Table of Contents
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
18.
19.
20.
21.
22.
23.
24.
25.
26.
27.
28.
29.
30.
31.
32.
33.
34.
35.
36.
37.
38.
39.
40.
41.
42.
43.
44.
45.
46.
47.
48.
49.
50.
51.
52.
53.
History of Concrete
Excavation and Earthfil
Angle of Repose
Concrete Proportioning
Concrete Mixture
Approximate Time Limit before the Removal of Forms and Supports
Amount of water per bag of cement
Approximate quantity of surface water carried by average aggregates
Fuller‟s Formula
Masonry/ CHB
Plaster, CHB Finish per Sq. M.
Mortar
Volume of cement per CHB
Materials required for 1000 square ft. of varying thickness of mortar
Quantity of mortar per 1000 bricks
Requirements for mortar
Concrete Pipe Joint Collars
Factor per adobe stone
Mortar 1 cm. Thick for adobe stone concrete factor
Concrete footing for CHB
Adobe stone for zocalo wall and foundation
Adobe Plaster
Red ceramic blocks
Miscellaneous Bricks and Stone
Adobe Buttress
Decorative blocks mortar
Lumbering (board measure/ Bd. Ft.)
Floor Joists
T & G Flooring
External Sidings
Studs Bd. FT. of Studs Per Square Meter
Ceiling Joist/ Ceiling Board
Trusses and Rafters
Quantity of nails per 1000 board Ft.
Size of Posts
Roofings
Purlins for Standard Corrugated G.I. Roofs
Corrugated Roofing Sheets
Estimating Procedures
Roofing Hardwares
Plain G.I. Straps per sheet
Roofing Nails and Hardwares
Kinds of Asbestos Roofing
4-V Corrugated Sheets
Placa Romana
Tencor Corrugated sheets
Ardex Corrgated sheets
Ceramic roofing tiles
Tile work
Precast Terrazo and Granulithic tiles
Vinyl and rubber tiles
Moldings
Bathroom tiles and accessories
54.
55.
56.
57.
58.
59.
60.
61.
62.
63.
64.
65.
66.
67.
68.
69.
70.
71.
72.
73.
74.
75.
76.
77.
78.
79.
80.
81.
82.
83.
84.
85.
86.
87.
88.
89.
90.
91.
92.
93.
94.
95.
Reinforcement
Weights and Hook allowance of rod Philippine Standard
No. of Pcs. Of Lateral tie in one 6.0M bar
Lateral tie and tie wire computation by direct counting method
Length of spiral reinforcement
Concrete slab reinforcement
CHB – reinforcement
CHB – rebar
Horizontal bar spacing
Electrical estimates
Painting works
Spreading rate of paint
Kinds of paint
Paint coverage
Labor estimate
Construction work capacities in manhours
Capabilities of manual labor per hour
Capabilities of equipment
Longitudinal section of septic vault
Inside dimensions of the digestion chamber
Important features of septic vaults
Average pol consumption for various construction equipment
Rough estimates
General checklist
Checklist of items to be considered
Site excavation and siteworks
Sample computations
Excavation and backfil
Lumbering, roofing, tilework
Reinforcing bars
CHB reinforcement
Drawings
Symbols
Switches
Common nails and spikes
Mensuration formulas
Materials symbols plans and sections
Feet head of water to PSI
Water pressure to feet head
Simplified table for conversion
Conversion from Inches to meter
List of abbreviations
History of Concrete
Concrete, as we know it today, had its beginning in 1824, when Joseph Aspdin took out a patent
in England on “Portland” cement. Concrete became widely used in Europe during the late 1800‟s
and was brought to the United States late in that century and in all over the world. Its used
continued to spread rapidly as knowledge about it and experience with it grew.
Concrete
Concrete = is a stone like material obtained by permitting a carefully proportioned mixture of
cement, gravel and sand or other inert materials, and water to harden in forms of the shape and
dimensions of the desired structures.
Estimating = is a project study of determining the quality, quantity and cost of every material used
in a mass, or in every finished work.
Excavation & Earth Fill
Excavation = a hallow cavity formed by cutting or digging out earth, an open earth cutting.
Excavator = one who or that which excavates a digging machine.
Please refer to Table 1-1 for Angle of Repose Slope and Weight of Earth.
EARTH FILL:
Compact Volume = 1.25 V
Where: V = Loose Volume
One truck load = 4 to 6 cu. meter
Angle or Repose
Table 1-1
Type of
Materials
Approximate
Slope: A/B
Sand Dry
Sand Moist
Sand Wet
Ord. Earth, Dry
Ord. Earth, Moist
Ord. Earth, Wet
Gravel
Gravel, Sand & Clay
Angle of Repose
1/ 2.8 to 1/ 1.4
1/ 1.75 to 1/ 1.0
1/ 1.8 to 1/ 1.2
1/ 2.8 to 1/ 1.0
1/ 2.1 to 1/ 1.0
1/ 2.1 to 1/1.75
1/ 1.75 to 1/ 0.90
1/ 1.80 to 1/ 1.30
20 to 35
30 to 45
20 to 40
20 to 45
25 to 45
25 to 30
30 to 48
20 to 30
Wt./ Cu. Ft. Lbs.
90 to 110
100 to 110
110 to 120
80 to 100
80 to 100
100 to 120
100 to 135
100 to 115
Concrete Proportioning
Table 1-2
QUANTITY FOR 1 CU.M. CONCRETE
USING 94 LBS PORTLAND CEMENT
Class
AA
A
B
C
D
Proportion
1:2:3
1:2:4
1: 2.5 : 5
1:3:6
1: 3.5 : 7
Cement
10.50
7.84
6.48
5.48
5.00
Sand
0.42
0.44
0.44
0.44
0.45
Gravel
.84
0.88
0.88
0.88
0.90
USING 88 LBS PORTLAND CEMENT
A
B
C
D
1:2:4
1 : 2.5 :
1:3:6
1: 3.5 : 7
8.20
6.80
5.80
5.32
0.44
0.46
0.47
0.48
0.88
0.88
0.89
0.90
NOTE:



Class A = Shall be used for beams, slabs, columns, and for all members which are subjected
to bending stress.
Class B = Shall be used for all members not reinforced for bending stress.
Class C = Used for footing not under water.
Concrete Mixture
Table 1-3
Type of Construction
Side Walk 4” thick
Floor Slab 4” thick
Wall
Footing
Post
Machinery Foundation
Reinforced Concrete
Foundations
Top Dressing on Wearing Surp.
Water Roofing
Proportion
1:2:4
1:2:4
1 : 2.5 : 5
1 : 2.5 : 5
1 : 2.5 : 5
1:3:6
1:2:4
1 : 2.5 : 5
1:2:
1:2
NOTE: Keep all concrete wet 7-days and protect from sun.
Approximate Time Limit
Before the Removal of
Forms and Supports:
Table 1-4
Arch Centers
Centering Under Beams
Floor Slabs
Walls
Columns, Slides of Beams and Griders
14-21 Days
14
Days
3-10 Days
7-14 Days
3-10 Days
Amount of Water
Per Bag of Cement
Table 1-5
Mix
Type of Const.
Gallon of Water/ Bag Mix
Dry Mix
1:3:5
1:2:3
1:2:2
Figs. Reinf. Wall
Side Walk, Step
Fence Post
7.5
5.5
4.5
Moist Mix
6.0
4.5
3.75
Wet Mix
Aggr. ø
5.0
3.75
3.5
2”
1”
¾”
WATER CEMENT RATIO
Us Gal./ 94 Lbs Bag Cem.
Assumed Comp. Stress at 28 Days
7.5
6.75
6.0
5.0
2000 PSI
2500 PSI
3000 PSI
3750 PSI
Approximate Quantity of
Surface Water Carried by
Average Aggregates
Table 1-6
Aggregate Classification
Very Wet Sand
Moderately Wet Sand
Moist Sand
Moist Gravel, Crushed Rocks
Gal. Cu. Ft.
3/ 4 to 1/ 0
1/ 2
1/ 4
1/ 4
FULLER’S FORMULA
Let C = No. of Part Cement, S = Sand
G = Gravel or Stone, Then:
Px =
1
= no. of barrel portland cement required for one cu. yd. of concrete
C+S+G
Pm = 32.2875 Px = no. of barrel portland cement required for one cu. m. of concrete
Pm x S x 3.8
= no. of cubic meter sand for one cubic meter of concrete
32.2875
Pm x G x 3.8
= no. of cubic meter gravel for one cubic meter of concrete
32.2875
NOTE: 1 barrel = 4 bags of 96 Lbs. Portland cement = 3.76 Cu. Ft.
Masonry
There are different kinds of sizes and patterns of locally available materials classified under
masonry. Three kinds are as follows:
1) Block
2) Brick 3) Tile
CHB = Concrete Hollow Block
Table 2-1
Stock
Width
4”
5”
8”
3”
1 Cell
0.0007
0.001
0.002
None
Cell Volume Per Block
2 Cells
3 Cells
0.0014
0.0021
0.002
0.003
0.004
0.006
None
None
Plas. Vol/ Blk.
1 Face
2 Faces
0.0010
0.0020
0.0010
0.0020
0.0010
0.0020
0.00.10
0.0020
4 Cells
0.0028
0.004
0.008
None
13 CHB PER SQ.M. OF WALL AREA
SAND APPROX. 1/ 10/ BAG CEMENT
Table 2-2
CHB LAID PER BAG CEMENT:
4” x 8” x 16”
6” x 8” x 16”
8” x 8” x 16”
NOTE:
55 to 60 Pieces
30 to 36 Pieces
25 to 30 Pieces
1 Bag of Cement
equal = one cubic ft.
