watersupply hydraulic calculation

Appendix D

HYDRAULIC CALCULATION OF WATER SUPPLY

NETWORK

Water Supply Hydraulic Calculation APPENDIX -D

______________________________________________________________

Al-Habshi Consultants, Kuwait In association with Riyan.Pte Ltd 2 / 3

CALCULATION PHYLOSOPHY 1. Introduction

The purpose of this report is to establish the minimum requirements and considerations for the engineering design of the water supply pipe network for the Fuvahmulah Island of Maldives. The design has been developed based on the general information from the island, various discussions with the residents and governmental authorities and applicable international codes and standards.

2. References

Water & Sanitation policy statement MEEW- July 2005

Five years Activity Plan of MWSA (2006-2010) May 2006

BS EN 805: 2000-Water supply Requirements for systems and components outside buildings

CIBSE G- Public health Engineering 3. System Description Water from the deep well will be the source of water to the islanders. This water will be highly saline at 35000 mg/ litre dissolved salts. This water will be fed to an R.O plant for treatment. The treated water from the RO will be collected in a ground GRP storage tank with a storage capacity of 135 m. Water from the ground tank will be pumped to an elevated GRP storage tank. This water tank will have a capacity of 100 m. The total water stored in the ground and elevated tank will be sufficient for 1 days need for the island residents. Water to the island residents are provided by a network of pipes, fed from the elevated water tank. The tank is placed at an elevation of 15 meters.

Water Supply Hydraulic Calculation APPENDIX -D

______________________________________________________________

Al-Habshi Consultants, Kuwait In association with Riyan.Pte Ltd 3 / 3

4. Design Considerations 4.1 Water demand estimates

Per capita water consumption for drinking and culinary application has been estimated at 30 litres/ person/ day. Considering a population of 16,206 people.

Water supply Hydraulic Design calculation

Design Consideration

Total present population = 11000 Persons

Projected population after 30 years = 16206.00789 Persons

Per Capita consumption = 30 Litres/ day

Water consumption after 30 years = 16200 x 30

= 486000 Litres

Peak daily demand = 2.5 times average daily

consumption

= 1215000 Litres

Institutional demand = 10% of average daily

consumption

= 48600 Litres

Total daily demand affter 30 years = 1263600

= 1263600 Litres

Working hours = 12 Hours

Then Total demand = 105300 Lit/Hour

Total demand = 29.3 Lit/sec

Considered # of valve outlets = 30 Nos

Flow through each outlet = 0.975 Lit/sec

4.2 Network sizing The pipe sizing is done considering the peak flow rate expected in the network. It has also considered the future requirement to provide house connection to the residents. The maximum velocity in the pipe network is set to below 1.5 meters/ second. The network analysis is done with EPANET software is attached as Annexure. The calculation shows the peak flow of 29.3 litres/ second is distributed to 30 nodes of 0.975 litres /sec. The maximum velocity on the feeding line is 1.35 meters/ second.

fuvahmulah-09-02-10 Page 1 2/9/2010 7:12:31 PM ********************************************************************** * E P A N E T * * Hydraulic and Water Quality * * Analysis for Pipe Networks * * Version 2.0 * ********************************************************************** Input File: fuvahmulah-09-02-10.net Link - Node Table: ---------------------------------------------------------------------- Link Start End Length Diameter ID Node Node m mm ---------------------------------------------------------------------- 1 1 2 11 150 2 2 3 17 150 3 3 4 177 100 4 5 4 70 80 5 6 5 70 80 6 6 7 133 100 7 4 10 411 100 8 10 8 65 100 9 10 9 175 80 10 9 8 39 80 11 8 6 306 100 12 7 3 152 150 13 44 7 265 150 14 44 112 77 100 15 112 113 155 100 16 43 113 327 100 17 43 44 169 150 18 113 114 24 80 19 114 112 152 80 20 42 111 310 100 21 111 41 155 100 22 41 42 155 150 23 42 43 97 150 24 40 41 507 150 25 40 39 175 150 26 40 107 37 100 27 107 108 42 100 28 108 110 79 80 29 110 109 147 80 30 108 109 135 100 31 107 106 148 80 32 109 105 86 100 33 106 105 28 80 34 105 39 39 100 35 39 38 1155 150 36 38 37 755 150 37 101 102 55 80

Page 2 Link - Node Table: (continued) ---------------------------------------------------------------------- Link Start End Length Diameter ID Node Node m mm ---------------------------------------------------------------------- 38 102 104 249 80 39 104 103 40 80 40 103 36 359 100 41 101 37 234 100 42 37 36 298 150 43 36 35 514 150

Page 1

fuvahmulah-09-02-10 44 35 34 705 150 45 34 33 786 150 46 33 32 339 150 47 32 100 25 100 48 100 99 277 100 49 99 97 181 80 50 97 98 35 80 51 98 33 154 100 52 32 31 372 150 53 31 96 100 100 54 96 95 242 100 55 30 31 297 150 56 91 30 77 100 57 91 94 45 100 58 94 95 47 100 59 91 92 103 80 60 92 93 40 80 61 93 94 69 100 62 90 93 119 100 63 90 89 64 100 64 89 88 42 80 65 88 87 67 80 66 90 87 175 100 67 29 30 258 150 68 89 29 110 100 69 28 87 174 100 70 28 29 78 150 71 85 86 138 100 72 86 84 327 100 73 84 83 70 80 74 83 82 71 80 75 85 82 20 100 76 82 80 94 100 77 80 84 82 100 78 27 85 171 100 79 27 28 285 150 80 81 80 245 100 81 79 81 175 100 82 79 76 95 100 83 26 78 106 100 84 76 25 115 100

Page 3 Link - Node Table: (continued) ---------------------------------------------------------------------- Link Start End Length Diameter ID Node Node m mm ---------------------------------------------------------------------- 85 76 77 38 50 86 77 78 38 80 87 79 78 175 100 88 25 26 76 150 89 24 25 397 150 90 23 24 104 150 91 65 66 57 80 92 66 67 54 80 93 24 67 40 100 94 23 65 69 100 95 65 68 160 100 96 67 71 280 100 97 68 69 45 80 98 69 71 145 80 99 68 73 442 100 100 74 75 32 80 101 74 73 219 80 102 22 23 120 150 103 21 22 290 150

Page 2

fuvahmulah-09-02-10 104 22 57 73 100 105 57 61 148 100 106 58 57 43 100 107 58 59 41 80 108 59 60 109 80 109 60 61 43 100 110 63 60 71 100 111 63 58 288 100 112 21 52 260 100 113 45 53 166 100 114 53 52 155 100 115 52 51 37 100 116 51 50 274 100 117 50 56 75 80 119 50 49 31 100 120 48 49 98 100 118 56 48 112 80 121 48 46 108 100 123 46 55 113 80 122 46 45 59 100 124 55 54 53 80 125 49 54 60 80 126 54 53 60 80 127 45 20 225 100 128 20 21 290 150 129 19 17 189 100 130 17 13 127 100 132 15 14 41 80

