Hydraulic Analysis Balud

Name of Sub-Project :Spring DevelopmentSub-project Type :Water System Level 2 (Public Goods)

Barangay/s Cambalidio :Municipality LibmananProvince Camarines SurRegion V

I - DESIGN OF RESERVOIR:

A. Reason for installing a reservoirTo balance the supply and demand in the system.

Supply = 0.93 lps.Demand = 0.838 lps.

B. Location of the reservoir= above service area

Reason for choosing the location.The reservoir is lower than the spring and generally higher than the distribution areas. It is also near to the service area for easy maintenance.

C. Capacity of the reservoir

Criteria:Particular Description Data Unit

Number of Household Actual number of household beneficiaries 155 HHAverage Household Member 5 No.Total Population (No. of HH)(Ave. HH Member) 775.00 No.Average Population Growth Rate Percent annualy 3 %Growth rate factor 1+Growth rate^lifespan 1.557967Design Lifespan No. of years 15 YearsDesign Population 1,207.42 No.Average Daily Water Demand Ave. daily consumption per capita 60 Liter per Capita per Day average demand per dayPCWC ADD/24x60x60) 0.000694Average Daily Demand (ADD) (Design population)(ADW DCD) 72,445 LiterAverage Demand per Second ADD/24x60x60) 0.838 LPS

Reservoir capacity:

1) By rule of thumb

Reservoir capacity = 1/4 (ADD)= 18.11 cu.m.

2) Theoretical = (Demand-Supply)(Ave. day)

3) Supply = (Supply)(Ave. day)

4) Adopted resultReservoir capacity = 18.11 cu.m.

5) Reason for adoption

- Use an average reservoir capacity which could meet the demand of the future generation.- satisfy and hourly variations in the consumption rate- to provide for repair of pipes (particularly, the transmission) without interruption of service

6) Reservoir dimension Use 2 units reservoir @ 20 cu.m. capacity each

Dimension 18.11 ^1/3 2.63 m. 3use

Length = 3.00 m.Breadth = 3.00 m.Height = 2.50 m. Freeboard 0.20 Check: Dead vol. Ht. 0.10 19.80

Actual reservoir capacity = 22.50 cu.m.

Note: Computed dimension is INSIDE DIMENSION.

PP(1+GR)^Life Span

Name of Sub-Project :Construction of Water System Level 2Sub-project Type :Water System Level 2 (Public Goods)

Barangay/s Poblacion :Municipality Rapu-RapuProvince AlbayRegion V

I - DESIGN OF RESERVOIR:

A. Reason for installing a reservoirTo balance the supply and demand in the system.

Supply = 10.2 lps.Demand = 9.229 lps.

B. Location of the reservoir= 34 meters above service area

Reason for choosing the location.The reservoir is lower than the spring and generally higher than the distribution areas. It is also near to the service area for easy maintenance.

C. Capacity of the reservoir

Criteria:Particular Description Data

Number of Household Actual number of household beneficiarie 853Average Household Member 6Total Population (No. of HH)(Ave. HH Member) 5,118.00 Average Population Growth Rate Percent annualy 3Growth rate factor 1+Growth rate^lifespan 1.557967Design Lifespan No. of years 15Design Population 7,973.68 Average Daily Water Demand Ave. daily consumption per capita 100 per Capita per Day average demand per dayPCWC ADD/24x60x60) 0.001157Average Daily Demand (ADD) (Design population)(ADW DCD) 797,368

Average Demand per Second ADD/24x60x60) 9.229

Reservoir capacity:

1) By rule of thumb

Reservoir capacity = 1/4 (ADD)= 199.34 cu.m.

2) Theoretical = (Demand-Supply)(Ave. day)

3) Supply = (Supply)(Ave. day)

4) Adopted resultReservoir capacity = 199.34 cu.m.

5) Reason for adoption

- Use an average reservoir capacity which could meet the demand of the future generation.- satisfy and hourly variations in the consumption rate- to provide for repair of pipes (particularly, the transmission) without interruption of service

PP(1+GR)^Life Span

6) Reservoir dimension Use 2 units reservoir@ 20 cu.m. capacity each

Dimension 199.34 ^1/3 5.84 m. 3use

Length = 7.00 m.Breadth = 7.00 m.Height = 2.50 m. Freeboard 0.20 Check: Dead vol. Ht. 0.10 107.80

Actual reservoir capacity = 122.50 cu.m.

Note: Computed dimension is INSIDE DIMENSION.

Unit TS1 6HH TS2 10No. TS3 12No. TS4 15% TS5 17

TS 6 15Years 86400 TS 7 11No. TS 8 16Liter TS 9 16

TS 10 16TS 11 12

Liter TS 12 12

LPS 158

HH Pob. 544HH Ilaya 309

853

1

Total Length of Pipe = 752.70Discharge (Q) = 10.20 LPSd = 150.00 mmhf = 0.0826fLQ^2/D^5 ; where f= 0.02hf = 1.70 hf per 100 m = 0.23

2


3


4


5


6


7


8


9

9


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Total Length of Pipe = 127.20

###Discharge (Q) = 3.27 LPSd = 100.00 mmhf = 0.0826fLQ^2/D^5 ; where f= 0.02hf = 0.23 hf per 100 m = 0.18

###


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###


###


###

Total Length of Pipe = #REF!Discharge (Q) = #REF! LPSd = #REF! mmhf = 0.0826fLQ^2/D^5 ; where f= 0.02hf = #REF!hf per 100 m = #REF!

