MATERIAL QUANTITY AND COST COMPUTATION

CHAPTER II

MATERIAL QUANTITY AND COST

COMPUTATION

BEAMS Forms

Lateral Perimeter = 2d + b + 0.10 = 2(0.30) + 0.20 + 0.10 = 0.90

For RB1:length = (4

EMBED Equation.3 18 beams) + (1.5

EMBED Equation.3 1 beam)

+ (3

EMBED Equation.3 1 beam) = 76.5

For RB2:length = (5

EMBED Equation.3 3 beams) + (4.5

EMBED Equation.3 1 beam) = 19.5

For CB:length = (1

EMBED Equation.3 2 beams) = 2.0

Total length: 76.5 + 19.5 + 2.0 = 98.0

Area = PerimeterLength = 0.90

EMBED Equation.3 98.0 = 88.20

# of Plywood:

Order: say 31 pcs. 1/448 plywood

Cost: 31 pcs x Php 260/pc = Php 8,060.00Refer to Table 5-2 by Fajardo

Wood frame using 22 Lumber

Order:31pcs. 25.06 = 767.46 bd.ftCost: 767.46bd.ft. x Php 12.00/bd.ft. = Php 9,209.52 Nails

For beam forms:

Refer to Table 8-10 by Fajardo

Area = 88.20

Using 2d CWN Nails @ 30cm o.c.

Order:88.20

EMBED Equation.3 0.033 = 2.91, say 3 2d NailsCost: 3 x Php 46.50/= Php 139.50

For wood frame (Velasco)

Order:

say 10.5 8d NailsCost: 10.5. x Php 41.50/= Php 435.75For beam scaffolding:

Total length = 98.0


Using 20d CWN Nails @ 30cm o.c.

Order:98.0

0.73 = 71.54, say 72 20d NailsCost: 72. x Php 38.50/= Php 2,772.00 Scaffoldings

Total length = 98.0


Order: Vertical Support (22 Lumber)= 98

EMBED Equation.3 4.0 = 392.0 bd.ft

Horizontal Support (22 Lumber) = 98

EMBED Equation.3 4.7 = 460.60 bd.ftCost: 852.60bd.ft. x Php 12.00/bd.ft. = Php 10,231.20 Steel Requirements

Main Reinforcement

For RB1:L = 474.92

For RB2:L = 140.4

For CB:L = 14

Total length: 474.92 + 140.4 + 14 = 629.32

Using 6m long steel bars

Order:say 105 pcs. 12mm ( steel bars @ 6 longCost: 105 pcs. x Php 185.00/pc. = Php 19,425.00Stirrups

Spacing: based from the specification

Length per stirrup: 0.85

For RB1:

# of stirrups: for 4 length beam:32 per beamfor 3 length beam:26 per beamfor 1.5 length beam:14 per beam

Total # of stirrups: (18 x 33) + (1x 26) + (1x14) = 634 stirrupsFor RB2:

# of stirrups: for 5 length beam:42 per beamfor 4.5 length beam:22 per beam Total # of stirrups: (3 x 42) + (1x 22) = 148 stirrups

For CB:

# of stirrups: for 1 length beam:11 per beamTotal # of stirrups: (2 x 11) = 22 stirrups

Total # of stirrups for all beams: 634 + 148 + 22 = 804 stirrups

Using 6m long steel barsOrder: 804 stirrups x 0.85 =, say 114pcs. 10mm ( steel bars @ 6 longCost: 114 pcs. x Php 125.00/pc. = Php 14,250.00 Tie WireFor RB1:

# of intersection = 634 stirrups6 bars = 3,804 ties

For RB2:

# of intersection = 148 stirrups7 bars = 1,036ties

For CB:

# of intersection = 22 stirrups 8 = 176 ties

Total # of intersection: 3,804 + 1,036 + 176 = 5,016 ties

Using 30cm long ties

5,016 ties0.3 = 1,504.8

Converting to

Order: say 29 #16 G.I. tie wire

Cost: 29. x Php 80.00/ = Php 2,320.00 Concrete MixFor RB1:

Length = 76.5

Volume = 76.5

EMBED Equation.3 0.30

EMBED Equation.3 0.20= 4.59

For RB2:

Length = 19.5

Volume = 19.5



For CB:

Length = 2.0

Volume = 2.0



Total Volume = 4.59

1.17

0.12= 5.91


Using 40 cement Class A Mixture

Order:Cement:5.88

EMBED Equation.3 9.0 = 52.92, say 53 bags

Sand:

5.88

EMBED Equation.3 0.5 = 2.94, say 3

Gravel:5.88

EMBED Equation.3 1.0 = 5.88, say 6

Cost:

53 bags x 225/bags = 11,925.00

3 x 800/ = 2,400.00

6 x 1,200/ = 7,200.00 Total cost: Php 21,525.00

CHAPTER III

MAN POWER, DURATION AND LABOR COST

COMPUTATIONBeam Works

Reinforcements

rate =0.09M-H/kgs

reinforcements:105pcs 12 mm bars,factor 5.33

114pcs 10 mm bars,factor3.7

weight of reinforcements =factor x number of reinforcements

weight of reinforcements =(105pcs x 5.33) +(114pcs x 3.70) = 981.45

M-H = 981.45 x 0.09 M-H/kgs = 88.3305M-H

M-D = , say 11 man-days

Manpower:3 men(3 steel fixers)

Duration =, say 4 days Concreting

Total Volume = 5.91

rate =0.25m/M-D

M-D =

, say 24 man-days

Manpower :4 men(3 masons, 1 laborer)

Duration = 6 days Forms and Scaffoldings

Forms

area =88.20m

rate =3.12M-H/m

carpenter:1.90M-H/m

laborer:1.22M-H/m

M-H =88.20 m x 3.12 M-H/kgs = 275.184M-H


Scaffolding

sections: say 37 sections

rate =0.7M-H/section

M-H =37 sections x 0.7 M-H/section = 25.90 M-H


Erecting forms and scaffoldingsrate =1.86m2/MH

M-H =

say 48 M-H

M-D = 6 man-daysRemoval of forms rate =1.86m2/MH

M-H =

say 48 M-HM-D = 6 man-days

Total M-D: 35 + 4 + 6 + 6 = 51 man-daysManpower :8 men(4 carpenters, 4 laborers)

Duration =6.37, say 7 days

Hence, manpower required for beam works,

2 steel fixers

3 masons

4 carpenters

5 laborers

Labor cost

Steel fixers: 2men x 4 days x Php 256/day = 2,048.00

masons: 3men x 6 days x Php 300/day = 5,400.00 carpenters: 4men x 7 days x Php 300/day = 8,400.00 laborers: 5men x 7 days x Php 200/day = 7,000.00 Total cost: Php 22,848.00

MATERIAL QUANTITY AND COST

COMPUTATION

TRUSS

FULL TRUSS

FT-1 (2)

( Using 2 x 4 x 10 )

TOPCHORD = 65.82 bd.ft

WEB MEMBERS = 91.05 bd.ft

(Using 2 x 6 x 10)

BOTTOMCHORD = 186.30 bd.ft

KINGPOST = 16.4 bd.ft

Total length Ft-1 = 438.01 ft

Total board foot = 359.57 bd.ft

Ft - 2

( Using 2 x 4 x 10 )



( Using 2 x 6 x 10 )



Total length Ft 2 = 260.89 ft


Ft - 3

( Using 2 x 4 x 10 )



( Using 2 x 6 x 10 )





Ft - 4

( Using 2 x 4 x 10 )



( Using 2 x 6 x 10 )





Ft - 5

( Using 2 x 4 x 10 )






HALF TRUSS Ht 2 (4)

( Using 2 x 4 x 10 )




Total length Ht 2 = 622.41 ft


Ht 3 (6)

( Using 2 x 4 x 10 )




Total length Ht 2 = 519.75 bd.ft


Ht 4

( Using 2 x 4 x 10 )



( Using 2 x 6 x 10 )


Total length Ht 2 = 48.05 bd.ft


COMPUTATION OF MATERIAL COST AND LABOR COST

Total length of truss = 2,136.50 ft

Total board foot = 1,654.46 bd.ft

(2 x 4 x 10) Total length = 1,465.73 ft

(2 x 6 x 10) Total length = 677.32 ft

Truss fabrication

Labor rate = 46 (Refer to Velasco , pp 107)

= 35.96 md

Truss erection


= 41.36 md

77.32 md + 7.11 md

TOTAL = 84.437 mdManpower: 6 men (4 carpenters, 2 helpers)

DURATION: = 15 days

FASCIA BOARD

By direct counting:

Perimeter = 64.5 m = 218.25 ft

No. of lumber = 26.66 pcs say 27 pieces of 6 x 8

NAILS

15 pieces per fascia board

15 pieces x 27 pieces = 405 pieces

Refer to table 8-8 by Fajardo

= 1.06 kg say 1.25 kg

MATERIAL COST

Description Quantity Unit price Total

Wood (2 x 4 x 10) 147 pieces 794 php 116,718 php

Wood (2 x 6 x 10)

68 pieces 1190 php 80,920 php

20mm x 75 mm (bolt) 645 pieces 43 php 27,735 php

Fascia board 27 pieces 300 php 8,100 phpNails (6 d) 1.25 kg 70 php 87.5 php TOTAL = 233,561 phpLABOR COST

Manpower Rate Duration Total

4 carpenters 300/day 15 18,000 php

2 helpers 200/day 15 6,000 php

TOTAL = 24,000 php

TOTAL DIRECT COST = 257,561 php

PURLINS

Total length of purlins = 1,571.12 ft



= 19.64 md say 20 md

Manpower: 4 men (4 carpenters)

DURATION: = 5 days

Nails:

By ratio and proportion

Area = 0.20 (Using 0.7 m spacing)

Area = x (Using 0.5 m spacing)

=

x = 0.15 x 220 m2 = 33 kg

MATERIAL COST


Wood (2 x 3 x 10) 158 pieces 594 php 93,852 php

Nails (20 d)

33 pieces 55 php 1,815 php

TOTAL = 95,667 phpLABOR COST


4 carpenters 300/day 5 6,000 php

TOTAL = 6,000 php


COLUMNS

C1 & C3

Dimension: 0.30 m x 0.30 m

No. of column: 12 C1 + 3C3 = 15

Height of column: 3.5 + 0.8 = 4.3 m

C2

Dimension: 0.30 m diameter

No. of column: 4.3 m

CONCRETE MIX

C1 & C3

Volume per column = 0.30 m x 0.30 m x 4.3 m = 0.387 m3

Total volume (C1 & C3 only) = 0.387 m x 15 column = 5.805 m3

C2

Volume per column = h = 1.216 m3

Total volume (C2 only) = 1.216 m3 x 3 = 3.648 m3Total volume for all column = 5.805 m3 + 3.648 m3 = 9.453 m3Refer from table 1 2 by Velasco

Using 40 kg Portland cement class A

Cement: 9.453 x 9.0 = 85.077 bags say 86 bags

Sand: 9.453 m3 x 0.50 = 4.73 m3 say 5 m3

Gravel: 9.453 m3 x 1.0 = 9.45 m3 say 10 m3COST

Quantity Unit price Total86 bags 225/bag 19,350 php

5 m3 800/ m3 4,000 php10 m3 1,200/ m3 12,000 php

TOTAL COST = 35,350 php

STEEL REINFORCEMENT

Total length of the main bar reinforcement

Bend @ the base footing

= 0.20 m

Length from footing to ground floor= 0.90 m

Floor to ceiling

= 3.20 m

Floor thickness

= 0.30 m

Anchorage to beam (12 d)

= 0.15 m

4.75 m

C1 & C2

Main rebars:

No. of bars = 6 bars per column

Total no. of bars = 90 pcs (C1 & C2 only)C3

Main rebars:

No. of bars = 8 bars per column

Total no. of bars = 24 pcs (C1 & C2 only)

Total no. of bars for C1 , C2 and C3 = 90 + 24 = 114 pcs

Using 6m long steel bar

Order:

114 x 4.75 = = 90.25 pcs say 91 pcs

Therefore order 91 pcs 12 mm steel bars

Cost:

91 pcs x 185/pc = 16,835.00 phpLATERAL TIES

C1, C2 & C3

Spacing: based from the specification

No. of lateral ties per column = 23 ties

Total no. of lateral ties: 23 ties x 3 column type x 18 # of columns = 1,242 ties

Length of a tie: 1.20 m

Using 6 m long steel bar

= 5 pcsOrder:

= 249 pcs say 91 pcs

Therefore order 249 pcs 10 mm steel bars

Cost:

249 pcs x 125/pc = 31,125.00 phpCOLUMNS

C1 & C3

Dimension: 0.30 m x 0.30 m

No. of column: 12 C1 + 3C3 = 15

Height of column: 3.5 + 0.8 = 4.3 m

C2

Dimension: 0.30 m diameter

No. of column: 4.3 m

TIE WIRE

C1 & C2

No. of intersection per column = 0.30 m x 0.30 m x 4.3 m = 0.387 m3

Total no. of intersection = 138 x 15 columns = 2,070 ties

C3

No. of intersection per column = 8 bars x 23 ties

Total no. of intersection = 184 x 3 columns = 552 ties

Total no. of intersection for C1 , C2 & C3 = 2,622 ties

Using 30 cm long tie wire per tying point

2,622 x 0.30 m = 786.6 m G.I wire

Using no. 16 G.I tie wire:

Order: = 14.84 say 15 kg

Cost:

15 kg x 80/kg = 1,200.00 php HARDWARE

Nails:

C1 & C3 ( Forms for column )

Refer to table 8 10 by Fajardo

Area = 90.30 m2

Using 2d CWN:

Kilogram required = 90.30 m2 x 0.033 = 2.98 kg

Order: 3 kg

Cost: 3 kg x 80/kg = 240.00 php

C2 ( Forms for column )


Area = 12.158 m2

Using 2d CWN:

Kilogram required = 12.1583 m2 x 0.033 = 0.40 kg

Order: 0.5 kg

Cost: 0.5 kg x 60/kg = 30.00 php

C1 & C3 ( Forms for column )

For 2 x 2 wood frame (Refer to Velasco)

where D = desired nail size

= 12.66 kgC1, C2 & C3 (Columns scaffolding)


Total length = 52.5 + 10.5 = 63 m

Using 20d CWN

Order:

63 x 0.73 = 45.99 kg say 46 kg

Cost:

46 kg x 55/kg = 2,530.00 php

FORMS

C1 & C3

Lateral perimeter = 2( a + b) + 0.20

Lateral perimeter = 2(0.30 + 0.30) + 0.20 = 1.4 m

Total area of the forms;

Area = 1.40 m x 4.3 m x 15 columns = 90.30 m2

No. of plywood forms:

Order:

32 pcs ( x 4 x 8 plywood)Cost:

32 pcs x 260/pc = 8,320 php

For wood frame (Using 2 x 2 lumber)

Order:

32 pcs ( x 4 x 8 plywood) x 29.67 = 949.44 bd.ft

Cost:

949.44 bd.ft x 12/bd.ft = 11,393.28 php

C2

Circumference = 3.1416 x 0.30 = 0.9425 m

Total area of the forms;

Area = 0.9425 m x 4.3 m x 3 columns = 12.1583 m2

Refer to table 5 -2 by Fajardo

Using 1.20 x 2.40 black sheet (4 x 8)

Order:

12.1583 x 0.347 = 4.22 say 5 pcs

Cost:

5 pcs x 1,280/pc = 6,400 php

Vertical support on ribs: 12.1583 x 25 = 303.9575 m


Circumferential Ties: 12.1583 x 9.52 = 115.747


Order:

50.66 + 19.29 = 69.95 say 70 pcs 10mm steel barCost:

70 pcs x 125/pc = 8,750 php

SCAFFOLDINGS

C1 & C3

Clear height = 3.2 + 0.3 = 3.5 m

Total length = 3.5 m x 15 columns = 52.5 m


Vertical support (Using 2 x 2 lumber) = 276.75 bd.ft

Horizontal support (Using 2 x 2 lumber) = 1,102.50 bd.ft

Diagonal braces (Using 2 x 2 lumber) = 614.25 bd.ft

C2

Total length = 3.5 m x 3 columns = 10.5 m


Vertical support (Using 2 x 2 lumber) = 49.35 bd.ft

Horizontal support (Using 2 x 2 lumber) = 220.5 bd.ft

Diagonal braces (Using 2 x 2 lumber) = 122.85 bd.ft

Order:

2,386.20 bd.ft Cost:

2,386.20 bd.ft x 12/bd.ft = 28,634.40 phpSUMMARY: MATERIAL COST AND QUANTITIES

MATERIALSQUANTITYUNIT PRICECOST

Premium Cement86 bags19,350.00 php

Washed Sand5 m34,000.00 php

Washed Gravel, 10 m312,000.00 php

12mm x 6mm DRB91 pcs16,835.00 php

10mm x 6mm DRB319 pcs39,875.00 php

# 16 G.I tie wire15 kg1,200.00 php

CWN # 13 kg240.00 php

CWN # 20.5 kg30.00 php

CWN # 446 kg2,530.00 php

x 4 x 8 ordinary plywood32 pcs8,320.00 php

2 x 2 x 10 red lauan3,335.64 bd.ft40,027.00 php

G.I sheet G.16 4 x 85 pcs6,400.00 php

MATERIAL COST 150,807.68 php

MANPOWER COMPUTATION

Steel works

Rate = 0.09

Reinforcements:

91 pcs 12 mm = 5.33

249 pcs 10 mm = 3.7

Total weight: (91 x 5.33) + (249 x 3.7) = 1,406.33 kg

MH = 1,406.33 kg x 0.09 = 126.5697 MH

MD = = 15.82 MD

CONCRETING

Rate = 0.25

Total volume = 5.805 + 3.648

MD = = 15.82 MD

FORMS AND SCAFFOLDING

FORMS

Total Area = 90.30 + 12.1583

Rate = 2.02

MH = 102.4583 x 2.02 = 206.966 MH

MD = = 25.87 MD

SCAFFOLDING

Total # of columns = 18

Rate = 1.2

MH: 18 column x 1.2 = 21.6 MH

MD: = 2.7

ERECTING OF FORMS AND SCAFFOLDINGS

Area = 102.4583 m2

Rate = 1.86

MH: = 55.09 MH

MD = = 6.89 MD

REMOVAL OF FORMS AND SCAFFOLDINGS

Area = 102.4583 m2

Rate = 1.86

MH: = 55.09 MH

MD = = 6.89 MD

Total M D : 25.87 + 2.7 + 6.89 = 42.35 MDTOTAL MANDAYS

For Column Works : 15.82 + 37.812 + 42.35 = 95.98 say 96 MD

Manpower : 8 men (2 steel fixers, 2 masons , 2 carpenters , 2 laborers)

Duration: = 12 daysLABOR COSTManpower Duration Rate Total

2 steel fixers 12 256/day 6,144

2 masons 12 300/day 7,2002 carpenters 12 300/day 7,2002 laborers 12 200/day 4,800

TOTAL COST = 25,344 phpTOTAL DIRECT COST = 176,151.68 PHP

ROOFING

Using Color bond Ttrimdex HI TEN

Available length

= 15 m

Nominal width

= 0.83 m

Effective width coverage

= 0.76 m

Effective area coverage

= 11.4 m2/sheet

Total roof Area = 220 m2

No. of sheets = = 19.30 say 20 sheets

Assuming 5% wastage due to cutting:

Order:

20 sheets + (0.05 x 20 sheets) = 21 sheets

Cost:

21 sheets x ( ) = 13,440 php

Fasteners using umbrella nails ( )

Say umbrella nails per area:

220 m2 x 10 = 2,200 pieces

Order:

= 2,200 pieces

Cost:

19 kg x ( ) = 1,140 php Fascia cover (preprinted)

Available length = 2.44 m

Nominal width = 0.305 m

Thickness = 0.6 m

Effective length = 2.35 m

Perimeter of roof = 65 m

Therefore = 27.66 pieces

Order:

28 pieces

Cost:

28 pieces x ( ) = 16,604 php

Ridge and Hipped roll

Total length = 43.85 m

Using 1.2 m x 2.5 m G.I plain sheet

Width = 120 cm


= 19.23 say 20 pieces

In one G.I plain sheet

= 2 pieces of ridge roll & hipped roll can be made

Order:

# of plain sheet = 10 sheets

Cost:

10 sheets x ( ) = 12,800 phpValley roll

Total length = 13.95 m

Using 1.2 m x 2.5 m G.I plain sheet

Width = 120 cm


= 6.07 say 6 pieces

In one G.I plain sheet

= 2 pieces of valley roll can be made

Order:

# of plain sheet = 3 sheets

Cost:

3 sheets x ( ) = 3,840 php

Gutter

Perimeter of roof = 65 m

Refer to table 6-6 Fajardo

= 27.66 pieces say 28 pieces

G.I sheet = = 2 pieces

Order:

14 sheets

Cost:

14 sheets x ( ) = 17,920 php

ROOFING WORKS SUMMARY: MATERIAL COST AND QUANTITIES


Colorbond trimdex Hi-ten21 sheets13,440.00 php

2 1/2 umbrella nails19 kgs1,140.00 php

Fascia cover (prepainted)28 pcs16,604.00 php

G.I sheet27 pcs34,560.00 php

TOTAL = 65,744 php

PAINTING WORKS

1.Masonry paintingArea = 531.2 m2

Neutralizer:

Using Boysen masonry neutralizer

# of gallons = = 13.28 gallons

If one quartz of neutralizer is mixed with 2 gallon of water

Therefore = 5.312 quartz neutralizer

Order:

6 quartz neutralizer x = 1.5 gallons

Cost:

1.5 gallons x ( ) = 510 php

`

First coating:

Using Boysen concrete sealer


Order:

14 gallonsCost:14 gallons x ( ) = 7,700 php

Final coating:

Using Boysen glass latex


Order:

14 gallonsCost:

14 gallons x ( ) = 7,560 php

11. Ceiling Painting

Area = 234.68 m2

First coating:

Using Boysen wood primer


Order:

7 gallons

Cost:

7 gallons x ( ) = 4,060 php

` Paint thinner:

liter thinner will be added to 1 gallon paint

# of gallon of boysen wood primer = 7 gallons

# of gallon of boysen quick drying enamel = 7 gallons

Total = 14 gallons

14 gallons x = 7 liters

7 liters/ 3.78 = 1.85 gallons

Order:

2 gallonsCost:

2 gallons x ( ) = 760 php

111. Accessories

3 roller brush (9) with pan x = 540 php

3 roller brush (9) refill x = 255 php

3 paint brush # 2 x = 270 php

3 paint brush # 1.5 x = 105 phpMANPOWER

Painting works

Rate = 350 x = 27.871

Total area

= 234.68

= 531.2

= 765.88

Therefore = 27.48 say 28 md

Manpower : 4 men (3 painter , 1 helper)

Duration: = 7 daysLABOR COST


3 painters 300/day 7 6,300 php

1 helper 200/day 7 1,400 php

Roofing works

Rate =0.1345

Total area = 220

Therefore 220 (0.1345 ) = 29.59 mdG.I Fabrication

Rate = 2.3

Total no. of sheets:

Ridge and Hipped roll = 10 sheets

Valley roll

= 3 sheets

Gutter

= 14 sheets

TOTAL = 27 sheets

Therefore = 11.739 md Installation

Rate = 16 x = 4.8768

Total length:

Ridge and Hipped roll = 43.85 m

Valley roll = 13.95 m

Gutter = 65 m

Fascia cover = 65 m

TOTAL = 187.8 m

Therefore = 38.51 md

Total md = 29.59 md + 38.51 md

Total md = 79.839 md

Manpower: 6 men (4 carpenters , 2 helpers)

Duration : = 13.3065 say 14 daysPAINTING WORKS

SUMMARY: MATERIAL COST AND QUANTITIES


Boysen masonry neutralizer1.5 gallons510.00 php

Boysen concrete sealer14 gallons7,700.00 php

Boysen gloss latex14 gallons7,560.00 php

Boysen wood primer7 gallons3,675.00 php

Boysen quick drying enamel7 gallons4,060.00 php

Boysen paint thinner2 gallons760.00 php

Roller brush( 9) with pan3 pcs540.00 php

Roller brush (9) refill3 pcs255.00 php

Paint brush ( 1.5)3 pcs105.00 php

Paint brush (2)6 pcs270.00 php

MATERIAL COST 25,435.00 php

QUANTITY OF MATERIALSCOLUMN FOOTING EXCAVATION

COSTING OF ITEMS

Excavation (column footing)

Volume of column = length x width x depth

= 1.0 x 1.0 x 7.2 m

Volume of column = 1.5 m3Total volume for 18 posts:

= 1.2 m3 x 18

Total volume for 18 posts = 21.6 m3

Total volume of excavation = 21.6 m3

Manpower rate = 1.35

Manpower: = 16 md

Manpower: 4 men

Duration: 4 days

Labor cost:

21.6 m3 x 210 php

Labor cost: 4,536 php

Total direct cost = 4,536 php

COLUMN FOOTING

F1

Volume = 1 m x 0.3 m = 0.3 m3 x 10 footings

Volume of concrete = 3 m3Spacing = 0.12 m

16 bars of 1m long

160 pcs - 640 intersections F2


Volume of concrete = 1.5 m3Spacing = 0.10 m

18 bars of 1m long

90 pcs - 405 intersections

F3


Volume of concrete = 0.9 m3Spacing = 0.08 m

22 bars of 1m long

66 pcs - 363 intersections

Total volume of concrete: 5.4 m3 (class A)Refer to table 1-2 by Fajardo

Cement: 5.4 m3 x 6.0 = 32.4 say 33 bags

Sand: 5.4 m3 x 0.5 = 2.7 say 3 m3

Gravel: 5.4 m3 x 1.0 = 5.4 say 3 m3

Total no. of 1m long 16 mm bars : 316 pcs

Total length: 316 pcs x 10 m = 316 m

Therefore buy 52.67 say 53 pcs 16 mm x 6m

Total no. of intersections to be connected: 1,408

No. of ties required : 1408 (use 300 mm ties)

