LENGTH WIDTH HEIGHT QTY VOLUME cement gravel sand

FOOTING 26 22 1 1 572 5148 572 286

MCOLUMN 3 0.3 0.3 4 1.08 9.72 1.08 0.54
COLUMN 3.5 0.5 0.5 27 23.63 212.625 23.625 11.8125
WF/GB 200 0.4 0.4 1 32 288 32 16
BEAM 310 0.6 0.4 1 74.4 669.6 74.4 37.2
RB 200 0.6 0.4 1 48 432 48 24
Slab 26 22 0.075 1 42.9 386.1 42.9 21.45
RW 96 0.3 3.5 1 100.8 907.2 100.8 50.4

AREA 575

pcs kg pcs kg
16mm 0 25mm 0
12mm 2160 11534.4 20mm 65 963.3
10mm 0 0

25mm 20mm 16mm 12mm 10mm cement

6m 980 620 395 225 160 240
7.5m 1210 780 495 275 190
9m 1480 910 590 325 210
rsb 12 rsb 16 lateral 10 tie wire 20mm
1750 1250

270 1650 960 280 270

360 20

0 0 0 19728
9828
0

12497.7

gravel sand chb4 chb5 chb6

1700 1200 10 12 14
 BILL OF QUANTITIES
PROJECT:
LOCATION:
ITEM DESCRIPTION QTY
MOBILIZATION/DEMOBILZATION 1
EARTHWORKS 1
FORMWORKS AND SCAFFOLLDINS 1
REBARS WORKS 1
CONCRETE WORKS: 1
MASONRY WORKS 1
ELECTRICAL WORKS 1
PLUMBING WORKS 1
DOORS AND WINDOWS 1
STEEL WORKS 1
CEILING WORKS 1
PAINTING WORKS 1
TILE WORKS 1
SEPTIC VAULT AND CATCH BASINS 1
FINISHING/Fixtures/ACCESSORIES 1

TOTAL PROJECT COST

DETAILED ESTIMATE
DESCRIPTION DAYS QTY
Construction of Temp Facilities 1

A. MATERIALS
a. Temporary/First Aide Facilities 1

B. LABOR
a. Foreman 1 3
b. Masons 3 3
a. Carpenters 3 3
b. Laborers 6 3

C. EQUIPMENT
a. One Bagger Mixer 1 2
b. Minor Tools (10% of labor)

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
 I. UNIT COST

DESCRIPTION DAYS QTY

OPERATION & MAINTENANCE OF SERVICE VEHICLES 1

A. MATERIALS
a. Diesel Fuel 1500
b Engine Oil and Lubricants 1
c Spareparts etc. 1

B. LABOR
a. Service Driver 60 1

C. EQUIPMENT
a.

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

Construction Survey and Staking 1

A. MATERIALS
a. Stake Plan 30
b. Blue Printing 90

B. LABOR
a. Geodetic Engineer 5 1
b. Skilled Laborer 5 3
c. Unskilled Laborer 5 3

C. EQUIPMENT
a. TS w/ Complete Accessories 5 1

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

Project Billboard 3

A. MATERIALS
a. Billboard/Tarpauline 3

B. LABOR
a. Foreman 1 1
b. Skilled Laborer 1 1
c. Unskilled Laborer 1 1

C. EQUIPMENT
a.

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

Occupational and Safety Health Program 1

A. MATERIALS
a.

B. LABOR
a. Operator 6 3
b. Unskilled Worker 6 20

C. EQUIPMENT
a. DOZER 6 3

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

COMPACTION WORK/POISONING 1

A. MATERIALS
a. 40kg Cement 400
b. Sand 25
c 3/4 Gravel 50
d Soil Guard 45

B. LABOR
a. Unskilled Worker 6 20

C. EQUIPMENT
a. Plate Compactor 6 10

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

FORMWORKS Foundation 1

A. MATERIALS
a. Form Board 250
b. Wooden Framings 2375
c. Nails 32

B. LABOR (Install and Dismantle)

b. Skilled 8 12
c. Unskilled Worker 8 20

C. EQUIPMENT
D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

FORMWORKS Basement 1

A. MATERIALS
a. Form Board 440
b. Wooden Framings 3650
c. Nails 32

B. LABOR (Install and Dismantle)

b. Skilled 10 12
c. Unskilled Worker 10 20

C. EQUIPMENT
a. H-Frame 1.7 m x 1.2m, set 10 15
b Shoring Jack, 3.8 m full extension 10 8
c Adjustable U-head Jack, 0.6m 10 8
d Adjustable Base Jack, 0.6m 10 8
e 1-1/2" GI Pipe x 6.0 m 10 8
f 1-1/2" GI Pipe x 4.0 m 10 8
g 1-1/2" GI Pipe x 3.0 mn 10 8
h 1-1/2" GI Pipe x 1.0 mn 10 8
i Tie Rod x 0.60m 10 25
j Round Wing Nut 10 50

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

FORMWORKS Ground 1
A. MATERIALS
a. Form Board 440
b. Wooden Framings 3650
c. Nails 32

B. LABOR (Install and Dismantle)

b. Skilled 10 12
c. Unskilled Worker 10 20

C. EQUIPMENT
a. H-Frame 1.7 m x 1.2m, set 10 15
b Shoring Jack, 3.8 m full extension 10 8
c Adjustable U-head Jack, 0.6m 10 8
d Adjustable Base Jack, 0.6m 10 8
e 1-1/2" GI Pipe x 6.0 m 10 8
f 1-1/2" GI Pipe x 4.0 m 10 8
g 1-1/2" GI Pipe x 3.0 mn 10 8
h 1-1/2" GI Pipe x 1.0 mn 10 8
i Tie Rod x 0.60m 10 25
j Round Wing Nut 10 50

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

FORMWORKS Second 1

A. MATERIALS
a. Form Board 440
b. Wooden Framings 3650
c. Nails 32

B. LABOR (Install and Dismantle)

b. Skilled 10 12
c. Unskilled Worker 10 20

C. EQUIPMENT
a. H-Frame 1.7 m x 1.2m, set 10 15
 b Shoring Jack, 3.8 m full extension 10 8
c Adjustable U-head Jack, 0.6m 10 8
d Adjustable Base Jack, 0.6m 10 8
e 1-1/2" GI Pipe x 6.0 m 10 8
f 1-1/2" GI Pipe x 4.0 m 10 8
g 1-1/2" GI Pipe x 3.0 mn 10 8
h 1-1/2" GI Pipe x 1.0 mn 10 8
i Tie Rod x 0.60m 10 25
j Round Wing Nut 10 50

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

FORMWORKS Third 1

A. MATERIALS
a. Form Board 440
b. Wooden Framings 3650
c. Nails 32

B. LABOR (Install and Dismantle)

b. Skilled 10 12
c. Unskilled Worker 10 20

C. EQUIPMENT
a. H-Frame 1.7 m x 1.2m, set 10 15
b Shoring Jack, 3.8 m full extension 10 8
c Adjustable U-head Jack, 0.6m 10 8
d Adjustable Base Jack, 0.6m 10 8
e 1-1/2" GI Pipe x 6.0 m 10 8
f 1-1/2" GI Pipe x 4.0 m 10 8
g 1-1/2" GI Pipe x 3.0 mn 10 8
h 1-1/2" GI Pipe x 1.0 mn 10 8
i Tie Rod x 0.60m 10 25
j Round Wing Nut 10 50

D. TOTAL DIRECT COST

 E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

REINFORCING Foundation 69280

A. MATERIALS
a. 25mm Steel Bar 6m 3000
b. #18 GI Wire 225

B. LABOR
a. Skilled Worker 25 30
b. Unskilled Worker 25 40

C. EQUIPMENT
a. Bar Cutter 25 20
a. Bar Bender 25 20

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

REINFORCING STEEL Basement 25280

A. MATERIALS
a. 25mm Steel Bar 7.5m 25
b. 20mm Steel Bar 7.5m 1150
c. 12 mm Steel Bar 7.5m 655
` d. 10 mm Steel Bar 7.5m 450
e #18 GI Wire 270

B. LABOR
a. Skilled Worker 10 30
b. Unskilled Worker 10 40

C. EQUIPMENT
a. Bar Cutter 10 20
b. Bar Bender 10 20
 D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

REINFORCING STEEL Ground 31480

A. MATERIALS
a. 25mm Steel Bar 6m 18
b. 20mm Steel Bar 6m 1140
c. 12 mm Steel Bar 6m 2925
` d. 10 mm Steel Bar 6m 480
e #18 GI Wire 315

B. LABOR
a. Skilled Worker 14 30
b. Unskilled Worker 14 40

C. EQUIPMENT
a. Bar Cutter 14 20
b. Bar Bender 14 20

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

REINFORCING STEEL Second 31248

A. MATERIALS
a. 25mm Steel Bar 6m 18
b. 20mm Steel Bar 6m 1090
c. 12 mm Steel Bar 6m 2950
` d. 10 mm Steel Bar 6m 520
e #18 GI Wire 315

B. LABOR
 a. Skilled Worker 14 30
b. Unskilled Worker 14 40

C. EQUIPMENT
a. Bar Cutter 14 20
b. Bar Bender 14 20

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

REINFORCING STEEL Third 34365

A. MATERIALS
a. 25mm Steel Bar 6m 18
b. 20mm Steel Bar 6m 1280
c. 12 mm Steel Bar 6m 3075
` d. 10 mm Steel Bar 6m 610
e #18 GI Wire 365

B. LABOR
a. Skilled Worker 15 30
b. Unskilled Worker 15 40

C. EQUIPMENT
a. Bar Cutter 15 20
b. Bar Bender 15 20

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

REINFORCING Roof 10800

A. MATERIALS
a. 20mm Steel Bar 6m 35
 b. 12 mm Steel Bar 6m 2160
c #18 GI Wire 75

B. LABOR
a. Skilled Worker 5 30
b. Unskilled Worker 5 40

C. EQUIPMENT
a. Bar Cutter 5 20
b. Bar Bender 5 20

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

CONCRETE Foundation 580

A. MATERIALS
a. 40kg Cement 5155
b. Sand 290
c. 3/4 Gravel 580

B. LABOR
a. Skilled 25 15
b. Operator 25 6
c. Unskilled Worker 25 40

C. EQUIPMENT
a. BAGGER MIXER 25 6
a. Concrete Vibrator 25 15

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST
 DESCRIPTION DAYS QTY
CONCRETE Basement 110

A. MATERIALS
a. 40kg Cement 935
b. Sand 55
c. 3/4 Gravel 110

B. LABOR
a. Skilled 5 15
b. Operator 5 6
c. Unskilled Worker 5 40

C. EQUIPMENT
a. BAGGER MIXER 5 6
b. Concrete Vibrator 5 15

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

CONCRETE Ground 225

A. MATERIALS
a. 40kg Cement 1950
b. Sand 112
c. 3/4 Gravel 225

B. LABOR
a. Skilled 10 15
b. Operator 10 6
c. Unskilled Worker 10 40

C. EQUIPMENT
a. BAGGER MIXER 10 6
a. Concrete Vibrator 10 15
D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

CONCRETE Second 230

A. MATERIALS
a. 40kg Cement 2025
b. Sand 115
c. 3/4 Gravel 230

B. LABOR
a. Skilled 10 15
b. Operator 10 6
c. Unskilled Worker 10 40

C. EQUIPMENT
a. BAGGER MIXER 10 6
a. Concrete Vibrator 10 15

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

CONCRETE Third 230

A. MATERIALS
a. 40kg Cement 2025
b. Sand 115
c. 3/4 Gravel 230

B. LABOR
a. Skilled 10 15
 b. Operator 10 6
c. Unskilled Worker 10 40

C. EQUIPMENT
a. BAGGER MIXER 10 6
a. Concrete Vibrator 10 15

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

CONCRETE Roof 115

A. MATERIALS
a. 40kg Cement 1010
b. Sand 58
c. 3/4 Gravel 115

B. LABOR
a. Skilled 5 15
b. Operator 5 6
c. Unskilled Worker 5 40

C. EQUIPMENT
a. BAGGER MIXER 5 6
a. Concrete Vibrator 5 15

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

MASONRY Basement/Retaining Wall 1
A. MATERIALS
a CHB #5 500
b CHB #4 650
c 40kg Cement 1030
d Sand 65
e 3/4 Gravel 105
f 16 mm Steel Bar 6m 1700
g 12 mm Steel Bar 6m 300
h #16 GI Wire 220