###


###


###

Total Length of Pipe = #REF!Discharge (Q) = #REF! LPS

###d = #REF! mmhf = 0.0826fLQ^2/D^5 ; where f= 0.02hf = #REF!hf per 100 m = #REF!

###


###


###


###


###


###


###


###

Total Length of Pipe = 9.20Discharge (Q) = 2.41 LPSd = 31.00 mm

###hf = 0.0826fLQ^2/D^5 ; where f= 0.02hf = 3.08 hf per 100 m = 33.44

###

Total Length of Pipe = 0.00Discharge (Q) = - LPSd = - mmhf = 0.0826fLQ^2/D^5 ; where f= 0.02hf = #DIV/0!hf per 100 m = #DIV/0!

###


###


###


###


###


###


###

Total Length of Pipe = 0.00Discharge (Q) = - LPSd = - mmhf = 0.0826fLQ^2/D^5 ; where f= 0.02

###

hf = #DIV/0!hf per 100 m = #DIV/0!

###


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###


II -PIPELINE DESIGN ANALYSIS:

A. Pipeline Design Input/OutputPipeline Section Household Peak Available Pipe Pipe

Section Node Length Served Flow Head Diameter Diameterfrom to (Hr+elev.h) Option

(m) (no.) (lps) (m) (mm) (mm)1 2 3 4 5 6 7 8 91 Res (C) 1 752.70 158 10.2 12.45 100.7 1002 1 ts2 18.60 148 4.00311 1.20 52.8 193 1 2 22.90 136 3.67853 6.35 38.1 504 2 ts3 29.30 136 3.67853 6.30 40.1 195 2 3 374.40 125 3.38101 6.24 64.7 506 8 9 384.30 109 2.94824 5.71 62.7 757 9 10 386.80 77 2.0827 4.55 57.1 758 10 11 773.40 65 1.75812 7.30 55.8 759 1 ts2 858.60 53 1.43355 5.24 56.1 50

10 2 ts3 1,882.30 125 3.38101 (18.66) -71.8 5011 7 ts7 21.30 109 2.94824 (61.06) -21.9 5012 8 ts8 18.30 93 2.51547 (62.34) -19.8 5013 9 ts9 16.30 77 2.0827 5.96 28.7 5014 10 ts10 19.20 55 1.48764 6.16 25.8 5015 11 ts11 26.20 43 1.16307 5.72 25.2 5016 12 ts12 306.60 121 3.27281 4.76 64.7 5017 4 5 127.20 104 2.813 2.82 56.8 7518 5 6 385.60 89 2.40728 2.57 67.8 7519 4 ts4 287.20 121 3.27281 2.59 72.2 7520 5 ts5 11.10 104 2.813 2.31 36.3 7521 6 ts6 19.40 89 2.40728 4.80 32.9 5033 9.20 0 0 (17.66) 0.0 50343536373839

B. Pipeline AnalysisBranch Node No. of Household Total Headloss Available Head

1 Res (C) 1 158 1.7036329 < 12.45 2 1 ts2 148 0.04924 < 1.20 3 1 2 136 0.0511912 < 6.35 4 2 ts3 136 0.0553311 < 6.30 5 2 3 125 0.5376141 < 6.24 6 8 9 109 1.1604524 < 5.71 7 9 10 77 0.8323168 < 4.55 8 10 11 65 1.106449 < 7.30 9 1 ts2 53 22.903053 < 5.24

10 2 ts3 125 42.398035 < (18.66)11 7 ts7 109 1.2871567 < (61.06)12 8 ts8 93 0.2647788 < (62.34)13 9 ts9 77 0.545237 < 5.96 14 10 ts10 55 0.4402653 < 6.16 15 11 ts11 43 1.2089004 < 5.72 16 12 ts12 121 2.1925063 < 4.76 17 4 5 104 0.2250814 < 2.82 18 5 6 89 0.5040638 < 2.57 19 4 ts4 121 0.2749453 < 2.59 20 5 ts5 104 0.6285293 < 2.31 21 6 ts6 89 0.8115218 < 4.80 22 #REF! #REF! #REF! #REF! < #REF!23 #REF! #REF! #REF! #REF! < #REF!24 #REF! #REF! #REF! #REF! < #REF!25 #REF! #REF! #REF! #REF! < #REF!26 #REF! #REF! #REF! #REF! < #REF!27 #REF! #REF! #REF! #REF! < #REF!28 #REF! #REF! #REF! #REF! < #REF!29 #REF! #REF! #REF! #REF! < #REF!30 #REF! #REF! #REF! #REF! < #REF!31 #REF! #REF! #REF! #REF! < #REF!32 #REF! #REF! #REF! #REF! < #REF!33 0 0 0 0 < (17.66)34 0 0 0 0 < - 35 0 0 0 0 < - 36 0 0 0 0 < - 37 0 0 0 0 < - 38 0 0 0 0 < - 39 0 0 0 0 < -

Hr = Residual head

Column Description:

Column Description1 Pipe section under consideration

2-3 Node section under consideration4 Length of pipe section under consideration (meter)5 Number of household served6 Computed Peak Flow (liter per second)

7 Difference in elevation between nodes under consideration (meter)8 Computed Pipe Diameter (mm), using the Darcy Weisbach Formula9 Nominal Diameter available in the market (mm)

10 Headloss per 100 meters (refer to table 9.2)11 Actual Headloss

Formula:

Column 6:PF = 2.5 x average flowPF = 2.5 x GRF x N x Average Household Size x PCWC / 86,400

Where:

PF = Peak flow.GRF = Growth rate factor.

