38
BEAM COMPUTATIONS MATERIAL COMPUTATION BAR DIA 0.02 m STIR. DIA 0.01 m MARK SECTIONS LOC. Main Reinforcemen b h left mid 2B1-1 0.25 0.4 TOP 2 2 BOT 2 2 2B1-2 0.25 0.4 TOP 2 0 BOT 2 0 2B2-1 0.25 0.3 TOP 2 2 BOT 2 2 2B3-1 0.25 0.4 TOP 3 2 BOT 2 2 2B4-1 0.25 0.4 TOP 2 2 BOT 2 2 2B4A-1 0.15 0.3 TOP 2 2 BOT 2 2 2B5-1 0.25 0.4 TOP 6 2 BOT 2 2 2B5-2 0.25 0.4 TOP 6 2 BOT 2 2 2B6-1 0.25 0.25 TOP 2 2 BOT 2 2 2B7-1 0.25 0.3 TOP 2 2 BOT 2 2 2B8-1 0.25 0.4 TOP 3 2 BOT 2 2 2B9-1 0.25 0.4 TOP 4 2 BOT 2 3 2B10-1 0.25 0.4 TOP 3 0 BOT 2 0 2B10-2 0.25 0.4 TOP 3 2 BOT 2 2 2B10-3 0.25 0.4 TOP 3 2 BOT 2 2 2B10-4 0.25 0.4 TOP 3 2 BOT 2 3 2B10-5 0.25 0.4 TOP 3 2 BOT 2 3 2B11-1 0.25 0.4 TOP 3 2 BOT 2 3 2B11-2 0.25 0.4 TOP 3 2 BOT 2 3 2B11-3 0.25 0.4 TOP 3 2 BOT 2 3

BEAM COMPUTATIONS

Embed Size (px)

Citation preview

Page 1: BEAM COMPUTATIONS

BEAM COMPUTATIONS

MATERIAL COMPUTATIONBAR DIA 0.02 m

STIR. DIA 0.01 m

MARK SECTIONS LOC. Main Reinforcementsb h left mid

2B1-1 0.25 0.4TOP 2 2BOT 2 2

2B1-2 0.25 0.4TOP 2 0BOT 2 0

2B2-1 0.25 0.3TOP 2 2BOT 2 2

2B3-1 0.25 0.4TOP 3 2BOT 2 2

2B4-1 0.25 0.4TOP 2 2BOT 2 2

2B4A-1 0.15 0.3TOP 2 2BOT 2 2

2B5-1 0.25 0.4TOP 6 2BOT 2 2

2B5-2 0.25 0.4TOP 6 2BOT 2 2

2B6-1 0.25 0.25TOP 2 2BOT 2 2

2B7-1 0.25 0.3TOP 2 2BOT 2 2

2B8-1 0.25 0.4TOP 3 2BOT 2 2

2B9-1 0.25 0.4TOP 4 2BOT 2 3

2B10-1 0.25 0.4TOP 3 0BOT 2 0

2B10-2 0.25 0.4TOP 3 2BOT 2 2

2B10-3 0.25 0.4TOP 3 2BOT 2 2

2B10-4 0.25 0.4TOP 3 2BOT 2 3

2B10-5 0.25 0.4TOP 3 2BOT 2 3

2B11-1 0.25 0.4TOP 3 2BOT 2 3

2B11-2 0.25 0.4TOP 3 2BOT 2 3

2B11-3 0.25 0.4TOP 3 2BOT 2 3

2B11-4 0.25 0.5TOP 5 2BOT 2 3

2B12-1 0.25 0.4TOP 3 2

Page 2: BEAM COMPUTATIONS

2B12-1 0.25 0.4 BOT 2 3

2B13-1 0.25 0.4TOP 3 2BOT 2 2

2B13-2 0.25 0.4TOP 3 2BOT 2 2

122 96

Material UoMconcrete

V 10.3 m3cement 123.5 bagssand 5.1 m3gravel 10.3 m3premix order 31.9 m3

Rebars 20mm dia top & bot. mainbars 6M/L

LT 761.8 morder 146.02 lengths

10mm dia stirrups bars 6M/LLt 897.50 morder 172.02 lengths

Tie Wires # 16 g.i. tie wire 53m/kls

pts 3523.9 pcsL 1409.56 morder 30.585 kls

Forms 1/4 thk marine plywood

At 135.41 m2order 56.42 sheets

form brace 2X3X8 coco lumber

Lh 211.8 m

B79
using class A concrete mix: volume x 12 = no of bags
B80
using class A concrete mix Vol. x .5 = vol of sand
B81
using class A concrete mix Vol. x 1 = vol of gravel
B86
lap splice added 40*db*no. of splices 40x.02x128pcs
B87
to get no of length: Ltotal/6m + 10%Lt wastage = no of length
B90
Lt of stirrup: =l/stirrup*no of stirrups
B91
no of length: =Lt/6 +10 wastage
Page 3: BEAM COMPUTATIONS

b 0.45 mLt 542.74 morder 260.1 lengths

nails 3 - 3 1/2" common nails

l 105.9 mjoints 3159.50 pcsno. 6318.99 pcsorder 234.71 kls

Material Summary:

Desciption unit price Qty UoM Total Price40 kg Cement 210 123.5 bags 25,929.23sand 1000 5.1 m3 5,144.69gravel 1400 10.3 m3 14,405.13premix concrete 3800 31.9 m3 121,404.3420 mm rebar 1510 146.0 len 220,486.3010 mm 140 172.0 len 24,082.85#16 tie wire 70 30.6 kls 2,140.941/2" X4X8 m. ply 820 56.4 shts 46,264.062X3X8 coco lum 105 260.1 len 27,306.483 1/2" CN 60 234.7 kls 14,082.33

Total Material Cost 501,246.32

Page 4: BEAM COMPUTATIONS

MATERIAL COMPUTATION

Main Reinforcements Stirrups Lrein Lt+spl AREA V Lstir Lt stir ptsright 1ST 2ND 3RD 4TH