B. LABOR
a. Skilled 10 30
b. Operator 10 4
c. Unskilled Worker 10 40

C. EQUIPMENT
a. BAGGER MIXER 10 4
b. Concrete Vibrator 10 6
c. Bar Cutter 10 6
d. Bar Bender 10 6

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

MASONRY Ground 1

A. MATERIALS
a. CHB #6 980
b. CHB #5 3325
c. CHB #4 2810
d. 40kg Cement 640
e. Sand 70
f. 12 mm Steel Bar 6m 100
g. #16 GI Wire 25

B. LABOR
a. Skilled 5 20
b. Operator 5 2
 c. Unskilled Worker 5 30

C. EQUIPMENT
a. BAGGER MIXER 5 2
b. Bar Cutter 5 6
c. Bar Bender 5 6

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

MASONRY Second 1

A. MATERIALS
a. CHB #6 980
b. CHB #5 3950
c. CHB #4 3560
d. 40kg Cement 740
e. Sand 75
f. 12 mm Steel Bar 6m 110
g. #16 GI Wire 25

B. LABOR
a. Skilled 5 20
b. Operator 5 2
c. Unskilled Worker 5 30

C. EQUIPMENT
a. BAGGER MIXER 5 2
b. Bar Cutter 5 6
c. Bar Bender 5 6

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

MASONRY Third 1

A. MATERIALS
a. CHB #6 980
b. CHB #5 1500
c. CHB #4 4870
d. 40kg Cement 600
e. Sand 175
f. 12 mm Steel Bar 6m 100
g. #16 GI Wire 22

B. LABOR
a. Skilled 6 20
b. Operator 6 2
c. Unskilled Worker 6 30

C. EQUIPMENT
a. BAGGER MIXER 6 2
b. Bar Cutter 6 6
c. Bar Bender 6 6

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

ELECTRICAL Basement 1

A. MATERIALS
a. 2mm THHN 3
b. PVC Electrical Tape 7
c 4 Gang Switch 25
d Single Gang Switch 10
e 20 mmΦ uPVC Pipe 70
f. Panel Board 1

B. LABOR
 a Skilled 1 12
b Unskilled Worker 1 12

C. EQUIPMENT

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

ELECTRICAL Ground 1

A. MATERIALS
a. 3.5mm THHN 2
b. 2.0mm THHN 4
c. PVC Electrical Tape 7
d. Outlet/Receptacle 15
e. Covenience Outlet 39
f. ACU Outlet 6
g Double Pole Switch 10
h 20 mmΦ uPVC Pipe 120
i Panel Board 7

B. LABOR
b. Skilled 2 12
c. Unskilled Worker 2 12

C. EQUIPMENT

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST
 DESCRIPTION DAYS QTY
ELECTRICAL Second 1

A. MATERIALS
a. 3.5mm THHN 2
b. 2.0mm THHN 5
c. PVC Electrical Tape 10
d. Lighting Outlet/Receptacle 15
e. Covenience Outlet 12
f. ACU Outlet 8
g. Single Pole Switch 2
h. Double Pole Switch 10
i 20 mmΦ uPVC Pipe 65
j Panel Board 9

B. LABOR
b. Skilled 8 4
c. Unskilled Worker 8 4

C. EQUIPMENT

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

ELECTRICAL Third 1

A. MATERIALS
a. 3.5mm THHN 2
b. 2.0mm THHN 5
b. 5.0mm THHN 1
c. PVC Electrical Tape 7
d. Lighting Outlet/Receptacle 65
e. Covenience Outlet 50
f. Range Outlet 3
f. ACU Outlet 12
g. Single Pole Switch 8
h. Double Pole Switch 25
i. Triple Pole Switch 10
 j. 20 mmΦ uPVC Pipe 65
k. Panel Board 2

B. LABOR
b. Skilled 7 4
c. Unskilled Worker 7 4

C. EQUIPMENT

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

PLUMBING Ground 1

A. MATERIALS
a. PVC Pipe 12.7mm 75
b. PVC tee 12.70mm 115
c. PVC elbow 12.70mm 125
d. PVC end cap 12.70mm 100
e. PVC union patente 12.70mm 50
f. gate valve 12.70mm 2
g. 100mm PVC PIPE 75
h. 100x50 Tee 90
i. 100 wye 90
j. 100 90 deg elbow 50
k. 100 dia clean out 50
l. 150 dia pvc pipe 50
m. 150mm dia p-trap 20
n. 150mm dia 90 deg elbow 50
o. Water Meter 5

B. LABOR
b. Skilled 10 6
c. Unskilled Worker 10 6

C. EQUIPMENT
D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

PLUMBING Second 1

A. MATERIALS
a. PVC Pipe 12.7mm 75
b. PVC tee 12.70mm 115
c. PVC elbow 12.70mm 125
d. PVC end cap 12.70mm 100
e. PVC union patente 12.70mm 50
f. 100mm PVC PIPE 75
g. 100x50 Tee 100
h. 100 wye 100
i. 100 90 deg elbow 20
j. 100 dia clean out 50
k. 150 dia pvc pipe 50
l. 150mm dia p-trap 20
m. 150mm dia 90 deg elbow 50

B. LABOR
b. Skilled 9 5
c. Unskilled Worker 9 5

C. EQUIPMENT

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

 PLUMBING Third 1

A. MATERIALS
a. PVC Pipe 12.7mm 80
b. PVC tee 12.70mm 100
c. PVC elbow 12.70mm 120
d. PVC end cap 12.70mm 100
e. PVC union patente 12.70mm 60
f. 100mm PVC PIPE 60
g. 100x50 Tee 100
h. 100 wye 100
i. 100 90 deg elbow 50
j. 100 dia clean out 50
k. 150 dia pvc pipe 50
l. 150mm dia p-trap 20
m. 150mm dia 90 deg elbow 50

B. LABOR
b. Skilled 12 5
c. Unskilled Worker 12 5

C. EQUIPMENT

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

DOORS & WINDOWS All Floors 1

A. MATERIALS
a. Flush Hollow Core Door (D1) 10
b. uPVC Door (D2) 25
c. Steel Door (D3) 40
d Flush Hollow Core Door (D4) 2
e Aluminum Double Glass Door(DD1) 4
f Solid Core Double Door (DD2) 9
g Hollow Core Double Door (DD3) 5
h Stainless Door (E1) 9
i Aluminum Glass Window (PW1) 75
 j Aluminum Glass Window (PW2) 50
k Aluminum Glass Window (PW3) 80
l Aluminum Glass Window (PW4) 150
m Aluminum Glass Window (PW5) 3
n Aluminum Glass Window (PW6) 40
o Aluminum Glass Window (PW6) 10
p Aluminum Glass Window (PW6) 5
q Glass Railings 25

B. LABOR
b. Skilled 36 15
c. Unskilled Worker 36 15

C. EQUIPMENT

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

STEEL WORKS 1

A. MATERIALS
a. Railings Tubular 25x50 95
b. Railings Tubular 50x50 35
a. Cladding Tubular 50x50 65
b. Cladding Tubular 100x100 60
c. Consumables 1

B. LABOR
b. Skilled 9 15
c. Unskilled Worker 9 15

C. EQUIPMENT
a. Welding Machine 9 15
a. Steel Cutting Machine 9 15
D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

CEILING WORKS Basement 1

A. MATERIALS
a. Hardiflex 205
b. Metal Furring 280
c. Carrying Channel 180
d. Wall Angle 520
e W Clip 2700
f Blind Rivets 20
g Concrete Nails 15

B. LABOR
a. Skilled 7 15
b. Unskilled Worker 7 15

C. EQUIPMENT

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

CEILING WORKS Ground 1

A. MATERIALS
a. Hardiflex 205
b. Metal Furring 280
c. Carrying Channel 180
d. Wall Angle 520
e W Clip 2700
f Blind Rivets 20
 g Concrete Nails 15

B. LABOR
a. Skilled 7 15
b. Unskilled Worker 7 15

C. EQUIPMENT

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

CEILING WORKS Second 1

A. MATERIALS
a. Hardiflex 205
b. Metal Furring 280
c. Carrying Channel 180
d. Wall Angle 520
e W Clip 2700
f Blind Rivets 20
g Concrete Nails 15

B. LABOR
a. Skilled 7 15
b. Unskilled Worker 7 15

C. EQUIPMENT

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

CEILING WORKS Third 1

A. MATERIALS
a. Hardiflex 220
b. Metal Furring 310
c. Carrying Channel 205
d. Wall Angle 580
e W Clip 2750
f Blind Rivets 25
g Concrete Nails 20

B. LABOR
a. Skilled 8 15
b. Unskilled Worker 8 15

C. EQUIPMENT

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

PAINTING WORKS Basement 1

A. MATERIALS
a. Patching Compound 410
b. Primer 265
c. Semi Gloss (2Coat) 620
d. Neutralizer 145
e. Consumables

B. LABOR
b. Skilled 13 20
c. Unskilled Worker 13 20
C. EQUIPMENT

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

PAINTING WORKS Ground 1

A. MATERIALS
a. Patching Compound 390
b. Primer 250
c. Semi Gloss (2Coat) 590
d. Neutralizer 130
e. Consumables

B. LABOR
b. Skilled 12 20
c. Unskilled Worker 12 20

C. EQUIPMENT

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

PAINTING WORKS Second 1

A. MATERIALS
a. Patching Compound 420
b. Primer 320
c. Semi Gloss (2Coat) 550
d. Neutralizer 160
 e. Consumables

B. LABOR
b. Skilled 14 20
c. Unskilled Worker 14 20

C. EQUIPMENT

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

PAINTING WORKS Third 1

A. MATERIALS
a. Patching Compound 405
b. Primer 295
c. Semi Gloss (2Coat) 550
d. Neutralizer 145
e. Consumables

B. LABOR
b. Skilled 14 20
c. Unskilled Worker 14 20

C. EQUIPMENT

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST
 DESCRIPTION DAYS QTY
TILE WORKS Ground 1

A. MATERIALS
a. Tiles unglazed 770
b. Cement 180
c. Sand 35
d. Tile Grout 90

B. LABOR
b. Skilled 14 10
c. Unskilled Worker 14 10

C. EQUIPMENT

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

TILE WORKS Second 1

A. MATERIALS
a. Tiles unglazed 770
b. Cement 165
c. Sand 35
d. Tile Grout 85

B. LABOR
b. Skilled 7 20
c. Unskilled Worker 7 20

C. EQUIPMENT

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

TILE WORKS Third 1

A. MATERIALS
a. Tiles unglazed 770
b. Cement 165
c. Sand 35
d. Tile Grout 85

B. LABOR
b. Skilled 7 20
c. Unskilled Worker 7 20

C. EQUIPMENT

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

SEPTIC VAULT AND CATCH BASINS 1

A. MATERIALS
a. CHB #6 1550
b. 3/4 Gravel 45
c. 40kg Cement 160
d. Sand 55
e. 10 mm Steel Bar 6m 205
f. #16 GI Wire 465

B. LABOR
b. Skilled 5 15
 b. Operator 5 3
d. Unskilled Worker 5 30

C. EQUIPMENT
a. BAGGER MIXER 5 3

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST

DESCRIPTION DAYS QTY

Accessories/Fixtures All Floors 1

A. MATERIALS
ACU Split Type 40
Floor Mounted ACU 4
Ceiling Fan 20
Water Closet set 40
Lavatory set 25
Kitchen Cabinet/Bar 2
Cabinet 2
Led Bulb 50
Pin Light 220
Wall Light 30
Double Insulated Light 70
CCTV 40
Light Force Grill Louver 50
Ventilation Unit 3
Elevator Unit 1
Lake Wood 1

