SECTION DESCRIPTION

1.0 INTRODUCTION

1.1 General

1.2 The Report

2.0 DESIGN OF WATER RETICULATION

2.1 Reference

2.2 Design Criteria

2.3 Analysis of Flow Network

2.4 Result of Flow Analysis

2.5 Tapping Point Pressure

TABLES Table 1 & 2 Estimated Water Demand & Breakdown of Water Demand

Table 3Summary of Flow Network Analysis Results from Tapping Point By Pass to Water Tank

Table 4 Summary of Peak Flow Network (with PRV) Analysis Results

Table 5 Summary of Peak Flow Network (Without PRV) Analysis Results

Table 6 Summary of Fire Flow Network (With PRV) Analysis Results

Table 7 Summary of Fire Flow Network (Without PRV) Analysis Results

APPENDIX Appendix 1 Schematic Diagram for Incoming Pipe to Suction Tank

Appendix 2 Schematic Diagram for Peak Flow Network Analysis

Appendix 3 Schematic Diagram for Hydrant Flow Network Analysis

FIGURE Figure 1 Water Reticulation Layout Plan

1.0 - INTRODUCTION

1.1 - General

Unik Sejati Sdn. Bhd. is desirous of developing an area of approximately 88.05 acres (35.64 Hectares) at Lot 14645 in Mukim Sungai Buloh, Daerah Petaling, Selangor Darul Ehsan. The development consists of residential including bungalow, semi-D, terrace house, shop lot, low cost apartment and medium cost apartment when is fully developed. This report only included phase 1 that is 81 unit bungalow water supply only.

1.2 - The Report

This report presents the detailed network analysis for the internal water supply pipeline and it includes the following:-

a) Water supply pipe line system from tapping point by pass to suction tank.

b) Water supply system via the elevated water tank which provided by developer.

This report calculation should included:-

a. Total daily water demand.b. Network flow analysis for peak flow demand (2.5 x Average flow)c. Network flow analysis for fire flow demand d. Computation of flow, hydraulic grade line, residual pressure, discharge

and headloss

Pipe line system from suction tank to water tank which is in M&E scope and will not present in this report.

Meanwhile, the detail design of elevated water tank and suction tank will submit after obtain approval from this report.

2.0 - DESIGN OF WATER RETICULATION

2.1 - Reference

Reference is made to the ‘Water Reticulation Guide Line for Selangor State, Kuala Lumpur and Putrajaya’ published by PUAS Berhad.

2.2 - Design Criteria

The water reticulation system consists of pipelines network designed to meet 2 criteria.

The 2 criteria are :

Case 1 : Peak Domestic Demand Condition ( 2.5 x Average Flow )

Case 2 : Average Domestic Demand and 2 Fire Flows ( Fire flow at 300 gpm at each stream )

All piping materials, valves, hydrants, and specials shall be in accordance with British Standards and PUAS’s requirement..

The following design criteria have been adopted in this proposed water supply system:

1. Minimum pipe size to be 150mm of HDPE pipe.

2. Dead ends of pipeline shall be minimized and looped system is encouraged

2.3-

Analysis of Flow Network

The proposed water supply system is carried out in PipeNet program. Major friction losses are computed based on Hazen –William formula.

Value of Hazen-William coefficient (C) of 130 is used for HDPE and DI pipe. The peak factor for peak flow is taken as 2.5 and 1.0 for fire flow. Headloss in pipelines should not exceed 2 feet head per 1000 feet of pipe length.

Minimal residual pressure for each node during domestic draw-off should not less than 7.5 metres from the highest supply level for peak flow case if the source of water is supply from JBA main pipe.

Minimal residual pressure for each node during domestic draw-off should not less than 4.5 metres from the highest supply level if the source of water is supply from the water reservoir prepared by developer.

Breakdown of water demand is tabulated in Table 2.

2.4 - Result of Flow Analysis

The results of flow analysis from tapping point via by pass suction tank attached in Table 3.

The results of the flow analysis consist of two conditions which are peak flow analysis and fire flow analysis. The network analysis results are attached in Table 4 and Table 5 respectively.