Page 4 Link - Node Table: (continued) ---------------------------------------------------------------------- Link Start End Length Diameter ID Node Node m mm ---------------------------------------------------------------------- 133 14 13 55 100 134 13 12 599 100 131 17 15 149 80 135 12 18 268 100 136 18 19 131 150 137 19 20 101 150 138 2 18 133 150 139 73 72 64 100 140 75 72 32 100 141 72 71 158 100 142 61 35 640 100 Node Results: ---------------------------------------------------------------------- Node Demand Head Pressure Quality ID LPS m m ---------------------------------------------------------------------- 2 0.00 14.84 14.84 0.00 3 0.00 14.79 14.79 0.00 4 0.00 14.60 14.60 0.00 5 0.97 14.51 14.51 0.00 6 0.00 14.50 14.50 0.00 7 0.00 14.49 14.49 0.00 8 0.00 14.50 14.50 0.00 9 0.97 14.49 14.49 0.00 10 0.00 14.51 14.51 0.00 12 0.97 13.83 13.83 0.00 13 0.00 13.60 13.60 0.00 14 0.00 13.59 13.59 0.00 15 0.97 13.58 13.58 0.00 17 0.00 13.58 13.58 0.00 18 0.00 14.11 14.11 0.00

Page 3

fuvahmulah-09-02-10 19 0.00 13.57 13.57 0.00 20 0.00 13.13 13.13 0.00 21 0.00 12.40 12.40 0.00 22 0.00 11.55 11.55 0.00 23 0.00 11.39 11.39 0.00 24 0.00 11.31 11.31 0.00 25 0.00 11.07 11.07 0.00 26 0.00 11.05 11.05 0.00 27 0.00 9.74 9.74 0.00 28 0.00 9.73 9.73 0.00 29 0.00 9.72 9.72 0.00 30 0.00 9.73 9.73 0.00 31 0.00 9.74 9.74 0.00 32 0.00 9.80 9.80 0.00 33 0.00 9.89 9.89 0.00

Page 5 Node Results: (continued) ---------------------------------------------------------------------- Node Demand Head Pressure Quality ID LPS m m ---------------------------------------------------------------------- 34 0.97 10.26 10.26 0.00 35 0.00 10.74 10.74 0.00 36 0.00 10.88 10.88 0.00 37 0.00 11.00 11.00 0.00 38 0.97 11.48 11.48 0.00 39 0.00 12.49 12.49 0.00 40 0.00 12.61 12.61 0.00 41 0.00 13.34 13.34 0.00 42 0.00 13.53 13.53 0.00 43 0.00 13.70 13.70 0.00 44 0.00 13.93 13.93 0.00 45 0.00 12.58 12.58 0.00 46 0.00 12.53 12.53 0.00 48 0.00 12.49 12.49 0.00 49 0.00 12.48 12.48 0.00 50 0.00 12.47 12.47 0.00 51 0.97 12.44 12.44 0.00 52 0.00 12.44 12.44 0.00 53 0.00 12.49 12.49 0.00 54 0.00 12.48 12.48 0.00 55 0.97 12.48 12.48 0.00 56 0.97 12.46 12.46 0.00 57 0.00 11.35 11.35 0.00 58 0.00 11.31 11.31 0.00 59 0.97 11.27 11.27 0.00 60 0.00 11.26 11.26 0.00 61 0.00 11.26 11.26 0.00 63 0.97 11.26 11.26 0.00 65 0.00 11.33 11.33 0.00 66 0.97 11.30 11.30 0.00 67 0.00 11.30 11.30 0.00 68 0.00 11.28 11.28 0.00 69 0.97 11.27 11.27 0.00 71 0.00 11.27 11.27 0.00 72 0.00 11.26 11.26 0.00 73 0.00 11.26 11.26 0.00 74 0.97 11.25 11.25 0.00 75 0.00 11.26 11.26 0.00 76 0.00 10.93 10.93 0.00 77 0.97 10.91 10.91 0.00 78 0.00 10.93 10.93 0.00 79 0.00 10.82 10.82 0.00 80 0.00 9.86 9.86 0.00 81 0.97 10.31 10.31 0.00 82 0.00 9.81 9.81 0.00

Page 4

fuvahmulah-09-02-10 83 0.97 9.80 9.80 0.00 84 0.00 9.83 9.83 0.00

Page 6 Node Results: (continued) ---------------------------------------------------------------------- Node Demand Head Pressure Quality ID LPS m m ---------------------------------------------------------------------- 85 0.00 9.80 9.80 0.00 86 0.97 9.79 9.79 0.00 87 0.00 9.71 9.71 0.00 88 0.97 9.70 9.70 0.00 89 0.00 9.71 9.71 0.00 90 0.00 9.71 9.71 0.00 91 0.00 9.71 9.71 0.00 92 0.97 9.69 9.69 0.00 93 0.00 9.70 9.70 0.00 94 0.00 9.70 9.70 0.00 95 0.97 9.70 9.70 0.00 96 0.97 9.70 9.70 0.00 97 0.97 9.81 9.81 0.00 98 0.00 9.84 9.84 0.00 99 0.00 9.80 9.80 0.00 100 0.97 9.80 9.80 0.00 101 0.00 10.92 10.92 0.00 102 0.97 10.86 10.86 0.00 103 0.00 10.85 10.85 0.00 104 0.97 10.84 10.84 0.00 105 0.00 12.50 12.50 0.00 106 0.97 12.50 12.50 0.00 107 0.00 12.57 12.57 0.00 108 0.00 12.54 12.54 0.00 109 0.00 12.51 12.51 0.00 110 0.97 12.51 12.51 0.00 111 0.97 13.36 13.36 0.00 112 0.00 13.86 13.86 0.00 113 0.00 13.80 13.80 0.00 114 0.97 13.80 13.80 0.00 1 -29.25 15.00 0.00 0.00 Reservoir Link Results: ---------------------------------------------------------------------- Link Flow VelocityUnit Headloss Status ID LPS m/s m/km ---------------------------------------------------------------------- 1 29.25 1.66 14.81 Open 2 12.20 0.69 2.93 Open 3 2.46 0.31 1.09 Open 4 -1.44 0.29 1.19 Open 5 -0.46 0.09 0.15 Open 6 0.51 0.06 0.06 Open 7 1.02 0.13 0.21 Open 8 0.66 0.08 0.10 Open 9 0.36 0.07 0.09 Open 10 -0.62 0.12 0.25 Open

Page 7 Link Results: (continued) ---------------------------------------------------------------------- Link Flow VelocityUnit Headloss Status ID LPS m/s m/km ---------------------------------------------------------------------- 11 0.04 0.01 0.00 Open 12 -9.74 0.55 1.93 Open 13 -10.25 0.58 2.12 Open