B. LABOR
b. Skilled 25 60
d. Unskilled Worker 25 60

C. EQUIPMENT
a.

D. TOTAL DIRECT COST

E. OCM 8% OF D
F. CONTRACTOR'S PROFIT 8% OF D
G. VAT 5% OF (D+E+F)
H. TOTAL COST OF WORK ITEM (D+E+F+G)
I. UNIT COST
 TIES
LOT AREA:
FLOOR AREA:
UNIT UNIT COST TOTAL COST
Lot ₱ 323,203.61 ₱ 323,203.61
Lot ₱ 999,393.36 ₱ 999,393.36
Lot ₱ 4,390,829.10 ₱ 4,390,829.10
Lot ₱ 18,028,129.56 ₱ 18,028,129.56
Lot ₱ 11,609,367.00 ₱ 11,609,367.00
Lot ₱ 4,358,089.26 ₱ 4,358,089.26
Lot ₱ 462,164.01 ₱ 462,164.01
Lot ₱ 857,959.20 ₱ 857,959.20
Lot ₱ 4,095,768.60 ₱ 4,095,768.60
lot ₱ 902,126.93 ₱ 902,126.93
Lot ₱ 2,281,618.50 ₱ 2,281,618.50
Lot ₱ 6,409,807.22 ₱ 6,409,807.22
Lot ₱ 2,139,599.70 ₱ 2,139,599.70
lot ₱ 551,327.70 ₱ 551,327.70
lot ₱ 11,659,670.40 ₱ 11,659,670.40

₱ 69,069,054.14

MATE
UNIT UNIT COST (PHP) TOTAL COST (PHP)
ls 121563.708 121563.708

lumpsum 80000 70,000.00

SUB-TOTAL A = ₱ 70,000.00

Man-Days 800 2,400.00

Man-Days 650 5,850.00
Man-Days 650 5,850.00
Man-Days 520 9,360.00
SUB-TOTAL B = ₱ 23,460.00

days 2000 4,000.00

days 2,346.00
SUB-TOTAL C = 6,346.00

(A+B+C)= ₱ 99,806.00

= ₱ 7,984.48
= ₱ 7,984.48
= ₱ 5,788.75
= ₱ 121,563.71
 = ₱ 121,563.71

UNIT UNIT COST (PHP) TOTAL COST (PHP)

ls 201639.9 201639.9

ltrs 57.7 86,550.00

ls 10000 10,000.00
ls 30000 30,000.00
SUB-TOTAL A = ₱ 126,550.00

Man-Days 650 39,000.00

SUB-TOTAL B = ₱ 39,000.00

-
SUB-TOTAL C = -

(A+B+C)= ₱ 165,550.00

= ₱ 13,244.00
= ₱ 13,244.00
= ₱ 9,601.90
= ₱ 201,639.90
= ₱ 201,639.90

UNIT UNIT COST (PHP) TOTAL COST (PHP)

loT 31728.9 31728.9

pcs 235 7,050.00

pcs 50 4,500.00
SUB-TOTAL A = ₱ 7,050.00

Man-Days 850 4,250.00

Man-Days 650 9,750.00
Man-Days 520 7,800.00
SUB-TOTAL B = ₱ 14,000.00

Eqpt-Days 1000 5,000.00

SUB-TOTAL C = 5,000.00

(A+B+C)= ₱ 26,050.00

= ₱ 2,084.00
= ₱ 2,084.00
 = ₱ 1,510.90
= ₱ 31,728.90
= ₱ 31,728.90

UNIT UNIT COST (PHP) TOTAL COST (PHP)

unit 3844.82 11534.46

ls 2500 7,500.00
SUB-TOTAL A = ₱ 7,500.00

Man-Days 800 800.00

Man-Days 650 650.00
Man-Days 520 520.00
SUB-TOTAL B = ₱ 1,970.00

-
SUB-TOTAL C = -

(A+B+C)= ₱ 9,470.00

= ₱ 757.60
= ₱ 757.60
= ₱ 549.26
= ₱ 11,534.46
= ₱ 3,844.82

UNIT UNIT COST (PHP) TOTAL COST (PHP)

lot 476847 476847

-
SUB-TOTAL A = ₱ -

Man-Days 750 13,500.00

Man-Days 450 54,000.00
SUB-TOTAL B = ₱ 67,500.00

Eqpt-Days 18000 324,000.00

SUB-TOTAL C = 324,000.00

(A+B+C)= ₱ 391,500.00
 = ₱ 31,320.00
= ₱ 31,320.00
= ₱ 22,707.00
= ₱ 476,847.00
= ₱ 476,847.00

UNIT UNIT COST (PHP) TOTAL COST (PHP)

lot 479283 479283

bags 240 96,000.00

cu.m 1300 32,500.00
cu.m 1700 85,000.00
L 1200 54,000.00
SUB-TOTAL A = ₱ 267,500.00

Man-Days 450 54,000.00

SUB-TOTAL B = ₱ 54,000.00

1200 72,000.00
SUB-TOTAL C = 72,000.00

(A+B+C)= ₱ 393,500.00

= ₱ 31,480.00
= ₱ 31,480.00
= ₱ 22,823.00
= ₱ 479,283.00
= ₱ 479,283.00

UNIT UNIT COST (PHP) TOTAL COST (PHP)

lot 556613.82 556613.82

pcs 800 200,000.00

brd.ft. 50 118,750.00
kgs 120 3,840.00
SUB-TOTAL A = ₱ 322,590.00

Man-Days 650 62,400.00

Man-Days 450 72,000.00
SUB-TOTAL B = ₱ 134,400.00
 SUB-TOTAL C = -

(A+B+C)= ₱ 456,990.00

= ₱ 36,559.20
= ₱ 36,559.20
= ₱ 26,505.42
= ₱ 556,613.82
= ₱ 556,613.82

UNIT UNIT COST (PHP) TOTAL COST (PHP)

lot 958553.82 958553.82

pcs 850 374,000.00

brd.ft. 50 182,500.00
kgs 120 3,840.00
SUB-TOTAL A = ₱ 560,340.00

Man-Days 650 78,000.00

Man-Days 450 90,000.00
SUB-TOTAL B = ₱ 168,000.00

eqpt-days 100 15,000.00

eqpt-days 100 8,000.00
eqpt-days 100 8,000.00
eqpt-days 100 8,000.00
eqpt-days 30 2,400.00
eqpt-days 30 2,400.00
eqpt-days 30 2,400.00
eqpt-days 15 1,200.00
eqpt-days 15 3,750.00
eqpt-days 15 7,500.00
SUB-TOTAL C = 58,650.00

(A+B+C)= ₱ 786,990.00

= ₱ 62,959.20
= ₱ 62,959.20
= ₱ 45,645.42
= ₱ 958,553.82
= ₱ 958,553.82

UNIT UNIT COST (PHP) TOTAL COST (PHP)

lot 958553.82 958553.82
 pcs 850 374,000.00
brd.ft. 50 182,500.00
kgs 120 3,840.00
SUB-TOTAL A = ₱ 560,340.00

Man-Days 650 78,000.00

Man-Days 450 90,000.00
SUB-TOTAL B = ₱ 168,000.00

eqpt-days 100 15,000.00

eqpt-days 100 8,000.00
eqpt-days 100 8,000.00
eqpt-days 100 8,000.00
eqpt-days 30 2,400.00
eqpt-days 30 2,400.00
eqpt-days 30 2,400.00
eqpt-days 15 1,200.00
eqpt-days 15 3,750.00
eqpt-days 15 7,500.00
SUB-TOTAL C = 58,650.00

(A+B+C)= ₱ 786,990.00

= ₱ 62,959.20
= ₱ 62,959.20
= ₱ 45,645.42
= ₱ 958,553.82
= ₱ 958,553.82

UNIT UNIT COST (PHP) TOTAL COST (PHP)

lot 958553.82 958553.82

pcs 850 374,000.00

brd.ft. 50 182,500.00
kgs 120 3,840.00
SUB-TOTAL A = ₱ 560,340.00

Man-Days 650 78,000.00

Man-Days 450 90,000.00
SUB-TOTAL B = ₱ 168,000.00

eqpt-days 100 15,000.00

eqpt-days 100 8,000.00
eqpt-days 100 8,000.00
eqpt-days 100 8,000.00
eqpt-days 30 2,400.00
eqpt-days 30 2,400.00
eqpt-days 30 2,400.00
eqpt-days 15 1,200.00
eqpt-days 15 3,750.00
eqpt-days 15 7,500.00
SUB-TOTAL C = 58,650.00

(A+B+C)= ₱ 786,990.00

= ₱ 62,959.20
= ₱ 62,959.20
= ₱ 45,645.42
= ₱ 958,553.82
= ₱ 958,553.82

UNIT UNIT COST (PHP) TOTAL COST (PHP)

lot 958553.82 958553.82

pcs 850 374,000.00

brd.ft. 50 182,500.00
kgs 120 3,840.00
SUB-TOTAL A = ₱ 560,340.00

Man-Days 650 78,000.00

Man-Days 450 90,000.00
SUB-TOTAL B = ₱ 168,000.00

eqpt-days 100 15,000.00

eqpt-days 100 8,000.00
eqpt-days 100 8,000.00
eqpt-days 100 8,000.00
eqpt-days 30 2,400.00
eqpt-days 30 2,400.00
eqpt-days 30 2,400.00
eqpt-days 15 1,200.00
eqpt-days 15 3,750.00
eqpt-days 15 7,500.00
SUB-TOTAL C = 58,650.00

(A+B+C)= ₱ 786,990.00
 = ₱ 62,959.20
= ₱ 62,959.20
= ₱ 45,645.42
= ₱ 958,553.82
= ₱ 958,553.82

UNIT UNIT COST (PHP) TOTAL COST (PHP)

kg 89.038120669746 6168561

pcs 1200 3,600,000.00

kgs 120 27,000.00
SUB-TOTAL A = ₱ 3,627,000.00

Man-Days 650 487,500.00

Man-Days 450 450,000.00
SUB-TOTAL B = ₱ 937,500.00

eqpt-days 450 225,000.00

eqpt-days 550 275,000.00
SUB-TOTAL C = 500,000.00

(A+B+C)= ₱ 5,064,500.00

= ₱ 405,160.00
= ₱ 405,160.00
= ₱ 293,741.00
= ₱ 6,168,561.00
= ₱ 89.04

UNIT UNIT COST (PHP) TOTAL COST (PHP)

kg 89.714276107595 2267976.9
21 1 1
BC1 BC2 BC3
pcs 1200 30,000.00 8
pcs 790 908,500.00 336 18 8
pcs 280 183,400.00 315 15 15
pcs 295 132,750.00
kgs 120 32,400.00
SUB-TOTAL A = ₱ 1,287,050.00

Man-Days 650 195,000.00

Man-Days 450 180,000.00
SUB-TOTAL B = ₱ 375,000.00

eqpt-days 450 90,000.00

eqpt-days 550 110,000.00
 SUB-TOTAL C = ₱ 200,000.00

(A+B+C)= ₱ 1,862,050.00

= ₱ 148,964.00
= ₱ 148,964.00
= ₱ 107,998.90
= ₱ 2,267,976.90
= ₱ 89.71

UNIT UNIT COST (PHP) TOTAL COST (PHP)

kg 89.07360133418 2804036.97
12 6 5
c1 c2 c3
pcs 980 17,640.00 12 4
pcs 620 706,800.00 192 24 60
pcs 225 658,125.00 216 108 90
pcs 160 76,800.00
kgs 120 37,800.00
SUB-TOTAL A = ₱ 1,497,165.00