2 1 5 5 18.684.66 25.04 0.1 0.466 1.34 39.76 118.72 0.05 0.075 0.1 0.2

0 1 5 5 2.8751.5 12.4 0.1 0.15 1.34 18.59 55.50 0.05 0.075 0.1 0.2

2 1 5 5 13.133.55 17.4 0.075 0.26625 1.14 27.5 96.52 0.05 0.075 0.1 0.2

3 1 5 5 13.133.55 25.75 0.1 0.355 1.34 32.33 1212 0.05 0.075 0.1 0.2

6 1 5 5 13.133.55 41.2 0.1 0.355 1.34 32.33 96.52 0.05 0.075 0.1 0.2

2 1 5 5 13.133.55 20.6 0.045 0.15975 0.94 22.68 96.52 0.05 0.075 0.1 0.2

6 1 5 5 13.133.55 41.2 0.1 0.355 1.34 32.33 1932 0.05 0.075 0.1 0.2

5 1 5 5 13.133.55 41.2 0.1 0.355 1.34 32.33 1932 0.05 0.075 0.1 0.2

2 1 5 5 13.133.55 20.6 0.0625 0.22188 1.04 25.09 96.52 0.05 0.075 0.1 0.2

2 1 5 5 13.133.55 20.6 0.075 0.26625 1.14 27.5 96.52 0.05 0.075 0.1 0.2

3 1 5 5 13.133.55 25.75 0.1 0.355 1.34 32.33 1212 0.05 0.075 0.1 0.2

4 1 5 5 255.92 45.12 0.1 0.592 1.34 48.21 2162 0.05 0.075 0.1 0.2

0 1 5 5 5.2751.98 17.9 0.1 0.198 1.34 21.81 81.380 0.05 0.075 0.1 0.2

3 1 5 5 20.134.95 32.75 0.1 0.495 1.34 41.71 1562 0.05 0.075 0.1 0.2

3 1 5 5 15.874.1 28.5 0.1 0.41 1.34 36 1342 0.05 0.075 0.1 0.2

3 1 5 5 29.136.75 41.75 0.1 0.675 1.34 53.77 2012 0.05 0.075 0.1 0.2

3 1 5 5 19.684.86 32.3 0.1 0.486 1.34 41.1 1532 0.05 0.075 0.1 0.2

3 1 5 5 123.32 24.6 0.1 0.332 1.34 30.79 1152 0.05 0.075 0.1 0.2

3 1 5 5 15.874.1 28.5 0.1 0.41 1.34 36 1342 0.05 0.075 0.1 0.2

3 1 5 5 29.136.75 41.75 0.1 0.675 1.34 53.77 2012 0.05 0.075 0.1 0.2

5 1 5 5 36.438.21 68.67 0.125 1.02625 1.54 73 3322 0.05 0.075 0.1 0.2

2 1 5 5 20.134.95 32.75 0.1 0.495 1.34 41.71 156

Page 5: BEAM COMPUTATIONS

2 0.05 0.075 0.1 0.2 4.95 32.75 0.1 0.495 1.34 41.71 1563 1 5 5 27.38

6.4 40 0.1 0.64 1.34 51.42 1922 0.05 0.075 0.1 0.23 1 5 5 22.88

5.5 35.5 0.1 0.55 1.34 45.39 1692 0.05 0.075 0.1 0.2

115 105.9 761.8 m Ltotal Stirrup 897 3524

OVERALL BEAM VOLUME 10.29 m3

Page 6: BEAM COMPUTATIONS

AformLABOR COMPUTATION

2.33 SCOPE/WORK QTY UoM Manpower UoM MP WRate UoM UoM MP Rate3.728 steelwork 1908.23 m 2sb+sc+l+f Php 20 m /day Php 16700.75 tieing 30.58 kls 2l Php 1 kls /day Php 4401.2 formwork 162.49 m2 2c+cut+l+f Php 14 m2 /day Php 1670

1.775 concreting 31.95 m3 2m+2l+f Php 5 m3 /day Php 15902.13 formwork Remove 162.49 m2 c+l+f Php 25 m2 /day Php 615

1.7752.84

1.7752.84 EQUIPMENT/TOOLS COMPUTATION

1.065 SCOPE/WORK QTY UoM Equip./Tool UoM E/T WRate UoM UoM MP Rate2.13 steelwork 1908.23 m vice bench Php 20 m /day Php 500

1.775 tieing 30.58 kls Php kls /day Php2.84 formwork 162.49 m2 Php m2 /day Php

1.775 concreting 31.95 m3 vibrator Php 5 m3 /day Php 15002.84 formwork Remove 162.49 m2 Php m2 /day Php

1.7751.7751.775 UNIT COST COMPUTATION2.13 MATERIAL COST LABOR COST E & T COST DIRECT COST

1.775 501,246.3 206,333.6 57,290.2 707,579.92.842.96

4.736 Mobilization 56,606.40.99 Miscellaneous 283,032.0

1.584 Contractors Fee 70,758.02.4753.96 LOT COST 1,175,266.52.053.28

3.3755.4

2.433.8881.66

2.6562.053.28

3.3755.4

4.1058.21

2.475

Page 7: BEAM COMPUTATIONS

3.963.2

5.122.754.4

135

Page 8: BEAM COMPUTATIONS

LABOR COMPUTATIONUoM Days of Work UoM UoM expenses earn (-2d)

m 95.4 days Php 159336.9kls 30.6 days Php 13457.3m2 11.6 days Php 19382.5m3 6.4 days Php 10159.6m2 6.5 days Php 3997.2

TOTAL LABOR COST 206,333.62

UoM/day Days of Work UoM UoM expenses earn (-2d)m 95.41 days Php 47705.6656kls days Php 0m2 days Php 0m3 6.39 days Php 9584.55281m2 days Php