Page 5

fuvahmulah-09-02-10 14 2.21 0.28 0.89 Open 15 1.41 0.18 0.39 Open 16 -1.24 0.16 0.30 Open 17 -8.04 0.45 1.35 Open 18 0.18 0.04 0.02 Open 19 -0.80 0.16 0.40 Open 20 1.70 0.22 0.55 Open 21 0.73 0.09 0.11 Open 22 -7.58 0.43 1.21 Open 23 -9.28 0.52 1.76 Open 24 -8.30 0.47 1.44 Open 25 5.60 0.32 0.69 Open 26 2.70 0.34 1.29 Open 27 1.83 0.23 0.63 Open 28 0.81 0.16 0.41 Open 29 -0.17 0.03 0.02 Open 30 1.03 0.13 0.22 Open 31 0.87 0.17 0.47 Open 32 0.86 0.11 0.15 Open 33 -0.11 0.02 0.01 Open 34 0.75 0.10 0.12 Open 35 6.35 0.36 0.88 Open 36 5.38 0.30 0.64 Open 37 1.32 0.26 1.01 Open 38 0.34 0.07 0.08 Open 39 -0.63 0.13 0.26 Open 40 -0.63 0.08 0.09 Open 41 -1.32 0.17 0.34 Open 42 4.06 0.23 0.38 Open 43 3.43 0.19 0.28 Open 44 5.53 0.31 0.68 Open 45 4.56 0.26 0.47 Open 46 3.32 0.19 0.26 Open 47 0.71 0.09 0.11 Open 48 -0.26 0.03 0.02 Open 49 -0.26 0.05 0.05 Open 50 -1.24 0.25 0.90 Open 51 -1.24 0.16 0.30 Open 52 2.61 0.15 0.17 Open 53 1.32 0.17 0.34 Open 54 0.35 0.04 0.03 Open 55 -1.28 0.07 0.05 Open 56 -1.11 0.14 0.25 Open 57 0.69 0.09 0.10 Open

Page 8 Link Results: (continued) ---------------------------------------------------------------------- Link Flow VelocityUnit Headloss Status ID LPS m/s m/km ---------------------------------------------------------------------- 58 0.63 0.08 0.09 Open 59 0.42 0.08 0.12 Open 60 -0.55 0.11 0.20 Open 61 -0.06 0.01 0.00 Open 62 0.49 0.06 0.06 Open 63 -0.28 0.04 0.02 Open 64 0.54 0.11 0.19 Open 65 -0.44 0.09 0.13 Open 66 -0.21 0.03 0.01 Open 67 -0.17 0.01 0.00 Open 68 -0.82 0.10 0.14 Open 69 0.65 0.08 0.09 Open 70 0.65 0.04 0.01 Open 71 0.27 0.03 0.02 Open 72 -0.70 0.09 0.11 Open 73 0.76 0.15 0.36 Open

Page 6

fuvahmulah-09-02-10 74 -0.22 0.04 0.04 Open 75 -1.57 0.20 0.47 Open 76 -1.79 0.23 0.60 Open 77 1.46 0.19 0.41 Open 78 -1.29 0.16 0.33 Open 79 1.29 0.07 0.05 Open 80 3.24 0.41 1.82 Open 81 4.22 0.54 2.96 Open 82 -2.43 0.31 1.07 Open 83 2.57 0.33 1.18 Open 84 -2.63 0.33 1.23 Open 85 0.19 0.10 0.28 Open 86 -0.78 0.16 0.39 Open 87 -1.79 0.23 0.60 Open 88 2.57 0.15 0.16 Open 89 5.19 0.29 0.60 Open 90 5.98 0.34 0.78 Open 91 0.91 0.18 0.51 Open 92 -0.07 0.01 0.00 Open 93 0.79 0.10 0.13 Open 94 2.14 0.27 0.84 Open 95 1.23 0.16 0.30 Open 96 0.72 0.09 0.11 Open 97 0.77 0.15 0.38 Open 98 -0.20 0.04 0.03 Open 99 0.46 0.06 0.05 Open 100 -0.68 0.14 0.30 Open 101 -0.29 0.06 0.06 Open 102 8.12 0.46 1.38 Open 103 12.17 0.69 2.92 Open 104 4.05 0.52 2.75 Open

Page 9 Link Results: (continued) ---------------------------------------------------------------------- Link Flow VelocityUnit Headloss Status ID LPS m/s m/km ---------------------------------------------------------------------- 105 1.81 0.23 0.62 Open 106 -2.24 0.29 0.92 Open 107 1.32 0.26 1.02 Open 108 0.34 0.07 0.08 Open 109 0.29 0.04 0.02 Open 110 -0.05 0.01 0.00 Open 111 -0.92 0.12 0.18 Open 112 -0.91 0.12 0.17 Open 113 1.67 0.21 0.53 Open 114 1.21 0.15 0.29 Open 115 0.30 0.04 0.02 Open 116 -0.67 0.09 0.10 Open 117 0.38 0.08 0.10 Open 119 -1.05 0.13 0.23 Open 120 0.75 0.10 0.12 Open 118 -0.60 0.12 0.23 Open 121 -1.34 0.17 0.35 Open 123 0.82 0.16 0.42 Open 122 -2.16 0.28 0.86 Open 124 -0.16 0.03 0.02 Open 125 -0.30 0.06 0.06 Open 126 -0.46 0.09 0.14 Open 127 -3.83 0.49 2.47 Open 128 11.27 0.64 2.53 Open 129 -0.45 0.06 0.05 Open 130 -0.70 0.09 0.11 Open 132 -0.73 0.14 0.34 Open 133 -0.73 0.09 0.11 Open 134 -1.43 0.18 0.40 Open

Page 7

fuvahmulah-09-02-10 131 0.25 0.05 0.05 Open 135 -2.40 0.31 1.04 Open 136 14.65 0.83 4.11 Open 137 15.10 0.85 4.35 Open 138 17.05 0.96 5.45 Open 139 0.17 0.02 0.01 Open 140 -0.68 0.09 0.10 Open 141 -0.52 0.07 0.06 Open 142 2.10 0.27 0.82 Open

Page 8

Appendix E

DESIGN CALCULATION OF RO PLANT STORAGE TANK, BRINE COLLECTION

AND DISPOSAL

Design Calculations of RO Plant, Storage Tanks, Brine Collection And Disposal APPENDIX-E

11000

1.3% per Annum

11000*(1.013)^15 13352 persons

13350 persons

30 Liter/Day/Person

12 hours

400500 Lpd

40050 Lpd

1.5

600750 Lpd

40050

640800 Lpd

6:4

640800 Lpd

961200 Lpd

1602000 Lpd

640800 Lpd

12

133500 liters per hour




i. DESIGN OF REVERSE OSMOSIS PLANT

Out put capacity of one No. R.O plant (53400/2)

So provide 2 No. R.O. Plant of 70,000 liters / hour input capacity each

The input capacity of one Nos R.O. Plant will be 70,000 Liters per hour which will deliver clean water @ 28,000 liters per

hours and brine water @ 42,000 liter per hour. More details given in Specification and BOQ

