KERAJAAN MALAYSIA JABATAN AGAMA ISLAM WILAYAH PERSEKUTUAN CADANGAN PEMBINAAN SEMULA MASJID AR-RAHIMAH KG. PANDAN, KUALA LUMPUR YANG MENGANDUNGI SEBUAH MASJID 3 TINGKAT, RUMAH KAKITANGAN, DEWAN SERBAGUNA / TASKA & 2 UNIT RUMAH SAMPAH DI ATAS LOT-LOT 4341, 5589 & SEBAHAGIAN RIZAB KERAJAAN, MUKIM AMPANG, WILAYAH PERSEKUTUAN KUALA LUMPUR LAPORAN REKABENTUK (WATER RETICULATION) JANUARI 2015 DEISEDIAKAN OLEH: JURUTERA PERUNDING MARAK BERSEKUTU SDN. BHD. No.48-C, Jalan Suarasa 8/4, Bandar Tun Hussein Onn, 43200, Cheras, Selangor Tel: 03-9080 2979 / 5979 Fax: 03-9080 5929 Email: jpmarakbersekutu@gmail.com
CADANGAN PEMBINAAN SEMULA MASJID AR-RAHIMAH KG. PANDAN, KUALA LUMPUR YANG MENGANDUNGI SEBUAH MASJID 3 TINGKAT, RUMAH KAKITANGAN, DEWAN SERBAGUNA / TASKA & 2 UNIT RUMAH SAMPAH DI ATAS LOT-LOT 4341, 5589 & SEBAHAGIAN RIZAB KERAJAAN, MUKIM AMPANG, WILAYAH PERSEKUTUAN KUALA LUMPUR UNTUK TETUAN JABATAN AGAMA ISLAM WILAYAH PERSEKUTUAN NO CONTENTS 1 BACKGROUND CALCULATION OPEN SYSTEM 2 a) DOMESTIC SYSTEM b) HYDRANT SYSTEM APPENDIX 3 a) TABLE FOR WATER DEMAND b) TABLE OF PEAK FACTOR c) DRAWING d) APPROVAL LETTER FROM SYABAS
ENGINEERING REPORT 1.0 GENERAL 1.1 Project Introduction & Site Location The owner Majlis Agama Islam Wilayah Persekutuan is proposed project site is located on Lot - lot 4341, 5589 and government lot, Mukim of Ampang, Wilayah Persekutuan Kuala Lumpur The total project area is 1.44 acres ( i.e., 5,850 m²). The locality of the project site falls under the jurisdiction of Dewan Bandaraya Kuala Lumpur. The location of the site is attached 1.2 Design Reference & Calculations a) The design is complying with the Water reticulation system design used by Syarikat Bekalan Air Selangor Sdn Bhd,SYABAS Guidelines b) All analysis for water reticulation by Loop Method applied (Hardy-Cross method) c) Data ODL = 80.0 m (from SYABAS) at existing pipe d) Total Water Demands in gallon per day ( refer to Table 1 = Average Water Demand (gpd)) so, total water demand for this MASJID= 65,200 gal/day e) Friction Loss Using Hazen-William Formula Roughness Coefficient, C = 130 (HDPE) refer data pipe Diameter of Pipes, D = 150mm (for all pipes) Table data pipe :- Q = k. C. A. R 0.63. S 0.54 dengan Q = Kadar aliran (m 3 /s) C = Pekali kekasaran Hazen-Williams (tiada unit) A = Luas aliran (m 2 ) R = Radius hidraulik (m) k = Pemalar (0.85 untuk unit SI)
1.3 Design Flow Peak flow have be determined with formula as follow Peak Flow = Peak Factor x Average Flow Q peak = f x Q average Where = f = peak coefficient. Peak coefficient value can determine according to below table: - a) 1.2 = Peak flow factor for design of pipe from tap-off point to elevated water tank / suction tank b) 2.5= Peak flow factor for design of pipe from tap-off point to individual building under gravity flow c) peak factors to be determined based on the type of distribution d) average flow is the total daily demand requirement divided by 24 hours Looping and branching system was considered to provide in design criteria Calculation for domestic system (Masjid) Design Calculation Normal Flow = 1 Peak Flow = 2.5 Calculation for hydrant system (for fire flow) Design Calculation Peak Flow Factor = 2.5 Min HL/KM = 0.00001 Max HL/KM = 2 Residual Head = 10 Calculation for building system (for branching system) Design Calculation Normal Flow = 1 Peak Flow = 2.5 1.4 Reference: MWA Design Guidelines for Water Supply Systems published by Water Supply by Malaysia Water Association Design Criteria and Standards for water supply system published Cawangan Bekalan Air, Jabatan Kerja Raya, Malaysia