N = Total number of household served by the pipe section.PCWC = Per capita water consumption.

Simplifying:

Column 8:

HF = f (L)(Q)^2/D^5D^5 = f (L)(Q)^2/HF

Where:

HF = Headloss or the difference in elevation between the pipe in consideration.

F = Coefficient of friction (approximately 0.02 for G.I. pipe).L = Length of pipe section in consideration.Q = Water discharge.D =Pipe diameter (mm).

Simplifying:

D^5 = (0.00165(L)(Q/1000)^2/HF)(1000) (mm)= (0.00165(Column 4)(Column 6/1000)^2/(Column 7))(1000)

Column 10:

From table 9.2, (interpolate when necessary).

Column 11:

Actual Headloss = (Headloss per 100 M)(Section Length)/100

= (Column 10)(Column 4)/100

Headloss Actual Node Elev Section Length HHper Headloss A 46.1

100 m. 1 31.65 a to 1 752.70 158(m) (m) 31.3 1 to ts2 18.60 14810 11 2 30.45 1 to 2 22.90 148

0.226336 1.703633 28.4 2 to ts3 29.30 1360.264731 0.04924 3 24.1 2 to 3 374.40 1360.223542 0.051191 7 24.1 3 to 7 384.30 1250.188843 0.055331 8 24.1 7 to 8 386.80 1090.143594 0.537614 9 24.06 8 to 9 773.40 770.301965 1.160452 10 24.1 9 to 10 858.60 65

0.21518 0.832317 11 24.1 10 to 11 1,882.30 530.143063 1.106449 24.05 7 to ts7 21.30 1252.667488 22.90305 24.1 8 to ts8 18.30 1092.252459 42.39803 24.09 9 to ts9 16.30 936.042989 1.287157 24.1 9 to ts10 19.20 771.446879 0.264779 24 10 to ts11 26.20 553.345012 0.545237 24 11 to ts12 306.60 432.293049 0.440265 4 24.1 3 to 4 127.20 1214.614123 1.2089 5 23.96 4 to 5 385.60 1040.715103 2.192506 6 23.96 5 to 6 287.20 890.176951 0.225081 24 4 to ts4 11.10 1210.130722 0.504064 23.98 5 to ts5 19.40 1040.095733 0.274945 23.95 6 to ts6 9.20 895.662426 0.6285294.183102 0.811522

0 0

Hr Remarks 10.75 ok 1.15 ok 6.30 ok 6.24 ok 5.71 ok 4.55 ok 3.71 ok 6.19 ok (17.66) ok

(61.06) ok (62.34) ok (62.61) ok 5.41 ok 5.72 ok 4.51 ok 2.57 ok 2.59 ok 2.06 ok 2.32 ok 1.69 ok 3.98 ok

#REF! ok#REF! ok#REF! ok#REF! ok#REF! ok#REF! ok#REF! ok#REF! ok#REF! ok#REF! ok#REF! ok

(17.66) ok - ok - ok - ok - ok - ok - ok

(m)

Schematic Diagram ofPOBLACION, RAPU-RAPU, ALBAY

31.3 1 to ts2 18.60 14828.4 2 to ts3 29.30 -22

24 4 to ts4 11.10 -37 B23.98 5 to ts5 19.40 -5423.95 6 to ts6 9.20 -69

24.05 7 to ts7 21.30 #VALUE! C18.3 8 to ts8 18.30 109

H G F E D

L K J I

Q P O N MS'

V U T S R

Z Y X W

38 mm - m 1 1/2 "31 mm - m 1 1/4 "

- m


A

II -PIPELINE DESIGN ANALYSIS:

A. Pipeline Design Input/OutputPipeline Section Household Peak Available Pipe Pipe

Section Node Length Served Flow Head Diameter Diameterfrom to (Hr+elev.h) Option

(m) (no.) (lps) (m) (mm) (mm)1 2 3 4 5 6 7 8 91 Res (C) 1 752.70 158 10.2 12.45 100.7 1502 1 2 22.90 148 4.00311 1.20 55.0 1003 2 3 374.40 136 3.67853 6.35 66.7 1004 3 7 384.30 125 3.38101 5.51 66.6 1005 7 8 386.80 109 2.94824 4.79 65.0 1006 8 9 773.40 77 2.0827 4.23 66.6 757 9 10 858.60 65 1.75812 1.90 74.6 758 10 11 1,882.30 53 1.43355 6.51 62.8 759 1 ts2 18.60 148 4.00311 3.79 41.9 63

10 2 ts3 29.30 136 3.67853 2.29 49.1 6311 7 ts7 21.30 125 3.38101 1.63 47.7 5012 8 ts8 18.30 109 2.94824 0.34 59.8 6313 9 ts9 16.30 93 2.51547 4.48 32.8 5014 10 ts10 19.20 77 2.0827 4.69 31.1 5015 11 ts11 26.20 55 1.48764 4.25 29.5 3816 12 ts12 306.60 43 1.16307 3.29 46.1 5017 3 4 127.20 121 3.27281 1.35 69.9 10018 4 5 385.60 104 2.813 1.10 85.6 10019 5 6 287.20 89 2.40728 1.12 75.5 10020 4 ts4 11.10 121 3.27281 0.84 47.2 5021 5 ts5 19.40 104 2.813 2.15 41.2 5033 6 ts6 9.20 89 2.40728 3.29 30.6 31343536373839