Current Population

Growth Rate

Projected population for 15 years

Input Capacity of one No. R.O. Plant (133500/2)

Considering design period of 15 years of R.O. Plant

R.O. Plant output Capacity (640800)

Working Hour

Input Capacity of R.O. Plant per hour (1602000/12)

Out put capacity of RO plant per hour (640800/12)

Provide 2 No. R.O. Plant

Maximum Day to Average Day Water Demand

Peak hourly Demand ( 1.5x Average Day Demand).(1.5x400500))

Institutional Demand .(10% of Average Day Demand) .(10/100x400500)

Total Maximum daily requirement

Sea Water Treatment Capacity of R.O. Plant

Brinewater to Freshwater raio of R.O. Plant

Amount of Fresh water

Amount of Brine water ('6/4*640800)

R.O. Plant input Capacity (640800+961200)

Say

Water consumption(WHO water requirement for drinking and cooking)

Operation of RO

Therefore total water required

Assumed institutional load as 10 %

AL-HABSHI CONSULTANTS OFFICE, KUWAIT


11000 Persons

11000(1+1.3/100)^30

16206 Persons

16200 Persons

30 liters

486000 liters

48600 liters

534600 Liters

6 hours

133650 liters

135 M3

GRP

4 hours

89100 liters

90 M3

RCC

225 M3

225000 liters

42

% of the average daily

flow

10

hours storage is

provided which is o.k.

73425 liters

37 M3/Hour

38 m

0.70 m

0.140 m

15 m

4 m

20 m

20 m

1

2 3

3 13.0

4 20.00

5 5 (6.66)

6 2900

7 3/400

8 50

801900 Liters per day

Say 4 hours

(1/6th) 133650 Liters per day

Say 134 M3

134 M3

Concrete tank

ii. DESIGN OF FRESH WATER STORAGE TANK (FOR 30 YEARS DESIGN PERIOD)

Daily water consumption

Total storage ( ground + overhead)

Add 10% for Institutional demand

Total Daily Water Consumption

Total ground storage required

Multistage, Vertical Installation Pump

(All working at design flow)

m3/hr

m of water

KW (BHP)

Rpm

Capacity of each pump -

(1/4 of the average daily flow)

Provide minimum

Total overhead storage required

(1/6 of the average daily flow)

Recommended Clear water Transfer Pump Selection

Present Population

Projected Population for 30 Years

Say

Provide minimum

Per capita water consumption per day

iii. PUMPING MACHINARY FOR CLEAR WATER (15 YEARS DESIGN PERIOD)

Over head tank storage capacity for 15 years

Therefore transfer pump Capacity for 2 hour pumping

Total length of Clear water pumping line

Frictional loss

Fitting loss 20 % of frictional loss

Static Head

Pressure required at out let

Total head

Say

Number of Pumps

Pump Type -

Head

Power

Rated Motor Speed

Phase/Volt

Hertz

Total average volume of Brine generated from R.O. Plant(30 Years)(534600x6/4)

Provide nominal storage

iv. DESIGN OF BRINE WATER COLLECTION AND DISPOSAL SYSTEM

Ground Storage Tank for 2 Nos R.O. Plants ( 30 years Design Period)

Therefore capacity of Brine storage tank



110138 Liters

28 M3 per hour

200 m

100 mm

3.6 m

0.72

5.00 m

4.00 m

13.32 m

15.00 m

1

2 3

3 10.0

4 15.00

5 7 (9.3)

6 2900

7 3/400-415

8 50


1.5

729000 Lpd




145800 Liters per hour

145.8 Cubic meter per hour

146 Cubic meter per hour


= 195 M3/Hour 0.040555556 m3/s

= 2.5 m/sec Assumed

0.143754135 m

Pump Type - Submersible waste water pump.

V

Therefore Diameter required for brine outfall pipe line =

Selected pipe diameter is 6 " i.e. 150 mm dia HDPE PN 10 pipe is selected for Brine out fall.

Where Q

Rpm

Number of Pumps

Average Product water requirement after 30 years

Pumping Machinery for Brine Water (15 Years Design Period)

Recommended Brine water Pump Selection

Therefore brine pump capacity for 4 hours pumping

Volume of brine storage tank for 15 years design period

Total length of Brine water Pumping line

Diameter of outfall Pipe

Frictional loss by Haizen Williams formula

Maximum Day Demand ( 1.5x Average Day Demand) .(1.5x39000))


Head

Power

Rated Motor Speed

Fitting Loss (20% of frictional loss)

Pressure assumed at the outlet of pipe

Static head

Total Pumping head required

Say


Institutional Demand .(10% of Average Day Demand)

(All working at peak design flow)

m3/hr

m of water

KW (BHP)

Phase/Volt

Hertz

Brine water Transmission Main (30 years Design period.)

Maximum Day to Average Day Water Demand

Q=AV

Therefore required Pipe internal diameter D= (4Q/3.14*V)

Therefore total maximum Brine production after 30 years

Considering 3 hour storage i.e. 1/8 th of total brine flow

say

i.e. total flow through brine discharge pipe should be

For getting a pumping velocity of 2.5 m/sec the required discharge pipe diameter can be calculated by following formula




Maximum Day to Average Day Water Demand 1.5

729000 Lpd




1944000 Lit

243000 Liters per hour

Cubic meter per hour



= 195 M3/Hour 0.0675 m3/s

= 2.5 m/sec Assumed

0.185458633 m

Feed water requirement after 30 years 1944000 Liters per day

Provide nominal storage say 3 hours

1/8 th of day demand 243000 Liters

Therefore select a feed water storage tank capacity of 240 M3

Nos

133500 Lit/Hr

200 mm

200 m

1.32 m

0.264 m

1 m

2.584 m

12 m

150 mm

0.3 m

0.06 m

7 m

2 m

9.36 m

1

2 3

3 45.0

4 10.00

5 7 (9.3)

6 2950

7 3/400-415

8 50Hertz

Power KW (BHP)

Rated Motor Speed Rpm

Phase/Volt

Submersible waste water pump.

Number of Pumps (All working at peak design flow)

Capacity of each pump - m3/hr

Head m of water

Design of feed water storage tank (30 years design period)

v. Raw water Intake Main (30 years Design period.)v. Raw water Intake Main (30 years Design period.)

Average Product water requirement after 30 years

Recommended Sea water feed Pump Selection

Pump Type -

Maximum Day Demand ( 1.5x Average Day Demand) .(1.5x39000))

Institutional Demand .(10% of Average Day Demand)


Therefore total maximum Brine production after 30 years

Considering 3 hour storage i.e. feed water flow in a day

say

i.e. total flow through feed water intake pipe should be

For getting a pumping velocity of 2.5 m/sec the required discharge pipe diameter can be calculated by following formula

Q=AV

Therefore required Pipe internal diameter D= (4Q/3.14*V)

Where Q

DESIGN OF SEA WATER FEED PUMP FOR 15 YEARS POPULATION.