Plaster
Table 2-3
Class
Mix
Cement
Lime
Sand
Cu.M.
0.90
0.90
0.90
In Bags
A
B
C
1:2
1:3
1:4
8.5
5.5
4.5
8.5
5.5
4.5
Plaster Vol. Per Sq. M. = 0.012 Cu. M.
CHB FINISH PER SQUARE
METER
Cement
Sand
Bag
1/8
1/4
Cu. M.
0.0107
0.0213
Type of Finishing
Tooled Finish
Plaster Finish
MORTAR
Proportion
Cement
Sand
1.1
24.08
0.65
1.2
16.24
0.87
1.3
12.04
0.97
1.4
9.44
1.02
1.5
7.88
1.06
1.6
7.60
1.10
Volume of Cement
Per CHB
4” x 8” x 16”
6” x 8” x 16”
8” x 8” x 16”
0.001 Cu. M.
0.003 Cu. M.
0.004 Cu. M.
Materials Required For
1000 Square Ft. of Varying
Thickness of Mortar
Table 2-4
Thickness
of
Mortar
3 / 8”
1 / 2”
3 / 4”
1”
1 1/ 4”
1 1/ 2”
1 3/ 4”
2”
Proportion
1:2
Cem. Bag
1.4
1.8
2.7
3.7
4.5
5.4
6.4
7.3
1:3
Cem. Bag
1.0
1.3
2.0
2.7
3.3
4.0
4.8
5.4
Cu. Ft. Sand
2.8
3.6
5.4
7.4
9.0
10.8
12.8
14.6
Cu. Ft. Sand
3.0
4.0
6.0
8.1
10
12
14.1
16.2
Quantity of Mortar Per 1000 Bricks
Table 2.5
Joints 3/ 16
Joint 5/ 16
Joints 1/ 4
Joints 3/ 8
Joints 1/ 8
8 cubic feet
12 cubic feet
12 cubic feet
15 cubic feet
18 cubic feet
Requirements for Mortar
Table 2-6
Kinds
Plain Cement Floor Finish
Cem. Plas. Fin. 38 Thk. One Face
Peeble Wash Out Floor Finish
Laying of 6” CHB
4” Fill All Holes & Joints
Plaster Perlite
Grouted Riprap
Mix
Cement
Sand
1:2
“
“
“
“
“
:3
0.33 B/ SM
0.11 “
0.43 “
0.63 “
0.36 “
0.22 “
4 B / CM
0.0018 CM/SM
0.006 “
0.024 “
0.37 “
0.019 “
0.12 “
0.324 CM/ CM
Concrete Pipe Joint Collars
A. 4” Ø Non-Reinf. Conc. Pipe
B. 6” Ø Non-Reinf. Conc. Pipe
C. B” Ø Non-Reinf. Conc. Pipe
D. 12” Ø Non-Reinf. Conc. Pipe
E. 15” Ø Reinf. Conc. Pipe
F. 18” Ø Reinf. Conc. Pipe
G. 24” Øreinf. Conc. Pipe
H. 30” Ø Reinf. Conc. Pipe
I. 36” Ø Reinf. Conc. Pipe
J. 42” Ø Reinf. Conc. Pipe
K. 48” Ø Reinf. Conc. Pipe
1:2
1:2
1:2
1:2
1;2
1;2
1:2
1:2
1:2
1:2
1:2
0.02 B/ JT 0.001 CM/ JT
0.03 B/ JT 0.002 CM/ JT
0.05 B/ JT 0.003 CM/ JT
010 B/ JT 0.005 CM/ JT
0.15 B/ JT 0.008 CM/ JT
0.20 B/ JT 0.011 CM/ JT
0.35 B/ JT 0.019 CM/ JT
0.50 B/ JT 0.027 CM/ JT
0.70 B/ JT 0.038 CM/ JT
0.95 B/ JT 0.051 CM/ JT
0.20 B/ JT 0.065 CM/ JT
Mortar 1 CM Thick for Adobe Stone
Factor Per Adobe Stone
1. Cross Footing …………………… 0.00065 cu. one side
2. Buttress and Stairs ……………… 0.001575 cu. two sides one end
3. Wall ……………………………… 0.009 cu. m. one side one end
Mortar 1 Cm. Thick for Adobe Stone
Table 2-7
Stock Size
6” x 6” x 16”
6” x 12” x 16”
Cubic Meter/ Stone
0.002
0.004
No. of Pcs./ Sq. M
18
10
Concrete Footing for CHB
(Jackbilts Specification)
Table 2-8
Concrete Hollow
Thickness
3”
4”
6”
8”
Footing
Thickness
4” (0.10)
4” (0.10)
6” (0.15)
8” (0.20)
Footing
Width
12” (0.30)
12” (0.30)
14” (0.35)
16” (0.40)
Adobe Stone for Zocalo
Wall and Foundation
(Based on 0.15 M x 0.35 M x 0.45 M Blocks)
Table 2-9
1. Wall
2. Cross Footing
3. Adobe Stair
13 pcs. Per sq. m.
6 pcs. Per meter run
90 pcs. Per cu. m.
Volume
Meter
0.03 Cu. M.
0.03 Cu. M.
0.0525 Cu. m.
0.08 Cu. M.
Adobe Plaster
Table 2-10
Plastering
One Face
Two Faces
Bag Cement
Class A
0.0152
0.0304
Per Stone
Class B
0.010125
0.020250
Sand
0.00085
0.00170
Red Ceramic Blocks
Table 2-11
Stock Size
2” x 4” x 10”
Wall Thickness
2”
4”
3”
4”
4”
3”
10”
3” x 4” x 10”
4” x 4” x 10”
3” x 10” x 10”
Pieces Sq. M.
32
59
32
42
32
14
42
Miscellaneous Bricks and Stone
Table 2-12
Stock
Size
2” x 4”
2” x 6”
2” x 8”
2” x 10”
Bag cem./ sq.m (1” mortar)
Class “A”
Class “B”
0.45
0.30
0.45
0.30
0.45
0.30
0.45
0.30
Pieces Per
Sq. Meter
200
133
100
80
Sand
Cu.M.
0.025
0.025
0.025
0.025
Adobe Buttress
Table 2-13
Finished Cross Section No. of Stone Per
MKS
FPS
Course
0.35 x 0.50
14” x 20”
2
0.50 x 0.50
20” x 20”
3
0.50 x 0.65
20” x 26”
4
0.50 x 0.80
20” x 32”
5
0.50 x 0.95
20” x 38”
6
NOTE: When wall is supported by buttress then,
1. Estimate first for the buttress stone
2. Estimate stone for wall
3. Cross footing estimated as continuous
Meter Height
12
18
24
30
36
Decorative Blocks Mortar
Table 2-14
Stock Size inches
2 1/ 4 8 1/ 2 5
4 x 7 1/ 4 x 7 1/ 4
4x7x7
4 x 5 1/ 2 x 9 ½
4 x 9 x 10
4 x 8 5/ 8 x 10
4x8x8
4 x 8 x 10
4 x 10 x 11
4 x 10 x 10
Pcs. Per Sq. Meter
54.4
25.6
27.5
23.0
24.0
33.2
22.5
17.8
16.0
13.5
Cem./ Blk Bag
0.000880
0.004070
0.003940
0.004220
0.005342
0.005202
0.004500
0.005062
0.005910
0.005620
Sand/ Blk. Cu. M.
0.00002
0.00011
0.00011
0.00012
0.00015
0.00014
0.00013
0.00014
0.00016
0.00015
Lumbering
(Board Measure = Board Ft.)
Table 3-1
SIZE
1” X 2”
4
6
8
10
12
2” x 2”
3
4
6
2” x 8”
10
12
3” x 3”
4
6
18
10
12
4” x 4”
5” x 5”
L
6‟
1
2
3
6”
4
5
6
2
3
4
6
8
10
12
4.5
6
9
12
15
18
8
12.5
E
8‟
1.33
2.66
4
8”
5.33
6.66
8
2.66
4
5.33
8
10.66
13.33
16
6
8
12
16
20
24
10.66
16.66
N
10‟
1.66
3.33
5
10”
6.33
8.33
10
3.33
5
6.66
10
13.33
16.66
20
75
10
15
20
24
30
13.33
20.83
G
12‟
2
4
6
12”
8
10
12
4
6
8
12
16
20
24
8
12
18
24
30
36
16
25
T
14‟
2.33
4.66
7
14”
9.33
11.66
14
4.66
7
9.33
14
18.66
23.35
2.8
10.50
14
21
28
35
42
18.66
29.66
H
16‟
2.66
5.33
8
16”
10.66
13.33
16
5.33
8
10.66
16
21.66
26.66
32
12
16
24
32
40
48
21.33
33.33
S
18‟
3
6
9
18”
12
15
18
6
9
12
18
24
30
36
13.5
18
27
36
45
54
24
37.5
Floor Joists
(Board Ft. of Floor Joist Per Square Meter)
Table 3-2
SIZE INCHES
2x4
2x5
2x6
2x7
2x8
2 x 10
3x4
3x5
3x6
3x7
3x8
3 x 10
10” (0.25)
12.26
18.08
18.11
21.12
24.15
30.18
18.11
22.63
24.18
31.70
36.22
45.27
SPACING ON CENTER
12” (0.30)
10.78
13.81
16.10
18.78
21.33
26.73
16.10
20.12
24.15
28.17
32.20
39.00
14” (0.35)
9.50
11.74
14.08
16.42
17.72
23.47
14.08
17.60
21.12
24.65
28.17
35.21
Steps:
1. Subtract all floor openings from gross floor area.
2. Round total to 100 bd. ft.
3. For girts, girders, post, etc. – Estimate by direct counting
T & G Flooring
Table 3-3

Stock Size
No./ M. Run
1” x 3”
18.30
1” x 4”
12.50
1” x 6”
8.0
1” x 8”
5.8
Solve gross area and subtract all openings.
