no 17, jalan jasmine 3 kawasan perindustrian...

Ribbon Rice Factory Laporan Kiraan Hidraulik

No 17, Jalan Jasmine 3

Kawasan Perindustrian Jasmine

Content Page

1.0 INTRODUCTION ............................................................................................... 1

2.0 WATER SUPPLY SYSTEM ............................................................................... 1

2.1 Source of Water Supply & Tapping Point Pressure 1

2.2 Highest Supply Level / Top Water Level 1

2.3 Design Criteria 2

2.4 Design Requirements 2

3.0 Peak flow and fire flow design calculation ......................................................... 3

4.0 PIPE MATERIAL ............................................................................................... 3

5.0 ANALYSIS OF FLOW NETWORK .................................................................... 4

6.0 HYDRAULIC DESIGN CALCUALTION ............................................................. 5

7.0 CONCLUSION .................................................................................................. 7

Appendices

Appendix 1 Key plan and Location plan

Appendix 2 Water Reticulation Layout Plan




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1.0 INTRODUCTION

Ribbon Rice Sdn. Bhd. has appointed SW Consulting to provide engineering

consulting services for the design of civil infrastructure and services for a proposed

1.666 acres (0.674 hectares) development which comprise of 1 unit of 1 storey factory

building at Lot PT 7116, with correspondence address of No. 17, Jalan Jasmine 3,

Kawasan Perindustrian Jasmine, Bandar Serendah, Daerah Hulu Selangor, Selangor

Darul Ehsan.

No office building is proposed for this development.

This report presents the requirement and design of the water supply system for the

proposed development.

2.0 WATER SUPPLY SYSTEM

2.1 Source of Water Supply & Tapping Point Pressure

The source of water supply for this project is tapping from the existing 150mm M.S.

pipe installed by SYABAS, located at Jalan Jasmine 3 as shown in Layout Plan

P103/PW/2.1

2.2 Highest Supply Level / Top Water Level

The highest supply level / Top Water Level (TWL) for water tank level are derived as

follows:

Top water level (TWL) = 40.15m (Ground Level) + 2.40m (Height of Toilet)

+ 2.0m (Water tank & plinth height)

= 44.55 m

In this development, the highest platform level for the whole development is 40.15m,

while the total head available at the point of tapping is about 63m ODL. Top Water

Level is about 44.55m and the balance head above to TWL is 18.45m.

The balance head required by SYABAS must be at least 6m. Hence, the available

head is sufficient for the project.




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2.3 Design Criteria

Water demand for the development is estimated based on the “Guidelines on

Submission of Water Supply Plan to SYABAS”. Reference is also made to “Design

Criteria & Standard for Water Supply Systems” published by the Malaysian Water

Association (MWA).

The Basis for assessing the water demand of the proposed development based on as

follows:

Area of Usage Water Demand/Consumption

Industri Serdehana 50,000 liter / hectare

(Jadual 1, Kaedah-Kaedah Industri Perkhidmatan Air)

a) Daily Domestic Water Consumption

Description Area in Acre Water Demand (liter/day)

Factory 0.51 hectare 0.51 x 50,000 = 25,500 liter/day

Total daily consumption = 25,500 liter/day

Therefore, flow rate = 25,500 / (24 x 60 x 60) = 0.295 liter/sec

b) Hose Reel System and Hydrant System

Based on Bomba requirement. Hose Reel Tank / Hydrant capacity = 300 gallons/min

Therefore, flow rate = 300/60 = 22.73 liter/sec

2.4 Design Requirements

The hydraulic design calculations for domestic water are as shown in the Section 7 of

this report. General requirements for the sizing and selecting of pipe for the

reticulation system are as follow (as outlined in the MWA Guidelines)

i) Distribution and reticulation mains are sized to carry the peak demand with a

peak factor of 2.5 (i.e. 2.5 x Average Daily Demand)

ii) Pipe line friction losses are calculated using Hazen William formula




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h = 10.67 x (Q/C)1.85 x L x (1/D)4.87

Where,

h = Friction loss / head loss (in m)

Q = Flow rate (in l/s)

L = Length of pipe (in m)

D = Internal pipe diameter (in mm)

C = Hydraulic capacity coefficient

For this project, hydraulic capacity coefficient C = 100.

iii) The recommended minimum residual head should always be checked against

the height of the building above the platform level to ensure that the residual

head is at least higher than the building.

3.0 PEAK FLOW AND FIRE FLOW DESIGN CALCULATION

Based on the water demand criteria, the total demand calculated for the proposed

development is 2388 gallon/day. This includes the average demand for the factory

building. In addition, four (4) fire hydrants have been located within the proposed

project area to cater for any fire contingencies. At any one time, a total of 1 fire

hydrant may be used. The sizing of pipe within the distribution network must therefore

be sufficient to cater for:-

i) Peak Domestic Demand Condition (2.5 x Average Flow)

ii) Average Flow

iii) Average Flow + Fire Flow at 1 node

4.0 PIPE MATERIAL

The water reticulation pipes for this development is mainly 32mm diameter HDPE

Poly Pipe (PN12.5).