Static Head

Pressure required at the outlet

Total Delivery head

Selected pipe diameter is 8 " i.e. 200 mm dia HDPE PN 10 pipe is selected for Feed water Intake.

Therefore Diameter required for feed water intake pipe line =

Static Suction head

Total suction head

Length of delivery pipe

Selected delivery pipe diameter

V

Frictional loss

Fitting loss (20% considered)

Total Maximum daily requirement of feed water

Feed water requirement for 15 years population

Selected Intake pipe

Length of pipe in suction side

Frictional loss

Fitting loss (20% considered)



i. DESIGN OF TUBE WELL PUMP (15 YEARS DESIGN PERIOD)

37 Liters per Sec

25.00 Liters per sec

Therefore No of tube well required = Input water/Yield 1.5

133.2 m3/Hour

3 m

Static Head 50 m

1.09 m

1 m

4 m

59.09 m

1 Multistage, Submersible raw water Pump

2 2

3 65.0

4 60.00

5 18.5 (24.6)

6 2900

7 3/400-415

8 50

No. of Tube wells 2

Capacity of Tube well 18 liter /sec.

0.641 cft/sec.

ft/sec.

0.06 ft/sec

Q/V

10.68 sft

Assume strainer dia 10 inches

0.833 ft

51.05749633 ft

52 ft

15.85365854 meters

20 meters

3 inches to 8 inches

5 inches

20 inches

10 meters

15 meters

0.012 meters

20 meters

5 meters

20 meters

10 meters

2 meters

82 meters

50 cm

84.5 meters

30 cm

Design of Tube well

m3/hr

Surface area of Strainer

3.14xDia.xLx %age opening area of strainer (8%)

thickness (B)

Assume fresh lens/ saline zone interface

Depth of Freshwater thickness (A)

Drawdown ,C

Diameter of Tube well

Diameter and Length of Screen

Dia of borehole

Depth of Borehole

Shrouding Material thickness

Assume mid value

Length of Strainer

Assume a value

Strainer length (E)

Future decline in water level (D)

Dia of Housing Pipe ( Steel) 9 mm thick

Depth of Borehole

Dia of Borehole

(A+B+C+D+E+F+G)

Entrance velocity 0.005 to 0.1

Say

Say

Total Depth of Tube well

Bail Plug (G)

Blind pipe 50% of Strainer (F)

KW (BHP)

m of water

Rpm


Head

Power

Rated Motor Speed

Phase/Volt

Hertz

Total Capacity of tube well pump = Total Capacity of tube well pump =

Height of the feed storage tank from ground level

Total head

Pump Type -

Number of Pumps

Recommended Tube well pump selection


Frictional loss

Pressure required at outlet level

Safe Yield

Total input water requirement for R.O. Plant

Fitting loss



51.5 meters

25 cm

20 meters

12 meters

25 cm

25 cm

2.5 meters

5 inches

0.416 ft

25 inches

2.083 ft

34.5 meter

35 meter

228.9 Cft

6.5 Cubic meters

Length of Strainer

Dia of Strainer

Length of Housing

Volume of Pea Gravel

say

Length of Strainer+Blind Pipe+Bail Plug


Dia of gravel

Length of Bail Plug

Dia of Bail Plug

Dia of Blind pipe (Steel of 9 mm thick)

Length of Blind pipe (Steel of 9 mm thick)

Thickness of Pea Gravel

Shrouding Material


Appendix F

DESIGN CALCULATION OF TUBE WELL

Design Calculation of Tube Well APPENDIX-F

37 Liters per Sec

25.00 Liters per sec

Therefore No of tube well required = Input water/Yield 1.5

133.2 m3/Hour

3 m

Static Head 50 m

1.09 m

1 m

4 m

59.09 m

1

2 2

3 65.0

4 60.00

5 18.5 (24.6)

6 2900

7 3/400-415

8 50

No. of Tube wells 2

Capacity of Tube well 18 liter /sec.

0.641 cft/sec.

ft/sec.

0.06 ft/sec

Q/V

10.68 sft

Assume strainer dia 10 inches

0.833 ft

51.05749633 ft

52 ft

15.85365854 meters

20 meters

3 inches to 8 inches

5 inches

20 inches

i. DESIGN OF TUBE WELL PUMP (15 YEARS DESIGN PERIOD)

Multistage, Submersible raw water Pump

Design of Tube well

m3/hr

Surface area of Strainer

3.14xDia.xLx %age opening area of strainer (8%)

Diameter of Tube well

Diameter and Length of Screen

Dia of borehole

Shrouding Material thickness

Assume mid value

Length of Strainer

Assume a value

Entrance velocity 0.005 to 0.1

Say

Say

KW (BHP)

m of water

Rpm


Head

Power

Rated Motor Speed

Phase/Volt

Hertz

Total Capacity of tube well pump = Total Capacity of tube well pump =

Height of the feed storage tank from ground level

Total head

Pump Type -

Number of Pumps

Recommended Tube well pump selection


Frictional loss

Pressure required at outlet level

Safe Yield

Total input water requirement for R.O. Plant

Fitting loss


Design Calculation of Tube Well APPENDIX-F

10 meters

15 meters

0.012 meters

20 meters

5 meters

20 meters

10 meters

2 meters

82 meters

50 cm

84.5 meters

30 cm

51.5 meters

25 cm

20 meters

12 meters

25 cm

25 cm

2.5 meters

5 inches

0.416 ft

25 inches

2.083 ft

34.5 meter

35 meter

228.9 Cft

6.5 Cubic meters

thickness (B)

Assume fresh lens/ saline zone interface

Depth of Freshwater thickness (A)

Drawdown ,C

Depth of Borehole

Strainer length (E)

Future decline in water level (D)

Length of Strainer

Dia of Strainer

Length of Housing

Dia of Housing Pipe ( Steel) 9 mm thick

Depth of Borehole

Dia of Borehole


say

Length of Strainer+Blind Pipe+Bail Plug


Dia of gravel

Length of Bail Plug

Dia of Bail Plug

Dia of Blind pipe (Steel of 9 mm thick)

Length of Blind pipe (Steel of 9 mm thick)

Thickness of Pea Gravel

Shrouding Material

(A+B+C+D+E+F+G)

Total Depth of Tube well

Bail Plug (G)

Blind pipe 50% of Strainer (F)


Appendix G

DESIGN CALCULATIONS OF CIVIL/STRUCTURAL WORKS

DEVELOPMENTOFWATERSUPPLYANDSEWERAGEFACILITIESINTHEATOLLPROJECTSFUVAHMULAH Ref. Calculations

1.0 1.2

Description:

The buildings designed comprises of an Administration building, a R O P unit, a C S T U building and an overhead water tank structure.