Man-Days 650 273,000.00

Man-Days 450 252,000.00
SUB-TOTAL B = ₱ 525,000.00

eqpt-days 450 126,000.00

eqpt-days 550 154,000.00
SUB-TOTAL C = ₱ 280,000.00

(A+B+C)= ₱ 2,302,165.00

= ₱ 184,173.20
= ₱ 184,173.20
= ₱ 133,525.57
= ₱ 2,804,036.97
= ₱ 89.07

UNIT UNIT COST (PHP) TOTAL COST (PHP)

kg 88.995309139785 2780925.42
12
beam slab c1
pcs 980 17,640.00
pcs 620 675,800.00 750 192
pcs 225 663,750.00 330 2150 216
pcs 160 83,200.00 580
kgs 120 37,800.00 65
SUB-TOTAL A = ₱ 1,478,190.00
Man-Days 650 273,000.00
Man-Days 450 252,000.00
SUB-TOTAL B = ₱ 525,000.00

eqpt-days 450 126,000.00

eqpt-days 550 154,000.00
SUB-TOTAL C = ₱ 280,000.00

(A+B+C)= ₱ 2,283,190.00

= ₱ 182,655.20
= ₱ 182,655.20
= ₱ 132,425.02
= ₱ 2,780,925.42
= ₱ 89.00

UNIT UNIT COST (PHP) TOTAL COST (PHP)

kg 88.856227848101 3053544.27
12
beam slab c1
pcs 980 17,640.00
pcs 620 793,600.00 870 192
pcs 225 691,875.00 385 2150 216
pcs 160 97,600.00 610
kgs 120 43,800.00 65
SUB-TOTAL A = ₱ 1,644,515.00

Man-Days 650 292,500.00

Man-Days 450 270,000.00
SUB-TOTAL B = ₱ 562,500.00

eqpt-days 450 135,000.00

eqpt-days 550 165,000.00
SUB-TOTAL C = ₱ 300,000.00

(A+B+C)= ₱ 2,507,015.00

= ₱ 200,561.20
= ₱ 200,561.20
= ₱ 145,406.87
= ₱ 3,053,544.27
= ₱ 88.86

UNIT UNIT COST (PHP) TOTAL COST (PHP)

kg 88.248611111111 953085

pcs 620 21,700.00 35

 pcs 225 486,000.00 2150
kgs 120 9,000.00 65
SUB-TOTAL A = ₱ 495,000.00

Man-Days 650 97,500.00

Man-Days 450 90,000.00
SUB-TOTAL B = ₱ 187,500.00

eqpt-days 450 45,000.00

eqpt-days 550 55,000.00
SUB-TOTAL C = ₱ 100,000.00

(A+B+C)= ₱ 782,500.00

= ₱ 62,600.00
= ₱ 62,600.00
= ₱ 45,385.00
= ₱ 953,085.00
= ₱ 88.25

UNIT UNIT COST (PHP) TOTAL COST (PHP)

lot 7791.42 4519023.6

bags 240 1,237,200.00

cu.m 1300 377,000.00
cu.m 1700 986,000.00
SUB-TOTAL A = ₱ 2,600,200.00

Man-Days 650 243,750.00

Man-Days 750 112,500.00
Man-Days 450 450,000.00
SUB-TOTAL B = ₱ 806,250.00

eqpt-days 900 135,000.00

eqpt-days 450 168,750.00
SUB-TOTAL C = 303,750.00

(A+B+C)= ₱ 3,710,200.00

= ₱ 296,816.00
= ₱ 296,816.00
= ₱ 215,191.60
= ₱ 4,519,023.60
= ₱ 7,791.42
 UNIT UNIT COST (PHP) TOTAL COST (PHP)
cu.m 7805.17 858568.2

bags 240 224,400.00

cu.m 1300 71,500.00
cu.m 1700 187,000.00
SUB-TOTAL A = ₱ 482,900.00

Man-Days 650 48,750.00

Man-Days 750 22,500.00
Man-Days 450 90,000.00
SUB-TOTAL B = ₱ 161,250.00

eqpt-days 900 27,000.00

eqpt-days 450 33,750.00
SUB-TOTAL C = 60,750.00

(A+B+C)= ₱ 704,900.00

= ₱ 56,392.00
= ₱ 56,392.00
= ₱ 40,884.20
= ₱ 858,568.20
= ₱ 7,805.17

UNIT UNIT COST (PHP) TOTAL COST (PHP)

cu.m 7795.74 1754041.8

bags 240 468,000.00

cu.m 1300 145,600.00
cu.m 1700 382,500.00
SUB-TOTAL A = ₱ 996,100.00

Man-Days 650 97,500.00

Man-Days 750 45,000.00
Man-Days 450 180,000.00
SUB-TOTAL B = ₱ 322,500.00

eqpt-days 900 54,000.00

eqpt-days 450 67,500.00
SUB-TOTAL C = 121,500.00
 (A+B+C)= ₱ 1,440,100.00

= ₱ 115,208.00
= ₱ 115,208.00
= ₱ 83,525.80
= ₱ 1,754,041.80
= ₱ 7,795.74

UNIT UNIT COST (PHP) TOTAL COST (PHP)

cu.m 7787.26 1791069

bags 240 486,000.00

cu.m 1300 149,500.00
cu.m 1700 391,000.00
SUB-TOTAL A = ₱ 1,026,500.00

Man-Days 650 97,500.00

Man-Days 750 45,000.00
Man-Days 450 180,000.00
SUB-TOTAL B = ₱ 322,500.00

eqpt-days 900 54,000.00

eqpt-days 450 67,500.00
SUB-TOTAL C = 121,500.00

(A+B+C)= ₱ 1,470,500.00

= ₱ 117,640.00
= ₱ 117,640.00
= ₱ 85,289.00
= ₱ 1,791,069.00
= ₱ 7,787.26

UNIT UNIT COST (PHP) TOTAL COST (PHP)

cu.m 7787.2565217391 1791069

bags 240 486,000.00

cu.m 1300 149,500.00
cu.m 1700 391,000.00
SUB-TOTAL A = ₱ 1,026,500.00

Man-Days 650 97,500.00

Man-Days 750 45,000.00
Man-Days 450 180,000.00
SUB-TOTAL B = ₱ 322,500.00

eqpt-days 900 54,000.00

eqpt-days 450 67,500.00
SUB-TOTAL C = 121,500.00

(A+B+C)= ₱ 1,470,500.00

= ₱ 117,640.00
= ₱ 117,640.00
= ₱ 85,289.00
= ₱ 1,791,069.00
= ₱ 7,787.26

UNIT UNIT COST (PHP) TOTAL COST (PHP)

cu.m 7787.79 895595.4

bags 240 242,400.00

cu.m 1300 75,400.00
cu.m 1700 195,500.00
SUB-TOTAL A = ₱ 513,300.00

Man-Days 650 48,750.00

Man-Days 750 22,500.00
Man-Days 450 90,000.00
SUB-TOTAL B = ₱ 161,250.00

eqpt-days 900 27,000.00

eqpt-days 450 33,750.00
SUB-TOTAL C = 60,750.00

(A+B+C)= ₱ 735,300.00

= ₱ 58,824.00
= ₱ 58,824.00
= ₱ 42,647.40
= ₱ 895,595.40
= ₱ 7,787.79

UNIT UNIT COST (PHP) TOTAL COST (PHP)

lot 2175713.4 2175713.4
 Ce Sa St
pcs 12 6,000.00 50 5 6
pcs 10 6,500.00 41 3.5 8
bags 240 247,200.00
cu.m 1300 84,500.00
cu.m 1500 157,500.00
pcs 395 671,500.00
pcs 225 67,500.00
kgs 80 17,600.00
SUB-TOTAL A = ₱ 1,258,300.00

Man-Days 650 195,000.00

Man-Days 750 30,000.00
Man-Days 450 180,000.00
SUB-TOTAL B = ₱ 405,000.00

eqpt-days 900 36,000.00

eqpt-days 450 27,000.00
eqpt-days 450 27,000.00
eqpt-days 550 33,000.00
SUB-TOTAL C = 123,000.00

(A+B+C)= ₱ 1,786,300.00

= ₱ 142,904.00
= ₱ 142,904.00
= ₱ 103,605.40
= ₱ 2,175,713.40
= ₱ 2,175,713.40

UNIT UNIT COST (PHP) TOTAL COST (PHP)

lot 645320.76 645320.76 CE GR SA

CE SA ST
pcs 14 13,720.00 123 12 12
pcs 12 39,900.00 320 29 41
pcs 10 28,100.00 180 16 34
bags 240 153,600.00
cu.m 1300 91,000.00
pcs 225 22,500.00
kgs 80 2,000.00
SUB-TOTAL A = ₱ 350,820.00

Man-Days 650 65,000.00

Man-Days 750 7,500.00
Man-Days 450 67,500.00
SUB-TOTAL B = ₱ 140,000.00

eqpt-days 900 9,000.00

eqpt-days 450 13,500.00
eqpt-days 550 16,500.00
39,000.00

(A+B+C)= ₱ 529,820.00

= ₱ 42,385.60
= ₱ 42,385.60
= ₱ 30,729.56
= ₱ 645,320.76
= ₱ 645,320.76

UNIT UNIT COST (PHP) TOTAL COST (PHP)

lot 699826.26 699826.26 CE GR SA

CE SA ST
pcs 14 13,720.00 123 12 12
pcs 12 47,400.00 378 34 48
pcs 10 35,600.00 228 20 43
bags 240 177,600.00
cu.m 1300 97,500.00
pcs 225 24,750.00
kgs 80 2,000.00
SUB-TOTAL A = ₱ 398,570.00

Man-Days 650 65,000.00

Man-Days 750 7,500.00
Man-Days 450 67,500.00
SUB-TOTAL B = ₱ 140,000.00

eqpt-days 900 9,000.00

eqpt-days 450 13,500.00
eqpt-days 450 13,500.00
550 36,000.00

(A+B+C)= ₱ 574,570.00

= ₱ 45,965.60
= ₱ 45,965.60
= ₱ 33,325.06
= ₱ 699,826.26
 = ₱ 699,826.26

UNIT UNIT COST (PHP) TOTAL COST (PHP)

lot 837228.84 837228.84 CE GR SA

CE SA ST
pcs 14 13,720.00 123 12 12
pcs 12 18,000.00 144 13 18
pcs 10 48,700.00 320 140 59
bags 240 144,000.00
cu.m 1300 227,500.00
pcs 225 22,500.00
kgs 80 1,760.00
SUB-TOTAL A = ₱ 476,180.00

Man-Days 650 78,000.00

Man-Days 750 9,000.00
Man-Days 450 81,000.00
SUB-TOTAL B = ₱ 168,000.00

eqpt-days 900 10,800.00

eqpt-days 450 16,200.00
eqpt-days 450 16,200.00
550 43,200.00

(A+B+C)= ₱ 687,380.00

= ₱ 54,990.40
= ₱ 54,990.40
= ₱ 39,868.04
= ₱ 837,228.84
= ₱ 837,228.84

UNIT UNIT COST (PHP) TOTAL COST (PHP)

lot 54018.3 54018.3

pcs 3800 11,400.00

pcs 150 1,050.00 Double Flourecent Light
sets 210 5,250.00 38
sets 95 950.00
pcs 110 7,700.00
unit 4800 4,800.00
SUB-TOTAL A = ₱ 31,150.00
Man-Days 650 7,800.00
Man-Days 450 5,400.00
SUB-TOTAL B = ₱ 13,200.00

SUB-TOTAL C = -

(A+B+C)= ₱ 44,350.00

= ₱ 3,548.00
= ₱ 3,548.00
= ₱ 2,572.30
= ₱ 54,018.30
= ₱ 54,018.30

UNIT UNIT COST (PHP) TOTAL COST (PHP)

lot 132463.59 132463.59

pcs 4500 9,000.00

pcs 3800 15,200.00
pcs 150 1,050.00
sets 95 1,425.00 Led Bulb Pin Wall
sets 150 5,850.00 15 100 7
sets 280 1,680.00
sets 135 1,350.00
pcs 110 13,200.00
sets 4800 33,600.00
SUB-TOTAL A = ₱ 82,355.00

Man-Days 650 15,600.00

Man-Days 450 10,800.00
SUB-TOTAL B = ₱ 26,400.00

SUB-TOTAL C = -

(A+B+C)= ₱ 108,755.00

= ₱ 8,700.40
= ₱ 8,700.40
= ₱ 6,307.79
= ₱ 132,463.59
= ₱ 132,463.59
 UNIT UNIT COST (PHP) TOTAL COST (PHP)
lot 148662.99 148662.99

pcs 4500 9,000.00

pcs 3800 19,000.00
pcs 150 1,500.00
sets 95 1,425.00 pin led Double in
sets 150 1,800.00 96 15 11
sets 280 2,240.00
sets 95 190.00
sets 135 1,350.00
pcs 110 7,150.00
sets 4800 43,200.00
SUB-TOTAL A = ₱ 86,855.00