Bd. Ft./ Sq. M.
20.00
13.70
10.80
8.34
External Sidings
Table 3-4
Stock Size
1” x 3”
1” x 4”
1” x 5”
1” x 6”
1” x 8”
Effective Width
2 1/ 8
3 1/ 8
4 1/ 8
5 1/ 8
6 1/ 8
Bd. Ft./ Sq. M.
16.22
14.83
13.34
13.00
12.86
Studs Board Ft. of Studs Per Square Meter
Table 3-5
SROCK SIZE
2x2
2x3
2x4
0.40 X 0.40
6.410
9.630
12.840
S P A C I N G
0.40 X 0.60
5.50
8.40
10.90
0.60 X 0.60
4.50
6.80
9.00
Ceiling Joist
Table 3-6
Stock
Size
1” x 2”
2” x 2”
2” x 3”
2” x 4”
BOARD FT. PER SHEET OF CEILING PANEL
3” x 6”
4‟ x 8‟
18” x 24”
18”
24”
24” x 18”
16
o.c
o.c. bw.
o.c. bw.
o.c.
o.c. bw.
3.85
4.4
5.862
7.326
8.800
7.70
8.8
11.726
14.663
17.400
11.55
18.20
17.600
22.000
26.400
15.40
17.60
29.450
29.330
35.200
5‟ x 10‟
24” x 20”
20
o.c.
o.c. bw.
10.076
11.00
20.152
22.00
30.250
33.00
40.300
44.00
Ceiling Board
Table 3-7
Size
12” x 12”
16” x 16‟
16” x 24”
No. of Pcs./ Sq.M.
11.30
6.35
2.82
Size
24” x 24”
3” x 6”
4” x 8”
No. of Pcs. Sq.M.
2.83
0.65
.038
Trusses and Rafters
1. Estimate by direct counting and measuring method
2. Make a checklist of components:
a) Top chord
b) Bot. Chord
c) Collar Plate
d) Strut or web member
e) Brace
f) Wind or sway bracing
3. For components of shorter lengths, compute according to their sizes combined together and
adjust to commercial size.
4. Lumber over 24” shall have splicing with 8-1 / 2” diameter bolt per splice.
5. Add 20% for waste and splicing or 15% for waste alone.
6. Round to 10 bd. ft. for each truss or rafter.
7. Truss bolt size – 1 2 diameter minimum
8. Minimum truss bolt requirements
a) Top joints = 5 bolts
b) End joints = 2 bolts
c) Intermediate at bottom chord = 1 bolt
d) Intermediate at top chord = 2 bolts
Quantity of Nails Per 1000 Board Ft.
Table 3-8
Rafters
Purlins
Floor Joist
Flooring 1” x 2”
7/ 8” x 2”
1 1/ 2” x 2”
1” x 4”
1” x 6”
Ceiling Joist
Studs
Sidings
Baseboards
Door and Window Frame
Bridging 1” x 4”
2” x 4”
Trusses
Fascia Board
Balustrade
T & G Forms
6 KG
9-10 KG
11 KG
5 KG
9 KG
14 KG
10-12 KG
8 KG
8 KG
4 KG
8 KG
7 KG
1/ 2 KG
14 KG
23 KG
10 KG
11 KG
8 KG
7 KG
3” – 4”
3”
4”
3”
1 1/ 4” – 3”
3”
3”
2 1/ 2”
2 1/ 2”
3”
2”
2 1/ 2”
2 1/ 2”
2 1/ 2”
3”
4”
2 1/ 2”
2 1/ 2”
2 1/ 2”
CWN
CWN
CWN
CWN
CWN
CWN
CWN
CWN
CWN
CWN
CWN
FIN. N
CWN
CWN
CWN
CWN
CWN
FIN. N
CWN
Size of Posts
Table 3-9
As Required by the Department of Engineering
of the City of Manila (Ipil or its Equivalent)
Type of Bldgs.
One storey
One storey
One storey
Chalets
Two storey
Two storey
Two storey
Two storey
Three storey
House
House
Max. Ht.
Flr. (M)
100-150
300
3.50
4.00
5.00
4.50
4.50
5.00
1
st
Max. Total
(M)
3.00
4.00
5.00
5.00
6.00
7.00
8.00
9.00
10.00
10.00
12.00
Ht.
Max. Spacing of
Post (M)
5.00
4.00
4.00
3.50
3.00
4.00
4.50
4.50
4.50
400-500
5.00
Req‟d Min. Size
of Post
4” x 4”
4” x 4”
5” x 5”
5” x 5”
5” x 5”
6” x 6”
7” x 7”
8” x 8”
8” x 8”
9” x 9”
10” x 10”
Roofings
Roof Pitch and Percentage Addition
Table 4-1
PERCENT ADDITION TO
FLAT AREA FOR
TRUSSES AND RAFTERS
Symmetrical
Unsymmetrical
5.5
2
6
3
8
4
10
5
12
6
14
7
16
8
22
11
28
14
35
18
42
21
PITCH
0.32
0.36
0.40
0.45
0.50
0.55
0.60
0.70
0.80
0.90
00
Purlins for Standard Corrugated
G.I. Roofs
(For Trusses Not Greater Than
3.0M on Centers)
Table 4.2
Purlin Size
2” x 3”
2” x 4”
2” x 5”
2” x 6”
2 WD Block BD FT/ SM
3.271
4.369
5.321
6.335
2” x 2” WD Cleat BF/ SM
3.440
4.511
5.458
6.500
Corrugated Roofing Sheets
(Effective Coverage)
Table 4-3
Commercial
Size
32” x 6”
32” x 7”
32” x 8”
32” x 12”
10” End Lap 2”
Corr. Side Lap
English
Metric
27” x 5” – 2”
1.03 SM
27” x 6” – 2”
1.29 SM
27” x 7” – 2”
1.50 SM
27” x 11” – 2”
2.335 SM
12” End Lap 2”
Corr. Side Lap
English
Metric
27” x 5‟
1.05 SM
27” x 6”
1.255 SM
27” x 7”
1.465 SM
27” x 11”
2.300 SM
Estimating Procedure
1.
2.
3.
4.
5.
Solve for total flat area
Add pitch factor (see table 4-1 for roof pitch)
Sum of 1 and 2 is called sloped area which the actual covered area.
Solve for purlin based on table 4-2 and round up to 10 bd. ft
Solve for roofing sheets and round up to 10 sheets.
Roofing Hardwares
6.
7.
8.
9.
10.
11.
12.
Roofing Rivets = 180 pcs. Per kgs.
Corr. G.I. sheet – 6 rivets per sheet
Corr. G.I. sheet – 9 rivets per sheet
Corr. G.I. sheet – 9-12 rivets per sheet
2‟ corr. G.I. sheet – 12 rivets per sheet
Lead washers = 86 pcs. Per kilo
Plate (washer) = 152 pcs. Per kilogram
Plain G.I. Straps Per Sheet
( 36” x 8” – 0”)
Table 4-4
Purlin Size
2” x 3”
2” x 4”
2” x 5”
2” x 6”
Strap Size
1” x 8”
1” x 10”
1” x 11”
1” x 12”
Roofing Nails
102 pieces per kg. 2 ½
188 pieces per kg. 2 ½
No. of Roofing Nails
6‟, 7‟ & 8‟ Length = 12 pcs. Per sheet
9‟ & 10‟ Length = 16 pcs. Per sheet
12 Length – 18 pcs. Per sheet
No. of washers per sheet = no. of rivets for 3 purlins per G.I. sheet.
12 straps
7 pcs. Rivets non-engaging
26 pcs. Rivets engaging
For 4 purlins per G.I. sheet
16 straps, 7 pcs. Rivets non-engaging
32 pcs. Rivets engaging
Non-engaging rivets 3/ 8” x 1/ 4” = 189 pcs. Per kg.
Engaging rivets 1/ 2” x 1/ 4” = 153 pcs. Kg.
Rivets Needs
2 ………. G.I. Washers
1 ………. Lead Washer
Strap Needs
2 pcs. Rivets engaging
2 pcs. Lead washer
2 pcs. G.I. washer
2 pcs. 1 1/ 2 flathead
Nails 0.06 kg. Per sheet
2 pcs. 2 ½” roof nails
0.082 kg. Per sheet
No. of Strap
380
340
310
285
Plain G.I. Gutter, Ridge Roll, Fascia Flashing
Standard Lengths = 8FT.
No. of sheets required = total linear Mt. X 0.44
Nikolite Soldering Lead
Gutter
No. of bars = no. of pcs. Of gutter + 4
Downspout
No. of bars = no. of pcs. Of downspout + 5
Muriatic acid = 10 cc. Per bar
Kinds of Asbestos Roofing
1.
2.
3.
4.
5.
6.
Standard corrugated sheets
4-V Corrugated Sheets
Kanaletas
Placa Romana
Tencor Corrugated Sheets
Ardex Lightweight Corrugated Sheets
a. Std. Ardex
b. Super Ardex
Technical Data
Standard Corrugated Sheets
Length ……………………
= 4 to 10 ft.
End Lapping Below 20º
= 0.30 M
Above 20º
= 0.15 M
Width: Effective Width = 0.838 M
Ridge Roll Effective Length
= 0.838 M
Gutter Effective Length = 2.336 M
Outside Flashing
= 2.286 M
HIP Roll
= 1.676 M
NOTE:
Other accessories, estimate by direct counting
4-V Corrugated Sheets
Figure # 2
Standard Length
= 2.438 M.
Effective Width
= 0.965 M.
Ridge Roll Eff. Length = 0.965 M.