The water supply layout plan is shown in Figure 1.

2.5 - Tapping Point Pressure

Tapping point is given as 52.0m ODL from Jalan Kuala Selangor – Sungai Buloh.

TABLE 1 & 2ESTIMATED OF WATER DEMAND &BREAKDOWN OF WATER DEMAND

Table 1 : Estimated Of Water Demand

Description Daily Demand Daily Demand

A. Residential

Rumah Kos Rendah dan Rumah Pangsa Kos Rendah 1000 lsh 220 gshRumah Pangsa Kos Sederhana dan Sederhana Rendah

1500 lsh 330 gsh

Rumah Berderet satu dan dua Tingkat 1500 lsh 330 gshPangsapuri / Kondominium 1500 lsh 330 gshRumah Berkembar satu dan dua Tingkat 2000 lsh 440 gshRumah sesebuah satu dan dua Tingkat 2000 lsh 440 gsh

B. Commercial

Rumah Kedai satu tingkat 2000 lsh 440 gshRumah Kedai Bertingkat – setiap tingkat 1500 lsh 330 gshPejabat – setiap 100 meter persegi 1000 lsh 200 gshStesyen Minyak 5000 lsh 1000 gshPasar 25000 lsh 5000 gshPusat Penjaja 25000 lsh 5000 gshHotel – setiap bilik 1500 lsh 330 gshKomplek membeli-belah – setiap 100 meter persegi 1000 lsh 220 gshBengkel industri ringan 1500 lsh 330 gshKilang Berderet 5000 lsh 1100 gsh

C. Public Facilities

Hospital – setiap 100 meter persegi 1000 lsh 200 gshMasjid / Surau – setiap orang 50 lsh 11 gshDewan orang ramai 25000 lsh 5500 gshRumah Kelab 50000 lsh 11000 gshBalai Raya 2000 lsh 440 gshSekolah harian – setiap murid 50 lsh 11 gshSekolah berasrama – setiap murid 250 lsh 55 gshInstitusi – setiap hektar 25000 lsh 5500 gshTadika – setiap kanak-kanak 30 lsh 7 gsh

Table 2 : Breakdown Of Water Demand

        Daily Total DailyItem Description Units Quantity Demand Demand

        (gpd/unit) (gpd)     

1 Rumah Sesebuah Nos 81 440 35,6402 Rumah Pangsa Kos Sederhana Nos 24 330 7,9203 Rumah Pangsa Kos Sederhana Rendah Nos 49 330 16,170

4 Rumah Kos Rendah Nos 49 220 10,7805 Kemajuan Akan Datang (Perniagaan) m2 10,854 2.2 23,8806 Kemajuan Akan Datang (Rumah Sesebuah) Nos 55 440 24,200

7 Kemajuan Akan Datang (Rumah Berkembar) Nos 32 440 14,0808 Kemajuan Akan Datang (Rumah Teres) Nos 70 330 23,1009 Kemajuan Akan Datang (Tadika) 100 7 70010 Kemajuan Akan Datang (Surau) 50 11 55011 Kemajuan Akan Datang (Lot 403 Rumah Teres) Nos 470 330 155,10012 Loji Rawatan Kumbahan STP Nos 1 330 330

Sum-Total 312,450

Say 330,000

Total Water Daily Demand = 330,000 gpd

Suction Tank = × 330,000 gpd

= 110,000 gpd

size = 10 m × 13m × 4.3 m (depth)

Elevated Water Tank = × 330,000 gpd

= 220,000 gpd

size = 16 m × 16m × 4.3 m (depth)

TABLE 3 , 4, 5, 6 & 7SUMMARY OF FLOW NETWORK ANALYSIS RESULT

Table 3 : Summary of Flow Network Analysis Results from Tapping Point By Pass to Water Tank

Node No.