B. Pipeline AnalysisBranch Node No. of Household Total Headloss Available Head

1 Res (C) 1 158 1.7036329 < 12.45 2 1 2 148 0.0606235 < 1.20 3 2 3 136 0.8369422 < 6.35 4 3 7 125 0.7257252 < 5.51 5 7 8 109 0.5554197 < 4.79 6 8 9 77 2.3353992 < 4.23 7 9 10 65 1.8475368 < 1.90 8 10 11 53 2.6928743 < 6.51 9 1 ts2 148 0.4961528 < 3.79

10 2 ts3 136 0.6599705 < 2.29 11 7 ts7 125 1.2871567 < 1.63 12 8 ts8 109 0.2647788 < 0.34 13 9 ts9 93 0.545237 < 4.48 14 10 ts10 77 0.4402653 < 4.69 15 11 ts11 55 1.2089004 < 4.25 16 12 ts12 43 2.1925063 < 3.29 17 3 4 121 0.2250814 < 1.35 18 4 5 104 0.5040638 < 1.10 19 5 6 89 0.2749453 < 1.12 20 4 ts4 121 0.6285293 < 0.84 21 5 ts5 104 0.8115218 < 2.15 22 6 ts6 89 0 < 3.29 23 #REF! #REF! #REF! #REF! < #REF!24 #REF! #REF! #REF! #REF! < #REF!25 #REF! #REF! #REF! #REF! < #REF!26 #REF! #REF! #REF! #REF! < #REF!27 #REF! #REF! #REF! #REF! < #REF!28 #REF! #REF! #REF! #REF! < #REF!29 #REF! #REF! #REF! #REF! < #REF!30 #REF! #REF! #REF! #REF! < #REF!31 #REF! #REF! #REF! #REF! < #REF!32 #REF! #REF! #REF! #REF! < #REF!33 6 ts6 89 0 < 3.29 34 0 0 0 0 < - 35 0 0 0 0 < - 36 0 0 0 0 < - 37 0 0 0 0 < - 38 0 0 0 0 < - 39 0 0 0 0 < -

Hr = Residual head

Column Description:

Column Description1 Pipe section under consideration

2-3 Node section under consideration4 Length of pipe section under consideration (meter)5 Number of household served6 Computed Peak Flow (liter per second)

7 Difference in elevation between nodes under consideration (meter)8 Computed Pipe Diameter (mm), using the Darcy Weisbach Formula9 Nominal Diameter available in the market (mm)

10 Headloss per 100 meters (refer to table 9.2)11 Actual Headloss

Formula:

Column 6:PF = 2.5 x average flowPF = 2.5 x GRF x N x Average Household Size x PCWC / 86,400

Where:

PF = Peak flow.GRF = Growth rate factor.

N = Total number of household served by the pipe section.PCWC = Per capita water consumption.

Simplifying:

Column 8:

HF = f (L)(Q)^2/D^5D^5 = f (L)(Q)^2/HF

Where:

HF = Headloss or the difference in elevation between the pipe in consideration.

F = Coefficient of friction (approximately 0.02 for G.I. pipe).L = Length of pipe section in consideration.Q = Water discharge.D =Pipe diameter (mm).

Simplifying:

D^5 = (0.00165(L)(Q/1000)^2/HF)(1000) (mm)= (0.00165(Column 4)(Column 6/1000)^2/(Column 7))(1000)

Column 10:

From table 9.2, (interpolate when necessary).

Column 11:

Actual Headloss = (Headloss per 100 M)(Section Length)/100

= (Column 10)(Column 4)/100

Headloss Actual Node Elev Section Length HHper Headloss A 46.1

100 m. 1 31.65 a to 1 752.70 158(m) (m) 2 30.45 1 to 2 22.90 14810 11 3 24.1 2 to 3 374.40 136

0.226336 1.703633 7 24.1 3 to 7 384.30 1250.264731 0.060623 8 24.1 7 to 8 386.80 1090.223542 0.836942 9 24.06 8 to 9 773.40 770.188843 0.725725 10 24.1 9 to 10 858.60 650.143594 0.55542 11 24.1 10 to 11 1,882.30 530.301965 2.335399 31.3 1 to ts2 18.60 148

0.21518 1.847537 28.4 2 to ts3 29.30 1360.143063 2.692874 24.05 7 to ts7 21.30 1252.667488 0.496153 24.1 8 to ts8 18.30 1092.252459 0.65997 24.09 9 to ts9 16.30 936.042989 1.287157 24.1 9 to ts10 19.20 771.446879 0.264779 24 10 to ts11 26.20 553.345012 0.545237 24 11 to ts12 306.60 432.293049 0.440265 4 24.1 3 to 4 127.20 1214.614123 1.2089 5 23.96 4 to 5 385.60 1040.715103 2.192506 6 23.96 5 to 6 287.20 890.176951 0.225081 24 4 to ts4 11.10 1210.130722 0.504064 23.98 5 to ts5 19.40 1040.095733 0.274945 23.95 6 to ts6 9.20 895.662426 0.6285294.183102 0.811522