Total Water Demand No. Bil (person) Bangunan Keperluan (gal/day) Kuantiti (gal) 1 5000 1 unit Masjid 3 tingkat 11 gpd/per 55,000 2 30 Rumah Kakitangan (A) (4 unit) 330/each 1,320 3 1000 Dewan Serbaguna 5,500 gpd/each 5,500 4 200 Taska (4 bilik) 7 gpd/ student 1,400 5 30 Rumah Kakitangan (B) (6 unit) 330/each 1,980 Jumlah 65,200 gal/day Domestic System (LOOP) 1 Total Water Demands : 65,200 gallon Total Q in L/S : ( 65,200 x 4.546 ) / ( 24 x 60 x 60 ) : 3.43 lit/sec 2 Normal Flow : 1.0 : 3.43 lit/sec x 1.0 : 3.43 lit/sec 3 Peak Flow : 2.5 : 3.43 lit/sec x 2.5 : 8.58 lit/sec Using Hazen-William Formula Roughness Coefficient, C = 100 (DI) Roughness Coefficient, C = 130 (HDPE) Adopt Diameter of Pipes, D = 150mm dia Breakdown (From M & E) 1 Water Tank A : 55,000 gallon ( masjid) α in L/S : ( 55,000 x 4.546 ) / ( 24 x 60 x 60 ) : 2.90 lit/sec 2 Water Tank B : 3,300 gallon ( rumah kakitangan (A) + (B)) : (3,300 x 4.546 ) / ( 24 x 60 60 ) : 0.174 lit / sec Level From Ground MASJID : 47.50 m + ( 14.00 m ) : 61.50 m RUMAH KAKITANGAN : 47.50 m + ( 14.00 m ) : 61.50 m 14.00 m = High from ground to building ( Water Tank Location ) 2m ( water tank + slab) 12m (height of masjid)
` For Fire Flow Total Fire Flow for Hydrant Fully Open Total in α L/S : ( 300 gallon x 4.546 ) lit / ( 60)min : 22.83 lit / sec Peak Flow : 2.5 : 22.83 x 2.5 : 57.075 lit / sec Using Hazen-William Formula Roughness Coefficient, C = 130 Adopt Diameter of Pipes, D = 150mm dia (HDPE 12.5)
RUMAH KAKITANGAN (A) + (B) (BRANCING SYSTEM) Total Demands : 3,300 gallon (assumption) : ( 3,300 x 4.546 ) / ( 24 x 60 x 60 ) : 0.174 lit / sec Using Hazen-William Formula Roughness Coefficient, C = 130 Adopt Diameter of Pipes, D = 150mm dia (HDPE 12.5) All the system analysis by computer
CALCULATION FOR DOMESTIC SYSTEM
Masjid Ar-Rahimah (Domestic) MT103 : PIPE NETWORK ANALYSIS VERSION : 1.0 (JUNE'85) Job title : WATER RETICULATION ANALYSIS FOR PEAK FLOW Number of nodes... 19 Number of pipes... 19 Minimum flow correction....1 litres/sec Node data NODE NO. DRAW OFF HYDRAULIC HEAD REDUCED LEVEL RESIDUAL HEAD litres/sec m m m 1-8.6 80.000 C 61.0 19.000 2 0.0 79.963 62.0 17.963 3 0.0 79.948 62.0 17.948 4 0.0 79.948 62.0 17.948 5 0.2 79.948 62.0 17.948 6 0.0 79.934 62.0 17.934 7 0.0 79.913 62.0 17.913 8 1.8 79.914 62.0 17.914 9 0.0 79.913 62.0 17.913 10 0.0 79.911 62.0 17.911 11 0.0 79.909 62.0 17.909 12 1.8 79.908 62.0 17.908 13 0.9 79.908 62.0 17.908 14 0.0 79.907 62.0 17.907 15 1.8 79.907 62.0 17.907 16 0.0 79.914 62.0 17.914 17 0.0 79.914 62.0 17.914 18 1.8 79.913 62.0 17.913 19 0.3 79.947 62.0 17.947 Pipe data NA NB DIA LGTH C R FLOW VELOCITY HD.LOSS HY.GRAD. mm m litres/sec m/sec m m/1000m 1 2 200. 63. 100. 0.001 7. 0.23 0.037 0.590 2 3 150. 10. 130. 0.000 7. 0.41 0.015 1.501 3 4 150. 