Man-Days 650 20,800.00

Man-Days 450 14,400.00
SUB-TOTAL B = ₱ 35,200.00

SUB-TOTAL C = -

(A+B+C)= ₱ 122,055.00

= ₱ 9,764.40
= ₱ 9,764.40
= ₱ 7,079.19
= ₱ 148,662.99
= ₱ 148,662.99

UNIT UNIT COST (PHP) TOTAL COST (PHP)

lot 127019.13 127019.13

pin led Double

pcs 4500 9,000.00 22 12 56
pcs 3800 19,000.00
pcs 5100 5,100.00
pcs 150 1,050.00 pin led wall
sets 95 6,175.00 220 45 25
sets 150 7,500.00
sets 280 840.00
sets 280 3,360.00
sets 95 760.00
sets 135 3,375.00
sets 155 1,550.00
 pcs 95 6,175.00
sets 4800 9,600.00
SUB-TOTAL A = ₱ 73,485.00

Man-Days 650 18,200.00

Man-Days 450 12,600.00
SUB-TOTAL B = ₱ 30,800.00

SUB-TOTAL C = -

(A+B+C)= ₱ 104,285.00

= ₱ 8,342.80
= ₱ 8,342.80
= ₱ 6,048.53
= ₱ 127,019.13
= ₱ 127,019.13

UNIT UNIT COST (PHP) TOTAL COST (PHP)

lot 308641.2 308641.2

pcs 250 18,750.00

pcs 20 2,300.00
pcs 20 2,500.00
pcs 20 2,000.00
pcs 20 1,000.00
pcs 850 1,700.00
pcs 850 63,750.00
pcs 80 7,200.00
pcs 80 7,200.00
pcs 80 4,000.00
pcs 100 5,000.00
pcs 1050 52,500.00
pcs 100 2,000.00
pcs 100 5,000.00
pcs 2500 12,500.00
SUB-TOTAL A = ₱ 187,400.00

Man-Days 650 39,000.00

Man-Days 450 27,000.00
SUB-TOTAL B = ₱ 66,000.00
 SUB-TOTAL C = -

(A+B+C)= ₱ 253,400.00

= ₱ 20,272.00
= ₱ 20,272.00
= ₱ 14,697.20
= ₱ 308,641.20
= ₱ 308,641.20

UNIT UNIT COST (PHP) TOTAL COST (PHP)

lot 270274.2 270274.2

pcs 250 18,750.00

pcs 20 2,300.00
pcs 20 2,500.00
pcs 20 2,000.00
pcs 20 1,000.00
pcs 850 63,750.00
pcs 80 8,000.00
pcs 80 8,000.00
pcs 80 1,600.00
pcs 100 5,000.00
pcs 1050 52,500.00
pcs 100 2,000.00
pcs 100 5,000.00
SUB-TOTAL A = ₱ 172,400.00

Man-Days 650 29,250.00

Man-Days 450 20,250.00
SUB-TOTAL B = ₱ 49,500.00

SUB-TOTAL C = -

(A+B+C)= ₱ 221,900.00

= ₱ 17,752.00
= ₱ 17,752.00
= ₱ 12,870.20
= ₱ 270,274.20
= ₱ 270,274.20

UNIT UNIT COST (PHP) TOTAL COST (PHP)

 lot 279043.8 279043.8

pcs 250 20,000.00

pcs 20 2,000.00
pcs 20 2,400.00
pcs 20 2,000.00
pcs 20 1,200.00
pcs 850 51,000.00
pcs 80 8,000.00
pcs 80 8,000.00
pcs 80 4,000.00
pcs 100 5,000.00
pcs 1050 52,500.00
pcs 100 2,000.00
pcs 100 5,000.00
SUB-TOTAL A = ₱ 163,100.00

Man-Days 650 39,000.00

Man-Days 450 27,000.00
SUB-TOTAL B = ₱ 66,000.00

SUB-TOTAL C = -

(A+B+C)= ₱ 229,100.00

= ₱ 18,328.00
= ₱ 18,328.00
= ₱ 13,287.80
= ₱ 279,043.80
= ₱ 279,043.80

UNIT UNIT COST (PHP) TOTAL COST (PHP)

lot 4095768.6 4095768.6

sqm 1300 13,000.00

sqm 1300 32,500.00
sqm 7200 288,000.00
sqm 1500 3,000.00
sqm 9500 38,000.00
sqm 3300 29,700.00
sqm 1500 7,500.00
sqm 9500 85,500.00
sqm 5500 412,500.00
 sqm 5500 275,000.00
sqm 5500 440,000.00
sqm 5500 825,000.00
sqm 5500 16,500.00
sqm 5500 220,000.00
sqm 5500 55,000.00
sqm 5500 27,500.00
sqm 2800 70,000.00
SUB-TOTAL A = ₱ 2,768,700.00

Man-Days 650 351,000.00

Man-Days 450 243,000.00
SUB-TOTAL B = ₱ 594,000.00

SUB-TOTAL C = -

(A+B+C)= ₱ 3,362,700.00

= ₱ 269,016.00
= ₱ 269,016.00
= ₱ 195,036.60
= ₱ 4,095,768.60
= ₱ 4,095,768.60

UNIT UNIT COST (PHP) TOTAL COST (PHP)

lot 902126.925 902126.925

pcs 950 90,250.00

pcs 1300 45,500.00
pcs 1300 84,500.00
pcs 2300 138,000.00
lot 17,912.50
SUB-TOTAL A = ₱ 376,162.50

Man-Days 650 87,750.00

Man-Days 450 60,750.00
SUB-TOTAL B = ₱ 148,500.00

eqpt-days 800 108,000.00

eqpt-days 800 108,000.00
SUB-TOTAL C = 216,000.00
 (A+B+C)= ₱ 740,662.50

= ₱ 59,253.00
= ₱ 59,253.00
= ₱ 42,958.43
= ₱ 902,126.93
= ₱ 902,126.93

UNIT UNIT COST (PHP) TOTAL COST (PHP)

lot 555225.3 555225.3

pcs 620 127,100.00

pcs 180 50,400.00
pcs 180 32,400.00
pcs 160 83,200.00
pcs 12 32,400.00
bxs 600 12,000.00
kg 190 2,850.00
SUB-TOTAL A = ₱ 340,350.00

Man-Days 650 68,250.00

Man-Days 450 47,250.00
SUB-TOTAL B = ₱ 115,500.00

SUB-TOTAL C = -

(A+B+C)= ₱ 455,850.00

= ₱ 36,468.00
= ₱ 36,468.00
= ₱ 26,439.30
= ₱ 555,225.30
= ₱ 555,225.30

UNIT UNIT COST (PHP) TOTAL COST (PHP)

lot 555225.3 555225.3

pcs 620 127,100.00

pcs 180 50,400.00
pcs 180 32,400.00
pcs 160 83,200.00
pcs 12 32,400.00
bxs 600 12,000.00
 kg 190 2,850.00
SUB-TOTAL A = ₱ 340,350.00

Man-Days 650 68,250.00

Man-Days 450 47,250.00
SUB-TOTAL B = ₱ 115,500.00

SUB-TOTAL C = -

(A+B+C)= ₱ 455,850.00

= ₱ 36,468.00
= ₱ 36,468.00
= ₱ 26,439.30
= ₱ 555,225.30
= ₱ 555,225.30

UNIT UNIT COST (PHP) TOTAL COST (PHP)

lot 555225.3 555225.3

pcs 620 127,100.00

pcs 180 50,400.00
pcs 180 32,400.00
pcs 160 83,200.00
pcs 12 32,400.00
bxs 600 12,000.00
kg 190 2,850.00
SUB-TOTAL A = ₱ 340,350.00

Man-Days 650 68,250.00

Man-Days 450 47,250.00
SUB-TOTAL B = ₱ 115,500.00

SUB-TOTAL C = -

(A+B+C)= ₱ 455,850.00

= ₱ 36,468.00
= ₱ 36,468.00
= ₱ 26,439.30
= ₱ 555,225.30
 = ₱ 555,225.30

UNIT UNIT COST (PHP) TOTAL COST (PHP)

lot 615942.6 615942.6

pcs 620 136,400.00

pcs 180 55,800.00
pcs 180 36,900.00
pcs 160 92,800.00
pcs 12 33,000.00
bxs 600 15,000.00
kg 190 3,800.00
SUB-TOTAL A = ₱ 373,700.00

Man-Days 650 78,000.00

Man-Days 450 54,000.00
SUB-TOTAL B = ₱ 132,000.00

SUB-TOTAL C = -

(A+B+C)= ₱ 505,700.00

= ₱ 40,456.00
= ₱ 40,456.00
= ₱ 29,330.60
= ₱ 615,942.60
= ₱ 615,942.60

UNIT UNIT COST (PHP) TOTAL COST (PHP)

lot 1626724.26 1626724.26

gal 450 184,500.00

gal 750 198,750.00
gal 850 527,000.00
gal 750 108,750.00
30,570.00
SUB-TOTAL A = ₱ 1,049,570.00

Man-Days 650 169,000.00

Man-Days 450 117,000.00
SUB-TOTAL B = ₱ 286,000.00
 SUB-TOTAL C = -

(A+B+C)= ₱ 1,335,570.00

= ₱ 106,845.60
= ₱ 106,845.60
= ₱ 77,463.06
= ₱ 1,626,724.26
= ₱ 1,626,724.26

UNIT UNIT COST (PHP) TOTAL COST (PHP)

lot 1528419.48 1528419.48

gal 450 175,500.00

gal 750 187,500.00
gal 850 501,500.00
gal 750 97,500.00
28,860.00
SUB-TOTAL A = ₱ 990,860.00

Man-Days 650 156,000.00

Man-Days 450 108,000.00
SUB-TOTAL B = ₱ 264,000.00

SUB-TOTAL C = -

(A+B+C)= ₱ 1,254,860.00

= ₱ 100,388.80
= ₱ 100,388.80
= ₱ 72,781.88
= ₱ 1,528,419.48
= ₱ 1,528,419.48

UNIT UNIT COST (PHP) TOTAL COST (PHP)

lot 1650383.91 1650383.91

gal 450 189,000.00

gal 750 240,000.00
gal 850 467,500.00
gal 750 120,000.00
 30,495.00
SUB-TOTAL A = ₱ 1,046,995.00

Man-Days 650 182,000.00

Man-Days 450 126,000.00
SUB-TOTAL B = ₱ 308,000.00

SUB-TOTAL C = -

(A+B+C)= ₱ 1,354,995.00

= ₱ 108,399.60
= ₱ 108,399.60
= ₱ 78,589.71
= ₱ 1,650,383.91
= ₱ 1,650,383.91

UNIT UNIT COST (PHP) TOTAL COST (PHP)

lot 1604279.565 1604279.565

gal 450 182,250.00

gal 750 221,250.00
gal 850 467,500.00
gal 750 108,750.00
29,392.50
SUB-TOTAL A = ₱ 1,009,142.50

Man-Days 650 182,000.00

Man-Days 450 126,000.00
SUB-TOTAL B = ₱ 308,000.00

SUB-TOTAL C = -

(A+B+C)= ₱ 1,317,142.50

= ₱ 105,371.40
= ₱ 105,371.40
= ₱ 76,394.27
= ₱ 1,604,279.57
= ₱ 1,604,279.57
 UNIT UNIT COST (PHP) TOTAL COST (PHP)
lot 717462.9 717462.9

sq.m 450 346,500.00

bag 280 50,400.00
cu.m 550 19,250.00
bag 210 18,900.00
SUB-TOTAL A = ₱ 435,050.00

Man-Days 650 91,000.00

Man-Days 450 63,000.00
SUB-TOTAL B = ₱ 154,000.00

SUB-TOTAL C = -

(A+B+C)= ₱ 589,050.00

= ₱ 47,124.00
= ₱ 47,124.00
= ₱ 34,164.90
= ₱ 717,462.90
= ₱ 717,462.90

UNIT UNIT COST (PHP) TOTAL COST (PHP)

lot 711068.4 711068.4

sq.m 450 346,500.00

bag 280 46,200.00
cu.m 550 19,250.00
bag 210 17,850.00
SUB-TOTAL A = ₱ 429,800.00

