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ECW 435 - HYDRAULICS WATERRETICULATION DESIGN PROJECT OCTOBER2020 – FEBRUARY 2021SUBMISSION FORMSUBMISSION DATE : 29 JANUARY 2021GROUP : EC2203BLECTURER : TS. IRMA NOORAZURAH BINTI MOHAMADGROUP LEADER & STUDENT ID NO.: MUHAMAD HAFIZI BIN HAMZAH 2019615018GROUP MEMBERS & STUDENT ID NO.: NURUL...

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ECW 435 - HYDRAULICS WATER RETICULATION DESIGN PROJECT OCTOBER 2020 – FEBRUARY 2021

SUBMISSION FORM SUBMISSION DATE GROUP LECTURER

: 29 JANUARY 2021 : EC2203B1 : TS. IRMA NOORAZURAH BINTI MOHAMAD

GROUP LEADER & STUDENT ID NO.

:

MUHAMAD HAFIZI BIN HAMZAH 2019615018

GROUP MEMBERS & STUDENT ID NO.

:

NURUL WIDAD BINTI ABDUL HADI 2019252722

:

MUHAMMAD YUSZAIREE NABIQ BIN MOHD YUSUFF 2019257206

:

NAJEE AIMAN KHAN BIN AZMAN 2019685488

:

SYAZRUL AIMAN BIN TARMIZI 2020968261

REPORT

: _____________ / 100 MARKS

VIDEO

: _____________ / 20 MARKS

ECW 435 - HYDRAULICS WATER RETICULATION DESIGN PROJECT OCTOBER 2020 – FEBRUARY 2021

STUDENT’S PREPARATION/LEARNING TIME Please allocate the actual accumulation time spent for preparing this project.

GROUP LEADER : & STUDENT ID NO. :

GROUP MEMBERS & STUDENT ID NO. :

:

:

TASK

PREPARATION TIME (HOURS)

MUHAMAD HAFIZI BIN HAMZAH 2019615018

-HBM CALCULATION -WATER DEMAND CALCULATION -VIDEO

8 HOURS

NURUL WIDAD BINTI ABDUL HADI 2019252722

-PROPOSED LAYOUT -WATER DEMAND CALCULATION -VIDEO

8 HOURS

-RESIDUAL HEAD -SUMMARY -VIDEO

8 HOURS

MUHAMMAD YUSZAIREE NABIQ BIN MOHD YUSUFF 2019257206 NAJEE AIMAN KHAN BIN AZMAN 2019685488 SYAZRUL AIMAN BIN TARMIZI 2020968261

-PIPE CLASSIFICATION -HBM CALCULATION

-WATER TANK RESERVOIR DESIGN -FIRE AND PEAK FLOW

8 HOURS

8 HOURS

TABLE OF CONTENTS NO.

TITTLE

PAGE

1. Preamble 1.1 1.2 1.3

Introduction Objective Problem Statements

1 1 1

2. Pipe Network Analysis 2.1 2.2 2.3

Proposed Pipe Layout Pipe Classification Water Demand Calculation

2 3 3-4

3. Determination of Design Flow 3.1 3.2

Fire Flow Calculation Peak Flow Calculation

4. Head Balance Method Calculation 5.

5 5 6-8

Residual Head Calculation

9-10

6. Water Tank Reservoir Design

11

7. Summary and Conclusion of Final Flow Scenarios Diagram

12

8. APPENDIX A

13-14

1.0 Preamble 1.1 Introduction Typical Water System consist of treatment stage, distribution stage, and consumption stage. In this project, only the consumption stage will be included which is water reticulation design. Water reticulation systems are water distribution networks that need to be collected and then treated before distributed to all consumers. The system must be designed and planned by city planners, city engineers and consultants who are hired to figure out every detail of the system before the installations are implemented. There are some factors to be considered for the implementation of the system which consist of the material and size of pipes used, pipe’s location, calculation of the probability in leakage and expansion, various pressure factors and how close these systems are to fire departments. Water reticulation design are referred to JKR Design Criteria & Standards for Water Supply Systems Vol. 3 (1989) even also depends on state requirement.

1.2 Objective The objective of this project is; 1. To proposed pipe network including the selection of pipe materials, size, and length with details of water demand calculation.

2. To calculate peak flow and fire-fighting flow includes the flow scenarios diagram. 3. To use head balance method and residual head calculation for pipe network design. 4. To design water reservoir tank.