Total length required: 422.4 m

Total kilograms : = 7.97 say 8 kgTherefore 8 kg of # 16 G.I wire

Column footing

Total volume of concrete works = 5.4 m3

Total kg. of steel works = 316 m x 1.58 = 499.28 kg

Manpower rate: (Refer p. 106 by Fajardo)

Concrete works: 0.91 (Refer p. 106 by Fajardo)

Steel works : 0.071 (Refer p. 103 by Fajardo)

Concrete works

Manpower : = 5.93 mdsteel works

Manpower : 499.28 kg x 0.071 = 4.43 mdMATERIAL COST


Cement 33bags 225.00 php 7,425.00 php

Sand

3 m3 800 php 2,400.00php

Gravel ( ) 5.5 m3 1,200 php 6,600.00 php

Tie wire # 16 8 kg 80 php 640.00 php

16mm x 6m DRB 53 pcs 380 php 20,140.00 php TOTAL = 37,205 phpLABOR COST


1 mason 300/day 3 900 php

1 steel fixer 256/day 3 768 php

2 helper 200/day 3 1,200 php

TOTAL = 2,868.00

TOTAL DIRECT COST = 40,073 PHP

PLASTERING (20 mm thick: class B 40 kg)

Total area to be plastered : 281.75 m2

Total volume of plaster : 5.635 m3 Refer to table 1-2 by Fajardo

Cement: 6.35 m3 x 12 = 67.62 say 68 bags

Sand: 6.35 m3 x 1.0 = 5.635 say 6 m3

Manpower rate = 2 men plaster

Manpower: = 70.44 say 71 md

Manpower: 6 men (4 masons, 2 labors)

Duration: 12 days

MATERIAL COST


Premium cement 68bags 225.00 php 15,300.00 php

Sand

6 m3 800 php 4,800.00php

TOTAL = 20,100 php LABOR COST


4 mason 300/day 12 14,400.0 php

2 laborers 250/day 12 4,800.00 php

TOTAL = 19,200.00

TOTAL DIRECT COST = 39,300.00 php

BACKFILL (earth and gravel)

Total volume backfill : 59.02 m3 say 60 m3 Backfill (soil fill) 1.) Soil fill of column footing

Volume of rectangular column = (0.3 x 0.3 x 0.8) x 15 posts

= 1.08 m3

Volume of circular column = 0.7854 (0.3 m3)2 x 0.8 x 3 posts

= 1.08 m3 Volume of footing = 1 x 1 x 0.3 x 18 footings

= 5.4 m3

Total volume = 6.65 m3

Volume of backfill = volume of excavation volume of column & footing

Volume of backfill = 14.95 m3 2.) Wall footingVolume of 75m wall = 0.4 x 0.10 x 75 m

= 3 m3

Volume of 75m wall footing = 0.10 x 0.3 x 75 m

= 2.25 m3

= 5.4 m3

Total volume = 5.25 m3

Volume of backfill = volume of excavation volume of column & footing

Volume of backfill = 7.13 m3 3.) Masters bedroom

Volume of backfill = Area x height of fill

= 4 x 4 x 0.25

Volume of backfill = 4 m34.) 2 Bed Rooms


= 2 ( 4 x 4 x 0.25)

Volume of backfill = 8 m35.) Living area


= (4.5 x 4 x 0.10) + ( 3 x 1.5 x 0.25)

Volume of backfill = 2.93 m36.) 2 Bath Rooms


= 3 x 4 x 0.10

Volume of backfill = 1.2 m37.) Dining area and kitchen


= (5 x 4 + 5 x 4) x 0.25

Volume of backfill = 10 m3BACKFILL (Gravel)