TOTAL E&T COST 57,290.22

Page 9: BEAM COMPUTATIONS

BEAM COMPUTATIONS

MATERIAL COMPUTATIONBAR DIA 0.02 m

STIR. DIA 0.01 m

MARK SECTIONS LOC. Main Reinforcementsb h left mid

3B1-1 0.25 0.4TOP 2 2BOT 2 2

3B1-2 0.25 0.4TOP 2 0BOT 2 0

3B2-1 0.25 0.3TOP 2 2BOT 2 2

3B3-1 0.25 0.3TOP 2 2BOT 2 2

3B4-1 0.25 0.4TOP 2 2BOT 2 2

3B5-1 0.15 0.4TOP 5 2BOT 2 2

3B6-1 0.15 0.3TOP 2 2BOT 2 2

3B7-1 0.25 0.4TOP 5 2BOT 2 2

3B7-2 0.25 0.4TOP 5 2BOT 2 2

3B8-1 0.25 0.25TOP 2 2BOT 2 2

3B9-1 0.25 0.3TOP 2 2BOT 2 2

3B10-1 0.25 0.4TOP 3 2BOT 2 2

3LB 0.25 0.4TOP 2 2BOT 2 2

3B11-1 0.25 0.5TOP 5 2BOT 2 3

3B12-1 0.25 0.4TOP 3 0BOT 2 0

3B12-2 0.25 0.4TOP 3 2BOT 2 3

3B12-3 0.25 0.4TOP 3 2BOT 2 2

3B12-4 0.25 0.4TOP 3 2BOT 2 2

3B12-5 0.25 0.5TOP 5 2BOT 2 2

2B13-1 0.25 0.4TOP 3 2BOT 2 2

2B13-2 0.25 0.4TOP 3 2BOT 2 2

2B13-A 0.25 0.5TOP 5 2

Page 10: BEAM COMPUTATIONS

2B13-A 0.25 0.5 BOT 2 2

3B14-1 0.25 0.4TOP 3 2BOT 2 2

3B15-1 0.25 0.3TOP 2 2BOT 2 2

3B16-1 0.25 0.5TOP 5 2BOT 2 3

3B16-2 0.25 0.4TOP 5 2BOT 2 2

136 99

Material UoMconcrete

V 9.8 m3cement 118.0 bagssand 4.9 m3gravel 9.8 m3premix order 30.5 m3

Rebars 20mm dia top & bot. mainbars 6M/L

LT 765.6 morder 146.73 lengths

10mm dia stirrups bars 6M/LLt 886.10 morder 169.84 lengths

Tie Wires # 16 g.i. tie wire 53m/kls

pts 3597.05 pcsL 1438.82 morder 31.220 kls

Forms 1/4 thk marine plywood

At 129.90 m2order 54.12 sheets

B83
using class A concrete mix: volume x 12 = no of bags
B84
using class A concrete mix Vol. x .5 = vol of sand
B85
using class A concrete mix Vol. x 1 = vol of gravel
B90
lap splice added 40*db*no. of splices 40x.02x128pcs
B91
to get no of length: Ltotal/6m + 10%Lt wastage = no of length
B94
Lt of stirrup: =l/stirrup*no of stirrups
B95
no of length: =Lt/6 +10 wastage
Page 11: BEAM COMPUTATIONS

form brace 2X3X8 coco lumber

Lh 202.54 mb 0.45 mLt 519.01 morder 248.7 lengths

nails 3 - 3 1/2" common nails

l 101.27 mjoints 3030.88 pcsno. 6061.77 pcsorder 225.15 kls

Material Summary:

Desciption unit price Qty UoM Total Price40 kg Cement 210 118.0 bags 24,787.98sand 1000 4.9 m3 4,918.25gravel 1400 9.8 m3 13,771.10premix concrete 3800 30.5 m3 116,060.8620 mm rebar 1510 146.7 len 221,565.8210 mm 140 169.8 len 23,776.92#16 tie wire 70 31.2 kls 2,185.381/2" X4X8 m. ply 820 54.1 shts 44,380.792X3X8 coco lum 105 248.7 len 26,112.633 1/2" CN 60 225.2 kls 13,509.08

Total Material Cost 491,068.82

Page 12: BEAM COMPUTATIONS

MATERIAL COMPUTATION

Main Reinforcements Stirrups Lrein Lt+spl AREA V Lstir Lt stir ptsright 1ST 2ND 3RD 4TH