1.3 Problem Statements The project comprises of 8 blocks of n-storey hostel, an admin building and a cafeteria, with total water demand of Q. The supply line from the reservoir also caters for Parcel M and Parcel N) which is scheduled to be developed in a later stage. The water demand for Parcel M and N may be assumed to be equal to 1.2Q and 0.8Q of the water demand for Parcel A respectively.

1

2.0 Pipe Network Analysis 2.1 Proposed pipe Layout

From main / reservoir

A C Block G

138.013 m

ADMIN BUILDING

Block E

F

127.684 m

131.983 m

B

Block F

Block H

D

E

Node

Elevation Level

A 42.20 B 42.70 C 43.20 D 44.20 E 44.00 F 45.20 *Elevation level were taken from road level (RL) 2

2.2 Pipe Classification PIPE

PIPE LENGTH (m)

AB

190.526

BE

138.013

EF

189.751

FA

131.983

BC

203.136

CD

127.684

DE

211.859

Materials of the pipe = Ductile Iron (DI) Pipe • • • • • •

Hazen-William roughness coefficient, C = 140 Requires very little maintenance once its installed Resistance to corrosion in most soils Able to withstand the increased pressure loading Less damaged when handling and installing Low pumping cost

Diameter of the pipe = 0.25 m

2.3 Water Demand Calculation Every building has a different water demand depends on its type of building and their respective water demand.

No.

Types of building

1

5-Storey Hostel Building

2

Admin Building

3

Cafeteria

Characteristics • •

Built-up Area

Demand

-

360 lpd/ student

-

873.05m2

1200 lpd/100sq.M

-

873.05m2

1200 lpd/100sq.M

5 room/ floor 5 student/ room

3

Water Demand at each node; From main / reservoir ෍ 𝑄𝑖

B

A

C

Drawoff, Q1 (BLOCK A, C)

Drawoff, Q3 (BLOCK E, G)

Drawoff, Q2 (CAFETERIA, BLOCK B, D)

F

Drawoff, Q4 (ADMIN BUILDING, BLOCK F, H)

E

D

Q1 (Block A & C) = Q3 (Block E & G) = 2 (5 × 5 × 5 × 360)

= 90000 𝑙𝑝𝑑 × (1.2 × 10−8 ) = 0.00108 𝑚3 /𝑠

Q2 (Cafeteria, Block B & E) = Q4 (Admin Building, Block F & H) = [2 (5 × 5 × 5 × 360)] + (1200 × = 100476.6 𝑙𝑝𝑑 × (1.2 × 10−8 )

873.05 ) 100

= 0.001208 𝑚3 /𝑠

𝑇𝑜𝑡𝑎𝑙 𝑤𝑎𝑡𝑒𝑟 𝑑𝑒𝑚𝑎𝑛𝑑,

∑ 𝑄𝑖 = 𝑄1 + 𝑄2 + 𝑄3 + 𝑄4

= (2 × 0.00108) + (2 × 0.001208) = 0.004576 𝑚3 /𝑠

4

3.0 Determination of design flow 3.1 Peak Flow Calculation 𝑃𝑒𝑎𝑘 𝑓𝑙𝑜𝑤 = 2.5 × 𝑇𝑜𝑡𝑎𝑙 𝑤𝑎𝑡𝑒𝑟 𝑑𝑒𝑚𝑎𝑛𝑑 = 2.5 × 0.004576 = 0.01144 𝑚3 /𝑠 3.2 Fire Flow Calculation Class type = Class B risk Average total flow, Qfire = 2700 lpm Number of hydrants, n = 2 𝐹𝑖𝑟𝑒 𝑟𝑖𝑠𝑘 = 𝑛𝑄𝑓𝑖𝑟𝑒 = 2 × 2700 × (1.67 × 10−5 ) = 0.09018 𝑚3 /𝑠