18. 130. 0.001 0. 0.01 0.000 0.002 4 5 150. 22. 130. 0.001 0. 0.01 0.000 0.000 4 19 150. 29. 130. 0.001 0. 0.01 0.000 0.003 3 6 150. 9. 130. 0.000 7. 0.40 0.013 1.445 6 7 150. 50. 130. 0.002 4. 0.21 0.021 0.428 7 8 150. 3. 130. 0.000 2. 0.10 0.000 0.102 7 9 150. 6. 130. 0.000 2. 0.12 0.001 0.148 9 10 150. 7. 130. 0.000 2. 0.12 0.001 0.158 10 11 150. 19. 130. 0.001 2. 0.13 0.003 0.170 11 12 150. 2. 130. 0.000 2. 0.10 0.000 0.105 11 13 150. 14. 130. 0.001 1. 0.03 0.000 0.015 13 14 150. 16. 130. 0.001-0. -0.01-0.000-0.003 14 15 150. 17. 130. 0.001-0. -0.01-0.000-0.001 15 16 150. 47. 130. 0.002-2. -0.11-0.006-0.126 16 17 150. 6. 130. 0.000-2. -0.11-0.001-0.124 17 18 150. 11. 130. 0.000 2. 0.10 0.001 0.104 17 6 150. 54. 130. 0.002-4. -0.20-0.021-0.392 Page 1
CALCULATION FOR HYDRANT SYSTEM (FIRE FLOW)
Hydrant (H1) MT103 : PIPE NETWORK ANALYSIS VERSION : 1.0 (JUNE'85) Job title : WATER RETICULATION ANALYSIS FOR PEAK FLOW Number of nodes... 4 Number of pipes... 3 Minimum flow correction....1 litres/sec Node data NODE NO. DRAW OFF HYDRAULIC HEAD REDUCED LEVEL RESIDUAL HEAD litres/sec m m m 1-22.8 80.000 C 57.0 23.000 2 0.0 79.742 58.0 21.742 3 0.0 79.546 58.0 21.546 4 22.8 79.436 58.0 21.436 Pipe data NA NB DIA LGTH C R FLOW VELOCITY HD.LOSS HY.GRAD. mm m litres/sec m/sec m m/1000m 1 2 200. 63. 110. 0.001 23. 0.72 0.258 4.099 2 3 150. 16. 130. 0.001 23. 1.28 0.195 12.217 3 4 150. 9. 130. 0.000 23. 1.29 0.111 12.294 NUMBER OF REITERATIONS = 27 **End of program execution** --- NUMBER OF REITERATIONS = 27 Page 1
Hydrant (H2) MT103 : PIPE NETWORK ANALYSIS VERSION : 1.0 (JUNE'85) Job title : WATER RETICULATION ANALYSIS FOR PEAK FLOW Number of nodes... 6 Number of pipes... 5 Minimum flow correction....1 litres/sec Node data NODE NO. DRAW OFF HYDRAULIC HEAD REDUCED LEVEL RESIDUAL HEAD litres/sec m m m 1-22.8 80.000 C 57.0 23.000 2 0.0 79.732 58.0 21.732 3 0.0 79.530 58.0 21.530 4 0.0 79.416 58.0 21.416 5 0.0 79.041 58.0 21.041 6 22.8 78.356 58.0 20.356 Pipe data NA NB DIA LGTH C R FLOW VELOCITY HD.LOSS HY.GRAD. mm m litres/sec m/sec m m/1000m 1 2 200. 63. 110. 0.001 23. 0.74 0.268 4.250 2 3 150. 16. 130. 0.001 23. 1.31 0.203 12.665 3 4 150. 9. 130. 0.000 23. 1.30 0.113 12.595 4 5 150. 30. 130. 0.001 23. 1.30 0.376 12.523 5 6 150. 55. 130. 0.002 23. 1.29 0.684 12.443 NUMBER OF REITERATIONS = 65 **End of program execution** --- NUMBER OF REITERATIONS = 65 **End of program execution** Page 1
Hydrant (H3) MT103 : PIPE NETWORK ANALYSIS VERSION : 1.0 (JUNE'85) Job title : WATER RETICULATION ANALYSIS FOR PEAK FLOW Number of nodes... 5 Number of pipes... 4 Minimum flow correction....1 litres/sec Node data NODE NO. DRAW OFF HYDRAULIC HEAD REDUCED LEVEL RESIDUAL HEAD litres/sec m m m 1-22.8 80.000 C 57.0 23.000 2 0.0 79.733 58.0 21.733 3 0.0 79.532 58.0 21.532 4 0.0 79.420 58.0 21.420 5 22.8 79.046 58.0 21.046 Pipe data NA NB DIA LGTH C R FLOW VELOCITY HD.LOSS HY.GRAD. mm m litres/sec m/sec m m/1000m 1 2 200. 63. 110. 0.001 23. 0.73 0.267 4.233 2 3 150. 16. 130. 0.001 23. 1.30 0.201 12.553 3 4 150. 9. 130. 0.000 23. 1.30 0.112 12.469 4 5 150. 30. 130. 0.001 23. 1.30 0.374 12.469 NUMBER OF REITERATIONS = 60 **End of program execution** --- Page 1