Thickness of gravel in slabs = 0.05

1.) Column footing

Volume of gravel = (0.1 x 1 x 1) x 18 posts

Volume of gravel = 1.8 m32.) Wall footing

Volume of gravel = 0.3 x 0.05 x 75

Volume of gravel = 1.13 m33.) Masters bedroom

Volume of gravel = Area x 0.05

Volume of gravel = 0.8 m34.) 2 Bed Rooms


Volume of gravel = 1.6 m35.) Living area


Volume of gravel = (4.5 x 4 + 3 x 1.5) x 0.05

Volume of gravel = 1.13 m36.) 2 Bath Rooms


Volume of gravel = 3 x 4 0.05

Volume of gravel = 0.6 m37.) Dining area and kitchen


Volume of gravel = (10 x 4 ) 0.05

Volume of gravel = 2 m37.) Laundry and parking area


Volume of gravel = (4 x 5 + 5 x 3) 0.05

Volume of gravel = 1.75 m3SUMMARY

Total volume of earth fill = 48.21 m3

Total volume of earth fill = 10.81 m3BACKFILL

Manpower rate =

Manpower: = 15.50 say 16 md

Manpower: 4 men

Duration: 4 daysLabor cost: 60 m3 x 70 = 4,200 phpMATERIAL COST


Gravel ( ) 11 m3 1,200.00 php 13,200.00 php

Earth

49 m3 500 php 24,500.00php

TOTAL = 37,700.00 php


DOOR AND WINDOW INSTALLATION

Manpower

DoorsTotal doors = 8 pcs

Rate : 1 man install

Hence: = 4 md Window

Total doors = 28 pcs

Rate : 1 man install

Hence: = 7 md Manpower and duration

Total mandays = 11 md

Manpower: 6 men (4 carpenters , 2 labors)

Duration : 4 days

LABOR COST


4 carpenters 300/day 4 4,800.0 php

2 laborers 200/day 4 1,600.00 php

TOTAL = 6,400.00 php

DOOR AND WINDOWSMATERIAL COST

Windows: Use brown glass with brown aluminum casement, see window details. Materials include casement and screws.

Kitchen windows Quantity Unit cost Total

1.6 m x 0.9 (WO3) 1 4,174 1,174

2.4 m x 0.9 (WO4) 1 6,261 6,261 0.8 m x 0.9 (WO3) 1 2,087 2,087

Living area Quantity Unit cost Total

0.5 m x 1.6 (WO2) 3 2,782 8,346

2.0 m x 1.2 (WO1) 2 7,066 14,132 Bedroom windows Quantity Unit cost Total

2.0 m x 1.2 (WO1) 6 7,066 42,396

Toilet and bathrooms Quantity Unit cost Total

0.6 m x 0.5 (WO6) 4 870 3,480

DOOR (see door details)

Quantity Unit cost Total

Main entrance door

1

3,800

3800 Service door

2

3,500

7,000 Bedroom door

3

2,650

7,950 Toilet & Bathroom door

2

1,350

2700

TOTAL = 102,326 php

TOTAL DIRECT COST = 108,726.00 phpSCHEDULE OF ACTIVITIESACTIVITYDURATIONESEFLSLFFLOATREMARKS

TFFF

A. SITE CLEARING & STAKE LAYOUT

6060600CRITICAL

B. COLUMN FOOTING EXCAVATION

461061000CRITICAL

C. FOUNDATION WORKS

31013101300CRITICAL

D. COLUMN WORKS

121325132500CRITICAL

E. BEAM WORKS


F. CURING

73542354200CRITICAL

G. TRUSS FABRICATION &ERECTION


H. PURLINS WORKS

55762576200CRITICAL

I. ROOFING WORKS


J. REMOVAL OF BEAM FORMS & SCAFFOLDINGS

335385255170N.C

K. WALL FOOTING

338415558170N.C

L. WALLING

1441555872170N.C

M. BACKFILLING

4555972761717N.C

N. CHB CANAL

410147781670N.C

O. SEPTIC VAULT

10142481916766N.C

P. ELECTRICAL ROUGH INSTALLATION

47680768000CRITICAL

Q. DOOR & WINDOW INSTALLATION

47680768000CRITICAL

R. PLUMBING ROUGH INSTALLATION

57681778210N.C

S. PLASTERING


T. CEILING WORKS

14921069210600CRITICAL

U. FINISHING WORKS

310610910610900CRITICAL

V. FLOORING

98190829110N.C

W. PLUMBING FIXTURES INSTALLATION

79097919810N.C

X. TILE WORKS

11971089810911N.C

Y. PAINTING WORKS

710911610911600CRITICAL

Z. ELECTRICAL FIXTURES INSTALLATION

411612011612000CRITICAL

AA. CLEARING & DEMOBILIZATION

212012212012200CRITICAL

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MATERIAL QUANTITY AND COST COMPUTATION