0 0

Hr Remarks 10.75 ok 1.14 ok 5.51 ok 4.79 ok 4.23 ok 1.90 ok 0.05 ok 3.82 ok 3.29 ok

1.63 ok 0.34 ok 0.08 ok 3.94 ok 4.25 ok 3.04 ok 1.10 ok 1.12 ok 0.59 ok 0.84 ok 0.21 ok 1.33 ok 3.29 ok

#REF! ok#REF! ok#REF! ok#REF! ok#REF! ok#REF! ok#REF! ok#REF! ok#REF! ok#REF! ok

3.29 ok - ok - ok - ok - ok - ok - ok

(m)


31.3 1 to ts2 18.60 14828.4 2 to ts3 29.30 -22

24 4 to ts4 11.10 -37 B23.98 5 to ts5 19.40 -5423.95 6 to ts6 9.20 -69

24.05 7 to ts7 21.30 #VALUE! C18.3 8 to ts8 18.30 109

H G F E D

L K J I

Q P O N MS'

V U T S R

Z Y X W

38 mm 26.20 m 1 1/2 "31 mm 9.20 m 1 1/4 "

35.40 m


A

Q PIPE SIZE (mm)LPS 13 19 25 31 38 50 63 75

0.01 0.10.02 0.40.03 0.8 0.110.04 1.4 0.190.05 2.1 0.30.06 3 0.41 0.10.07 4 0.5 0.130.08 5 0.65 0.170.09 6.3 0.82 0.22

0.1 7.6 1.06 0.260.11 9.1 1.18 0.31 0.110.12 10.7 1.5 0.36 0.130.14 2 0.48 0.170.15 2.1 0.55 0.180.16 2.5 0.62 0.220.18 3.1 0.77 0.27 0.1010.20 3.8 0.94 0.32 0.1310.25 5.8 1.42 0.48 0.20.30 2 0.67 0.230.40 3.4 1.15 0.47 0.120.50 5.1 1.74 0.71 0.180.60 7.2 2.4 1 0.250.70 3.2 1.33 0.33 0.110.80 4.1 1.7 0.42 0.141.00 6.3 2.6 0.64 0.21 0.0891.20 8.8 3.6 0.89 0.3 0.1241.40 4.4 1.2 0.4 0.1651.50 4.9 1.35 0.44 0.1871.60 5.5 1.52 0.51 0.2111.80 7.35 1.88 0.64 0.2622.00 8.4 2.3 0.77 0.322.50 3.5 1.2 0.483.00 4.95 1.65 0.683.50 6.95 2.19 0.94.00 9.2 3 1.154.50 11.85 3.6 1.435.00 4.5 1.746.00 6.2 2.447.00 8.6 3.28.00 4.15

10.00 6.5

FRICTION HEAD LOSS IN METERS PER 100 METERSPLASTIC PIPE - PVC, PE, PB C = 50

TABLE 9.1FRICTION HEAD LOSS IN PLASTIC PIPES

Q PIPE SIZE (mm)LPS 13 19 25 31 38 50 63 75

0.01 0.20.02 0.80.03 1.6 0.220.04 2.8 0.380.05 4.2 0.60.06 6 0.82 0.20.07 8 1 0.260.08 10 1.3 0.340.09 12.6 1.64 0.44 0.150.10 15.2 2.12 0.52 0.180.11 18.2 2.36 0.62 0.220.12 21.4 3 0.72 0.260.14 4 0.96 0.34 0.130.15 4.2 1.1 0.36 0.150.16 5 1.24 0.44 0.160.18 6.2 1.54 0.54 0.2020.20 7.6 1.88 0.64 0.262 0.70.25 11.6 2.84 0.96 0.4 0.10.30 4 1.34 0.46 0.140.40 6.8 2.3 0.94 0.240.50 10.2 3.48 1.42 0.36 0.120.60 14.4 4.8 2 0.5 0.17 0.70.70 6.4 2.66 0.66 0.22 0.910.80 8.2 3.4 0.84 0.28 0.1171.00 12.6 5.2 1.28 0.42 0.1771.20 17.6 7.2 1.78 0.6 0.2481.40 8.8 2.4 0.8 0.331.50 9.8 2.7 0.88 0.3741.60 11 3.04 1.02 0.4221.80 14.7 3.76 1.28 0.5242.00 16.8 4.6 1.54 0.642.50 7 2.4 0.963.00 9.9 3.3 1.363.50 13.9 4.38 1.84.00 18.4 6 2.34.50 23.7 7.2 2.865.00 9 3.486.00 12.4 4.887.00 17.2 6.48.00 8.3

10.00 13

FRICTION HEAD LOSS IN METERS PER 100 METERSGALVANIZED IRON PIPE (GIP)

