This is a Construction Cost Estimate for a construction project Case study taking few parameters as assumptions.like Steel per m cube is taken as 80 kg.

1. Design Mix
Sr.
No.
Grade Total
Cement
Qty
M3
cement FlyAsh Microsilica 20m
m
10mm River
Sand
Crusher
Sand
Kg Kg Kg Kg Kg Kg Kg
1 M80 680 1 480 140 60 552 563 0 740
2 M 70 614 1 455 108 51 535 536 0 728
3 M60 570 1 450 80 40 537 520 0 718
4 M50 560 1 450 110 0 535 512 0 716
5 M40 480 1 400 80 0 530 484 0 846
6 M30 420 1 350 70 0 548 500 0 886
7 M20 320 1 260 60 0 552 502 0 946
8 M15 280 1 224 56 0 556 520 703 306
9 M10 220 1 176 44 0 588 478 568 358

2. In the Further Pages Calculation of Concrete is shown fromthe given drawings. TheGradeof
Concrete is assumed to be of M-60. Consisting of Following Components.
1. Cement
2. Aggregates 10mmand 20mm
3. Micro Silica
4. Fly Ash
5. Crushed Sand
Structure Details
S.no Details Remarks
1.1 Concrete Calculation for Beams
1.2 Concrete Calculation for Coloumn
1.3 Concrete Calculation for Slab

3. Calculationof Beams Wing-1Wing-2Wing-3
S.No DESCRIPTION NOS L B H Area Quantity Shuttering
1 B48 2 0.501 0.23 0.575 0.576 0.132515 0.98196
2 B49 2 0.9 0.23 0.575 1.035 0.23805 1.764
6 B3 4 4.95 0.23 0.35 6.93 1.5939 10.494
7 B5 4 2.85 0.23 0.775 8.835 2.03205 15.732
8 B5A 4 3.02 0.23 0.35 4.228 0.97244 6.4024
10 B1 4 6.5 0.04 0.35 9.1 0.364 8.84
11 B2 2 4.95 0.23 0.35 3.465 0.79695 5.247
14 B8 2 2.415 0.2 0.35 1.691 0.3381 2.415
17 LB3 2 3.77 0.3 0.525 3.959 1.18755 7.163
18 B28 2 2.5 0.2 0.575 2.875 0.575 4.75
19 B28 2 1.9 0.2 0.35 1.33 0.266 1.9
20 B17 2 1.75 0.3 0.5 1.75 0.525 3.15
25 B5 4 3.2 0.23 0.775 9.92 2.2816 17.664
26 B5A 4 3.2 0.23 0.35 4.48 1.0304 6.784
27 B16 4 1.5 0.23 0.5 3 0.69 4.98
28 B10 4 4.07 0.2 0.5 8.14 1.628 13.024
32 LB2 2 1.25 0.3 1 2.5 0.75 4.75
35 LB2 2 1.25 0.3 1 2.5 0.75 4.75
38 B15 2 1.125 0.23 0.35 0.788 0.181125 1.1925
39 B2A 2 5.955 0.23 0.3 3.573 0.82179 5.1213
40 B1 2 5.955 0.04 0.35 4.169 0.16674 4.0494
42 B5A 2 2.8 0.23 0.35 1.96 0.4508 2.968
44 B14 2 0.875 0.3 0.775 1.356 0.406875 2.5375
46 B12 2 1.4 0.3 0.5 1.4 0.42 2.52
49 B5 2 3.35 0.23 0.775 5.193 1.194275 9.246
51 B9 2 1.6 0.2 0.35 1.12 0.224 1.6
53 B54 2 1.275 0.15 0.3 0.765 0.11475 0.8925
54 B8A 2 2.475 0.2 0.35 1.733 0.3465 2.475

