. Pipe Jointing Different Pipe Materials

176. Pipe Jointing Different Pipe Materials

177. Pipe Jointing Small Pipe Diameters

178. Penanaman pipa 178

179. 179

180. 180

181. Excavation Open Trench - Mechanical

182. Excavation Remote Control of Digging (Depth & Direction)

183. Excavation Remote Control - Central Device

184. Excavation Open Trench - Manual

185. Excavation Open Trench - Manual

186. Excavation Shoring - Wooden Panels

187. Terima Kasih Program Magister Teknik Sanitasi Lingkungan – ITS S urabaya http:// enviro. its.ac.id