𝐹𝑖𝑟𝑒 𝑓𝑙𝑜𝑤 = 𝐹𝑖𝑟𝑒 𝑟𝑖𝑠𝑘 + 𝑇𝑜𝑡𝑎𝑙 𝑤𝑎𝑡𝑒𝑟 𝑑𝑒𝑚𝑎𝑛𝑑 = 0.09018 + 0.004576 = 0.094756 𝑚3 /𝑠

❖ Since Fire flow is higher than the Peak flow, hence the design flow is equal to Fire flow ❖ The fire risk value is placed at farthest location in the development layout, which is at node A, Hence, 𝑄1(𝑛𝑒𝑤) = 𝑓𝑖𝑟𝑒 𝑟𝑖𝑠𝑘 + 𝑄1 = 0.09018 + 0.00108 = 0. 09126 𝑚3 /𝑠 𝑇𝑜𝑡𝑎𝑙 𝑤𝑎𝑡𝑒𝑟 𝑑𝑒𝑚𝑎𝑛𝑑 𝑓𝑜𝑟 𝑟𝑒𝑠𝑒𝑟𝑣𝑜𝑖𝑟,

Qreservoir = Parcel A + Parcel M + Parcel N

= 0.094756 + 1.2 (0.094756 ) + 0.8 (0.094756)

= 0.284268 𝑚3 /𝑠 @ 24572.16 𝑚3 /𝑑

5

4.0 Head Balance Method

94.8 L/s A 47.4 L/s

B

C

91.3 L/s 1.1 L/s 67.6 L/s

Loop 1

46.3 L/s

Loop 2 23.7 L/s

1.2 L/s

1.2 L/s

F D

E 𝐾=

10.69𝐿 𝐷 4.87 𝐶 1.852

ℎ = 𝐾𝑄1.852

𝑎𝑡 𝑗𝑜𝑖𝑛𝑖𝑛𝑔, 𝑄𝑖′ = 𝑄𝑖 + 𝑑𝑄𝑖 − 𝑑𝑄𝑗

ITERATION 1 Loop

1

𝑑𝑄 = −

∑ℎ

𝑛∑

ℎ 𝑄

Loop

2

dQ = - 3.1 L/s

Pipe

d(m)

L(m)

K

Q (L/s)

h (m)

h/Q

Q' (L/s)

AB

0.25

190.53

185

-23.7

-0.18

7.7

-49.1

BE EF FA

0.25 0.25 0.25

138.01 189.75 131.98

134 184 128

23.7 68.8 67.6

0.13 1.29 0.87

5.5 18.8 12.9

1.4 43.4 42.2

෍ℎ

2.11

44.9

dQ = -25.4 L/s

Pipe

d(mm)

L(m)

K

Q (L/s)

h (m)

h/Q

Q' (L/s)

BC CD

250 250

203.14 127.68

197 124

-47.4 46.3

-0.7 0.42

14.8 9.1

-50.5 43.2

DE EB

250 250

211.86 138.01

205 134

45.1 -23.7

0.66 -0.13

14.6 5.5

42 -1.4

෍ℎ

0.25

44 6

ITERATION 2 Loop

1

Pipe

d(mm)

L(m)

K

Q (L/s)

h (m)

h/Q

Q' (L/s)

AB

0.25

190.53

185

BE EF FA

0.25 0.25 0.25

138.01 189.75 131.98

134 184 128

-49.1

-0.7

14.3

-52.3

1.4 43.4 42.2

0.0007 0.55 0.36

0.5 12.7 8.5

0.6 40.2 39

෍ℎ

0.21

36

dQ = -3.2 L/s Loop

2

Pipe

d(mm)

L(m)

K

Q (L/s)

h (m)

h/Q

Q' (L/s)

BC

0.25

203.14

197

-50.5

-0.78

15.4

-52.9

CD DE EB

0.25 0.25 0.25

127.68 211.86 138.01

124 205 134

43.2 42 -1.4

0.37 0.58 -0.0007

8.6 13.8 0.5

40.8 39.6 -0.6

෍ℎ

0.17

38.3

dQ = -2.4 L/s

ITERATION 3 Loop

1

Pipe

d(mm)

L(m)

K

Q (L/s)

h (m)

h/Q

Q' (L/s)

AB

0.25

190.53

185

-52.3

-0.78

14.9

-52.5

BE EF FA

0.25 0.25 0.25

138.01 189.75 131.98

134 184 128

0.6 40.2 39

0.0001 0.48 0.31

0.2 11.9 7.9

0.4 40 38.8

෍ℎ

0.01

34.9

dQ = -0.2 L/s Loop

2

Pipe

d(mm)

L(m)

K

Q (L/s)

h (m)

h/Q

Q' (L/s)