Man-Days 650 91,000.00

Man-Days 450 63,000.00
SUB-TOTAL B = ₱ 154,000.00

SUB-TOTAL C = -

(A+B+C)= ₱ 583,800.00
 = ₱ 46,704.00
= ₱ 46,704.00
= ₱ 33,860.40
= ₱ 711,068.40
= ₱ 711,068.40

UNIT UNIT COST (PHP) TOTAL COST (PHP)

lot 711068.4 711068.4

sq.m 450 346,500.00

bag 280 46,200.00
cu.m 550 19,250.00
bag 210 17,850.00
SUB-TOTAL A = ₱ 429,800.00

Man-Days 650 91,000.00

Man-Days 450 63,000.00
SUB-TOTAL B = ₱ 154,000.00

SUB-TOTAL C = -

(A+B+C)= ₱ 583,800.00

= ₱ 46,704.00
= ₱ 46,704.00
= ₱ 33,860.40
= ₱ 711,068.40
= ₱ 711,068.40

UNIT UNIT COST (PHP) TOTAL COST (PHP)

lot 551327.7 551327.7

pcs 18 27,900.00
pcs 1800 81,000.00
bags 250 40,000.00
cu.m 1500 82,500.00
pcs 210 43,050.00
kgs 80 37,200.00
SUB-TOTAL A = ₱ 311,650.00

Man-Days 650 48,750.00

Man-Days 750 11,250.00
Man-Days 450 67,500.00
SUB-TOTAL B = ₱ 127,500.00

eqpt-days 900 13,500.00

SUB-TOTAL C = 13,500.00

(A+B+C)= ₱ 452,650.00

= ₱ 36,212.00
= ₱ 36,212.00
= ₱ 26,253.70
= ₱ 551,327.70
= ₱ 551,327.70

UNIT UNIT COST (PHP) TOTAL COST (PHP)

lot 11659670.4 11659670.4

units 38500 1,540,000.00

units 115000 460,000.00
units 2500 50,000.00 pin led wall
sets 26500 1,060,000.00 220 45 25
sets 15500 387,500.00
lot 25000 50,000.00
lot 12000 24,000.00
sets 320 16,000.00
sets 550 121,000.00
sets 950 28,500.00
sets 940 65,800.00
sets 7500 300,000.00
sets 1500 75,000.00
units 80000 240,000.00
units 3500000 3,500,000.00
units 80000 80,000.00
SUB-TOTAL A = ₱ 7,997,800.00

Man-Days 600 900,000.00

Man-Days 450 675,000.00
SUB-TOTAL B = ₱ 1,575,000.00

SUB-TOTAL C = -

(A+B+C)= ₱ 9,572,800.00
= ₱ 765,824.00
= ₱ 765,824.00
= ₱ 555,222.40
= ₱ 11,659,670.40
= ₱ 11,659,670.40
 4
BC4
16
48 750
60 250
450
190
 4
c4 beam slab

64 750
72 250 2150
450
190 65

6 5 4
c2 c3 c4
12 4
24 60 64
108 90 72
 6 5 4
c2 c3 c4
12 4
24 60 64
108 90 72
Tie
1.5
2

ST

TIE
3
9
8
ST

TIE
3
10
9
 ST

TIE
3
4
13

ght
Wall
7

wall
7

dbl
70
dbl
70
 EQUIPMENT RENTAL RATES & CAPABILITIES, ACEL RATES January 2003 Ed.

Table 1: RENTAL RATES & CAPABILITIES

WORKING HOURS PER
DAY=8 HRS.

DESCRIPTION OPERATED PER COMPUTED RENTAL CAPABILITIES

Asphaltic concrete Plant HOUR RATES PER DAY
Asphalt Batching 60 Tons TONS Per Day
(Php 4824/mo. X Rated Cap. In Cu.M./Hr.
Portable Concrete Batching Plant 30 Min/Batch 5.00 Cu.M. Cu.M. Per Batch
(Php 6216/mo. X Rated Cap. In Cu.m.
Rock Crusher Portable Parker Crushing Aggregates 100 TONS Per Hour
Bulldozer Komatsu D65A-8 Quarrying 50 Cu.M. Per Hour
Bulldozer with Ripper + 35% Quarrying 50 Cu.M. Per Hour
Backhoe Crawler MS180 Excavation 0.8 Cu.M. Capacity
Backhoe Crawler with Breaker + 35% x 0.8 Cu.M. Capacity
Backhoe Crawler PC200-3 Excavation 0.8 Cu.M. Capacity
Loader Crawler Komatsu D-60S-7/DD Loading 1.8 Cu.M. Capacity
Loader Whell TCM/ Clark 75B Loading 1.53 Cu.M. Capacity
Road Grader MG500 Spreading 50 Cu.M. Per Hour
Roller Bomag BW210DH Compacting 11 TONS Capacity
Crane Crawler Type Lifting / Pile Driving 46-50 TONS Capacity
Crane Truck Mounted Lifting / Pile Driving 46-50 TONS Capacity
Crane Hydraulic Lifting / Pile Driving 46-50 TONS Capacity
Hammer Diesel MH25 Pile Driving 7500 Kg.-M. Rated Energy
Hammer diesel MH35 Pile Driving 10500 Kg.-M. Rated Energy
Hammer Vibratory Pile Driving 9.17
Transit Mixer 8-10 CU DYS Concrete Transport 6.12-7.65 Cu.M. Capacity
Concrete Mixer (1Bagger) Concrete Mixing 10-Jun Cu.M. Per Hour
Concrete Paver Roller Screed Concrete Paving
Concrete Vibrator Gasoline Concrete Vibration 50 mm
Concrete Saw Gasoline Self Propelled Concrete Cuttung Max 6 3/4 Depth Capacity
Plate Compactor (Vibratory) Compacting
Air Compressor 161-185 CFM Power Generation 161-185 CPM Capacity
Jack Hammer/ P. Breaker Breaking
Bar Shear/ Cutter Bar Cutting Max 32mmG40 Capacity
Bar Bender Bar Bending Max 32mmG40 Capacity
Water Pump Diesel Water Pumping 900 LPM Capacity

Wekding Machine Electric Driven/ DC output Weilding / Cutting 500 APMS Capacity
Oxy-Acetylene/Cutting outfit Cutting
Chainsaw w/out blade Cutting
Generator Set Power Generation 64-125 KVA 51-100 HP
Dumpt truck (12-15 cu.Yds) Hauling / Transporting 9.17-11.46 Cu.M. Capacity
Water Truck ( 5000-6000 Gals) Water Supply 5000-6000 Gals. Capacity
Trailer 60 Ton PhP4.25/HR./Km Transporting 15 TONS Capacity
( PhP 4.25 X Wt. (Min.=15T) X No. of KM. +
50% Surcharge, Return trip Example (100KM)
= (4.25 X 15 X 100) X 1.5 = PhP 16,576 per
Day
Cargot Truck ( 9-10 Tons) Hauling / Transporting 9-10 TONS Capacity
 EQUIPMENT CAPABILITIES
Type of Equipment Average Capabilities

1. Bulldozer (108) (a) Clearing 500 sq.m./hr.

(b) Stripping 200 sq.m./hr.
© Excavation:
1. Common soil 45 cu.m./hr
2. Slightly Hard Materials 25 cu.m./hr.
(d) Quarrying:
107 Common Materials 50 cu.m./hr.
108 Aggregate 40 cu.m./hr.
Boulders 15 cu.m./hr.
200 Needs Screening
(e) Pushing 3 cu.m./hr.
2. Road Grader (a) Subgrading 300 sq.m./hr.
(b) Spreading 50 cu.m./hr.
3. Payloader (a) Loading 30 cu.m./hr.
4. Crane Shovel (a) Loading 35 cu.m./hr.
5. Sheep Foot Roller (a) Satic rolling ( 12 passes- 15 cm. lift 15 cu.m./hr.
(b) Vibratory Rolling ( 4 passes- 15 cm. lift) 135 cu.m./hr.
6. 3- Wheel Road Roller (a) Static Rolling ( 6 passes- 20 cm. lift) 24 cu.m./hr.
7. Tractor Drawn Roller (a) Vibratory Rolling (6 passes- 20 cm. lift) 24 cu.m./hr.
8. Tandem Roller (a) Static Rolling ( 6 passes- 20 cm. lift) 24 cu.m./hr.
(b) Vibratory Rolling (6 passes- 60 cm. lift) 72 cu.m./hr.
9. 9 1/2 T Dump Truck (a) Hauling Common Borrow Base Course 3.5 cum./hr.
(b) Hauling Selected Borrow Base course 5.0 cu.m./hr.
© Hauling Concrete Batch Class 'A' 2 Batch/trip
10. 2 1/2 T Dump Truck (a) Hauling Common Borrow Base Course 2.5 cu.m./trip
(b) Hauling Selected Borrow Base course 4.0 cu.m./trip
© Hauling Concrete Batch Class 'A' 1 Batch/trip
11. Buggy (a) Hauling Concrete Mix 0.17 cu.m./trip
12. Wheel Borrow (a) Hauling Aggregates 0.17 cu.m./trip
(b) Hauling Concrete Mix 0.05 cu.m./trip
13. Water Tuck (a) Watering 1,000 sq.m./trip
14. Conrete Mixer (a) Mixing Concrete 9 cu.m./hr.
15. Rock Crusher (a) Crushing Mixed Sand & Gravel 30 cu.m./hr.
16. Conrete Virator (a) Vibrating Concrete Mix 40 cu.m./hr.
17. Concrete Floor Finisher (a) Finishing Concrete Floor 140 cu.m./hr.
18. Percussioned Drilling (a) Drilling Hard Rock 0.23 m./hr.
(b) Drilling Loose Rock 0.30 m./hr.
© Drilling Limestone 0.38 m./hr.
(d) Drilling Sticky Clay 0.49 m./hr.
(e) Drilling Loose Clay 0.70 m./hr.

TASK RATES FOR LABOR - BASED PROJECTS

I. For Item 100 - Clearing & Grubbing

Activity Productivity
1) Bush Clearing Sq.m./man-day
Bush Type
a) light bush 200
b) medium bush 100
c) dense bush 50
2) Tree and Stump Removal One (1) man-day per cm. of trunk diameter
@ base of tree
3) Grubbing Sq.m./man-day
Vegetation Type

a) Dense vegetation in firm soil covering the

whole area 80
b) Spatse vegetation in loose soil 250

II. For Item 105 - Excavation for Roadway &

Drainage
Activity Productivity
1) Excavation Cu.m./man-day ( Throwing distance in m. )
Soil Type 0-4 m. 4-6 m. 6-8 m.
a) Loose, rot sticky soil 5.0-6.0 4.5-5.5 3.5-4.5
b) Firm soil 3.5-4.5 3.4-4.0 2.5-3.5
c) Very hard soil, hard soil mixed with
Stones 2.0-3.0 1.8-2.5 1.7-2.5
2) Loading Cu.m./man-day
Type of Soil
a) Loose 4.50-5.50
b) Firm 2.50-4.00
c) Hard 1.50-2.50

Excavation combined with loading of soil

can be effectively carried out by laborers up to
a
loading height of about 1.00 m. e.g. into wheel
borrow or head baskets. Above that height, it
is
preferable to have a separate group of
loaders whose output must be matched with
that of the
excavators.
 Necessary output for the Loading Activity
Soil Type Loading Height Productivity cu.m./man-day
a) Loose 0-1 m. 12-15
b) Loose 1-2 m. 7-10
c) Loose Over 2 m. 4-5
III. For Item 106- Excavation for Structures
Activity Productivitty
1) Excavation Depending on the type of soil, they use similar data as those
used for Excavation in Item 105

IV. For Item 110- Foundation Fill

Activity Productivity
1) Backfilling & Tamping 3 cu.m./man-day

V. For Item 108- Aggregate Sub-base

Course
Activitty Productivity
1) Quarrying ( Excavation & Gravel) 0.50-2.00 cu.m./man-day
2) Loading 7.00-10.00 cu.m./man-day
3) Spreading 8.00-12.00 cu.m./man-day
4) Compacting 8.00-12.00 cu.m./man-day
5) Hauling activity should be considered in
this Item, hence, hauling distance has an
important
beating on the cost of the gravelling
operation, the maximum acceptable hauling
distance has to be
considered from case to case.