2 1 5 5 15.384 22.4 0.1 0.4 1.34 35.34 105.52 0.05 0.075 0.1 0.2

0 1 5 5 2.8751.5 12.4 0.1 0.15 1.34 18.59 55.50 0.05 0.075 0.1 0.2

2 1 5 5 13.133.55 17.4 0.075 0.26625 1.14 27.5 96.52 0.05 0.075 0.1 0.2

2 1 5 5 13.133.55 20.6 0.075 0.26625 1.14 27.5 96.52 0.05 0.075 0.1 0.2

3 1 5 5 13.133.55 25.75 0.1 0.355 1.34 32.33 96.52 0.05 0.075 0.1 0.2

5 1 5 5 13.133.55 36.05 0.06 0.213 1.14 27.5 1692 0.05 0.075 0.1 0.2

2 1 5 5 13.133.55 20.6 0.045 0.15975 0.94 22.68 96.52 0.05 0.075 0.1 0.2

5 1 5 5 13.133.55 36.05 0.1 0.355 1.34 32.33 1692 0.05 0.075 0.1 0.2

5 1 5 5 13.133.55 36.05 0.1 0.355 1.34 32.33 1692 0.05 0.075 0.1 0.2

2 1 5 5 4.8751.9 14 0.0625 0.11875 1.04 16.51 63.52 0.05 0.075 0.1 0.2

2 1 5 5 13.133.55 20.6 0.075 0.26625 1.14 27.5 96.52 0.05 0.075 0.1 0.2

3 1 5 5 13.133.55 25.75 0.1 0.355 1.34 32.33 1212 0.05 0.075 0.1 0.2

2 1 5 5 4.8751.9 14 0.1 0.19 1.34 21.27 63.52 0.05 0.075 0.1 0.2

5 1 5 5 102.93 31.71 0.125 0.36625 1.54 32.38 1472 0.05 0.075 0.1 0.2

0 1 5 5 5.2751.98 17.9 0.1 0.198 1.34 21.81 81.380 0.05 0.075 0.1 0.2

3 1 5 5 20.134.95 32.75 0.1 0.495 1.34 41.71 1562 0.05 0.075 0.1 0.2

3 1 5 5 15.874.1 28.5 0.1 0.41 1.34 36 1342 0.05 0.075 0.1 0.2

3 1 5 5 29.136.75 41.75 0.1 0.675 1.34 53.77 2012 0.05 0.075 0.1 0.2

5 1 5 5 20.385 46.2 0.125 0.625 1.54 48.32 2202 0.05 0.075 0.1 0.2

3 1 5 5 20.134.95 32.75 0.1 0.495 1.34 41.71 1562 0.05 0.075 0.1 0.2

3 1 5 5 15.874.1 28.5 0.1 0.41 1.34 36 1342 0.05 0.075 0.1 0.2

5 1 5 5 19.534.83 45.01 0.125 0.60375 1.54 47 214

Page 13: BEAM COMPUTATIONS

2 0.05 0.075 0.1 0.2 4.83 45.01 0.125 0.60375 1.54 47 2142 1 5 5 20.13

4.95 32.75 0.1 0.495 1.34 41.71 1562 0.05 0.075 0.1 0.22 1 5 5 13.83

3.69 21.16 0.075 0.27675 1.14 28.3 99.32 0.05 0.075 0.1 0.25 1 5 5 26.88

6.3 55.3 0.125 0.7875 1.54 58.33 2652 0.05 0.075 0.1 0.22 1 5 5 22.83

5.49 49.63 0.1 0.549 1.34 45.33 2372 0.05 0.075 0.1 0.2

124 101 765.6 m Ltotal Stirrup 886 3597

OVERALL BEAM VOLUME 9.84 m3

Page 14: BEAM COMPUTATIONS

AformLABOR COMPUTATION

2 SCOPE/WORK QTY UoM Manpower UoM MP WRate UoM UoM MP Rate3.2 steelwork 1899.40 m 2sb+sc+l+f Php 20 m /day Php 1670

0.75 tieing 31.22 kls 2l Php 1 kls /day Php 4401.2 formwork 155.87 m2 2c+cut+l+f Php 14 m2 /day Php 1670

1.775 concreting 30.54 m3 2m+2l+f Php 5 m3 /day Php 15902.13 formwork Remove 155.87 m2 c+l+f Php 25 m2 /day Php 615

1.775 11402.13

1.7752.84 EQUIPMENT/TOOLS COMPUTATION

1.065 SCOPE/WORK QTY UoM Equip./Tool UoM E/T WRate UoM UoM MP Rate2.84 steelwork 1899.40 m vice bench Php 20 m /day Php 500

1.065 tieing 31.22 kls Php kls /day Php2.13 formwork 155.87 m2 Php m2 /day Php

1.775 concreting 30.54 m3 vibrator Php 5 m3 /day Php 15002.84 formwork Remove 155.87 m2 Php m2 /day Php

1.7752.840.95 UNIT COST COMPUTATION0.95 MATERIAL COST LABOR COST E & T COST DIRECT COST

1.775 491,068.8 204,477.5 56,647.8 695,546.32.13

1.7752.84 Mobilization 55,643.70.95 Miscellaneous 278,218.51.52 Contractors Fee 69,554.6

1.4652.93 LOT COST 1,155,611.00.99

1.5842.4753.962.053.28

3.3755.42.55

2.4753.962.053.28

2.415

Page 15: BEAM COMPUTATIONS

4.832.4753.96

1.8452.2143.156.3

2.7454.392

129.9

Page 16: BEAM COMPUTATIONS

LABOR COMPUTATIONUoM Days of Work UoM UoM expenses earn (-2d)

m 95.0 days Php 158600.3kls 31.2 days Php 13736.7m2 11.1 days Php 18593.5m3 6.1 days Php 9712.5m2 6.2 days Php 3834.5

TOTAL LABOR COST 204,477.48

EQUIPMENT/TOOLS COMPUTATIONUoM/day Days of Work UoM UoM expenses earn (-2d)

m 94.97 days Php 47485.1244kls days Php 0m2 days Php 0m3 6.11 days Php 9162.69975m2 days Php