TABLE 9.2FRICTION HEAD LOSS IN GI PIPES

100 150 Interpolation2.10 0.388 2.500.15 x 0.16

0.154 x-y, y = O50.40 0.01

x = 0.00385 + O5x = 0.15385

0.0790.1190.1660.2210.2840.3530.429 0.06

0.6 0.090.8 0.111.2 0.14

1.55 0.21

100 150

0.1040.1290.1570.2380.3320.4420.3680.7060.858 0.12

1.2 0.171.6 0.222.4 0.283.1 0.42

Barangay PoblacionMunicipality of Rapu-Rapu

Province of Albay

SUB-PROJECT BILL OF QUANTITIES

ITEM DESCRIPTION QUANTITY UNIT TOTALMATERIALS

I CLEARING AND GRUBBING

Sand Filter 225.00 sq.m.Length 15.00 mWidth 15.00 mPipe Lines 1,359.30 sq.m.Length 2,718.60 mWidth 0.50 mTOTAL 1,584.30 sq.m.A. MaterialsBolo 6.00 pcs 0.00Fabricated Trench Digger 2.00 pcs 0.00Hoe 2.00 units 0.00B. LaborProductivity Rate:

40.00 sq.m./dayCommon Laborer 4.00 day/s 10.00 0.00

TOTAL FOR CLEARING AND GRUBBING 0.00Unit Cost 0.00

II EXCAVATIONSand Filter 36.00 cu.m.Length 12.00 mWidth 10.00 mDepth 0.30 mPipe Trench 8.50 cu.m.Length 35.40 mWidth 0.30 mDepth 0.80 mTOTAL 44.50 cu.m.A. MaterialsShovel 10.00 pcs 0.00Pick Matoe 10.00 pcs 0.00Wheel barrow 2.00 units 0.00# 100 Nylon String 0.25 kilos 0.00B. LaborExcavationProductivity Rate:

2.50 cu.m./mandayCommon Laborer 25.00 day/s 20.00 0.00

TOTAL FOR EXCAVATION 0.00Unit Cost 0.00

III BACKFILLINGPipe Trench 8.50 cu.m.Length 35.40 mWidth 0.30 mDepth 0.80 mLaborProductivity Rate:

2.00 cu.m./ man-dayCommon Laborer 30.00 day/s 20.00 0.00

TOTAL FOR BACKFILLING 0.00Unit Cost 0.00

ITEM NO.

No. of Crew/ Labor

RATE PER DAY/ UNIT

COST

IV CONCRETE WORKSSand FilterWalls 24.00 cu.m.Height 2.00 mLength 80.00 mThickness 0.15 mFloor 21.00 cu.m.Length 14.00 mWidth 10.00 mThickness 0.15 mSlab 2.00 cu.m.Length 2.00 mWidth 10.00 mThickness 0.10 mFooting (9 units) 1.80 cu.m.Length 1.00 mWidth 1.00 mThickness 0.20 mFooting Tie Beam1 3.36 cu.m.Length 7.00 mWidth 0.30 mThickness 0.40 mFooting Tie Beam2 3.15 cu.m.Length 5.00 mWidth 0.30 mThickness 0.35 mColumns 2.43 cu.m.Height 3.00 mWidth 0.30 mThickness 0.30 mRoof Beam1 3.36 cu.m.Length 7.00 mWidth 0.30 mThickness 0.40 mRoof Beam2 3.60 cu.m.Length 5.00 mWidth 0.30 mThickness 0.40 mApron 16.80 cu.m.Length 56.00 mWidth 2.00 mThickness 0.15 mRetro Fitting of Reservoir and Intake Box 0.30 cu.m.Communal TapStand 18.63 cu.m.

TOTAL VOLUME FOR CONCRETE 100.43 cu.m.

A. MaterialsPortland Cement 950 bags 0.00Washed Sand 60 cu.m. 0.00Crushed Gravel (3/4) 105 cu.m. 0.00Water Proofing Compound 950 bags 0.00Water Drum 4 pcs 0.00Construction Pail 10 pcs 0.00Empty Cement Sacks 60 pcs 0.00B. LaborProductivity Rate:

3.50 cu.m/gang/daySkilled Laborer 24 days 4.00 0.00Unskilled Laborer 24 days 10.00 0.00

C. EquipmentCapability Output:

31.50 bags/ day for mixer3.50 cu.m./ day for vibrator

1 Bagger Concrete Mixer 24 days 1.00 0.001 Concrete Vibrator 24 days 1.00 0.00D. HaulingPortland Cement 950 bags 0.00Washed Sand 60 cu.m. 0.00Crushed Gravel (3/4) 105 cu.m. 0.00Miscellaneous 1 lot 0.00

TOTAL FOR CONCRETING WORKS 0.00Unit Cost 0.00

V RSB WORKSFloor (12 mm bars spaced at .15 meters bothways) 1,866.67 m 12mmWall (12 mm bars spaced at .15 meters bothways) 2,133.33 m 12mmSlab (12 mm bars spaced at .15 meters for main reinforcement) 343.92 m 12mm (12 mm bars spaced at .25 meters for temperature bars)Footing (16 mm bars) 90.00 m 16mmFooting Tie Beam1(16 mm main bars and 10mm Stirrups) 112.00 m 16mm

154.00 m 10mmFooting Tie Beam2(16 mm main bars and 10mm Stirrups) 168.00 m 16mm

165.00 m 10mmColumn(16 mm main bars and 10 mm ties) 162.00 m 16mm

148.50 m 10mmRoof Beam1(16 mm main bars and 10mm Stirrups) 112.00 m 16mm

154.00 m 10mmRoof Beam2(16 mm main bars and 10mm Stirrups) 168.00 m 16mm

165.00 m 10mmApron (10 mm bars spaced at .4 meters bothways) 560.00 m 10mmRetro fitting of Reservoir and Intake Box 30.00 m 12mmCommunal TapStands (10 mm dia. Def. bars) 438.00 m 10mmSummary:

16 mm 893.20 m 1,409.77 kgs12 mm 4,811.31 m 4,274.05 kgs10 mm 1,962.95 m 1,210.49 kgs

A. Materials 6,894.30 kgs16 mm dia. Def bars 1,409.77 kgs 0.0012 mm dia. Def bars 4,274.05 kgs 0.0010 mm dia. Def bars 1,210.49 kgs 0.00Ga. 16 tie wire 130.00 kgs 0.00Hacksaw Blade 10.00 pcs 0.00B. LaborProductivity Rate:

80.00 kgs./gang/day (1 gang = 1 skilled,1 unskilled)with bar cutter

Skilled Laborer 42.00 days 2.00 0.00Unskilled Laborer 42.00 days 2.00 0.00C. EquipmentCapability Output:

80.00 kgs/dayBar Cutter 42.00 days 2.00 0.00D. Hauling16 mm dia. Def bars 1,409.77 kgs 0.0012 mm dia. Def bars 4,274.05 kgs 0.0010 mm dia. Def bars 1,210.49 kgs 0.00Ga. 16 tie wire 130.00 kgs 0.00

TOTAL FOR RSB WORKS 0.00Unit Cost 0.00

VI FORM WORKSSand FilterWalls 320.00 sq.m.Height 2.00 mLength 80.00 mSlab 20.00 sq.m.Length 2.00 mWidth 10.00 mFooting Tie Beam1 22.40 sq.m.Length 7.00 mThickness 0.40 mFooting Tie Beam2 21.00 sq.m.Length 5.00 mThickness 0.35 mColumns 16.80 sq.m.Height 3.00 mWidth 0.30 mThickness 0.30 mRoof Beam1 30.80 sq.m.Length 7.00 mWidth 0.30 mThickness 0.40 mRoof Beam2 33.00 sq.m.Length 5.00 mWidth 0.30 mThickness 0.40 mRetro Fitting of Reservoir and Intake Box 5.00 sq.m.

TOTAL AREA FOR FORMWORKS 469.00 sq.m.A. Materials1/4" Marine Plywood 95.00 pcs 0.002 x 3 x 12 coco lumber 360.00 pcs 0.002 x 2 x 12 coco lumber 510.00 pcs 0.004" CW Nail 35.00 kilos 0.003" CW Nail 25.00 kilos 0.002" CW Nail 13.00 kilos 0.001 1/2" CW Nail 5.00 kilos 0.00B. LaborProductivity Rate:

30.00 sq.m./gang/daySkilled Laborer 16.00 days 2.00 0.00Unskilled Laborer 16.00 days 4.00 0.00

TOTAL FOR FORMWORKS 0.00Unit Cost 0.00

VII TRANSMISSION PIPELINES775.60 Ln.m.

A. Materials6" Dia. HDPE pipe SDR 9 752.70 meters 0.004" Dia. HDPE pipe SDR 9 22.90 meters 0.006" Dia. Mechanical Gate Valve with flange 1.00 set 0.006" Dia. GI Flange 2.00 pcs 0.006" Dia. GI Pipe 1.00 pc 0.006" Dia. GI 90 deg. Elbow 2.00 pcs 0.006" Dia. HDPE Flange 2.00 pcs 0.004" Dia. GI Pipe 11.00 pcs 0.004" Dia. Mechanical Gate Valve with flange 4.00 pcs 0.004" Dia. GI Flange 1.00 pc 0.004" Dia. HDPE flange 1.00 pc 0.004" Dia. GI 90 deg elbow 8.00 pcs 0.004" Dia. GI Tee 2.00 pcs 0.00Note: All connections are butt fusedB. LaborInstallation of Pipelines

Productivity Rate:90.00 ln.m./ day

Skilled Laborer 20.00 days 2.00 0.00Unskilled Laborer 20.00 days 4.00 0.00

C. EquipmentCapability Output:

90.00 ln.m./ dayButt Fusion Machine 20.00 days 1.00D. Hauling6" Dia. HDPE pipe SDR 9 #REF! meters #REF!4" Dia. HDPE pipe SDR 9 #REF! meters #REF!6" Dia. Mechanical Gate Valve with flange 1.00 set 0.006" Dia. GI Flange 2.00 pcs 0.006" Dia. GI Pipe 1.00 pc 0.006" Dia. GI 90 deg. Elbow 2.00 pcs 0.006" Dia. HDPE Flange 2.00 pcs 0.004" Dia. GI Pipe 11.00 pcs 0.00Miscellaneous 1.00 lot 0.00

TOTAL FOR TRANSMISSION LINES #REF!Unit Cost #REF!

VIII DISTRIBUTION PIPELINES#REF! ln.m.

A. Materials4" dia. HDPE pipe SDR 11 1,145.50 m 0.00

3" dia. HDPE pipe SDR 11 #REF! m #REF!

2 1/2" dia. HDPE pipe SDR 11 #REF! m #REF!

2" dia HDPE pipe SDR 11 #REF! m #REF!