STRUCTURAL DESIGN PARAMETERS:

Codes of Practice:

BS8110: Part -1: 1996 Structural Use of Concrete

- Code of Practice for Design and Construction

BS6399 - 1: 1996 Loading of Buildings

Part 1- Code of Practice for Dead and Imposed Loads

BS6399 - 2: 1996 Loading of Buildings

Part 2- Code of Practice for Wind Loads

Uniform Building Code (UBC) - 1997 - Volume 2

BS648 Weights of Building Materials

AISC Structural Steel Design Manual

DEVELOPMENTOFWATERSUPPLYANDSEWERAGEFACILITIESINTHEATOLLPROJECTSFUVAHMULAH Ref. Calculations 1.3 Material Properties:

Strength of Concrete:

For the super -structure works, cement used shall be Ordinary Portland Cement, (OPC) and for sub-structure works, the cement used in the concrete is Sulphate Resistant Cement (SRC).

Compressive strength of concrete (blinding) = 10N/mm2

Compressive strength of concrete (reinforced) = 25N/mm2

Yield Strength of steel reinforcement = 460N/mm2

Cover to Steel Reinforcement:

Appropriate concrete cover to all reinforcement is to be provided to minimize the risk of corrosion to the steel reinforcement in reinforcement concrete.

Columns/ Beams = 40mm

Slabs/Ribs = 30mm

Foundations = 50mm

Concrete finishes:

Concrete finishes are in accordance with architectural requirements.

Soil Bearing Capacity:

The SBC is 65 KN/m2.

Concrete Material Properties:

Density = 2500kg/m3

Youngs Modulus = 25000N/mm2 (Short term)

= 9000N/mm2 (Long term)

Poissons Ratio = 0.2 (allow for creep & shrinkage)

Coefficient of thermal expansion = 9.9 x 10-6 / C

Steel Strength: = 460 N/mm2.

DEVELOPMENTOFWATERSUPPLYANDSEWERAGEFACILITIESINTHEATOLLPROJECTSFUVAHMULAH Ref. Calculations

CALCULATION OF LOADS:

The structures are modeled in 3dusing STAAD/pro software is a 3D frame. Loads are as follows:

Self weight of structure = taken by STAAD/Pro

Finishes (SIDL) = 4.0kN/m2

Wall loads = 0.20 x 22 x 3.6 = 15.6kN/m

Wind loads = as per code(taken by staad)

(Refer BS 6399: Part 2 - Loading of buildings code of practice for wind loads

A 3 sec gust speed of 50 m/sec is wind speed , Vb = 180kmph)

Earthquake loads = as per code(UBC-97 - taken by staad)

Softwares Used STAAD / Pro 2006 - Structural Analysis and Design Software

STRUCTURALDESIGNCALCULATIONS

APPENDIXG

ADMINISTRATIONBUILDING

ANALYSIS REPORT AND

STRUCTURAL DESIGN CRITERIA PROJECT: Administration building

STRUCTURAL DESIGN CRITERIA _____________________________________________________________

October, 2009 Page 1 of 5

TABLE OF CONTENTS

1.0 INTRODUCTION

1.1 General

1.2 Outline of Project

1.3 Structural systems.

2.0 DESIGN CRITERIA

2.1 Codes of Practice

2.2 Design loads

2.3 Materials

2.4 Fire Rating

2.5 Durability

2.6 Design Programs/Software

3.0 Geotechnical Investigation 4.0 SAP 2000 Output



1.0 INTRODUCTION 1.1 General This report summarizes the design criteria, assumptions and approach for structural

engineering for the project. The values have been established as being the most

appropriate for the project, given the considerations and constraints associated with

the project. The primary objective of this report is to establish a feasible design

approach with all parameters and assumptions clearly defined.


A single-Administration building with maximum grid spans of 6.00M. The building

consists of a reinforced concrete roof slab with beams and columns on isolated

foundations.

1.3 Structural System The predominant structural material generally used is reinforced concrete and structural steel, as this usually has a cost advantage and has inherently good properties for fire resistance and durability. Different concrete structural options were investigated the most conventional and simplest system, was selected to be used for this project. The following structural members are used

1. Column 2. Beam 3. Slab 4. Concrete wall

2 DESIGN CRITERIA 2.1 Code of Practice The building is designed in accordance with the requirements of applicable International Codes. The following is a list of codes which will be used in the design:

UBC-1997 Uniform Building Code- Volume 2 IBC 2006 International Building Code ASCE 7-02 American Society of Civil Engineers Minimum design

loads for buildings and other structures. ACI 224-R Control of cracking in concrete structures. ACI 315-99 Details and detailing of concrete reinforcement.



ACI 318-2005 Building code requirements for structural concrete ACI 350-01 Requirements for environmental engineering concrete

structures ACI 504-R Guide to sealing joints in concrete structures. ACI 530 Building code requirements for masonry structures

2.2 DESIGN LOADS 2.2.1 Dead Loads

Dead load will be calculated using the following materials weights:-

Reinforced / pre-cast concrete 24.0 kN/m3 In-situ floor finishes 22.0 kN/m3 Soil 18.0 kN/m3 Solid block wall 20.0kN/m3

Loads for partition block work shall be based on the calculated dead weights based on architectural details.

2.2.2 Imposed Loads

The following imposed loads will be utilized for structural analysis: Mechanical Equipment rooms 7.5 kN/m2* Roof accessible 2.0 kN/m2 Roof not accessible 1.0 kN/m2 Floor live load 3.0 KN/m2 *(or based on equipment manufactures data).

2.2.3 Wind loads

The design of the wind load resisting systems will be carried at using loads calculated in accordance with ASCE-7 ( Method 2-Analytical Procedure), and based on a basic 50-year wind velocity of (160 Km/h) 3- second gust.

The following parameters are considered for wind analysis: Basic wind speed - 160 Km/h Wind importance factor -1.0 Wind exposure category - C Directional coefficient -0.85 Topography factor - 1.0

The lateral loads will be resisted mainly by moment resisting frames and / or core concrete walls.



2.2.4 Seismic loads Seismic design is based on IBC. The following parameters are considered and applied for the analysis of the structure. Seismic occupancy category - II Seismic importance factor - 1.0 Seismic site class - D SDS - 0.864 Sd1 - 0.520 Response modification factor - 3.5 2.3 MATERIALS

2.3.1 Structural concrete shall have normal cement ASTM C 150 type except those in contact with soil shall be according to soil report recommendations. Concrete cylindrical crushing strength (fc) at 28 days shall be 25 Mpa. 2.3.2 All reinforcement used in the design of concrete elements shall have a minimum yield stress of 460N/mm2 in accordance with ASTM A615M grade 60. Welded wire fabric shall have minimum yield strength of 485 N/mm2. 2.4 Fire rating Fire Rating of the structure = 2 hour

The inherent properties of the concrete with the minimum required cover to reinforcement provide necessary fire protection.

2.5 Durability

The following exposure classification will be adopted for the design of the structural elements:

Members in contact with ground - Very Severe Members in interior environment - Mild Members in above ground environments - Very Severe

2.6 Design programs / Software

The following computer software / programs will be utilized to assist in the analysis and design of the structural elements:

SAP 2000 Structural analysis and Design



3 GEOTECHNICAL INVESTIGATION Geotechnical Investigation is pending, however the worst case scenario of a Safe bearing capacity of 65 kN/m2 is recommended for all type of foundation design. Should the actual bearing capacity be less than the assumed values, the structural design will be modified to suit.