Outside Flashing Eff. Length
= 2.286 M.
KANALETAS
Standard Length
= 7.315 M.
Effective Width
= 0.885 M.
Eaves Flashing
= 0.885 M.
Outside Flashing Effective Length
= 8 to 10 ft.
Other accessories, estimate by
Direct counting method
Placa Romana
Standard Length
= 0.812 M.
Effective Length
= 0.600 M.
Standard Width
= 1.80 M.
Effective Width
= 1.100 M.
End Lap
= 0.200 M.
Side Lap
= 0.080 M.
Ridge Roll Effective Length
= 1.100 M.
Outside Flashing Effective Length
= 2.286 M.
Ridge Flashing Effective Length = 1.100 M.
Eaves Flashing Effective Length = 1.100 M.
Other accessories, estimate by
Direct counting method
Standard Length
Lapping
Effective Length
Effective Width
Standard Width
Outside Flashing
Minus Lapping
Ridge Roll
Tencor Corrugated Sheets
= 2.44 M.
= 0.30 M.
= 2.14 M.
= 0.675 M.
= 0.748 M.
= 5 to 10 ft. long
= 6 inches
= 0.952
Ardex Corrugated Sheets
Table 4-5
MEASUREMENT
Std. Width
Effective Width
Nominal Length
Ridge Roll Eff. Length
Outside Flashing
Side Lapping
Standard
0.52 M.
0.45 M.
2.5 – 10.5 ft.
0.9525 M.
5 to 10 ft.
6 inches
Super
1.05 m.
0.95
8 – 12 ft.
0.9525 M.
5 to 10 ft.
6 inches
Ceramics Roofing Tiles
Table 4-6
Description
Marceille Type (Flat)
Ondula Type (Wavy)
SR (STD. Ridge)
Half-Marceille
JRT - 1
JRT – 2
JRT – 3
JRT – 4
JRT – 5
SRT – 1
SRT – 2
SRT – L
SRT – R
Wt. / Pc.
3.6 Kg.
4.0 Kg.
2.8 Kg.
2.0 Kg.
3.0 Kg.
3.75 Kg.
3.2 Kg.
3.2 Kg.
2.2 Kg.
4.0 Kg.
2.2 Kg.
2.25 Kg.
2.25 Kg.
Pcs. Required Per
Sq. M.
Sq. M.
Lin. M.
Line
Sq. M.
Lin. M.
Line
Line
Lin. M.
Sq. m.
Line
Line
Line
14
15
2.5
1.0
13
4
1
1
4
13
1
1
1
JRS SRT – U
SRT – T
JRS -
2.0 Kg.
1.75 Kg.
1.50 Kg.
3.0
Lin. M.
Sq. M.
Sq. M.
Lin. M.
1
25
25
4
Tile Work
Table 5-1
Classification
Cement Tiles
Vetrified Tiles
Mosaic Tiles
Hexagonal Tiles
5-pt. Hexagonal
4-pt. Hexagonal
Capping
Internal Bead
Size (in.)
4x4
6x6
8x8
10 x 10
20 x 20
3x3
4x4
4 1/ 4 x 4 1/ 4
6x6
12 x 12
2x2
3x3
4 ¼ x 4 1/ 4
2
2
4½
4½
Pcs./ Sq. M.
100
44
25
16
4
178
100
86
44
12
480
190
95
Pcs./ Lin. M.
20
16
9
9
NOTE:
1. Round values to 50 pcs. Except for 20 x 20 cement tile, capping and internal bead which are
to be rounded to 10 pcs.
2. Tile cement mortar shall be 1 cm. Thick
3. Mortar volume shall be based on rounded values of tiles
4. Aggregates for mortar shall be rounded as follows:
Cement =
5 bags; Sand = 1 cu.m./Lime = 5 bags
5. Use 5 – points hexagonal tiles along shorter lengths
6. Use 4 – points hexagonal tiles along shorter lengths
7. For wainscoting corner moulding, estimate by direct count.
White
cement filler mortar = 1 kl. Per square meter
Portland cement
paste = 0.08 bag/ square meter
Precast Terrazo and Granulithic
Tiles
Table 5-2
Stock size
Pcs. Sq. M.
8” x 8”
9” x 9”
10” x 10”
12” x 12”
14” x 14”
16” x 16”
25
20
16
12
8.5
6.5
Cem. Bags Sq. M.
Class A
Class B
0.34
0.22
0.34
0.22
0.34
0.22
0.34
0.22
0.34
0.22
0.34
0.22
Sand
Cu.M.
0.18
0.018
0.018
0.018
0.018
0.018
Brass Div.
M. Sq. M.
11.00
10.00
9.00
8.00
6.00
5.90
VINYL AND RUBBER TILES
Stock size
Pieces
Per Sq. M.T.
25.00
19.75
16.00
11.11
1/ 8” x 8” x 8”
1/ 8” x 9” x 9”
1/ 8” x 10” x 10”
1/ 8” x 12” x 12”
Gallons of Asphalt
Per Sq. M.T.
0.042
0.042
0.042
0.042
Reinforcement
Available lengths of commercial bars:
20 ft. (6.0M); 25 ft. (7.5M); 30 ft. (9.0)
Weights and hook allowance of rod.
Table 6-1
Bar No.
2
3
4
5
6
7
8
9
10
Bar Dia.
1/ 4
3/ 8
1/ 2
5/ 8
3/ 4
7/ 8
1
1 1/ 8
1 1/8
Kg/ M
0.249
0.559
0.993
1.550
2.230
3.040
3.970
5.030
6.200
Hook Allowance
3
4.5
6.0
7.5
9.0
10.5
12.0
13.5
15
NOTE:
Kg x 0.001102 = Ton
Lb x 0.453 = Kg.
TIE WIRE:
No. 16 G.I. Tie Wire = 20 Kg/ Ton of rebar
= 0.02 x total weight of rebar
= 35 Kgs per roll
Weights and Hook Allowance
Of Rod Philippine Standard
Table 6-2
Bar No.
Bar Designation (mm)
Kg/ M.T.
2
3
4
5
6
8
9
10
12
13
16
6
10
12
16
20
25
28
32
36
40
50
0.222
0.616
0.888
1.579
2.466
3.854
4.833
6.313
7.991
9.864
15.413
Hook All.
2 (mm)
72
120
144
192
240
300
336
384
432
480
600
6D x
No. of Pcs. Of Lateral Tie in One 6.0 M Bar
Table 6-3
Lateral Tie Dimension
W
L
5 in.
0.125
M.
7
0.175
9
0.225
11
0.275
5 in
7
9
11
13
7
9
11
13
15
9
11
13
15
11
13
15
0.12 5m
0.175
0.225
0.275
0.325
0.175
0.225
0.275
0.325
0.375
0.225
0.275
0.325
0.375
0.275
0.325
0.375
No. of Pcs.
In one Bar (n)
9
8
7
6
5
7
6
5
5
4
5
5
4
4
4
4
4
Lateral Tie and Tie Wire Computation by Direct Counting Method:
Let N = no. of pcs. Of bars required
N = no of pcs. In one bar (see table # 6-3)
L = total length of all columns
S = spacing of lateral tie
N = ( L + 1) + n
S
Round value to next 10.
FOR TIE WIRE:
Let N = no. of kilos of tie wire required
V = no. of vertical bars
L = length of tie wire/ tying points
= 12 inches = 0.30 m. on the average
T = no. of tying points = (L/S + 1) V
1 kl. No. 16 tie wire = 53 m approximately
N = L” T + 53 = 0.30 (L/S + 1) V
53
N = 0.00566 (L + 1) V
S
Length of Spiral Reinforcement
Table 6-4
Col.
Diam.
12
13
14
14
15
15”
15”
16”
16”
16”
17”
17”
17”
18”
18”
18”
Pitch
Length of
Spiral/ M. Ht.
14.85 M
12.03
9.9
16.50
13.35
11.10
18.15
14.70
12.10
19.80
16.05 M
13.20
21.45
17.37
14.30
23.10
18.70
15.40
24.75
20.03
16.50
2
2 1/ 2
3
2
2 1/ 2
3
2
2 1/ 2
3
2
2 1/ 2”
3”
2”
2 1/ 2”
3”
2”
2 1/ 2”
3”
2”
2 1/ 2”
3”
Col.
Diam.
20
21
22
23
23”
23”
24”
24”
24”
25”
25”
25”
26”
26”
26”
Pitch
2
2 1/ 2”
3
2
2 1/ 2”
3
2
2 1/ 2”
3
2
2 1/ 2”
3”
2”
2 1/ 2”
3”
2”
2 1/ 2”
3”
2”
2 1/ 2”
3”
Length of
Spiral/ M. Ht.
28.05 M
27.71
18.69
29.70
24.04
19.80
31.35
25.37
20.89
33.00
26.70 M
22.07
34.64
28.04
23.10
36.30
29.40
24.19
37.95
30.72
25.29
Concrete Slab Reinforcement
Table 6-5
Bar
Spacing
Inches
4
5
6
7
8
9
10
11
12
One Way Slab
20 Bar
Tie Wire
Per sq. m
Klg/ sq. m
3.350
0.218
2.842
0.175
2.450
0.152
2.250
0.129
2.083
0.113
1.884
0.102
1.762
0.080
1.669
0.080
1586
0.074
Two Way Slab
20 Bar
Tie Wire
Per sq. m.
Klg./ sq. m.