VI. For Item 200- Aggregate Base Course

Activity Productivity
1) Quarrying 0.50-2.00 cu.m./man-day
2) Loading 7.00-10.00 cu.m./man-day
3) Spreading 8.00-12.00 cu.m./man-day
4) Compacting 8.00-12.00 cu.m./man-day
5) Hauling- please refer activity no.5 of item
108
6) Scrapping 3.00-5.00

VII. For Item 413 - Reinforced Concrete

Pipe Culvert
Activity Productivity
1) Crushing of stone for aggregate 0.20 cu.m./man-day
2) Casting of culvert rings 2 man- day/ring
3) Laying of standard culvert (24 in. dia.) of
0.60 m.,
dia., length 6.00 m. including excavation,
culvert bad
and backfill

4) Building of headwalls with masonry blocks 10 man-day/2 headwalls

If the length of a culvert exceeds 6 meters, the

number of man-days has to be increased
accordingly.

Culvert laying - this task consist of the

excavation of the trench preparing the bed,
laying of culvert,
backfilling and compaction. Number of man-
days required varies with the volume of the
excavation and the soil type.

FACTORS TO BE MULTIPLIED TO
DETERMINE THE REQUIRED QUANTITY
OF EACH MATERIAL CONCRETE

CLASS 'A' CONCRETE ( 3,000 psi)

CEMENT - 9.08 bags/cu.m. of concrete + 3-
5% wastage
SAND - 0.58 cu.m./cu.m. of concrete + 8-
10% wastage
GRAVEL - 0.77 cu.m./cu.m. of cocrete + 8-
10% wastage

CLASS 'B' CONCRETE ( 2,500 psi)

CEMENT - 8.38 bags/cu.m. of concrete + 3-
5% wastage
SAND - 0.45 cu.m./cu.m. of concrete + 8-
10 wastage
GRAVEL - 0.82 cu.m./cu.m. of concrete + 8-
10 wastage

CLASS 'C' CONCRETE ( 3,500 psi)

CEMENT - 9.77 bags/ cu.m. of concrete + 3-
5% wastage
SAND - 0.53 cu.m./cu.m. of concrete + 8-
10% wastage
GRAVEL - 0.70 cu.m./cu.m. of concrete + 8-
10% wastage

CLASS 'D' CONCRETE ( 4,000 psi)

CEMENT - 11.17 bags/ cu.m. of concrete + 3-
5% wastage
SAND - 0.44 cu.m./cu.m. of concrete + 8-
10% wastage
GRAVEL - 0.68 cu.m/cu.m. of concrete + 8-
10% wastage

FOR BRIDGE ESTIMATE

NUMBER for Falsework - 60 bd.ft./cu.m. of
concrete
NAILS - 2 kilos/cu.m. of
concrete
THE WIRES - 1.1 kilos/cu.m. of
concrete
Painting Structural Steel - 3 gals./ton

AVERAGE FUEL CONSUMPTION PER DAY

FUEL ENGINE OIL GEAR OIL GREASE OIL # 10

Crane, 140 liters ( diesel ) 4 liters 1 liter 2 lbs. -
Diesel Hammer, 20 liters ( diesel ) - - - 1 liter
Bulldozer, 200 liters ( diesel ) 3 liters 1 liter 1 lb. 1 liter
Payloader, 100 liters ( diesel ) 3 liters 1 liter 1 lb. 1 liter
Grader, 120 liters ( diesel ) 3 liters 1 liter 1 lb. 1 liter
Roller, 60 liters ( diesel ) 2 liters 1 liter/wk. 2 lbs./wk. 1 liter
Dump Truck, 60 liters ( diesel ) 1 liter 2 liters/wk. 1 lb. 1 liter
Mixer ( 1-bag ), 40 liters gasoline - - 0.5 lb. -
Vibrator 15 liters (gasoline ) - - - -
Water Pump 15 liters ( gasoline ) - - - -
One Bagger Mixer - 100 bags/day
Crane - minimum of 2 piles/day ( 16 m. length
including spotting )
 VOLUME OF TRENCH CU.M.

Soil Type 7 7-10 10-13

In these cases, the work is split over

two or more days. First, the trench should be
excavated and
then the preparation of the bed, the laying,
backfilling and compaction is done. Only 3
times. Therefore the volume
of the excavation has to be limited following
rates and then applicable:

Soil Type Productivity

a) hard soil 3.50 cu.m./man-day
b) very hard, stony 2.00 cu.m./man-day

After completion of the trench

approximately 4 man-days are needed to lay
6 rings, backfill and compact to finish road
level.

I. MECHANIZED ASPECT

A. CLEARING & GRUBBING

Dozer Production
Horse Dense of Vegetation ( No. of Trees/Hectares )
Power 0-50 51-100 101-200 201-250 251& >
120 360 250 190 160 130
140 420 290 220 185 150
160 480 330 255 210 170
180 540 375 285 240 195
200 600 420 310 265 215

B. EXCAVATION ( Common Materials )

B.1 CRANE
Tonnage's Capacity ( cu.m. /hr. ) Bank Volume
Canal Structure Creek
15 15 10 10
20 20 15 15
25 25 20 20
30 30 25 25

B.2 DOZER
Horse Production ( cu.m./hr. ) Bank Volume
Power Canal Structure
120 30 15
140 35 20
160 40 25
180 45 30
200 50 35

B.3 BACKHOE
Bucket ( cu.m.) Production ( cu.m./hr.) Bank Volume
Canal Structure Creek
0.5 20 15 15
0.75 30 20 20
1 40 30 30
1.25 50 40 40
1.5 60 45 45

C. QUARRYING
Dozer ( H.P.) Production ( cu.m./hr.) Bank Volume
Common Aggregate Cobbles/Boulders
140 55 60 27
160 60 65 29
180 65 70 31
200 70 75 33

D. LOADING
Bucket (cu.m.) Production ( cu.m./hr.) Bank Volume
Common Aggregate Cobbles/Boulders
1 50 55 35
1.5 75 80 55
2 100 110 75
2.5 125 135 90
3 150 165 110

E. SPREADING
Grader ( H.P.) Road ( cu.m./hr. ) cmp.
Common Aggregate
80-100 60 70
100-125 70 80
125-150 90 100
150-175 100 110
F. SIDE BORROW ( Common Materials)
Dozer ( H.P.) Production ( cu.m./hr.) Compacted Volume
140 35
160 40
180 45
200 50
G. STR BACKFILL WITH SPREADING &
COMPACTION
Dozer ( H.P.) Production cu.m./hr. Compacted Volume
140 50
160 70
180 80
200 90

H. EMBANKMENT COMPACTION
Capacity ( cu.m./hr.) Compacted Volume
Tons Self- Propelled
Tam. Foot drum Vib. Drum
10 80 60
12 90 70
15 120 90

I. LOADING, SPOT & MANEUVER TIME

Using Loader with 1,00 cu.m. Bucket
Dump Truck Capacity Compacted Volume of Cobbles/ Boulders
Common Materials Road Surface Materials
4.00 cu.m. 7 min. 7 min. 10 min.
6.00 cu.m. 9 min. 9 min. 12 min.
8.00 cu.m. 11 min. 11 min. 15 min.

J. AVERAGE SPEED OF DUMP TRUCK

Type of Road Kilometer per hour
With load Without load
Concrete/Asphalt Road 35 45
Good Maintained Gravel Road 30 35
Poorly Maintained Gravel Road 20 25

K. DEMOLITION OF CONCRETE

160 CFN Compressor & two (2) Jack Hammer

Capacity - 8.00 cu.m./day for massive
concrete
- 12.00 cu.m./day for slab & wall

L. DRIVING OF PILES
Steel Pipes : Crane 25 tons with 2-tons drop
hammer, Capacity= 8 L.M./Hr.
Concrete Piles : Crane 25 tons with 2500
kgs.m. Pile hammer, Capacity= 2.00 L.M. per
Hr.,
4.00 L.M./Hr. for thick & thin concrete piles.

M. MANUAL ASPECT

A. EXCAVATION
A.1. Common Materials
Capacity (cu.m./day) Bank Volume & Depth of Excavation
Type of Work ( meter )
Farmditchs 3.00 2.50 2.00
Canal 2.50 2.00 1.75
Structure 2.00 1.75 1.50

A.2. Slight hard materials (lnd.)

Type of Work Capacity ( cu.m./day/man) Bank Volume
Canal 1
Structure 0.75

B. LOADING CAPABILITIES OF FIVE ( 5)

LABORERS
Sand and Gravel Common Cobbles Boulders Cement R.S. Bars Lumber Ply
cu.m./hr. cu.m./hr. cu.m./hr. cu.m./hr. bags/hr. kgs./hr. bd,ft./hr. pcs./hr.
4 5 3.5 3 300 6,000 4,000 250

C. UNLOADING CAPABILITIES OF FIVE

( 5 ) LABORERS
Sand and Gravel Common Cobbles Boulders Cement R.S. Bars Lumber Ply
cu.m./hr. cu.m./hr. cu.m./hr. cu.m./hr. bags/hr. kgs./hr. bd.ft/hr. pcs./hr.
6 6 5 4 300 7,000 4,000 250

D. CUT, BEND & PLACE RSB

Structure 1 Steelman & 1 Helper with Bar Cutter
Canal & Others 80 kgs/day

E. QUARRYING
Capability cu.m./day/man
Sand & Gravel Cobbles Boulder
3.5 2.5 2

F. DEMOLITION OF CONCRETE
Slab & Wall 0.50 cu.m./man-day
Massive Concrete 0.20 cu.m./man-day

G. SCREENING OF AGGREGATES
Gravel 4.00 cu.m./day/man
 Sand 6.00 cu.m./day/man

H. MANUAL BACKFILL
Capacity : 3.00 cu.m./day/man

I. LAYING OF MATERIALS ( cu.m./day/man)

Cobbles - 2.00
Boulders - 1.50
 J. SPREADING OF AGGREGATE
Capacity : 2.50 cu.m./day/man

K. RUBBLE MASONRY ( Concreting )

Crew : 1- Foreman, 2- Mason, 10- Laborers,
& 1- L.E. Operator
Capacity : 6.00 cu.m./day

L. GROUTED RIPRAP
Crew : 1- Foreman, 2- Mason, 10- Laborers,
& 1- L.E. Operator
Capacity : 7.50 cu.m./day

M. C.H.B. : Setting Capacity sq.m./day

Crew : 1- Mason, 2- Laborers
Fence Building
4" CHB 14 10
6"CHB 10 8

N. CONCRETE LINING
Crew : 1- Foreman, 2- Mason, 1- L.E.
Operator, 10- Laborers with one (1) bagger
mixer
Capacity : 4.50 cu.m./day

O. INSTALLATION OF STEEL GATES

Crew : 1- Mason & 5 - Laborers
16 x 16 to 24 x 24 2 assy/day
Above 24 x 24 1 assy/day

P. CONCRETE WORKS
P.1. Fabrication, Placing & Dismantling of
Forms
Crew : 2- Carpenters & 4- Laborers;
Capacity : 3.50 cu.m./day for 3000 psi
Crew : 1- Carpenter & 1- Laborer; Capacity :
4.50 cu.m./day Canal Lining

P.2. Concreting and Curing Capability

P.2.a. With concrete mixer
Crew : 1- Foreman, 2- Mason, 1- L.E.
Operator, & 8- Laborers
Class "A" : 3.50 cu.m./day
Class "B" : 4.50 cu.m./day
Class "C" : 4.80 cu.m./day
Lean Concrete : 6.00 cu.m./day

P.2.b. Without concrete mixer

Crew : 1- Foreman, 2- Mason, & 10- Laborers

Class "A" : 2.50 cu.m./day
Class "B" : 3.70 cu.m./day
Class "C" : 4.80 cu.m./day
Lean Concrete : 4.50 cu.m./day