SAP2000

SAP2000 v9.0.3 - File:ADMIN BUILDING - Area Uniform (DEAD) (GLOBAL - Gravity) - Ton, m, C Units

2/1/10 10:25:39

200. 200. 200. 200. 200. 200. 200. 200. 200. 200. 200. 200. 200. 200. E-3

SAP2000

SAP2000 v9.0.3 - File:ADMIN BUILDING - Area Uniform (live) (GLOBAL - Gravity) - Ton, m, C Units

2/1/10 10:26:09

300. 300. 300. 300. 300. 300. 300. 300. 300. 300. 300. 300. 300. 300. E-3

SAP2000

SAP2000 v9.0.3 - File:ADMIN BUILDING - Joint Loads (wind) (As Defined) - Ton, m, C Units

2/1/10 10:28:55

SAP2000

SAP2000 v9.0.3 - File:ADMIN BUILDING - Resultant M11 Diagram (tlu) - Ton, m, C Units

2/1/10 10:26:52

-2.00 -1.69 -1.38 -1.08 -0.77 -0.46 -0.15 0.15 0.46 0.77 1.08 1.38 1.69 2.00

SAP2000

SAP2000 v9.0.3 - File:ADMIN BUILDING - Resultant M22 Diagram (tlu) - Ton, m, C Units

2/1/10 10:27:13

-2.00 -1.69 -1.38 -1.08 -0.77 -0.46 -0.15 0.15 0.46 0.77 1.08 1.38 1.69 2.00

Concrete design using the ultimate limit design method.

* Design of Slabs

* Project :

Concrete Fcu = 254.93 kg/cm2

Steel Fy = 4690.7 kg/cm2

Ult. Moment Breadth Depth As Asmin UsedMu (m.t) b (cm) d (cm) (cm

2) (cm2) As1 2 100 12 4.284 0.813 4.37 1.80 4.37 6 10 safe

SLAB - 120mm THK

Sec. C1 J NotesRft. /m

SAP2000

SAP2000 v9.0.3 - File:ADMIN BUILDING - Moment 3-3 Diagram (tlu) - Ton, m, C Units

2/1/10 10:29:47

SAP2000


2/1/10 10:30:13

SAP2000


2/1/10 10:30:35

SAP2000

SAP2000 v9.0.3 - File:ADMIN BUILDING - Frame Sections - Ton, m, C Units

2/1/10 10:31:04

SAP2000

SAP2000 v9.0.3 - File:ADMIN BUILDING - (tlu) - Ton, m, C Units

2/1/10 10:31:37

SAP2000

SAP2000 v9.0.3 - File:ADMIN BUILDING - (tlu) - Ton, m, C Units

2/1/10 10:32:41


* Design of Beams

* Project :



Ult. Moment Breadth Comp.fl. Depth Asmin UsedMu (m.t) b (cm) B (cm) d (cm) (cm

2) AsBOT 11 20 25 50 3.806 0.797 2.35 5.89 4 14 safeTOB 6 20 25 50 5.153 0.826 2.35 3.10 3 14 safe

B1

Sec. C1 J NotesRft.


* Design of Sec. under M,N

* Project :



Ult. Moment Normal Breadth Depth Thick Asmin UsedMu (m.t) Nu (t) b (cm) d (cm) t (cm) (cm

2) As1 2.5 69 20 25 30 Small 2.691 0.704 1.17 22.25 9 18

COLUMN-C1

Sec. ecc. C1 J Rft.



* Project :




2) As1 2.5 30 20 25 30 Small 7.983 0.826 1.17 7.87 6 14

COLUMN-C2

Sec. ecc. C1 J Rft.

Concrete design using the ultimate limit design method

* Design of Isolated footings under moment

* Project :

Concrete Fcu = 254.93 kg/cm2 = 25 N/mm2

Steel Fy = 4690.7 kg/cm2 = 460 N/mm2

Bearing capacity qall = 0.663 kg/cm2

= 65 KN/m2

Column working load Moment extensionfoot Nw (ton) Mw (m.t) b (cm) t (cm) of P.C (cm)F11 50 2 20 30 10

Dims. of P.C : B (cm) L (cm) Lmin (cm)270 280 24

Choose dim of P.C 260 270

Dims. of R.C : B (cm) L (cm) t (cm)240 250 40

Max. Stree (kg/cm2) = 0.78 Safe case (2)Min. Stress (kg/cm2) = 0.65 No tension

Shear stress (kg/cm2) Notes3.540 safe

Punching stress (kg/cm2) Notes8.416 safe

Calculation of Rft. : As /m Asmin5.88 5.25 cm2

Long Rft. : no. total no.6 12 /m 16

Short Rft. : no. total no.6 12 /m 17

FOOTING-F1

column dim.

Concrete design using the ultimate limit design method

* Design of Isolated footings under moment

* Project :

Concrete Fcu = 254.93 kg/cm2 = 25 N/mm2

Steel Fy = 4690.7 kg/cm2 = 460 N/mm2

Bearing capacity qall = 0.663 kg/cm2

= 65 KN/m2

Column working load Moment extensionfoot Nw (ton) Mw (m.t) b (cm) t (cm) of P.C (cm)F11 20 1.5 20 30 10

Dims. of P.C : B (cm) L (cm) Lmin (cm)170 180 45

Choose dim of P.C 170 180

Dims. of R.C : B (cm) L (cm) t (cm)150 160 40

Max. Stree (kg/cm2) = 0.82 Safe case (2)Min. Stress (kg/cm2) = 0.49 No tension

Shear stress (kg/cm2) Notes2.072 safe

Punching stress (kg/cm2) Notes3.059 safe

Calculation of Rft. : As /m Asmin2.27 5.25 cm2

Long Rft. : no. total no.5 12 /m 9

Short Rft. : no. total no.5 12 /m 10

FOOTING-F2

column dim.


APPENDIXG

WATERTANKSTRUCTURE



TABLE OF CONTENTS

1.0 INTRODUCTION

1.1 General



2.0 DESIGN CRITERIA


2.2 Design loads

2.3 Materials

2.4 Fire Rating

2.5 Durability











A single-Administration building with maximum grid spans of 6.00M. The building

consists of a reinforced concrete roof slab with beams and columns on isolated

foundations.