4.150
0.459
3.440
0.389
3.040
0.282
2.550
0.198
2.350
0.132
2.020
0.105
1.820
0.083
1.710
0.069
1.600
0.056
CHB – Reinforcement
Table 6-6
Spacing of Vertical
Bars in Meter
0.4
0.6
0.8
Horizontal Bars
Every 2 Layers
3
4
5
Length of Bars in Meter Per
Block
Sq. Meter
0.25
3.0
0.17
2.1
0.12
1.5
0.22
0.15
0.13
0.11
2.7
1.9
1.7
1.4
NOTE: Rebars for spiral column, slab and chb indicated in the tables include the allowance for
bending, splicing and end hook.
CHB Rebar
(Jackbilt Specification)
Table 6-7
VERTICAL BAR SPACING
Block
16 O.C.
Thickness
0.40
4”
3/ 8” Ø
6”
3/ 8” Ø
8”
3/ 8” Ø
24 O.C.
0.60
3/ 8” Ø
3/ 8” Ø
1/ 2” Ø
32 O.C.
0.80
3/ 8” Ø
3/ 8” Ø
1/ 2” Ø
40 O.C.
1.00
3/ 8” Ø
3/ 8” Ø
5/ 8” Ø
48 O.C.
1.20
3/ 8” Ø
1/ 2” Ø
5/ 8” Ø
Horizontal Bar Spacing
Table 6-8
Brick Thickness
4”
6”
8”
Every Third Course
or 0.60
3/ 8” Ø
1/ 2” Ø
1/ 2” Ø
Every Fourth Course
or 0.80
3/ 8” Ø
1/ 2” Ø
1/ 2” Ø
Every Fifth Course
or 0.0
3/ 8” Ø
1/ 2” Ø
1/ 2” Ø
Electrical Estimates
Table 7-1
Class of Work
Install thin-wall conduit with
Outlet boxes 1/ 2 & 3/ 4 in.
1.0 in.
1.25 in.
1.50 in.
Install flexible conduit
With outlet boxes
1/ 2 & 3/ 4 in.
1 & 1.25 in.
Install service Entrance cap and
conduit
Install conduit & fuse panel
Install heavy rigid conduit with outlet boxes
1/ 2 & 3/ 4 in.
1 & 1.25 in.
1 1/ 2 in.
2
2 1/ 2 in
3
4
Unit
Labor – Hour
Electrical
Helper
100 L.F.
100 L.F.
100 L.F.
100 L.F.
4–6
4.3 – 7
4.5 – 7.5
5.5 – 9
4–6
4.3 – 7
4.5 – 7.5
5.5 – 9
100 L.F.
100 L.F.
Each
3–5
4–6
0.5 – 1.0
3–5
4–6
0.5 – 1.0
Each
0.5 – 1.0
0.5 – 1.0
100 in. F.
100 in. F.
100 in. F.
100 in. F.
100 in. F.
100 in. F.
100 in. F.
5.0 – 10
50 – 11
30 – 13
12 – 17
15 – 21
20 – 28
25 - 35
5.0 – 10
50 – 11
30 – 13
12 – 17
15 – 21
20 – 28
25 - 35
Painting Works
A.
1.
2.
B.
1.
2.
Wood:
First coating for wood = 1 gal. Per 20 sq. m.
Second coating for wood = 1 gal. Per 25 sq. m.
Masonry:
First coating for wood = 1 gal. Per 25 sq. m.
Second coating for wood = 1 gal. Per sq. m.
Inside for wood – use interior paint
Outside for wood – use exterior gloss paint
Masonry for wood – use monokote paint
For coloring: - interior flat or exterior gloss paint
- Tinting color (assorted)
Masonry paint for coloring – Agri color
Paint thinner – 2 gals. Per 20 gals. Of paints
Linseed oil – 1 gal. Per 20 gals. Of paints
Spreading Rate of Paint
(No. of Sq. M. Covered by one Gallon)
Table 8-1
Kind of Paint
Oil paint
Gloss Finish
Enamel Paint
Extr. Varnish
Interior Varnish
Shellac
Shingles Stain
Oil Paint smooth
Calcinine
5-LB Powder
White Wash
4-5 Hydrated Lime
Character of Surface
Smooth wood
Rough wood
Metal
Plaster
Hard brick
Soft brick
Smooth cem. Struc.
Rough cem. Struc.
Smooth painted with
Undercoat
Smooth wood
Smooth wood
Smooth wood
Rough wood
Smooth wood
Wood wall bd.
Plaster
Hard brick
Soft brick
Rough cem. Struc.
Plaster
Wood
Brick
Plaster
1 Coat
55.76
32.53
65.05
41.82
37.17
32.53
32.53
18.58
2 Coats
30.20
18.50
31.60
23.23
20.91
18.58
18.58
9.29
46.50
46.50
41.82
55.76
11.61
23.23
46.50
37.17
32.53
27.88
13.94
37.17
23.23
18.58
27.88
23.29
22.55
23.23
27.88
6.97
27.25
20.91
18.58
18.26
6.97
3 Coats
20.95
12.55
21.37
18.26
14.87
13.94
13.94
18.58
18.26
18.58
14.87
13.94
11.61
Kinds of Paint
Table 8-2
Kinds of Paint
Asphalt Roof Paint
Asphalt – Asbestos
Paint
5 Lbs powder cold
paint
Roof
Character of Surf.
Rough wood
Smooth wood
1 Coat
13.54
9.29
water
Smooth wood
27.88
Paint Coverage (Sq. M./ Gal.)
Wood Preservation
Outside Lead oil
Flat White Paints
Floor Oil Paint Stain
Enamel Floor
Wall side for wall board Aluminum
Varnish
9.30 – 1 coat
27.88 – 2 coats
27.88 – 2 coats
55.76 – 1 coat
23.23 – 2 coats
27.88 – 1 coat
46.50 – 1 coat
55.76 – 1 coat
Labor Estimate
1. Concreting of Plain Flooring
2 men pour 1.2 cu. m. concrete/ day
2. Concreting of Reinf. Flooring
2 men pour 0.84 cu. m. concrete/ day
3. Concreting of Column & Beam:
2 men pour 0.50 cu. m. concrete/ day
4. Finishing of Flooring (rough):
2 men finishes 72 sq. m./ day
5. Finishing of C.H.B. Joints:
2 men finishes 420 pcs./ day
6. Plastering of C.H.B.
2 men plasters 8 sq. m./ day
7. Laying of C.H.B.
2 men lay 100 pcs./ day
8. Breaking Old R.C. Flooring:
2 men break 0.30 cu.m./ day
9. Laying of Glazed Tile, 4” x 4”
2 men lay 100 pcs./ day
10. Laying of Glazed Tile, 6” x 6”
2 men lay 72 pcs./ day
11. Installation of Water Closet:
2 men install 1 – set W.C/ 2 days
12. Installation of Lavatory:
2 men install 1-set Lav. / 1 1/ 2 day
13. Installation of G.I. sheets 32” x 8 on steel Frames:
2 men installs 11 sheets/ day
14. Installation of G.I. sheets 32” x 8” on Wooden Frames
2 men installs 20 sheets/ day
15. Installation of G.I. sheets 32” x 12” on Steel Frames:
2 men installs 10 sheets/ day
16. Installation of G.I. sheets 32” x 12” on Wooden Frames:
2 men installs 15 sheets/ day
17. Fabricating and installation of Gutter Downspout, Ridgeroll:
2 men fabricated install 5 sheets:
32 x 8” G.I. sheets/ day
18. Installation of G.I. Pipe 1/ 2 Ø x 20”
2 men install 20 lights/ day
19. Installation of door and windows jamb:
1 man install 3 pcs. 2” x 5” x 16” or 40 bd. ft./ day
20. Installation of Door (Complete with Hinges and Knob):
1 man install 2 pcs. Door/ day
21. Fabrication of Door (Excluding Planning of Frames)
1 man makes 3 pcs./ day
22. Planning Rough Lumber (including Alignment):
1 man planes 4 pcs. 2” x 4” 18”
120 bd. ft./ day
23. Planning Rough Lumber (No Alignment):
1 man planes 10 pcs. 2” x 4” x 18”
120 bd. ft./ day
24. Installation of Plywood Board:
2 men install 15 sheets 4” x 8”/ day
25. Installation of Wooden Post:
2 men install 6 pcs. 4” x 4” x 12” or 96 bd. ft./ day
26. installation of Wood Jalousie Windows
1 man install 2 pcs. 30” x 45” or 18.75 sq. ft./ day
I.
Construction Work Capacities in Man-hours
EARTH WORK:
a. Excavation – 1.82 to 2.89 man-hour/ cu.m.
b. Backfill – 1.34 man-hours/ cu.m.
II.
FORMWORK
a. Footing, grade beams, column – 2.5 man-hours/ sq.m.
b. Beams, bond beams, floor slabs – 2.8 man-hours/ sq. m.
c. Roof beams and bond beams – 3.01 man-hours/ sq. m.
d. Root slabs – 3.34 man-hours/ sq. m.
e. Retaining walls – 2.4 man-hours/ sq. m.
f. Stairs and landings – 2.48 man-hours/ sq. m.
g. Form oil application – 6.0 man-hours/ 10 sq. m.
III.
REINFORCEMENT:
a. Reinforcement of footings up to roofing average 9.0 man-hours/ 100 kilos
b. B. Grade slab EWP – 13 man-hours/ 100 sq. m.
c. Floor membrane – 15 man-hours/ 100 sq. m.
CONCRETE WORK
a. Column footings, wall footing grade beam, grade slab and Column – 2.34 man-hours/
cu. m.
b. Floor beams and bond beams – 2.82 man-hours/ cu. m.
c. Floor slabs (suspended) – 2.60 man-hours/ cu. m.
d. Roof beams and bond beams – 2.88 man-hours/ cu. m.
e. Stairs – 2.6 man-hours/ cu. m.
f. Roof slab – 2.91 man-hours cu. m.
g. Curing (water) – 2.0 man-hours/ day for 7 days
h. Equipment
1. Vibrator – 16 min./ cu. m.
2. Crane with concrete bucket – 4 cu. m./ man-hour
IV.