Highest Supply Level

Case 1 = Peak Flow

DemandPeak Flow =2.5 x

Average flowPressure at node

Residual Pressure

(m) (l/s) (l/s) (m) (m)

1 34.0 0 0 52.0 18.00

2 40.0 16.42 41.06 51.57 11.57

Table 4 : Summary of Peak Flow (Without PRV) Network Analysis Results

Node No.

Highest Supply Level

Case 1 = Peak Flow

DemandPeak Flow =2.5 x

Average flowPressure at node

Residual Pressure

(m) (l/s) (l/s) (m) (m)

31 24.00 0.00 0.00 79.75 55.7530 60.50 0.00 0.00 80.95 20.4529 67.80 0.21 0.52 80.89 13.0928 67.80 0.23 0.58 80.78 12.9827 64.40 0.19 0.46 80.67 16.271 0.00 0.00 0.00 80.59 18.192 46.50 1.26 3.14 79.72 47.723 36.00 0.00 0.00 79.76 54.764 40.80 0.09 0.23 79.75 55.755 37.00 0.00 0.00 79.75 54.756 37.00 0.00 0.00 79.88 49.887 51.80 0.19 0.46 79.88 25.888 69.80 0.23 0.58 80.03 42.039 42.00 0.00 0.00 80.03 30.0310 66.30 0.09 0.23 80.35 19.8511 66.80 0.07 0.17 80.35 21.8512 72.80 0.16 0.41 80.95 8.1513 60.00 0.00 0.00 80.95 11.6514 69.30 0.05 0.12 80.95 20.9515 72.80 0.16 0.41 80.98 8.1816 58.50 1.28 3.20 80.86 14.0617 60.50 0.00 0.00 80.86 14.5618 50.00 0.35 0.87 80.63 38.6319 38.00 0.00 0.00 80.63 10.8320 54.00 1.67 4.17 80.62 28.8221 30.00 0.00 0.00 80.6 43.622 25.00 1.83 4.59 80.6 43.623 24.00 0.00 0.00 80.6 39.824 25.00 0.00 0.00 80.59 44.5925 32.00 8.16 20.40 80.55 34.0526 62.40 0.21 0.52 81 0

Table 5 : Summary of Peak Flow (With PRV) Network Analysis Results

Node No.

Highest Supply Level

Case 1 = Peak Flow

DemandPeak Flow =2.5 x

Average flowPressure at node

Residual Pressure

(m) (l/s) (l/s) (m) (m)

31 24.00 0.00 0.00 79.75 55.7530 60.50 0.00 0.00 80.95 20.4529 67.80 0.21 0.52 80.89 13.0928 67.80 0.23 0.58 80.78 12.9827 64.40 0.19 0.46 80.67 16.271 0.00 0.00 0.00 80.59 18.192 46.50 1.26 3.14 79.72 47.723 36.00 0.00 0.00 79.76 54.764 40.80 0.09 0.23 54.00 30.005 37.00 0.00 0.00 54.00 29.006 37.00 0.00 0.00 79.88 49.887 51.80 0.19 0.46 79.88 25.888 69.80 0.23 0.58 80.03 42.039 42.00 0.00 0.00 80.03 30.0310 66.30 0.09 0.23 80.35 19.8511 66.80 0.07 0.17 80.35 21.8512 72.80 0.16 0.41 80.95 8.1513 60.00 0.00 0.00 80.95 11.6514 69.30 0.05 0.12 80.95 20.9515 72.80 0.16 0.41 80.98 8.1816 58.50 1.28 3.20 80.86 14.0617 60.50 0.00 0.00 80.86 14.5618 50.00 0.35 0.87 80.63 38.6319 38.00 0.00 0.00 80.63 10.8320 54.00 1.67 4.17 80.62 28.8221 30.00 0.00 0.00 80.60 43.6022 25.00 1.83 4.59 67.00 30.0023 24.00 0.00 0.00 67.00 26.2024 25.00 0.00 0.00 66.98 30.9825 32.00 8.16 20.40 66.95 20.4526 62.40 0.21 0.52 81.00 0.00

Table 6 : Summary of Hydrant Flow (Without PRV) Network Analysis Results

Node No.