TOTAL E&T COST 56,647.82

Page 17: BEAM COMPUTATIONS

BEAM COMPUTATIONS

MATERIAL COMPUTATIONBAR DIA 0.02 m

STIR. DIA 0.01 m

MARK SECTIONS LOC. Main Reinforcementsb h left mid

4B1-1 0.25 0.3TOP 2 2BOT 2 2

4B1-2 0.25 0.3TOP 2 0BOT 2 0

4B2-1 0.25 0.3TOP 2 2BOT 2 2

4B3-1 0.25 0.4TOP 4 2BOT 2 2

4B4-1 0.15 0.3TOP 2 2BOT 2 2

4B5-1 0.25 0.4TOP 4 2BOT 2 2

4B5-2 0.25 0.4TOP 4 2BOT 2 2

4B6-1 0.25 0.25TOP 2 2BOT 2 2

4B7-1 0.25 0.3TOP 2 2BOT 2 2

4LB 0.25 0.4TOP 2 2BOT 2 2

4B8-1 0.25 0.4TOP 2 2BOT 2 2

4B9-1 0.25 0.4TOP 2 0BOT 2 0

4B9-2 0.25 0.4TOP 3 2BOT 2 2

4B9-3 0.25 0.4TOP 3 2BOT 2 2

4B9-4 0.25 0.4TOP 3 2BOT 2 2

4B9-5 0.25 0.4TOP 3 2BOT 2 2

4B10-1 0.25 0.4TOP 4 2BOT 2 3

4B10-2 0.25 0.4TOP 3 2BOT 2 2

4B10-3 0.25 0.4TOP 3 2BOT 2 2

4B10-4 0.25 0.4TOP 3 2BOT 2 2

4B10A-1 0.25 0.4TOP 4 2BOT 2 2

4B11-1 0.25 0.4TOP 3 2

Page 18: BEAM COMPUTATIONS

4B11-1 0.25 0.4 BOT 2 2

4B11-2 0.25 0.4TOP 3 2BOT 2 2

4B11-3 0.25 0.4TOP 3 2BOT 2 3

116 90

Material UoMconcrete

V 9.2 m3cement 110.0 bagssand 4.6 m3gravel 9.2 m3premix order 28.5 m3

Rebars 20mm dia top & bot. mainbars 6M/L

LT 663.4 morder 127.14 lengths

10mm dia stirrups bars 6M/LLt 823.94 morder 157.92 lengths

Tie Wires # 16 g.i. tie wire 53m/kls

pts 3144.3 pcsL 1257.72 morder 27.290 kls

Forms 1/4 thk marine plywood

At 121.82 m2order 50.76 sheets

form brace 2X3X8 coco lumber

Lh 193.68 m

B79
using class A concrete mix: volume x 12 = no of bags
B80
using class A concrete mix Vol. x .5 = vol of sand
B81
using class A concrete mix Vol. x 1 = vol of gravel
B86
lap splice added 40*db*no. of splices 40x.02x128pcs
B87
to get no of length: Ltotal/6m + 10%Lt wastage = no of length
B90
Lt of stirrup: =l/stirrup*no of stirrups
B91
no of length: =Lt/6 +10 wastage
Page 19: BEAM COMPUTATIONS

b 0.45 mLt 496.31 morder 237.8 lengths

nails 3 - 3 1/2" common nails

l 96.84 mjoints 2842.51 pcsno. 5685.03 pcsorder 211.16 kls

Material Summary:

Desciption unit price Qty UoM Total Price40 kg Cement 210 110.0 bags 23,093.91sand 1000 4.6 m3 4,582.13gravel 1400 9.2 m3 12,829.95premix concrete 3800 28.5 m3 108,128.9920 mm rebar 1510 127.1 len 191,987.4410 mm 140 157.9 len 22,108.94#16 tie wire 70 27.3 kls 1,910.311/2" X4X8 m. ply 820 50.8 shts 41,622.522X3X8 coco lum 105 237.8 len 24,970.353 1/2" CN 60 211.2 kls 12,669.49

Total Material Cost 443,904.01

Page 20: BEAM COMPUTATIONS

MATERIAL COMPUTATION

Main Reinforcements Stirrups Lrein Lt+spl AREA V Lstir Lt stir ptsright 1ST 2ND 3RD 4TH

2 1 5 5 17.884.5 24.4 0.075 0.3375 1.14 32.92 115.52 0.05 0.075 0.1 0.2

0 1 5 5 2.8751.5 12.4 0.075 0.1125 1.14 15.82 55.50 0.05 0.075 0.1 0.2

2 1 5 5 13.133.55 17.4 0.075 0.26625 1.14 27.5 96.52 0.05 0.075 0.1 0.2

4 1 5 5 13.133.55 30.9 0.1 0.355 1.34 32.33 1452 0.05 0.075 0.1 0.2

2 1 5 5 6.3752.2 15.2 0.045 0.099 0.94 16.33 69.52 0.05 0.075 0.1 0.2

4 1 5 5 13.133.55 30.9 0.1 0.355 1.34 32.33 1452 0.05 0.075 0.1 0.2

4 1 5 5 13.683.66 31.56 0.1 0.366 1.34 33.06 1482 0.05 0.075 0.1 0.2

2 1 5 5 4.8751.9 14 0.0625 0.11875 1.04 16.51 63.52 0.05 0.075 0.1 0.2

2 1 5 5 13.133.55 20.6 0.075 0.26625 1.14 27.5 96.52 0.05 0.075 0.1 0.2

2 1 5 5 3.8751.7 13.2 0.1 0.17 1.34 19.93 59.52 0.05 0.075 0.1 0.2

2 1 5 5 102.93 18.12 0.1 0.293 1.34 28.17 84.12 0.05 0.075 0.1 0.2

0 1 5 5 5.2751.98 14.32 0.1 0.198 1.34 21.81 65.10 0.05 0.075 0.1 0.2

3 1 5 5 20.134.95 32.75 0.1 0.495 1.34 41.71 1562 0.05 0.075 0.1 0.2

3 1 5 5 15.874.1 28.5 0.1 0.41 1.34 36 1342 0.05 0.075 0.1 0.2

3 1 5 5 29.136.75 41.75 0.1 0.675 1.34 53.77 2012 0.05 0.075 0.1 0.2

3 1 5 5 29.536.83 42.15 0.1 0.683 1.34 54.3 2032 0.05 0.075 0.1 0.2

3 1 5 5 19.684.86 38.76 0.1 0.486 1.34 41.1 1842 0.05 0.075 0.1 0.2

3 1 5 5 15.874.1 28.5 0.1 0.41 1.34 36 1342 0.05 0.075 0.1 0.2

3 1 5 5 29.136.75 41.75 0.1 0.675 1.34 53.77 2012 0.05 0.075 0.1 0.2

3 1 5 5 36.438.21 49.05 0.1 0.821 1.34 63.55 2372 0.05 0.075 0.1 0.2

2 1 5 5 20.134.95 39.3 0.1 0.495 1.34 41.71 1872 0.05 0.075 0.1 0.2

3 1 5 5 13.833.69 26.45 0.1 0.369 1.34 33.27 124

Page 21: BEAM COMPUTATIONS

2 0.05 0.075 0.1 0.2 3.69 26.45 0.1 0.369 1.34 33.27 1243 1 5 5 3.725

1.67 16.35 0.1 0.167 1.34 19.73 73.632 0.05 0.075 0.1 0.23 1 5 5 22.43

5.41 35.05 0.1 0.541 1.34 44.79 1672 0.05 0.075 0.1 0.2

105 96.84 663.4 m Ltotal Stirrup 824 3144

OVERALL BEAM VOLUME 9.16 m3

Page 22: BEAM COMPUTATIONS

AformLABOR COMPUTATION

2.25 SCOPE/WORK QTY UoM Manpower UoM MP WRate UoM UoM MP Rate2.7 steelwork 1710.39 m 2sb+sc+l+f Php 20 m /day Php 1670

0.75 tieing 27.29 kls 2l Php 1 kls /day Php 4400.9 formwork 146.19 m2 2c+cut+l+f Php 14 m2 /day Php 1670

1.775 concreting 28.45 m3 2m+2l+f Php 5 m3 /day Php 15902.13 formwork Remove 146.19 m2 c+l+f Php 25 m2 /day Php 615