Capabilities of Manual Labor Per Hour
Unit
1. man
2. 1 mason &
1 helper
3. 1 carpenter
& 1 helper
Type of work
a. Excavating Loam or sand
b. Excavating clay or heavy soil
c. Excavating rock
d. Backfilling
e. Spreading, tamping & grading
f. Placing escombro fill
g. Placing binders
h. Cleaning undergrowth and small brush
i. Cleaning underground and brush 12” Ø
a. Laying of CHB and Adobe
b. Cement finish
a. Erecting forms
b. Removing forms
Capability
0.76 cu. m.
0.61 cu. m.
0.38 cu. m.
1.22 cu. m.
2.09 cu. m.
2.0 cu. m.
4.0 cu. m.
20 sq. m.
20 sq. m.
22 pcs.
28 sq. m.
1.86 sq. m.
1.86 sq. m.
CAPABILITIES OF EQUIPMENT
Item
1. Dozer
2. Grader
3. Payloader
4. Crane Shovel
5.Sheep‟s foot
Roller
6. No. 3 W Road
Roller
7. Tractor-drawn
Roller (1 – D)
8. Tandem Roller
Type of work
a. Clearing
b. Stripping
c. Excavation
d. Quarrying
e. Pushing
a. sub-grading
b. Spreading
a. Loading
a. Loading
a. Static Rolling (12 passes – 15 cm. Lift)
b. Vibratory Rolling (4 passes – 15 cm. Lift)
a. Static Rolling (6 passes – 20 cm. Lift)
Capability
500 sq. m/ hr.
200 sq. m/ hr.
25 cu. m/ hr.
50 cu. m/ hr.
3 sq. m/ hr.
300 sq. m/ hr.
50 cu. sq. m/ hr.
30 cmph
35 cmph
a. Vibratory Rolling (6 passes – 20 cm. Lift)
240 cmph
a. Static Rolling (6 passes – 20 cm. Lift)
b. Vibra Rolling (6 passes – 60 cm. Lift)
9. 5-T Dump
a. Hauling common borrow
Truck
b. Hauling selected borrow base coarse
NOTE: Cmph – cu. m./ hour; cmpt = cu. m./ truck
10. 2-1/ 2-T
a. Hauling common borrow
Dump Truck
b. Hulting SBBC
11. Buggy
a. Hauling concrete mix
12. Wheel barrow
a. Hauling aggregates
13. Water Truck
a. Watering
14 Asphalt
a. Spraying
Distributor
Asphalt prime
15. 16-S Concrete
Mixer
16. Rock Crusher
a. Crushing mixed Sand and gravel
17. Concrete
a. Vibrating concrete mix
Vibrator
18. Concrete Floor
a. Finishing concrete floor
Finisher
19. Scraper Towed
a. Hauling heap capacity
135 cmph
24 cmph
24 cmph
72 cmph
3.5 cmpt
5 cmpt
2.5 c.m./ trip
2.0 c.m./ trip
0.17 c.m./ trip
0.07 c.m./ trip
1000 sq.m./ hr.
300 sq. m./ hr.
9 cu.m./ hr.
30 cu.m./ hr.
40 cu.m./ hr.
40 sm./ hr.
1 cu.m./ trip
12 CY Cap
20. Scraper TourMapull
45 ton
21. Percussion
a. Hauling heap capacity
22 cu.m./ trip
a. Drillings hard rock
0.23 m/ hr.
b. Drillings loose rock
0.30 m/ hr.
c. Drillings limestone
0.38 m/ hr.
d. Drilling sticky clay
0.49m/ hr.
e. Drilling loose clay
0.76 m/ hr.
1. Metric ton of Asphalt concrete covers 8 sq. m. of pavement 0.05 m. thick or 0.43 cu. m. of
Asphalt concrete.
No. of Person
10
15
20
25
30
35
40
45
50
60
70
80
90
100
Inside Dimension of the Digestion Chamber
Depth (m.)
Width (m.)
1.20
0.90
1.20
1.10
1.20
1.25
1.20
1.40
1.30
1.50
1.30
1.60
1.40
1.65
1.40
1.80
1.50
1.80
1.50
1.90
1.60
2.00
1.60
2.20
1.80
2.20
1.80
2.30
Length (m.)
1.80
2.20
2.50
2.80
3.00
3.20
3.30
3.50
3.50
3.90
4.00
4.40
4.40
4.60
Important Features of Septic Vaults
1. Septic tanks are no longer allowed in Manila where the sanitary sewer in now in operation.
They may still however, be of great service in sub-urban communities.
2. Location: no septic tank shall be installed within or under the house
3. Tanks must be built water-tight of concrete, stone or brick
4. Both compartments are provided with manholes and tight covers for cleaning and necessary
repairs.
5. Inlets and outlets are submerged in such a way that neither scum or sludge be unduly
disturb.
6. Inlets and outlets are arranged so as to deliver the sewage to the middle third of the tank
depth. For instance, in a tank 1.20 m deep, the inlet and outlet be submerged 0.40 meters.
7. The vault is vented thru the sanitary fees in the inlet and outlet, having top ends open and
screened to make-tank mosquito-proof.
8. The bottom of the tank should 1:10 min. toward the manhole in the center facilitate cleaning.
9. Not less than 0.20 m. of airspace should be left between the top of the sewage and the under
part of the rank over.
Average Pool Consumption for
Various Construction Equipment
Table 10-1
Equipment
Pay loader
Bull dozer
Rd. Grader
Rd. Roller 5 t
Rd. Roller
10-12 t
Rd. roller
5-8 t
Crane Truck
mounted
Pneumatic
Tractor
Trk. Tractor w/
trafler
Water trk. W/
pump
Paver
Dump Truck
Tractor Crawler
Cat D-7
Stake Trk. (H
Loadstax 80 ton)
Concrete Mixer 4
bagger
Diesel
Fuel (liter)
10 ltrs./ hr.
12 ltrs./ hr.
10 ltrs./ hr.
Engine
Oil (liter)
3 ltrs./ hr.
3 ltrs./ hr.
3 ltrs./ hr.
2 ltrs./ hr.
Grease
(Pound)
1 lb./ day
1 lb./ day
1 lb./ day
2 lbs./ wk
Gear Oil
(Liter)
1 ltr./ day
1 ltr./ day
1 ltr./ day
6
5 ltrs./ hr.
2 ltrs./ hr.
2 lbs./ wk
1 ltr./ wk
5 ltrs./ hr.
2 ltrs./ hr.
4 ltrs./ fly
2 lbs./ wk
2 lbs./ day
1 ltr./ day
12 ltrs./ hr.
1 ltr./ day
2 lbs./ day
1 ltr./ day
12 ltrs./ hr.
1 ltr./ day
1 lb./ wk.
1/ 5 ltr./ day
1 lb./ day
8 ltrs./ hr.
5 ltrs./ day
3 kms./ ltr.
2 ltrs./ day
1 ltr./ day
1 lb./ day
1 lb./ day
10 ltrs./ hr.
2 ltrs./ day
2 lbs./ day
1 ltr./ wk.
Brake fld.
1 Pint/ wk.
2 ltrs./ wk.
Brake fld. 1
pint/ wk
1 ltr./ day
1 ltr./ km.
1 ltr./ day
1 lb./ day
1 ltr./ day
1/ 2 lb./ day
1/ 2 lb./ day
2 km./ ltr.
Rough Estimates
100 BD. FT./ CU.M. FORM LUMBER
Cement – 10 bags/ cu.in. plaster
Steel Reinf. – 100 to 130 kgs./ cu.m. of concrete
Roof Frmg. – 14 bd. ft./ sq. m. of roof area
Ceiling Frmg. – 7 bd. ft./ sq.m. ceiling
Nails – 20 kgs./ 1000 bd. ft.
Studding, 2” x 3” – 4 bd. ft./ sq.m.
Siding – 10.7 bd. ft./ sq.m.
Flooring – 10.8 bd. ft./ sq.m.
Floor Joists, 2” x 6” – 15 bd. ft./ sq.m.
Ceiling Joists, 2” x 2” – 4 bd. ft./ sq.m.
Purlins, 2” x 4” – 4.4 bd. ft./ sq.m.
G.I. Sheets, 32” x 8” – 0.7238 pcs./ sq.m.
Roof nails, 2 1/ 2” – 0.082 kg./ sq.m.
Roof cement – 0.042887 gal/ sq.m.
Straps, 3” x 8” – 0.0452377 sht./ sq.m.
Rivets, 3/ 8” x 1/ 4” – 0069 kg/ sq.m.
G.I. washer, 1/ 4” – 0.15888 kg/ sq.m.
Gasoline
(Liter)
6 ltrs./ hr.
8 ltr./ hr.
General Checklist:
I.
FOUNDATION
Concrete footing, piers, lumber forms, earthfill, reinforcing bars, hardwares
II.
CONCRETE AND MASONRY WORKS
Reinforced concrete: columns, beams, slabs and zocalo; Slab on fill, CHB zocalo, CHB
walls, CHB fence, CHB fillers, Plaster, Forms and Falseworks, Various hardwares
materials, mortar
III.
LUMBER FRAMEWORKS
Posts, Girders, Floor joists, Bridging, T & G Flooring, Ceiling joists hangers, Siding,
Various hardwares.
IV.
ROOFING
Trusses, Rafters, Purlins, Purlin blocks, Fascia boards, Air ventilators
V.
PENESTRATIONS
Window sash/ framing, door sash/ framing, window glass, door glass.
VI.
MILLWORKS
Panel/ flush doors, baseboards, general moulding, special moulding, various hardwares.
