bill of materials

BILL OF MATERIALS

EXCAVATION

Excavation of earth for column/footing:

o @C1F1 = 1.2(1.2)(1.1 + 0.3)(11) = 28.224 m3

o @C1F2 = 0.9(0.9)(1.0 + 0.3)(1) = 1.053 m3

o @C2F1 = 1.2(1.2)(1.1 + 0.3)(1) = 2.016 m3

TOTAL = 31.293 m3

Excavation for wall/footing:

o @Section A = [9.5 4(0.3) + 0.075](0.3)(1.2) = 3.015 m3

o @Section B/C = [9.5 4(0.3) 0.2 + 0.075](0.3)(1.2) = 2.943 m3

o @Section D = [9.5 4(0.3) + 0.075](0.3)(1.2) = 3.015 m3

o @Section 1 = [0.5 + 2(0.707) + 1 + 0.775 + 0.075 + 2.93 0.3 2(0.2)](0.3)(1.2)

= 2.158 m3

o @Section 2 = [2.93 0.2 0.05](0.3)(1.2) = 0.965 m3

o @Section 3 = [3.08 2(0.2)](0.3)(1.2) = 0.965 m3

o @Section 5 = = 0.965 m3

TOTAL = 14.026 m3

Volume of Excavated Earth:

o Sum of total volume = 31.293 + 14.026 = 45.319 m3

BACKFILLING

Volume of backfill for toilet and bath area : 40.192 m2(0.2 m) = 8.038 m3

Volume of backfill for bedrooms (BD1 & BD2): (85.877 + 103.322)(0.25)= 47.300 m3

Volume of backfill for kitchen and living area: 210.288(0.25) = 52.572 m3

Volume of backfill for terrace area : 62.888(0.25) = 12.578 m3

TOTAL = 120.488 m3

It is noticeable that an excavated earth volume 45.319 m3 used for backfilling is not sufficient

as a backfilling material, therefore, for the subgrade material used as an additional

backfilling material for floor elevation: 120.488 45.319 = 75.241 m3

A 75.241 m3 is the volume of subgrade material required as an additional backfilling material

is compacted and therefore is not quite sufficient to elevate the flooring of the structure.

Hence, 75.241(1.3) = 97.813 m3

Now, a volume of 97.813 m3 is the compacted volume of subgrade material that is enough

to elevate the floor area of the structure.

NET LENGTH OF THE WALL

@Section A = 9.5 4(0.3) = 8.300 m

@Section B/C = 9.5 4(0.3) 0.2 = 8.100 m

@Section D = 9.5 3(0.3) 0.3 = 8.300 m

@Section 6 = 6 3(0.2) = 5.400 m

@Section 5 = 3.08 2(0.2) = 2.680 m

@Section 3 = = 2.680 m

@Section 2 = 2.93 0.075 0.2 = 2.655 m

@Section 1 = 0.5 + 2(0.707) + 0.8 + 0.775 + 2.93 2(0.2) 0.3= 5.720 m

TOTAL = 43.835 m

WALL FOOTING

Volume of the wall footing= 43.835 m(0.3)(0.2) m2 = 2.630 m3

Using Class A Mixture:

o Cement (40 kg): 2.630(9.0) = 23.67 say 24 Bags

o Sand : 2.630(0.5) = 1.315 m3

o Gravel : 2.630(1.0) = 2.630 m3

FOOTING FOR COLUMN

@C1F1 = (1.2)2(0.3)(11) = 4.752 m3

@C1F2 = (0.9)2(0.3)(1) = 0.243 m3

@C2F1 = (1.2)2(0.3)(1) = 0.432 m3

TOTAL = 5.427 m3

COLUMNS

@C1F1 = 0.2(0.3)(3.43)(11) = 2.264 m3

@C1F2 = 0.2(0.3)(3.43)(1) = 0.206 m3

@C2F1 = (0.3)2(3.43) = 0.309 m3

TOTAL = 2.779 m3

Total Volume of Column and Footing: 5.427 + 2.779 = 8.206 m3


o Cement (40 kg): 8.206(9.0) = 73.854 say 74 bags

o Sand : 8.206(0.5) = 4.103 m3

o Gravel : 8.206(1.0) = 8.206 m3

ROOF BEAMS

Section A = [9.5 4(0.3)](0.2)(0.3) = 0.498 m3

Section B/C = [9.5 4(0.3) 0.2](0.2)(0.3) = 0.486 m3

Section D = [9.5 4(0.3)](0.2)(0.3) = 0.498 m3

Section 1 = [6 2(0.2) 0.3](0.2)(0.3) = 0.318 m3

Section 2 = [2.92 0.075 0.2](0.2)(0.3) = 0.159 m3

Section 3 = [3.08 2(0.2)](0.2)(0.3) = 0.161 m3

Section 5 = = 0.161 m3

Section 6 = [6 3(0.2)](0.2)(0.3) = 0.324 m3

TOTAL = 2.605 m3



o Sand : 2.605(0.5) = 1.302 m3

o Gravel : 2.605(1.0) = 2.605 m3

CHB WALL

Wall area

o Section A = [9.5 4(0.3)](1 + 3.43) 2(2)(1) (0.3)2 = 32.679 m2

o Section B/C = [9.5 4(0.3) 0.2](4.43) 2(0.8)(2.13) 0.6(2.13)= 31.197 m2

o Section D = (2.42 0.3)(0.2 + 1) + [7.08 3(0.3)](4.43) 2(2)(1)= 25.921 m2

o Section 1 = [3.08 2(0.707) 1 2(0.2)](4.43) + [2.93 0.3](1.2)= 4.333 m2

o Section 2 = (2.93 0.075 0.2)(4.43) 1 1(2.13) = 8.632 m2

o Section 3 = [3.08 2(0.2)](4.43) = 11.872 m2

o Section 5 = = 11.872 m2

o Section 6 = [6 3(0.2)](4.43) 2 1(2.13) = 19.792 m2

TOTAL = 146.299 m2

Quantity of 10 x 20 x 40 CHB: 146.299(12.5) = 1828.738 say 1829 pieces

For block laying (Using Class B Mixture)


o Sand : 146.299(0.0435) = 6.364 m3

Plastering:

o Quantity of CHB at Footing: Net length(h)(12.5)

= 43.835 (1) (12.5) = 547.938 say 548 pieces

o Quantity of CHB wall plastered: 1829 548 = 1281 pieces

o 1281 [2(6) + 2(9.5)] (0.25)(12.5) = 1184.125 say 1185 pieces

(Note: The 1185 pieces of CHB are the number of CHB that is to be plastered on both

sides.)

o Quantity of CHB that is to be plastered on one side only:

1281 1185 = 96 pieces

(Note: Now, the 96 pieces of CHB that is to be plastered on one side only are located

250 mm from the natural ground line.)

o Volume of plaster (16 mm plaster): [2(1185)(0.2)(0.4) + 1(96)(0.2)(0.4)]0.016]

= 3.156 m3

(Note: The volume obtained, which is 3.156 m3 is the amount of plaster of the wall

including both single and double-side plastering.)

o Using Class B Mixture for Plastering

o Cement (40 kg): 3.156(12) = 37.872 say 38 bags

o Sand : = 3.156 m3

SLAB

Toilet and Terrace Area (50-mm drop)

Volume = (40.192 + 62.888) (0.1) = 10.808 m3

Kitchen and Living Area, and Bedrooms

Volume = (399.487) (0.1) = 39.949 m3

TOTAL = 50.257 m3

Using Class A Mixture

o Cement (40 kg): 50.257(9.0) =452.313 say 453 bags

o Sand : 50.257(0.5) = 25.129 m3

o Gravel : 50.257(1.0) = 50.257 m3

STEEL REINFORCEMENT

REINFORCEMENT FOR CONCRETE HOLLOW BLOCKS

Wall area: 146.299 m2

Vertical reinforcement (80cm spacing): 146.299 (1.60) = 234.078 m

Horizontal bars (3 layers of 10 x 20 x 40 CHB): 149.299 (2.15) = 314.542 m

Quantity of required vertical Bars (12 mm diameter): 234.078/6 =39.013 say 40 pieces

Quantity of required horizontal bars (10 mm diameter): 314.542/6 =52.424 say 53 pieces

Order: 40 pieces 12 mm diameter x 6.0 m long bars and 53 pieces 10 mm diameter x

6.0 m long bars

For tie wires

o Wall area: 146.299 m2

o Vertical bar spacing: 80 cm

o Horizontal bar spacing: 3 layers of 10 x 20 x 40 CHB

o Required #16 G.I. Wire: 146.299 (0.024) = 3.51 say 4 kg #16 G.I. Wires

FOOTING REINFORCEMENT

Footing 1 (F1)

o Net length (consider 0.20 m bend): 1.2 2(0.075) + 0.2 = 1.25 m

o Qty. of cut bars (single footing): 8(2) = 16 pieces/footing

o Total cut bars for 11 footings: 16(12 footings) = 192 pieces

o If 6.0 m length of steel bar is used: 6/1.25 = 4.8 say 4 pieces

o Required qty. of steel bars: 176/4 = 48 pieces

o Order: 44 pieces 16 mm diameter x 6.0 m long bars

Footing 2 (F2)

o Net length (consider 0.20 m bend): 0.9 2(0.075) + 0.2 = 0.95m

o Qty. of cut bars (single footing): 6(2) = 12 pieces/footing

o Total cut bars for 1 footing: = 12 pieces

o If 6.0 m length of steel bar is used: 6/0.95 = 6.32 say 6 pieces

o Required qty. of steel bars: 12/6 = 2 pieces

o Order: 2 pieces 16 mm diameter x 6.0 m long bars

Total quantity of steel bars: 46 pieces 16 mm diameter x 6.0 m long bars

Tie Wires

o Footing 1 (F1)