Highest Supply Level

Case 2 = Hydrant Flow

DemandHydrant Flow=1.0 x

Average flowPressure at node

Residual Pressure

(m) (l/s) (l/s) (m) (m)

31 24.00 0.00 0.00 80.71 56.7130 60.50 22.83 22.83 80.28 19.7829 67.80 0.21 0.21 80.95 13.1528 67.80 0.23 0.23 80.92 13.1227 64.40 0.19 0.19 80.89 16.491 0.00 0.21 0.21 80.87 18.472 46.50 8.16 8.16 80.71 48.713 36.00 0.00 0.00 80.71 55.714 40.80 0.00 0.00 80.71 56.715 37.00 1.83 1.83 80.71 55.716 37.00 0.00 0.00 80.74 50.747 51.80 1.67 1.67 80.74 26.748 69.80 0.00 0.00 80.76 42.769 42.00 0.35 0.35 80.76 30.7610 66.30 0.00 0.00 80.82 20.3211 66.80 1.28 1.28 80.82 22.3212 72.80 0.16 0.16 80.28 7.4813 60.00 0.05 0.05 80.28 10.9814 69.30 0.00 0.00 80.83 20.8315 72.80 0.16 0.16 80.98 8.1816 58.50 0.07 0.07 80.83 14.0317 60.50 0.09 0.09 80.83 14.5318 50.00 0.00 0.00 80.83 38.8319 38.00 0.23 0.23 80.83 11.0320 54.00 0.19 0.19 80.83 29.0321 30.00 0.00 0.00 80.83 43.8322 25.00 0.00 0.00 80.83 43.8323 24.00 0.09 0.09 80.83 40.0324 25.00 0.00 0.00 80.83 44.8325 32.00 1.26 1.26 80.82 34.3226 62.40 -39.25 -39.25 81.00 0.00

Table 7 : Summary of Hydrant Flow (With PRV) Network Analysis Results

Node No.

Highest Supply Level

Case 2 = Hydrant Flow

DemandHydrant Flow=1.0 x

Average flowPressure at node

Residual Pressure

(m) (l/s) (l/s) (m) (m)

31 24.00 0.00 0.00 80.71 56.7130 60.50 22.83 22.83 80.28 19.7829 67.80 0.21 0.21 80.95 13.1528 67.80 0.23 0.23 80.92 13.1227 64.40 0.19 0.19 80.89 16.491 0.00 0.21 0.21 80.87 18.472 46.50 8.16 8.16 80.71 48.713 36.00 0.00 0.00 80.71 55.714 40.80 0.00 0.00 54.00 30.005 37.00 1.83 1.83 54.00 29.006 37.00 0.00 0.00 80.74 50.747 51.80 1.67 1.67 80.74 26.748 69.80 0.00 0.00 80.76 42.769 42.00 0.35 0.35 80.76 30.7610 66.30 0.00 0.00 80.82 20.3211 66.80 1.28 1.28 80.82 22.3212 72.80 0.16 0.16 80.28 7.4813 60.00 0.05 0.05 80.28 10.9814 69.30 0.00 0.00 80.83 20.8315 72.80 0.16 0.16 80.98 8.1816 58.50 0.07 0.07 80.83 14.0317 60.50 0.09 0.09 80.83 14.5318 50.00 0.00 0.00 80.83 38.8319 38.00 0.23 0.23 80.83 11.0320 54.00 0.19 0.19 80.83 29.0321 30.00 0.00 0.00 80.83 43.8322 25.00 0.00 0.00 67.00 30.0023 24.00 0.09 0.09 67.00 26.2024 25.00 0.00 0.00 67.00 31.0025 32.00 1.26 1.26 66.99 20.4926 62.40 -39.25 -39.25 81.00 0.00

APPENDIX 1

Schematic Diagram Incoming Main toSuction Tank

APPENDIX 2

Schematic Diagram for Peak Flow Network Analysis

APPENDIX 3

Schematic Diagram for Hydrant Flow Network Analysis

Figure 1

Water Reticulation Layout Plan