1.775 11402.840.661.32 EQUIPMENT/TOOLS COMPUTATION

1.775 SCOPE/WORK QTY UoM Equip./Tool UoM E/T WRate UoM UoM MP Rate2.84 steelwork 1710.39 m vice bench Php 20 m /day Php 5001.83 tieing 27.29 kls Php kls /day Php

2.928 formwork 146.19 m2 Php m2 /day Php0.95 concreting 28.45 m3 vibrator Php 5 m3 /day Php 15000.95 formwork Remove 146.19 m2 Php m2 /day Php

1.7752.130.85 UNIT COST COMPUTATION1.36 MATERIAL COST LABOR COST E & T COST DIRECT COST

1.465 443,904.0 184,908.0 51,296.2 628,812.02.3440.99

1.584 Mobilization 50,305.02.475 Miscellaneous 251,524.83.96 Contractors Fee 62,881.22.053.28 LOT COST 1,044,819.3

3.3755.4

3.4155.4642.43

3.8882.053.28

3.3755.4

4.1056.5682.4753.96

1.845

Page 23: BEAM COMPUTATIONS

2.9520.8351.3362.7054.328

122

Page 24: BEAM COMPUTATIONS

LABOR COMPUTATIONUoM Days of Work UoM UoM expenses earn (-2d)

m 85.5 days Php 142817.6kls 27.3 days Php 12007.7m2 10.4 days Php 17437.9m3 5.7 days Php 9048.7m2 5.8 days Php 3596.2

TOTAL LABOR COST 184,908.04

EQUIPMENT/TOOLS COMPUTATIONUoM/day Days of Work UoM UoM expenses earn (-2d)

m 85.52 days Php 42759.7456kls days Php 0m2 days Php 0m3 5.69 days Php 8536.49888m2 days Php

TOTAL E&T COST 51,296.24

Page 25: BEAM COMPUTATIONS

BEAM COMPUTATIONS

MATERIAL COMPUTATIONBAR DIA 0.02 m

STIR. DIA 0.01 m

MARK SECTIONS LOC. Main Reinforcementsb h left mid

RDB1-1 0.25 0.3TOP 2 2BOT 2 2

RDB1-2 0.25 0.3TOP 2 0BOT 2 0

RDB2-1 0.15 0.3TOP 2 2BOT 2 2

RDB2-2 0.15 0.3TOP 2 2BOT 2 2

RDB3-1 0.25 0.3TOP 3 2BOT 2 2

RDB3-2 0.25 0.3TOP 2 2BOT 2 2

RDB4-1 0.25 0.3TOP 3 2BOT 2 2

RDB4-2 0.25 0.3TOP 2 2BOT 2 2

RDB5-1 0.25 0.3TOP 2 2BOT 2 2

RDB5-2 0.25 0.3TOP 2 2BOT 2 2

RDB5-3 0.25 0.3TOP 2 2BOT 2 2

RDB6-1 0.25 0.3TOP 3 2BOT 2 2

RDB6-2 0.25 0.3TOP 3 2BOT 2 2

RDB6-3 0.25 0.3TOP 3 2BOT 2 2

RDB6-4 0.25 0.3TOP 3 2BOT 2 2

RDB6-5 0.25 0.3TOP 3 2BOT 2 2

RDB7-1 0.25 0.3TOP 3 2BOT 2 2

RDB7-2 0.25 0.3TOP 3 2BOT 2 2

RDB7-3 0.25 0.3TOP 3 0BOT 2 0

RDB8-1 0.25 0.3TOP 2 2BOT 2 2

RDB8-2 0.25 0.3TOP 2 2BOT 2 2

RDB8-3 0.25 0.3TOP 2 2

Page 26: BEAM COMPUTATIONS

RDB8-3 0.25 0.3 BOT 2 2

98 80

Material UoMconcrete

V 5.4 m3cement 64.9 bagssand 2.7 m3gravel 5.4 m3premix order 16.8 m3

Rebars 20mm dia top & bot. mainbars 6M/L

LT 490.6 morder 94.02 lengths

10mm dia stirrups bars 6M/LLt 575.28 morder 110.26 lengths

Tie Wires # 16 g.i. tie wire 53m/kls

pts 2309.55 pcsL 923.82 morder 20.045 kls

Forms 1/4 thk marine plywood

At 80.62 m2order 33.59 sheets

form brace 2X3X8 coco lumber

Lh 148.56 mb 0.45 mLt 380.69 morder 182.4 lengths

B75
using class A concrete mix: volume x 12 = no of bags
B76
using class A concrete mix Vol. x .5 = vol of sand
B77
using class A concrete mix Vol. x 1 = vol of gravel
B82
lap splice added 40*db*no. of splices 40x.02x128pcs
B83
to get no of length: Ltotal/6m + 10%Lt wastage = no of length
B86
Lt of stirrup: =l/stirrup*no of stirrups
B87
no of length: =Lt/6 +10 wastage
Page 27: BEAM COMPUTATIONS

nails 3 - 3 1/2" common nails

l 74.28 mjoints 1881.09 pcsno. 3762.17 pcsorder 139.74 kls

Material Summary:

Desciption unit price Qty UoM Total Price40 kg Cement 210 64.9 bags 13,626.90sand 1000 2.7 m3 2,703.75gravel 1400 5.4 m3 7,570.50premix concrete 3800 16.8 m3 63,803.0920 mm rebar 1510 94.0 len 141,976.2410 mm 140 110.3 len 15,436.71#16 tie wire 70 20.0 kls 1,403.161/2" X4X8 m. ply 820 33.6 shts 27,544.482X3X8 coco lum 105 182.4 len 19,153.213 1/2" CN 60 139.7 kls 8,384.27

Total Material Cost 301,602.32

Page 28: BEAM COMPUTATIONS

MATERIAL COMPUTATION

Main Reinforcements Stirrups Lrein Lt+spl AREA V Lstir Lt stir ptsright 1ST 2ND 3RD 4TH