VII.
STAIRS
Stringers, Treads, Riser, Handrails, Balustrades, Paneling, Various hardwares
VIII.
STOCK PANEL
Exterior siding, Double wall, Partition, flooring, Ceiling, Various hardwares.
IX.
TILE WORK
Unglazed floor tiles, Glazed tiles, Face bricks, Mortar, Various hardwares.
X.
ROUGH HARDWARES
Common wire nails, G.I. nails with lead washers, Tension bars, machine bolts and
washers, post W.I. straps, tie wire.
FINISHING HARDWARES
Loose pin hinges, Closets and cabinet hinges locksets, Cabinet handles, Friction
catches, Door automatic closer, Cabinet drawer locks, Aluminum screen.
XI.
XII.
PLUMBING WORK
C.I. soil pipes, C.I. soil pipe fittings, Floor drains, Faucet, Stop cock, Shower head, Water
heater, Kitchen sink.
XIII.
ELECTRICAL
Electrical wires, Switches, Convenience outlets, Ceiling receptacles, Main switch, Circuit
breaker.
XIV.
BATH AND TOILET FIXTURES
Water closets, Lavatories, bath tubs, Shower stalls, urinals, Bidets, toilet and bath
accessories.
XV.
SPECIAL CARPENTRY WORKS
Closets, built-in cabinets, movable partitions, Cabinets, Cupboards, Covelighting, Various
built-in units.
XVI.
TINSMITHRY
Corrugated G.I. roofing, Gutter/ Flushing, Flushing, Ridge roll, Hook bolts, valley roof
straps, conductors, downspouts.
XVII.
PAINTING
Roof paint, masonry paint, Oil base paint, Varnish, Patching powder, Thinner, Linseed oil,
Sand Paper.
Checklist of Items to be Considered:
JOB OVERHEAD
1. EQUIPMENT: rental, delivery, loading, erecting, and dismantling
2. PERSONNEL: Salaries, fringe benefits and payroll taxes for superintendent, foreman,
timekeeper, clerk etc.
3. FIELD OFFICE : rental, telephone, electricity, office supplies
4. TEMPORARY FACILITIES: light and power, water, sanitary facilities, fuel, gas for gas for
welding roads, stair, barricades, runways, fences, tool-shed, warning lights
5. PERMIT: building, street, sidewalk water, sewer, for transporting heavy loads over city street,
for use of city dumps.
6. QUALITY CONTROL: Soil compaction test and boring, concrete tests for aggregate, slump
and strength manufacturer‟s and materials suppliers certifications and samples.
7. MEETING AND SUBMITTALS: As-built drawings, progress photographs, shop schedules,
progress report, job meeting.
8. TRANSPORTATION AND FREIGHT: Railway, trucking, demurraged, unloading.
9. COORDINATING: Cutting and patching, inspecting subcontractor work.
10. FINAL CLEAN-UP: Patching, touchup, janitorial work, handling debris final inspection.
11. BONDS: Surety, labor and material payment bond, performance, bid, completion supply.
12. INSURANCE: General liability, fire, damage etc.
13. PROTECTION: Safety requirements, etc.
14. REPAIRS: Sidewalk, streets, and curbs.
15. Miscellaneous: Professional fee for engineer, attorney, general company overhead, real state
taxes, contingencies.
SITE EXCAVATION AND SITEWORK:
Demolition, clearing and grubbing remove excess materials and debris, strip and stockpile top
soil, borrow material from offsite sources. Rough grading, spread back top soil, landscaping,
concrete and bituminous walks, driveway, curb. Catch basin and storm drain.
BUILDING EXCAVATING AND BACFILLING STRUCTURAL METALS: handling and erection.
ARCHITECTURAL AND MISCELLANEOUS METALS. CONTRACTOR AND OWNER
FURNISHED OR BUILT-IN EQUIPMENT.
SAMPLE COMPUTATIONS
CONCRETING
Find the quantity of cement in bags, sand and gravel in cu.m. needed for a plain
concrete slab on fill 0.10 m thick and 6.0 x 9.0 m in dimension.
Solution:
1. Find the volume: V = 0.10 x 9 x 6 = 5.40 cu. m.
2. Referring on Table 1-2, Class „B‟
Cement: 5.4 x 6.48 = 35 bags
Sand: 5.4 x 0.44 = 2.5 cu. m.
Gravel: 5.4 x 0.88 = 5.0 cu. m.
MASONRY:
The net area of a certain masonry wall is 100 sq. m. Find the no. of 4” x 6” x 8 CHB, bag
of cement and lime, and cu. m. of sand. The wall is to be tooled finished on one side. Use 1:3
mixture for plaster and mortar
1. pcs. Of CHB = 100 x 13 = 1300 pcs.
2. Mortar volume: referring on and Table 2-1 and 2-4 filler vol. = 1300 x 0.0028 = 3.64 cu. m.
mortar vol.
= 100 (3.28)2 sq. ft. x 6 cu. ft. x cu. m.
100 sq. ft. (3.28) cu. ft.
mortar volume – 1.83 cu. m.
Total mortar volume = 3.64 + 1.83 = 5.47 cu. m. referring on Table 2-3, using 1:3 mixture
Cement: 5.47 x 12.07 – 66 bags
Sand: 5.47 x 0.97 = 55 cu. m.
3. Plaster Volume: referring on Table 2-3
V = 100 x 0.012 = 1.2 cu. m.
Cement: 1.2 x 5.5 = 6.6 bags
Lime: 1.2 x 5.5 = 6.6 bags
Sand:
1.2 x 0.90 = 1.1 cu. m.
Compute the quantity of cement in bags sand in cu. m. and 0.35 x 0.45 adobe stones for
a wall supported by buttress as shown.
Solution:
1. Buttress: referring on Table 2-13
Total height = 2 x 3 = 6.0 m
No. of stones = 6(12) = 72 pcs.
Mortar volume, referring on page 12 and 13
V = 72(0.001575) = 0.1134 cu. m.
Referring on using 1.3 mixture
Cement: 0.1134(12.04) = 2 bags
Sand: 0.1134(0.97) = 0.11 cu. m.
2. Wall : referring on page 15
Area = [10 – 3 (0.35))] (2) = 17.90 sq. m.
No. of stones = 17.9 (13) = 233 pcs.
For class „A” plaster on two faces<
cement : 233 (0.0304) = 7 bags
Sand : 233 (0.0017) = 0.5 cu. m.
3. Cross-footing: referring on Table 2-9
No. of stones = 10(6) = 60 pcs.
Mortar volume,
V = 60(0.0065) = 0.39 cu. m.
Referring on Table 2-3 using 1:3 mixture
Cement: 0.39 (12.04) = 5 bags
Sand : - .39(0.97) = 0.5 cu. m.
Compute the quantity of cement and sand for mortar to lay 100 pcs. Of 36” Ø concrete
pipe for drainage.
No. of joints = no. of pipes – 1 = 99 referrign on Table 2-6
Cement: 99(0.70) = 70 bags
Sand: 99(0.038) = 4 cu. m.
Excavation and Backfill
Find the total volume of excavation and backfill. Assume the soil to be moist ordinary
earth. From page 3, the slope for this kind of soil varies from 1:2.1 – 1:1
Lumbering
Compute the needed materials for the floor system shown using 1” x 6” T&G flooring system
shown using 1” x 6” T&G flooring supported by 2” x 6” joist spaced at 12” on center.
Solution:
1. For 1” x 6” T&G Flooring:
Referring Table 3-3 10.8 Bd. FT./Sq.M.
Total BF = 10.8 (3 x 6) = 194.4; N = 24 pcs.
2. For 2” x 6” x 12‟ Floor Joist:
Referring to Table 3-2 16.10 bd. ft./ sq.m.
Total BF = 16.10 (3 x 6) = 289 bd. ft.
N – 2” x 6” x 12‟ + 12 = 289.8, N = 24 pcs.
Compute the needed materials for the ceiling frame shown. Use 3‟ x 6‟ joist 18” o.c.
Solution:
1. Divide 4+ 0.9 = 5; 10 + 1.8 = 6
Pcs. Of ceiling panel = 5 x 6 = 30 pcs.
2. For ceiling joist:
Referring to Table 3-6 8.8 bd. ft./ sht.
No. of pcs. W/o considering cutting
Wastage = (4 x 10) + (9 x 1.8) = 25 pcs.
Total BF = 25 (8.8) = 220 bd. ft.
N – 2” x 2” x 12‟ + 12 = 220, N = 55 pcs.
3. Nail from Table 3-8
No. of Kis (1 1/ 2) CWN = 8 (334.4) x 10 = 2.7 kis.
Roofing
As shown in the figure, find the mat‟ls needed using 32” x 6” corr. G.i. with 12” end
lapping and two corrugation for side lapping, and 2” x 4” purlins.
Solution:
Pitch = 1.28 + 4 = 0.32
From Table 4-1, percentage addition for pitch = 5.5
Flat area = 4 x 9 = 36 sq. m.
Slopped area = 36 + 36 (0.055) = 37.98 sq. m.
From p. 28, effective coverage = 1.05 sq.m./ sht.
No. of sheets = 37.98 + 1.05 = 36 shts.
From pp. 29 and 30 using 3 purlins per sheets pcs. Of straps = 13 x 36 = 468 pcs.
Referring on pages 30 to 31
No of engaging rivets = 2 x 468 = 936 pcs.
No. of kilos = 936 + 153 = 5 kls.
Lead washer: 86 pcs. Per kilo
No. of pcs. = 936, no. of kilos = 936 + 86 = 11 kls.
G.I. washer: 152 pcs. Per kilo
No. of kilo = 2 (468) + 152 = 6 kls.