BC

0.25

203.14

197

-52.9

-0.85

16.1

-52.9

CD DE EB

0.25 0.25 0.25

127.68 211.86 138.01

124 205 134

40.8 39.6 -0.6

0.33 0.52 -0.0001

8.1 13.1 0.2

40.8 39.6 -0.4

෍ℎ

0

37.5

dQ = 0 L/s 7

ITERATION 4 Loop

1

Pipe

d(mm)

L(m)

K

Q (L/s)

h (m)

h/Q

AB BE

0.25 0.25

190.53 138.01

185 134

-52.5 0.4

-0.79 0.0001

15 0.3

EF FA

0.25 0.25

189.75 131.98

184 128

40 38.8

0.47 0.32

11.8 8.2

෍ℎ

0

35.3

dQ = 0 L/s Loop

2

Pipe

d(mm)

L(m)

K

Q (L/s)

h (m)

h/Q

BC CD

0.25 0.25

203.14 127.68

197 124

-52.9 40.8

-0.85 0.33

16.1 8.1

DE EB

0.25 0.25

211.86 138.01

205 134

39.6 -0.4

0.52 0.0001

13.1 0.2

0

37.5

෍ℎ

dQ = 0 L/s

8

5.0 Residual Head Calculation Node A B C D E F

Elevation level 42.2 42.7 43.2 44.2 44.0 45.2

TWL 60.2 60.7 61.2 62.2 62.0 63.2

TWL = EL + Hbuilding + Htank Heigth building = 15 m Heigth tank = 3m

At tapping point;

Pipe diameter = 0.25 m Pipe length from tapping point to node C = 60.64 m Hazen-William roughness coefficient, C = 140 EL = 41.00 m Height Reservoir = 27m 𝐴𝑡 𝑡𝑎𝑝𝑝𝑖𝑛𝑔 𝑝𝑜𝑖𝑛𝑡, 𝑇𝑊𝐿 = EL + 𝐻𝑟𝑒𝑠𝑒𝑟𝑣𝑜𝑖𝑟 + 𝐻𝑡𝑎𝑛𝑘 = 71 𝑚 𝐴𝑣𝑎𝑖𝑙𝑎𝑏𝑙𝑒 ℎ𝑒𝑎𝑑 𝑎𝑡 𝑡𝑎𝑝𝑝𝑖𝑛𝑔 𝑝𝑜𝑖𝑛𝑡, 𝐻0 = 𝐻𝑟𝑒𝑠𝑒𝑟𝑣𝑜𝑖𝑟 + ℎ𝑓 =

𝑇𝑊𝐿 − 𝐵𝑊𝐿 71 − 68 = 27 + = 28.5 𝑚 2 2

10.69𝐿 𝑄 1.852 = 0.75 𝑚 ( ) 𝐷4.87 𝐶

ℎ𝑐 = 𝐻0 − ℎ𝑓 = 27.8 𝑚

9

94.8 L/s

ELA = 42.2

A ELB = 42.7 m

C

B

ℎ𝑓 = 0.32 𝑚

ELC = 43.2 m

ℎ𝑓 = 0.33 𝑚

ℎ𝑓 = 0.0001𝑚

F ELF = 45.2 m

E

D

ELE = 44.0 m

ELD = 44.2 m

METHOD 1 NODE A B C D E F

EL 42.2 42.7 43.2 44.2 44.0 45.2

H 26.2 27.0 27.8 27.5 27.0 26.5

TWL 60.2 60.7 61.2 62.2 62.0 63.2

Residual Head 8.2 9.0 9.8 9.5 9.0 8.5

Check (>=7.6m) OK ! OK ! OK ! OK ! OK ! OK !

Conclusion: All the pipe size are suitable for the design flow

10

6.0 Water Tank Reservoir Design Type of reservoir: > Elevated water tank > Reinforced concrete type Reservoir: > Capacity for 1 day > 2/3 of Q is 16381.44 m3/d

Total water supply from reservoir Q > Parcel A + Parcel M + Parcel N = Qdesign + 1.2Q + 0.8Q = 8190.72 + 1.2(8190.72) + 0.8(8190.72) = 24572.16 m3/d