2 1 5 5 18.684.66 25.04 0.075 0.3495 1.14 33.83 118.72 0.05 0.075 0.1 0.2

0 1 5 5 2.8751.5 12.4 0.075 0.1125 1.14 15.82 55.50 0.05 0.075 0.1 0.2

2 1 5 5 13.133.55 17.4 0.045 0.15975 0.94 22.68 96.52 0.05 0.075 0.1 0.2

2 1 5 5 4.8751.9 14 0.045 0.0855 0.94 14.92 63.52 0.05 0.075 0.1 0.2

3 1 5 5 13.133.55 25.75 0.075 0.26625 1.14 27.5 1212 0.05 0.075 0.1 0.2

2 1 5 5 4.8751.9 14 0.075 0.1425 1.14 18.1 63.52 0.05 0.075 0.1 0.2

3 1 5 5 13.133.55 25.75 0.075 0.26625 1.14 27.5 1212 0.05 0.075 0.1 0.2

3 1 5 5 13.683.66 21.04 0.075 0.2745 1.14 28.13 98.72 0.05 0.075 0.1 0.2

2 1 5 5 13.133.55 20.6 0.075 0.26625 1.14 27.5 96.52 0.05 0.075 0.1 0.2

2 1 5 5 4.8751.9 14 0.075 0.1425 1.14 18.1 63.52 0.05 0.075 0.1 0.2

2 1 5 5 102.93 18.12 0.075 0.21975 1.14 24 84.12 0.05 0.075 0.1 0.2

3 1 5 5 5.2751.98 17.9 0.075 0.1485 1.14 18.55 81.382 0.05 0.075 0.1 0.2

2 1 5 5 15.133.95 27.75 0.075 0.29625 1.14 29.78 1312 0.05 0.075 0.1 0.2

3 1 5 5 15.874.1 28.5 0.075 0.3075 1.14 30.64 1342 0.05 0.075 0.1 0.2

3 1 5 5 29.136.75 41.75 0.075 0.50625 1.14 45.74 2012 0.05 0.075 0.1 0.2

3 1 5 5 29.536.83 42.15 0.075 0.51225 1.14 46.2 2032 0.05 0.075 0.1 0.2

3 1 5 5 15.133.95 27.75 0.075 0.29625 1.14 29.78 1312 0.05 0.075 0.1 0.2

3 1 5 5 15.874.1 28.5 0.075 0.3075 1.14 30.64 1342 0.05 0.075 0.1 0.2

0 1 5 5 0.7751.08 13.4 0.075 0.081 1.14 13.42 58.880 0.05 0.075 0.1 0.2

2 1 5 5 8.8252.69 17.16 0.075 0.20175 1.14 22.6 79.32 0.05 0.075 0.1 0.2

2 1 5 5 10.383 18.4 0.075 0.225 1.14 24.37 85.52 0.05 0.075 0.1 0.2

2 1 5 5 11.383.2 19.2 0.075 0.24 1.14 25.51 89.5

Page 29: BEAM COMPUTATIONS

2 0.05 0.075 0.1 0.2 3.2 19.2 0.075 0.24 1.14 25.51 89.5

89 74.28 490.6 m Ltotal Stirrup 575 2310

OVERALL BEAM VOLUME 5.41 m3

Page 30: BEAM COMPUTATIONS

AformLABOR COMPUTATION

2.33 SCOPE/WORK QTY UoM Manpower UoM MP WRate UoM UoM MP Rate2.796 steelwork 1225.72 m 2sb+sc+l+f Php 20 m /day Php 16700.75 tieing 20.05 kls 2l Php 1 kls /day Php 4400.9 formwork 96.74 m2 2c+cut+l+f Php 14 m2 /day Php 1670

1.065 concreting 16.79 m3 2m+2l+f Php 5 m3 /day Php 15902.13 formwork Remove 96.74 m2 c+l+f Php 25 m2 /day Php 6150.57 11401.14

1.7752.130.951.14 EQUIPMENT/TOOLS COMPUTATION

1.775 SCOPE/WORK QTY UoM Equip./Tool UoM E/T WRate UoM UoM MP Rate2.13 steelwork 1225.72 m vice bench Php 20 m /day Php 5001.83 tieing 20.05 kls Php kls /day Php

2.196 formwork 96.74 m2 Php m2 /day Php1.775 concreting 16.79 m3 vibrator Php 5 m3 /day Php 15002.13 formwork Remove 96.74 m2 Php m2 /day Php0.951.14

1.465 UNIT COST COMPUTATION1.758 MATERIAL COST LABOR COST E & T COST DIRECT COST0.99 301,602.3 130,426.3 35,680.0 432,028.6

1.1881.9752.37 Mobilization 34,562.32.05 Miscellaneous 172,811.42.46 Contractors Fee 43,202.9

3.3754.05 LOT COST 718,285.2

3.4154.0981.9752.372.052.460.54

0.6481.3451.614

1.51.81.6

Page 31: BEAM COMPUTATIONS

1.92

80.62

Page 32: BEAM COMPUTATIONS

LABOR COMPUTATIONUoM Days of Work UoM UoM expenses earn (-2d)

m 61.3 days Php 102347.4kls 20.0 days Php 8819.9m2 6.9 days Php 11539.9m3 3.4 days Php 5339.3m2 3.9 days Php 2379.8

TOTAL LABOR COST 130,426.29

EQUIPMENT/TOOLS COMPUTATIONUoM/day Days of Work UoM UoM expenses earn (-2d)

m 61.29 days Php 30642.9288kls days Php 0m2 days Php 0m3 3.36 days Php 5037.08625m2 days Php