1 1/2" dia HDPE pipe SDR 11 26.20 m 0.00

1 1/4" dia HDPE pipe SDR 11 9.20 m 0.00

2" dia. Compression Coupling 4.00 pcs 0.00

1 1/2" dia. Compression Coupling 1.00 pc 0.00

1 1/4" dia. Compression Coupling 10.00 pcs 0.00

4" dia. HDPE Compression Tee 2.00 pcs 0.00

4" x 3" dia. HDPE Reducing Coupling 5.00 pcs 0.00

3" x 2 1/2" HDPE Reducing Coupling 2.00 pcs 0.00

3" x 2" HDPE Reducing Coupling 3.00 pc 0.00

3" x 2" HDPE Reducing Tee 2.00 pcs 0.00

2" x 1 1/2" HDPE Reducing Coupling 5.00 pcs 0.00

1 1/2" 90 deg HDPE Elbow Coupling 4.00 pcs 0.00

2" dia. HDPE Tee 2.00 pc 0.00

2" x 1 1/4" dia. HDPE Reducing Coupling 2.00 pc 0.00

2" x 1 1/4" dia. Saddle Clamp 4.00 pcs 0.00

1 1/2" x 1 1/4" dia. Saddle Clamp 8.00 pcs 0.00

2 1/2" dia. HDPE Elbow Coupling 1.00 pc 0.00

2 1/2" x 2" dia. HDPE Reducing Coupling 1.00 pc 0.00

1 1/2" dia. HDPE Tee 3.00 pc 0.00

1 1/2" x 1 1/4" dia. HDPE Reducing Coupling 5.00 pc 0.00

1 1/4" 90 deg HDPE Elbow Coupling 3.00 pc 0.00

1 1/4" dia. HDPE Tee 3.00 pc 0.00

4" x 1/2" Saddle Clamp 7.00 pcs 0.00


2 1/2" x 1/2"Saddle Clamp 2.00 pcs 0.00


1 1/2" x 1/2" Saddle Clamp 9.00 pcs 0.00

1 1/4" x 1/2" Saddle Clamp 20.00 pcs 0.00

1/2" dia. HDPE pipe SDR 13.5 100.00 m 0.00½" dia. x 6.0m G.I. Pipe S-40 20 pcs 0.00½" dia.HDPE to G.I. Adapter (Male Adapter) 46 pcs 0.00½" dia.Bronze Faucet 46 pcs 0.00½" dia.G.I. Gate Valve 46 pcs 0.00½" dia.G.I. Ball Valve 46 pcs 0.00½" dia. G.I. Union Patente 46 pcs 0.00½" dia. x 12" G.I. Nipple 92 pcs 0.00½" x 90 deg G.I. elbow 92 pcs 0.00½" G.I. Coupling 46 pcs 0.00Water Meter 46 pcs 0.00

Teflon Tape 100 pcs 0.00

** Note: Pipe connections for size 2 1/2" and up are butt fused : All dimentions are taken from the inside diameter

B. Labor (INCLUDES HAULING OF MATERIALS)Pipe LayingProductivity Rate:

90.00 li.m./gang/daySkilled Laborer 36.00 day/s 2.00 0.00###Unskilled Laborer 36.00 day/s 4.00 0.00###

Installation of Pipe Fittings for TapStandsProductivity Rate:

1.00 Tapstand/gang/daySkilled Laborer 10.00 days 5.00 0.00Unskilled Laborer 10.00 days 5.00 0.00

TOTAL FOR DISTRIBUTION PIPELINES #REF!Unit Cost #REF!

IX ROOF and ROOF FRAMING WORKS256.00 sq.m.

A. Materials2" x 1/4" Angle Bar 100.00 pcs. 0.001/4" thk MS Plate (4' x 8') 1.00 sheet 0.0016mm dia. Plain bar 24.00 pcs. 0.0016mm dia. Turnbuckle 24.00 pcs 0.006011 Welding Rods 1.00 box 0.0012mm dia. Plain bar (sag rods) 45.00 pcs 0.006" x 2" Ga 16 purlins 55.00 pcs 0.002" tek screw 3,400.00 pcs 0.00Roof Sealant 1.00 gal 0.00.44 mm Thk GI Long Span Pre-Painted Roof Sheet 256.00 sq.m. 0.0045 cm x 3 m. Ridge Roll 6.00 pcs 0.0023 cm. X 5 cm. X 2 cm. X 15 cm. X 3 m. Flashing 12.00 pcs 0.00Epoxy Primer 4.00 gal 0.00B. LaborProductivity Rate:

13.00 sq.m./gang/daySkilled Laborer 20.00 days 2.00 0.00Unskilled Laborer 20.00 days 4.00 0.00C. EquipmentWelding Machine 15.00 days 1.00 0.00Acetelyn Cutter 15.00 days 1.00 0.00Electric Drill 5.00 days 1.00 0.00Electric Grinder 15.00 days 1.00 0.00D. HaulingLump Sum 1.00 lot 0.00

TOTAL FOR ROOF AND ROOF FRAMING WORKS 0.00Unit Cost 0.00

X PROJECT SUPERVISIONProject Supervision 180.00 days 1.00 0.00###

TOTAL FOR PROJECT SUPERVISION 0.00

A DIRECT COSTMaterial Cost #REF!###Labor Cost 0.00Equipment Cost 0.00Hauling Cost #REF!

Sub-Total A #REF!B INDIRECT COST

Pre-Engineering #REF!Contractor's Profit #REF!Tax #REF!OCM #REF!

TOTAL ESTIMATED COST #REF!

Prepared by: Approved by:

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Hydraulic Analysis Balud