2.2.2 Imposed Loads


2.2.3 Wind loads


The following parameters are considered for wind analysis: Basic wind speed - 160 Km/h Wind importance factor -1.0 Wind exposure category - C Directional coefficient -0.85 Topography factor - 1.0







2.5 Durability






SAP2000

SAP2000 v9.0.3 - File:Water Tank - Area Surface Pressure - Face 5 (water) - Ton, m, C Units

2/2/10 12:56:54

0.00 0.23 0.46 0.69 0.92 1.15 1.38 1.62 1.85 2.08 2.31 2.54 2.77 3.00

SAP2000

SAP2000 v9.0.3 - File:Water Tank - Area Uniform (Wind) (GLOBAL - X) - Ton, m, C Units

2/2/10 12:59:38

0. 19. 38. 58. 77. 96. 115. 135. 154. 173. 192. 212. 231. 250. E-3

SAP2000

SAP2000 v9.0.3 - File:Water Tank - Resultant M11 Diagram (tlu) - Ton, m, C Units

2/2/10 12:55:13

-6.0 -4.5 -3.0 -1.5 0.0 1.5 3.0 4.5 6.0 7.5 9.0 10.5 12.0 13.5

SAP2000

SAP2000 v9.0.3 - File:Water Tank - Resultant M22 Diagram (tlu) - Ton, m, C Units

2/2/10 12:55:58

-4.50 -3.75 -3.00 -2.25 -1.50 -0.75 0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25

SAP2000

SAP2000 v9.0.3 - File:Water Tank - Axial Force Diagram (tlu) - Ton, m, C Units

2/2/10 13:03:41

SAP2000

SAP2000 v9.0.3 - File:Water Tank - Moment 3-3 Diagram (tlu) - Ton, m, C Units

2/2/10 13:05:05

SAP2000

SAP2000 v9.0.3 - File:Water Tank - Moment 3-3 Diagram (tlu) - Ton, m, C Units

2/2/10 13:07:27

SAP2000

SAP2000 v9.0.3 - File:Water Tank - Shear Force 2-2 Diagram (tlu) - Ton, m, C Units

2/2/10 13:05:27

SAP2000

SAP2000 v9.0.3 - File:Water Tank - Frame Sections - Ton, m, C Units

2/2/10 13:02:55

SAP2000

SAP2000 v9.0.3 - File:Water Tank - (tlu) - Ton, m, C Units

2/2/10 13:08:36

SAP2000

SAP2000 v9.0.3 - File:Water Tank - (Wind) - Ton, m, C Units

2/2/10 13:09:30


* Design of Slabs

* Project :


TOW LAYER ( TOP & BOTT.) BOTH WAY



2) (cm2) As1 7 100 25 4.771 0.825 7.24 3.75 7.24 7 12 safe

BOTTOM SLAB - 250mm THK



* Design of water tank wall

* Project :





2) (cm2) Ashorizintal 13 100 25 3.501 0.782 14.18 3.75 14.18 8 16 safevertical 10 100 25 3.992 0.804 10.61 3.75 10.61 6 16 safe

water tank wall - 250mm THK




* Project :




2) As1 3 60 30 25 30 Small 3.992 0.804 1.76 17.89 9 16

COLUMN-C1

Sec. ecc. C1 J Rft.


* Design of Beams

* Project :





B 30X60

Sec. C1 J NotesRft.


* Design of Beams

* Project :





B 30X30

Sec. C1 J NotesRft.


* Check shear in beams

* Project :


Stirrups Fy = 4690.7 kg/cm2

Ult. Shear Breadth Depth qu As no. ofQu (ton) b (cm) d (cm) (kg/cm

2) S bran.B30X60 15 30 60 8.33 0.025 2 2 10 safeB30X30 5 30 30 5.56 0.005 2 1 10 safe

NotesSec. Stirrups

CHECK SHEAR

SAP2000

SAP2000 v9.0.3 - File:RAFT - Area Uniform (DEAD) (GLOBAL - Gravity) - Ton, m, C Units

2/2/10 13:20:37

0. 18. 37. 55. 74. 92. 111. 129. 148. 166. 185. 203. 222. 240.

SAP2000

SAP2000 v9.0.3 - File:RAFT - Resultant M11 Diagram (DEAD) - Ton, m, C Units

2/2/10 13:20:06

-5.00 -4.08 -3.15 -2.23 -1.31 -0.38 0.54 1.46 2.38 3.31 4.23 5.15 6.08 7.00

SAP2000

SAP2000 v9.0.3 - File:RAFT - Resultant M22 Diagram (DEAD) - Ton, m, C Units

2/2/10 13:20:59

-5.00 -4.08 -3.15 -2.23 -1.31 -0.38 0.54 1.46 2.38 3.31 4.23 5.15 6.08 7.00


* Design of RAFT

* Project :




Bearing capacity qall = 0.663 kg/cm2 = 65 KN/m2


2) (cm2) AsTOP 7 100 40 7.633 0.826 4.52 6.00 6.00 6 12 safeBOTT. 7 100 40 7.633 0.826 4.37 6.00 6.00 6 12 safe

RAFT 400 MM THK



APPENDIXG

TUBEWELLBUILDING

ANALYSIS REPORT AND

STRUCTURAL DESIGN CRITERIA PROJECT: Tube well structure



TABLE OF CONTENTS

1.0 INTRODUCTION

1.1 General



2.0 DESIGN CRITERIA


2.2 Design loads

2.3 Materials

2.4 Fire Rating

2.5 Durability











A single-storied building with maximum grid spans of 3.00M. The building consists of

an Steel Structure System supported on isolated foundations. The roof consists of an

Steel beam system on which is housed a steel truss to support a sloping roof.














2.2.2 Imposed Loads


2.2.3 Wind loads


The following parameters are considered for wind analysis: Basic wind speed - 160Km/h Wind importance factor -1.0 Wind exposure category - C Directional coefficient -0.85 Topography factor - 1.0







2.5 Durability






SAP2000

SAP2000 v9.0.3 - File:3MX3M - Area Uniform (live) (GLOBAL - Gravity) - Ton, m, C Units

1/18/10 11:19:43

200. 200. 200. 200. 200. 200. 200. 200. 200. 200. 200. 200. 200. 200. E-3

SAP2000

SAP2000 v9.0.3 - File:3MX3M - Area Uniform (wind) (GLOBAL - Y) - Ton, m, C Units

1/18/10 11:18:12

250. 250. 250. 250. 250. 250. 250. 250. 250. 250. 250. 250. 250. 250. E-3

SAP2000

SAP2000 v9.0.3 - File:3MX3M - Deformed Shape (wind) - Ton, m, C Units

1/18/10 11:20:21

SAP2000

SAP2000 v9.0.3 - File:3MX3M - Steel Design Sections (AISC-LRFD93) - Ton, m, C Units

1/19/10 11:35:32

0.00 0.50 0.70 0.90 1.00

SAP2000

SAP2000 v9.0.3 - File:3MX3M - Steel P-M Interaction Ratios (AISC-LRFD93) - Ton, m, C Units

1/19/10 11:36:25

0.00 0.50 0.70 0.90 1.00

SAP2000 output Table: Frame Section Properties 01

SectionName Material Shape t3 t2 tf tw Text Text Text m m m m

L70X70 STEEL Angle 0.070000 0.070000 0.007000 0.0070

watersupply hydraulic calculation

Documents