TOTAL E&T COST 35,680.02

Page 33: BEAM COMPUTATIONS

BEAM COMPUTATIONS

MATERIAL COMPUTATIONBAR DIA 0.02 m

STIR. DIA 0.01 m

MARK SECTIONS LOC. Main Reinforcementsb h left mid

WTB1-1 0.25 0.3TOP 2 2BOT 2 2

WTB1-2 0.25 0.3TOP 2 0BOT 2 0

WTB2-1 0.25 0.3TOP 2 2BOT 2 2

WTB2-2 0.25 0.3TOP 2 0BOT 2 0

FWB1-1 0.25 0.3TOP 3 0BOT 2 0

FWB1-2 0.25 0.3TOP 2 2BOT 2 2

FWB1-3 0.25 0.3TOP 2 2BOT 2 2

FWB1-4 0.25 0.3TOP 2 2BOT 2 2

WTB3-1 0.25 0.3TOP 2 2BOT 2 2

WTB3-2 0.25 0.3TOP 3 0BOT 2 0

42 24

Page 34: BEAM COMPUTATIONS

Material UoMconcrete

V 2.1 m3cement 25.1 bagssand 1.0 m3gravel 2.1 m3premix order 6.5 m3

Rebars 20mm dia top & bot. mainbars 6M/L

LT 168.9 morder 32.37 lengths

10mm dia stirrups bars 6M/LLt 231.76 morder 44.42 lengths

Tie Wires # 16 g.i. tie wire 53m/kls

pts 844.7 pcsL 337.88 morder 7.331 kls

Forms 1/4 thk marine plywood

At 30.70 m2order 12.79 sheets

form brace 2X3X8 coco lumber

Lh 55.82 mb 0.45 mLt 143.04 morder 68.5 lengths

nails 3 - 3 1/2" common nails

l 27.91 mjoints 716.36 pcsno. 1432.71 pcsorder 53.22 kls

Material Summary:

Desciption unit price Qty UoM Total Price40 kg Cement 210 25.1 bags 5,274.99sand 1000 1.0 m3 1,046.63gravel 1400 2.1 m3 2,930.55premix concrete 3800 6.5 m3 24,698.2620 mm rebar 1510 32.4 len 48,879.58

B59
using class A concrete mix: volume x 12 = no of bags
B60
using class A concrete mix Vol. x .5 = vol of sand
B61
using class A concrete mix Vol. x 1 = vol of gravel
B66
lap splice added 40*db*no. of splices 40x.02x128pcs
B67
to get no of length: Ltotal/6m + 10%Lt wastage = no of length
B70
Lt of stirrup: =l/stirrup*no of stirrups
B71
no of length: =Lt/6 +10 wastage
Page 35: BEAM COMPUTATIONS

10 mm 140 44.4 len 6,218.95#16 tie wire 70 7.3 kls 513.201/2" X4X8 m. ply 820 12.8 shts 10,489.512X3X8 coco lum 105 68.5 len 7,196.643 1/2" CN 60 53.2 kls 3,192.90

Total Material Cost 110,441.19

Page 36: BEAM COMPUTATIONS

MATERIAL COMPUTATION

Main Reinforcements Stirrups Lrein Lt+spl AREA V Lstir Lt stir ptsright 1ST 2ND 3RD 4TH

2 1 5 5 13.133.55 20.6 0.075 0.26625 1.14 27.5 96.52 0.05 0.075 0.1 0.2

0 1 5 5 0.5251.03 10.52 0.075 0.07725 1.14 13.14 46.10 0.05 0.075 0.1 0.2

2 1 5 5 13.133.55 17.4 0.075 0.26625 1.14 27.5 96.52 0.05 0.075 0.1 0.2

0 1 5 5 0.5251.03 10.52 0.075 0.07725 1.14 13.14 46.10 0.05 0.075 0.1 0.2

0 1 5 5 4.8751.9 7 0.075 0.1425 1.14 18.1 79.380 0.05 0.075 0.1 0.2

2 1 5 5 20.134.95 26.2 0.075 0.37125 1.14 35.48 124.52 0.05 0.075 0.1 0.2

2 1 5 5 15.874.1 22.8 0.075 0.3075 1.14 30.64 107.52 0.05 0.075 0.1 0.2

2 1 5 5 4.6251.85 13.8 0.075 0.13875 1.14 17.81 62.52 0.05 0.075 0.1 0.2

2 1 5 5 15.874.1 22.8 0.075 0.3075 1.14 30.64 107.52 0.05 0.075 0.1 0.2

0 1 5 5 4.6251.85 17.25 0.075 0.13875 1.14 17.81 78.130 0.05 0.075 0.1 0.2

24 27.91 168.9 m Ltotal Stirrup 232 844.7

OVERALL BEAM VOLUME 2.09 m3

Page 37: BEAM COMPUTATIONS

AformLABOR COMPUTATION

1.775 SCOPE/WORK QTY UoM Manpower UoM MP WRate UoM UoM MP Rate2.13 steelwork 460.75 m 2sb+sc+l+f Php 20 m /day Php 1670

0.515 tieing 7.33 kls 2l Php 1 kls /day Php 4400.618 formwork 36.84 m2 2c+cut+l+f Php 14 m2 /day Php 16701.775 concreting 6.50 m3 2m+2l+f Php 5 m3 /day Php 15902.13 formwork Remove 36.84 m2 c+l+f Php 25 m2 /day Php 615

0.515 11400.6180.951.14 EQUIPMENT/TOOLS COMPUTATION

2.475 SCOPE/WORK QTY UoM Equip./Tool UoM E/T WRate UoM UoM MP Rate2.97 steelwork 460.75 m vice bench Php 20 m /day Php 5002.05 tieing 7.33 kls Php kls /day Php2.46 formwork 36.84 m2 Php m2 /day Php

0.925 concreting 6.50 m3 vibrator Php 5 m3 /day Php 15001.11 formwork Remove 36.84 m2 Php m2 /day Php2.052.46

0.925 UNIT COST COMPUTATION1.11 MATERIAL COST LABOR COST E & T COST DIRECT COST

110,441.2 49,066.2 13,468.6 159,507.4

Mobilization 12,760.6Miscellaneous 63,803.0Contractors Fee 15,950.7

LOT COST 265,490.3

30.7

Page 38: BEAM COMPUTATIONS

LABOR COMPUTATIONUoM Days of Work UoM UoM expenses earn (-2d)

m 23.0 days Php 38472.6kls 7.3 days Php 3225.8m2 2.6 days Php 4394.6m3 1.3 days Php 2066.9m2 1.5 days Php 906.3

TOTAL LABOR COST 49,066.18

EQUIPMENT/TOOLS COMPUTATIONUoM/day Days of Work UoM UoM expenses earn (-2d)

m 23.04 days Php 11518.745kls days Php 0m2 days Php 0m3 1.30 days Php 1949.86238m2 days Php

TOTAL E&T COST 13,468.61