Q. PLASTERING OF CHB WALL

Crew : 2- Mason, & 2- Laborers
Capability : 12 sq.m./day (one side only)

R. REINFORCED CONCRETE PIPES

Crew Capability
Diameter
inch Cm. Fabrication Installation
1- Foreman 12 30 15 16
1- Mason 18 46 11 14
1- Carpenter/ Steelman 24 61 9 12
12- Laborers with 30 76 6 10
1- Bagger Mixer 36 91 5 8
48 122 3 6
42 4 7

NOTE : TIME OF MIXER/DAY = BAGS OF

CEMENT/DAY X 10 MIN./ BAG
60 MINUTES/HOUR

III. MATERIAL ASPECT

Class Strength Max. Aggre. Cement Sand Gravel Boulder
Size, in. bag/cu.m. cu.m./cu.m. cu.m./cu.m.cu.m./cu.m.
A. Concrete
a. 211 kgs. e 1.50 9.00 0.45 0.90 -
b.200 kgs e 2.00 7.00 0.50 1.00 -
Canal Lining
200 kgs e 1.00 7.5 0.48 0.96 -
B. Rubble Mason w/ 211 kgs e
211 kgs e - 4.50 0.225 0.45 0.75
C. Grouted Riprap - 4.20 0.35 0.05 1.00
Plain Riprap - - - 0.10 1.00
D. Lean Concrete - 5.00 0.50 1.00 -
1000 psi
E. Gravel Blanket - - - 1.00 -
F.Filter Drain - - - - -
OTHER MATERIALS
Class Type of Strength F. Lumber 1/2 pl.wd Tie wr. Nail
Structure kgs e bd.ft./cu.m. pcs/cu.m. kgs./cu.m. kgs./cu.m.
A Bridge/ Flume 211 40 1.00 1.25% RSB 2.50
A Siphon/Box Cul 211 25 1.25 1.20% RSB 2.00
A Other Str. @ me 211 25 1.25 1.10% RSB 2.00
A 211 5 0.10 - 0.50
B 200 5 - - 0.25
A 211 15 0.40 1.00% RSB 1.50
B 200 5 0.40 1.00% RSB 0.50
A 211 5 - - 0.25

REINFORCED CONCRETE PIPES

Diameter Fabrication Materials per pc.
Cement Sand Gravel G.I. Sheet F. Lumber Tie Wire C.W. Nails
Inches Bag Cu.m. Cu.m. Pc. Bd.ft. kgs. kgs.
12 0.58 0.22 0.05 0.12 0.34 9.28 0.10
48 1.22 0.05 0.10 0.19 0.36 7.72 0.20
24 1.82 0.08 0.15 0.24 0.48 9.75 0.30
30 2.56 0.11 0.21 0.30 0.60 23.22 0.40
36 3.33 0.14 0.28 0.34 0.72 50.43 0.50
42 4.26 0.18 0.36 0.40. 0.84 60.84 0.60

INSTALLATION OF R.C. PIPES

Diameter Cement Sand Gravel R.S.B. F. Lumber CWN & TW
Inches Bags Cu.m. Cu.m. kgs. Bd.ft. kgs.
12 0.21 0.01 0.02 - 2 0.2
18 0.45 0.02 0.04 3.65 2 0.2
24 0.72 0.03 0.06 4.52 3 0.3
30 0.93 0.04 0.08 5.26 3 0.3
36 1.11 0.05 0.1 6.01 4 0.4
42 1.32 0.06 0.12 6.79 4 0.4

PLASTERING C.H.B. BLOCK

Size Materials per sq.m. for two ( 2 ) sides
Sand Cement
4" & 6" 0.034 0.41

G. I. LAYING OF C.H.B.
Size Cement Sand
Bag/sq.m. Cu.m./sq.m.
4" 0.55 0.046
6" 1.07 0.089

RECOMMENDED INDIRECT COST

Estimated Direct Cost ( E.D.C.) Indirect Cost for OCM & Profit Max. Ranges Mobilization
O.C.M. % of E.D.C. C.P. % of E.D.C.
Up to 1 Million 13% 15% 2%
Above 1M to 5M 12% 14% 2%
Above 5M to 10M 12% 14% 2%
Above 10M to 20M 11% 12% 2%
Above 20M to 50M 11% 12% 2%

Note: The total contract price should be equal

to or less than the total COA estimate plus
10% in order to sustain a finding of
reasonableness otherwise

the contract price will be deemed excessive.

Operated Equipment Description Rate/Day

Bulldozer Komatsu, D80A - 12DD, 180 Hp
Payloader 75 TCM /Clark, 1.53 cu.m., Capacity, 151 Hp
Road Grader Mitsubishi MG 500 170 Hp
Dump Truck Japan & Other Make, 10 cu.m. Capacity
Road Roller Ingersoll Rand SP48 MI Tons
Crane All models,Truck mounted, standard mechanically operated 31-35 tons
Back Hoe Komatsu PC 120, Capacity 90 Hp
Transit Mixer Japan make 3.8 cu.m., 46 cu.m. Capacity 175 Hp
Air Compressor Gas/Diesel Engine, CFM 20 Hp
Plate Compactor 12 Hp Engine Driven
Asphalt Paver/Finisher Worthington 34 ( basic Equipment only )
Asphalt Distributor Little Ford Sprasmaster

Bare Equipment Description

Pile Hammer (w/o crane) Domag D8 - 22
Drop Hammer (w/o crane) Two tons w/ Pile Hammer
Jack Hammer Stanley, Hydraulic w/o power unit
Welding Machine Gas/Diesel Driven 250 Amps., 185 Hp
Concrete Mixer 1- Bagger
Concrete Vibrator Gas or Diesel Driven
Chainsaw Nusquama, 2100 CD w/o Blade
Water Truck All Makes, 500-1000 Gals
Water Pump All Models 3.5"-4" size
Concrete Batch Plant With Cement Silo Manula or Automatic
month x rated
Cap. Ln.cu.m/hr
 LABOR OUTPUT CAPABILITIES

REMOVAL EXISTING STRUCTURES:

Lumpsum

Installation:

Timber:

Girts and Girder 0.10 - 0.15 cu.m./man-days

Floor Joist 150 L.M./man-days
Flooring Boards 15 - 18 sq.m./man-days
Post 0.14 cu.m./man-days
Walling/Siding:
Covering 30 sq.m./man-days
Framing, Studs 12 cu.m./man-days
( Multiply by the no. of days
Double walling )
Ceiling Joist and Hangers 16 sq.m./man-days
Ceiling Boards ( 4' x 8' Plywood ) 30 sq.m./man-days
Windows sashes:
Jambs Fabrication 4 sq.m./man-days
Frames Fabrication 2 sq.m./man-days
Jambs Installation 14 sq.m./man-days
Frames Installation 10 sq.m./man-days
Doors:
Jambs Fabrication/ Installation 2.5 sq.m./man-days
Door Fabrication/Installation 1panel/man-days

Paintings:
Paint Rollers 125 sq.m./man-days
Paint Brush 50 sq.m./man-days
Neutralizer 100 sq.m./man-days
Truss Fabrication 0.25 truss/man-days
Purlins Installation 60 L.M./man-days
Fascia Boards 0.05 cu.m./man-days
Roof Coverings ( G.I. sheets ) 35 pcs./man-days
Concrete Works:
Concrete Pouring 0.30 cu.m./man-days
Rebars 20 - 30 kgs.man-days
Finishing:
Rough Finish 10 sq.m./man-days
Plain/Fine Finish 8 sq.m./man-days
CHB Filling/Laying 6 - 8 sq.m./man-days

A. CEMENT MORTAR

Table- 1. Quantity of Cement and Sand for

CHB Mortar per Square Meter Wall
Size of CHB No. per sq.m. 40 Kg. Mixture Cement Bags
B C D Sand
4 x 8 x 16 12.5 0.525 0.394 0.328 0.0438
6 x 8 x 16 12.5 1.013 0.759 0.633 0.0844
8 x 8 x 16 12.5 1.500 1.125 0.938 0.1250

1. Find the area of the wall

Area = 3.00 x 4.00
A = 12 sq.m.
2. Refer to Table -1 along 4 x 8 x 16 CHB
cement class "B" mixture; Multiply:
Cement : 12 x 0.525 = 6.3 say 7 bags
Sand : 12 x 0.0438

B. MORTAR FOR PLASTERING

Table- 2 Quantity of Cement and Sand for

Plastering per Square Meter
40 kg. Cement Bags
Mixture Class 16 mm. thk. 20 mm. thk. 25 mm. thk.
A 0.288 0.360 0.450
B 0.192 0.240 0.300
C 0.144 0.180 0.225
D 0.120 0.150 0.188
Sand 0.016 0.020 0.025

1. Find the area of the wall ( two faces )

Area = 3.00 x 4.00 x 2 faces
A = 24 sq.m.
2. Refer to Table - 2 under 16 mm. thick
plaster class "B" mixture; Multiply;
Cement = 24 x 0.192 = 4.6 bags
Sand = 24 x 0.016 = 0.384 cu.m.
 C. CHB FOOTING

Table- 3. Quantity of Cement, Sand, and

Gravel for CHB Footing per Meter Length
Dimension Cement in Bags Class Mixture Aggregate
Centimeters 40 Kg. Cement Sand Gravel
t w A B Cu.m. Cu.m.
10 30 0.27 0.225 0.015 0.03
10 35 0.315 0.263 0.018 0.035
10 40 0.36 0.3 0.02 0.04
10 50 0.45 0.38 0.02 0.05
15 40 0.54 0.45 0.03 0.06
15 45 0.608 0.506 0.034 0.068
15 50 0.675 0.563 0.038 0.075
15 60 0.81 0.675 0.045 0.09
20 40 0.72 0.6 0.04 0.08
20 50 0.9 0.75 0.05 0.1
20 60 1.08 0.9 0.06 0.12

1. Solve for the net length of the CHB wall

Net length = 40 m - ( 0.25 x 11 post )
= 37.25 meters

2. Refer to Table - 3 along the 15 x 50 cm

footing dimension 40 Kg. Cement class "A"
Mixture; Multiply :

Cement : 37.25 x 0.675 = 25.14 say 26 bags

Sand : 37.25 x 0.038 = 1.4 say 1.5 cu.m.

Gravel : 37.25 x 0.075 = 2.8 say 3.0 cu.m.

TECHNICAL SERVICES DIVISION

PERSONNEL

Celso U. Reyes Florenda T. Lonio Santiago O. Burdeos

Junrey E. Labatos Ronnie Valentino U. Tello Joehl Francisco E. Duarte

Dante M. Jabutay Alfredo Genaro C. Quintos Charito A. Samson

William C. Peguit Joseph P. Cagampang Alan G. Milan

MAINTENANCE BY CONTRACT
( MBC )
METHODS OF CONSTRUCTION

1. PATCHING POTHOLES - Should be done

to the areas specified by the contracts and
plans duly approved
by the Engineers. Materials to be used must
be suitable to acquire best result when
compacted.
SCHEDULE OF WORKS : MONTHLY

2. RESHAPING should also be done to areas

required in the plan and contracts. All works
should conform

to what will be described in the specification.

SCHEDULE OF WORKS : QUARTERLY

3. VEGETATION CONTROL AND CLEANING

DITCHES - All objects subject for the obstruction of the designed
areas should be removed and cleared.
SCHEDULE OF WORKS : TWICE A YEAR

4. REGRAVELLING - All materials shall

consist of hard, durable particles or fine
divided mineral matter that can be compacted

reaching for stable sub-base. Using especially

equipped vehicles material should be
distributed in a continous uniform
layer. The uniform thickness of sub-base
material shall be adjusted prior to the
compaction by watering or by drying as
required in order to obtain the required
compaction. Compaction shall continue until a
field density of at least 100 per cent
of the maximum dry density.
SCHEDULE OF WORKS : ANNUAL
5. BLADING/GRADING - All unstable
materials should be removed in areas subject
for Blading/Grading. These areas should
be brought to a grade required in the plans
and contracts. Compaction will follow using
heavier compacting units until required
density can be obtained.
SCHEDULE OF WORKS : ANNUAL