No. of intersections: 8(8) = 64 intersections

Total ties: 64(11) = 704 ties

Using 30 cm long tie wire: 704(0.3) = 211.2 m long G.I. wires

Mass: 211.2/53 = 3.98 say 4 kg #16 G.I. wires

o Footing 2 (F2)

No. of intersections: 6(6) = 36 intersections

Total ties: 36(1) = 36 ties

Using 30 cm long tie wire: 36(0.3) = 10.8 m long G.I. wires

Mass: 10.8/53 = 0.20 say 1 kg #16 G.I. wires

o Order: 5 kg #16 G.I. wires

COLUMN REINFORCEMENT

Column 1 (C1)

o Bend at the base footing: 0.20 m

o Length from footing to ground line: 1.10

o Height from ground line to beam: 3.43 0.30 = 3.13

o Depth of beam: 0.30

o Dowel for roofing: 0.40

Total length of reinforcement 5.13 m say 6 m

Total length for 11 posts: 4(11) = 44 pieces

Order: 44 pieces 16 mm diameter x 6.0 m long steel bars

Column 2 (C2)









Column 1 (C1)









Order: 52 pieces 16 mm diameter x 6.0 m long bars

LATERAL TIES

Spacing of lateral ties: 16 x 16 = 256 mm

48 x 10 = 480 mm

Least side of column is 200 mm

Adopt 200 mm spacing on the lateral ties.

No. of lateral ties for a single column: 3.43/0.2 = 17.15 say 18 + 1 = 19 pieces

For 13 columns: 19(13) = 247 ties

Length of one tie: (by inspection) say 80 cm

Trial Division: 12/0.8 = 15 pieces for 12 m long bar

Required no. of steel bars: 247/12 = 20.58 say 21 pieces

Order: 21 pieces 10 mm diameter x 12.0 meter long bars

Tie Wires

o Intersections: 4 bars (19 lateral ties) = 76 intersections

o For 13 columns: 76 (13) = 988 ties

o Consider 40 cm long tie wires: 988(0.4) = 395.2 say 396 m long G.I. wire

o Mass: 396/53 = 7.74 say 8 kg

o Order: 8 kg #16 G.I. wires

ROOF BEAMS

Net length: 43.835 m

Length of reinforcement: 43.835 + 26(0.4) + 43.835(0.25) + 43.835(0.5) = 87.111 m long

Consider 10.5 m long bar, for 18 beams: 18(7) = 126 pieces

Order: 126 pieces 16 mm diameter x 10.5 meter long bars

STIRRUPS

No. of stirrups: {[43.835 2(0.85)]/0.2} + 16 = 227 stirrups

Order: 227/6 =37.83 say 38 pieces 10 mm diameter x 6.0 m long bars

TIE WIRE (BEAMS AND STIRRUPS)

Intersection: 7(227) = 1589 ties

Consider 40 cm long tie wires: 1589(0.4) = 635.6 m long G.I. wires

Mass: 635.6/53 =11.99 say 12 kg

Order: 12kg #16 G.I. Wires

SLAB REINFORCEMENT

Floor area: 40.192 + 62.888 + 399.487 = 502.567 m2

Using 6.0 m long bars, 15 cm spacing distance: 502.567 (2.584)=1298.633 say 1299pieces

Order: 1299 pieces 10 mm diameter x 6.0 m long bars

Tie wires

o Using 30 cm tie wire: 502.567 x 0.288 = 114.585 say 115 kg

o Order: 115 kg #16 G.I. wire

SUMMARY OF MATERIALS

EXCAVATION AND BACKFILLING

Volume of excavated earth: 45.319 m3

Volume of subgrade material: 97.813 m3

CONCRETE AND MASONRY

Class A cement (40 kg): 575 bags

Class B cement (40 kg): 115 bags

Sand : 41.37 m3

Gravel : 63.70 m3

No. of 10 x 20 x 40 CHB : 1829 pieces

METAL REINFORCEMENTS

CHB reinforcement : 53 pieces 10 mm dia. X 6.0 m long RSB

Footing reinforcement : 46 pieces 16 mm dia. X 6.0 m long RSB

Column reinforcement : 52 pieces 16 mm dia. X 6.0 m long RSB

Lateral ties : 21 pieces 10 mm dia. X 12.0 m long RSB

Roof beams : 126 pieces 16 mm dia. X 10.50 m long RSB

Stirrups : 38 pieces 10 mm dia. X 6.0 m RSB

Slab reinforcement : 1299 pieces 10 mm dia. 6.0 m RSB

Tie Wires : 144 kg #16 G.I. wires

bill of materials

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