1 1/ 2” flathead Nails = 36 (0.06) = 2.5 kls.
2 1/ 2” Roofing Nails = 36 (0.082) = 3.0 kls.
Wood block referring to table 4-2
Total bd. ft. = 37.98 (4.369) = 166 bd. ft.
N – 2” x 4” x 10‟ + 2 = 166, N = 25 pcs.
Wood Cleats; referring to Table 4-2
Total BF = 37.98 (4.511) = 171.33 bd. ft.
N – 2” X 4” X 10‟ + 12 = 171.33; N = 26 pcs.
Purlins; by direct counting
42 pcs. Of 2” x 4” x 10‟
Tile work
Find the quantity of file work materials for a bathroom shown. Use 12” x 12” mosaic tiles
and 4 1/ 2” x 4 1/ 2” unglazed tiles.
A. Mosaic Tiles: refer to table 5-1
A = 1.15 (2.25) = 2.59 sq. m.
No. of pcs. = 2.59 (12) = 32 pcs.
B. Glazed Tiles
A wall = 1.5 [2 x 2.25 + 1.15 + 0.45] = 9.15 sq. m.
No. of pcs. = 9.15 (95) = 870 pcs.
C. External Bead 4 1/ 2”
Linear meter = 1.5 + 1.5 = 3.0 m
No. of pcs. = 3(9) = 27 pcs.
D. Internal Bead : 4 1/ 2
L.M. = 2.25 x 2 + 1.15 + 0.45 = 6.1 m
No. of pcs. = 6.1 (9) = 55 pcs.
E. Capping:
L = 6.1 m; No. of pcs. = 6.1 (9) = 55 pcs.
F. Internal Corner Angel Bead = 4 pcs.
G. Internal Corner Angle Capping = 4 pcs.
H. External Corner Angle Bead = 2 pcs.
I. Portland cement paste: refer on 38
No. of bags = 0.08 (2.59 + 9.15) = 1 bag
J.
White cement mortar:
No. of kls. = 1(2.59 + 9.15) = 12 kls.
K. Mat‟ls for setting preparation: class “A”
Cement = 0.012 (11.74) (8.5) = 2 bags
Lime – 0.012 (11.74) (8.5) = 2 bags
Sand = 0.012 (11.74) (0.9) = 0.5 cu. m.
Reinforcing Bars
In a certain building plan, 10 columns have identical cross-section and height. Estimate
the needed rebars and tiewire.
1. Vertical bars: using 16mm x 6.0m bar
No. of pcs. = 4 x 10 = 40 pacs. Vert. Bar
2. Lateral tie: using 6mm x 6.0 m bar
Refer to table 6-3 43; for 9” x 9” lateral tie,
n = 5 L = 10 (5.5) = 55m; S = 0.20m
N = (L/S + 1) + n = (55/0.2 + 1) + 5 = 56 pcs. Order
56 pcs. Of 6mm x 6.0 m lateral tie
3. Tie wire
V = 4 bars; L = 55m; S = 0.20 m
N = 0.0056 (L/S + 1) V = 0.0056 (55/ 0.2 + 1) 4 = 6.5
Order 6.5 kls. Of no. 16 tie wire
CHB Reinforcement
Copute the require 10 mm x 6.0 m deformed rebars of a masonry fence 2.0m high and
100 m in perimeter. It is reinforced with vertical bars spaced at 0.80m o.c. and a horizontal bar at
every three layers.
Solution:
Referring to Table 6-6
Area of masonry fence = 2 x 100 = 200 sq.m.
For vertical rebars:
No. of pcs. = 200 (1.5) + 6 = 50 pcs.
For horizontal rebars:
No. of pcs = 200 (1.9) + 6 = 64 pcs.
COMMON NAILS AND SPIKES
PENNY
SIZE
4d
5d
6d
7d
8d
10d
16d
20d
30d
40d
50d
60d
STEEL, CUT NAILS AND SPIKES
LENGTH
NO. PER KILO
INCH
NAILS
SPIKES
1 1/ 2
690
1 3/ 4
590
2
390
1 1/ 4
350
2 1/ 2
190
3
130
3 1/ 2
72
37
4
50
30
4 1/ 2
35
22
5
26
19
5 1/ 2
22
17
6
17
15
PENNY
SIZE
4d
5d
6d
7d
8d
10d
16d
20d
30d
40d
50d
60d
STEEL, WIRE NAILS AND SPIKES
LENGTH
NO. PER KILO
INCH
NAILS
SPIKES
1 1/ 2
1 3/ 4
2
345
2 1/ 4
2 1/ 2
215
3
150
3 1/ 2
107
66
4
68
50
4 1/ 2
52
37
5
89
28
5 1/ 2
80
22
6
24
19
Standard Conversion for Welding
Cerlicon 60
5/32” Ø
3/16” Ø
1/6” Ø
Chamfer Rod
1/6” Ø
5/32” Ø
Supercito 70
5/32” Ø
1/8” Ø
Arcair
1/ 4” Ø
5/16” Ø
Gencord
6013
3/16” Ø
Pcs./ pack
Packs/ box
Kg../ box
127
81
185
Pcs./ box
123
76
4
4
4
20
20
20
76
110
Pcs./ box
50
50
Pcs./ pack
4
4
20
20
50
4
20
4
4
Mensuration Formulas
Triangle …………………… Area =
Parallelogram ……………… Area
Trapezoid …………………. Area =
Circle ……………………… Area =
Circumference
Ellipse …………………….. Area =
Cylinder ………………… Surface
Volume
Cone …………………….. Surface
Sphere …………………… Surface
Volume
1/ 2 base x altitude
=
base x altitude
1/ 2 sum of parallel side times altitude
0.7854 x diameter
=
3.1416 x radius
=
3.1416 x diameter
=
6.2832 x radius
0.7854 x short
Diameter times long diameter
=
length x circumference plus area of ends
=
0.7854 x length x (dia)2
=
1/ 2 slant height x circumference of base
(curved only)
=
3.1416 x (diameter)2
=
circumference x diameter
=
0.5236 x (diameter)2
=
1/6 circumference x (dia)2
=
2/ 3 volume of circumscribing cylinder
Material symbols
PLANS AND SECTIONS
Earth
Concrete Block
Brick
Plaster or Sand
Gypsum Tile
Insulation (Loose or Rigid)
Ceramic Tile-Small Scale
Glass-Large Scale
Glass-Small Scale
Structural Steel
Steel and Iron-Large Scale
Steel and Iron-Small Scale
Aluminum
Wood-Continous
Wood-Finish (Plan)
Plywood-Large Scale
Concrete (Normal)
Concrete (High Density)
Wood Blocking
Feet Head of Water to PSI
Feet Head
1
2
3
4
5
6
7
8
9
10
15
20
25
30
40
50
60
70
80
90
Pounds Per Square
Inch
.43
.87
1.30
1.73
2.17
2.60
3.03
3.46
3.90
4.33
6.50
8.66
10.83
12.99
17.32
21.65
25.99
30.32
34.64
38.98
Feet head
100
110
120
130
140
150
160
170
180
200
250
300
350
400
500
600
700
800
900
1000
Pounds Per Square
Inch
43.31
47.64
51.97
56.30
60.63
64.96
69.29
73.63
77.96
86.62
108.27
129.93
151.58
173.24
216.55
259.85
303.16
346.47
389.78
433.00
NOTE:
One foot of water at 62º Fahrenheit equal .433 pound pressure per square inch for any
feet head not given in the table above, multiply the feet head by .433.
Water Pressure to Feet Head
Pounds Square Inch
Feet Head
1
2
3
4
5
6
7
8
9
10
15
20
25
30
40
50
60
70
80
90
2.31
4.62
6.93
9.24
11.54
13.85
16.16
18.47
20.78
23.09
34.63
46.18
57.72
69.27
92.36
115.45
138.54
161.63
184.72
207.81
Pounds Per Square
Inch
100
110
120
130
140
150
160
170
180
200
250
300
350
400
500
600
700
800
900
1000
Feet Head
280.90
253.98
277.07
300.16
323.25
346.34
369.43
392.52
415.61
461.78
577.24
692.69
808.13
922.58
1154.48
1385.89
1616.30
1847.20
2078.10
2309.00
NOTE:
One pound of pressure per square inch of water equals 2.309 feet of water at 62 Fahrenheit.
Therefore, to find the feet head of water for any pressure not given in the table above, multiply the
pressure pounds per square inch by 2.309.
Simplified Table for Conversion
Table 11-1
Inches
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
Meter
.025
.050
.075
.100
.125
.150
.175
.200
.225
.250
.275
.300
.325
.350
.375
.400
.425
.450
.475
.500
Inches
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
Meter
.525
.550
.575
.600
.625
.650
.675
.700
.725
.750
.775
.800
.825
.850
.875
.900
.925
.950
.975
1.000
NOTE: Conversion
Meter to feet = divide the length by 30
Ex: 6.00 + .30 = 20 ft.
Feet to meter = multiply feet by .30
Ex: 30 ft. x .30 = 9.00 meters
Conversion from Inches to Meter
Table 11-2
Inches
1
2
3
4
5
6
7
8
9
10
Meter
.0254
.0508
.0762
.1016
.1270
.1524
.1778
.2032
.2286
.2540
Inches
21
22
23
24
25
26
27
28
29
30
Meter
.5334
.5588
.5842
.6096
.6350
.6604
.6858
.7112
.7366
.7620
11
12
13
14
15
16
17
18
19
20

.2794
.3048
.3302
.3556
.3810
.4064
.4318
.4572
.4826
.5080
Values given are accurate from English to Metric.
31
32
33
34
35
36
37
38
39
40
.7874
.8128
.8382
.8636
.8890
.9144
.9398
.9652
.9906
1.0160