Ductile iron (D.I.) pipe is used for hydrant pipeline and ductile iron sluice gate valve is

proposed for the bulk meter intake.




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5.0 ANALYSIS OF FLOW NETWORK

a) The proposed water supply system is carried out by using Microsoft excel.

b) Minimal residual pressure for each node during domestic draw-off should not

less than 6 meter from the highest supply level for peak flow case if the source

of water is supply from SYABAS main pipeline.

c) Minimal residual pressure for each node during domestic draw-off should not

less 4.6 meter from the highest supply level for peak flow case if the source of

water is supply from the water reservoir prepared by developer.

d) Minimal residual pressure for each node during domestic draw-off should not

less than 6.0 meter from the proposed ground level for fire flow case.

e) Design calculation is tabulated and presented in the following section.

Butiran Quantiti

Bangunan Industri Serdehana 50000 litre / hektar

Luas tanah = 0.51 hektar 1 unit 25500 liter/hari = 0.2951 liter/saat

Node A 63.000 m

39.130 m

Node B 40.000 m

Node C, D, E 40.300 m

Node F

Pressure head at tapping point,

Pipe level,

Just after meter, pipe level

Hydrant pipe level

Highest Supply Level, water tank on top of toilet 44.550 m

Condition 1 : Average Flow Design, Flow Factor = 1.0, Design Flow Rate = 0.2951 l/s

Node Flow

Design Flow Rate, Q (l/s)

Pipe Type

Pipe Length (m)

Diameter (m)

Coefficient of Friction, C

Head Loss, hL (m)

Head Loss per length (m/m)

h/Q (m/m3/sec)Pressure

Available (m)Highest Supply

Level (m)Residual

Pressure (m)Velocity of Flow (m/s)

A to B 0.2951 DI 14.80 0.150 100.00 0.000096 0.000006 0.000323844 63.000

B to C 0.2951 DI 95.80 0.150 100.00 0.000619 0.0000065 0.002096232 62.999 40.000 22.999 0.017

D to D 0.2951 DI 69.30 0.150 100.00 0.000447 0.0000065 0.001516377 62.999 40.000 22.999 0.017

E to E 0.2951 DI 81.50 0.150 100.00 0.000526 0.0000065 0.001783329 62.998 40.300 22.698 0.017

B to F 0.2951 HDPE 58.50 0.032 100.00 0.699331 0.011954 2.369811044 62.301 44.550 17.751 0.367

At point F, where the domestic tank at top of toilet is, the residual pressure is 16.301m, thus O.K.

At point E, where the last hydrant located, the residual pressure is 22.698m, thus O.K.

6.0 WATER RETICULATION DESIGN C C O

Keperluan

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Condition 2 : Peak Flow Design (Flow factor = 2.5) Design Flow Rate = 0.7378 l/s

Node Flow


Pipe Type

Pipe Length (m)

Diameter (m)


Head Loss, hL (m)




Level (m)Residual


A to B 0.7378 DI 14.80 0.150 100.00 0.000521 0.000035 0.000705642 63.000

B to C 0.7378 DI 95.80 0.150 100.00 0.003370 0.0000352 0.004567603 62.997 40.000 22.997 0.042

C to D 0.7378 DI 69.30 0.150 100.00 0.002438 0.0000352 0.003304122 62.994 40.000 22.994 0.042

D to E 0.7378 DI 81.50 0.150 100.00 0.002867 0.0000352 0.0038858 62.991 40.300 22.691 0.042

B to F 0.7378 HDPE 58.50 0.032 100.00 3.809535 0.065120 5.163720496 59.190 44.550 14.640 0.917


At point E, where the last hydrant located, the residual pressure is 22.691m, thus O.K.

Condition 3 : Average Flow + Fire Flow at 1 node Design flow rate = 22.73 + 0.2951 = 23.0251 l/s

Node Flow


Pipe Type

Pipe Length (m)

Diameter (m)


Head Loss, hL (m)




Level (m)Residual


A to B 23.0251 DI 14.80 0.150 100.00 0.302646 0.020449 0.013144165 63.000

B to C 23.0510 DI 95.80 0.150 100.00 1.963096 0.0204916 0.085163167 61.037 40.000 21.037 1.304

C to D 23.0510 DI 69.30 0.150 100.00 1.420069 0.0204916 0.061605506 59.617 40.000 19.617 1.304

D to E 23.0251 DI 81.50 0.150 100.00 1.666596 0.0204490 0.072381719 57.950 40.300 17.650 1.303

Assuming fire service at last hydrant

B to F 0.2951 HDPE 58.50 0.032 100.00 0.699331 0.011954 2.369811044 62.301 44.550 17.751 0.367

At point E, where the last hydrant located and is used during fire service, the residual pressure is 17.65m, thus O.K.


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7.0 CONCLUSION

From the analysis, the residual pressures for all 3 design conditions are greater than

the minimum residual pressure, therefore the pipe size proposed for the development

is sufficient.

The water reticulation system layout is attached in Appendix 1 for reference.




Appendix 1 - KEY PLAN AND LOCATION PLAN




Appendix 2 - WATER RETICULATION LAYOUT

no 17, jalan jasmine 3 kawasan perindustrian...

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