Proposed Design: Tank properties, (B x H) = 40m x 80m Tank depth, H

= 8m

Tank Area, A

= 3200m2

Structure Height, H

= 25m

Volume, V

= 25600m3 11

7.0 Summary of Final Flow Scenarios Diagram

In a conclusion, the pipe network has been proposed at parcel A with 2 loops and 4 draw off at node A, C, F and D and pipe length were measured form AutoCAD dimension. The pipe material chosen is ductile iron with Hazen-William roughness coefficient, C of 140 due to some reason. Total water demand for parcel A which placed all the 8 storey-hostel building, an admin building and also cafeteria is 0.004576 𝑚3 /𝑠. In determination of design flow, the peak flow obtained is 0.01144 𝑚3 /𝑠 and 0.094756 𝑚3 /𝑠 for fire flow. As the fire flow value is bigger than peak flow, the Qdesign will be equal to fire flow. After that, 4 iteration is needed to calculate head loss by head balance method using Hazen-William Equation and Hardy Cross Method in order to obtain summation of head loss equal to 0. For residual head calculation, method one was used which is residual head equal to elevation level added with pressure head then will be minus by top water level. All the pipe size are suitable for the design flow as been checked. Last but not least, the water reservoir tank was design with the tank depth of 8 m which can fill 25600m3 of water. The total water tank reservoir needs to be supply is 24572.16 m3/d which included the parcel A, M and N. These elevated reservoir tank that made from reinforced concrete type managed to accommodate the total volume of water as its proposed volume size is bigger than the volume need to be supplied.

LINK FOR OUR PROJECT VIDEO ON YOUTUBE: https://www.youtube.com/watch?v=0MKPn7-c27A

12

Appendix A: Performance Criteria Matrix or Rubrics Scale for Report Assessment 100 MARKS (20%) Criteria / Descriptors for Rubric Design

Complex Problem Characteristics (WP)

1. Demonstration of Specified Knowledge Profiles) (CO1-PO1) 2. Evaluation of Problem and Proposal of Pipe Network (CO1-PO1)

WP 1: Depth of knowledge Required: in-depth engineering knowledge at the level of one or more of WK3, WK4, WK5 & WK6 and which allows a fundamental based, first principles analytical approach

3. Development of flow design with justification on the creativity towards the achievement of the flow scenarios (CO1-PO1) 4. Details of design criteria: Head balance method, and

WP3: Depth of analysis required: Have no obvious solution and require abstract thinking, originality in analysis to formulate suitable water reticulation design.

Scale of marks

Weightage

Ability to analyze the given problem using specified knowledge profiles: (WK3- fundamental knowledge), WK4 (specialist knowledge), WK5 (engineering design) and WK6- engineering practice) 1 2 3 4 5 Demonstrate only 1 WK Use only 2 WKs with Use 3 WKs with Use 3 WKs with good Use more than 3 WKs with poor elaboration some elaboration on acceptable elaboration elaboration on the given with elaboration on the on the given problems the given problems on the given problems problems given problems

X1

Ability to evaluate the problems under various circumstances towards providing effective solution and propose a pipe network including the selection of pipe materials with details of water demand calculation 1 2 3 4 5 Evaluate more than 3 Poor evaluation on the Evaluate 2 circumstances Evaluate 3 circumstances circumstances with No evaluation on the circumstance with with acceptable excellent justification on circumstances resulted with good justification on poor demonstration justification on network the network layout; in incomplete work on network layout shows on the network layout, layout shows connection shows connection from network layout, connection from reservoir selection of pipe from reservoir to the reservoir to the draw- off selection of pipe to the draw- off points, materials and lengths, draw- off points, pipe points; pipe materials and materials and lengths, pipe materials and lengths and water demand materials and lengths are lengths are determined; and erroneous water are determined, and calculation not clearly determined, and water and water demand demand calculation water demand calculated presented demand calculated calculated

X3

Ability to develop peak flow and fire-fighting flow scenarios and justify the creativity 1

2

Incomplete work for peak flow and fire flow

Peak flow and fire flow calculation are not clearly presented

3

Peak flow and fire flow are calculated

4

Peak flow and fire flow are calculated correctly

5 Peak flow and fire flow are calculated and presented clearly in flow scenarios diagram

X4

Ability to show the details of design based on 6 criteria namely; (1) Tabular organization of loops and pipes, (2) design flow is chosen (3) head balance method, (4) total head around the loop, (5) systematic reduction with every iteration and (6) residual head 1 2 3 4 5 Details of design are Details of design are Details of design are Details of design...