4. S.No DESCRIPTION NOS L B H Area Quantity Shuttering
55 B17 2 1.675 0.2
3
0.5 1.675 0.38525 2.7805
62 B45 1 0.73 0.2 0.525 0.383 0.07665 0.6205
64 B26 1 1.21 0.1
5
0.2 0.242 0.0363 0.1815
65 B21 1 1.21 0.2 0.525 0.635 0.12705 1.0285
66 B25 1 4.47 0.2 0.525 2.347 0.46935 3.7995
67 B13A 1 1.31 0.2 0.525 0.688 0.13755 1.1135
72 B32 1 1.793 0.2
3
0.575 1.031 0.237124 1.75714
73 B51 1 1.198 0.1
5
0.3 0.359 0.05391 0.4193
75 B33(inc) 1 2.511 0.2 0.575 1.444 0.288765 2.38545
77 B38 1 1.397 0.1
5
0.35 0.489 0.073343 0.62865
78 B22M 1 4.15 0.2 0.525 2.179 0.43575 3.5275
79 LB5 1 2.59 0.2 0.525 1.36 0.27195 2.2015
80 B6 1 8.27 0.2 0.525 4.342 0.86835 7.0295
82 B6B 1 1.2 0.2 0.525 0.63 0.126 1.02
83 BK2 1 1.6 0.2 0.5 0.8 0.16 1.28
84 BK2 1 0.85 0.2 0.5 0.425 0.085 0.68
86 B50 1 0.9 0.3 0.9 0.81 0.243 1.53
87 B31 1 1.689 0.2 0.525 0.887 0.177345 1.43565
89 B51 1 1.198 0.1
5
0.3 0.359 0.05391 0.4193
90 B52 1 0.41 0.1
5
0.3 0.123 0.01845 0.1435
92 B20 1 4.15 0.2 0.725 3.009 0.60175 5.1875
93 B18 2 2.8 0.2
3
0.575 3.22 0.7406 5.488
94 B27 2 3.2 0.1
5
0.575 3.68 0.552 5.76

5. 95 B47 2 0.47 0.2
3
0.575 0.541 0.124315 0.9212
3 B19 1 3.5 0.2
3
0.575 2.013 0.462875 3.43
4 B43 1 3.8 0.1
5
0.575 2.185 0.32775 3.42
5 B2 2 5.18 0.2
3
0.35 3.626 0.83398 5.4908
9 B2A 4 6.8 0.2
3
0.3 8.16 1.8768 11.696
12 B12 4 1.4 0.3 0.5 2.8 0.84 5.04
13 B14 2 1.5 0.3 0.775 2.325 0.6975 4.35
S.No DESCRIPTION NOS L B H Area Quantity Shuttering
15 B8A 3 2.375 0.2 0.35 2.494 0.49875 3.5625
16 B17 2 1.75 0.3 0.5 1.75 0.525 3.15
21 LB1 2 0.94 0.3 1.325 2.491 0.7473 4.794
22 B54 2 0.94 0.1
5
0.3 0.564 0.0846 0.658
23 B8 2 2.55 0.2 0.35 1.785 0.357 2.55
24 B14 2 1.169 0.3 0.775 1.812 0.543585 3.3901
29 B9 4 1.6 0.2 0.35 2.24 0.448 3.2
30 B15 2 0.54 0.2
3
0.35 0.378 0.08694 0.5724
31 B7 4 1.25 0.1
5
0.5 2.5 0.375 3.75
33 B4A 4 2.92 0.2
3
0.5 5.84 1.3432 9.6944
34 B37 2 2.125 0.2
3
0.35 1.488 0.342125 2.2525
36 LB4 4 6.742 0.8 1.5 40.45 32.3616 91.6912
37 B2 2 4.875 0.2
3
0.35 3.413 0.784875 5.1675

6. 41 B5 2 2.8 0.2
3
0.775 4.34 0.9982 7.728
43 B3 2 5.8 0.2
3
0.35 4.06 0.9338 6.148
45 B16 2 1.145 0.2
3
0.5 1.145 0.26335 1.9007
47 B10 2 2.775 0.2 0.5 2.775 0.555 4.44
48 B10 2 1.295 0.2 0.3 0.777 0.1554 1.036
50 B5A 2 3.35 0.2
3
0.35 2.345 0.53935 3.551
52 B7 2 1.25 0.1
5
0.5 1.25 0.1875 1.875
56 B4A 2 2.92 0.2
3
0.5 2.92 0.6716 4.8472
57 LB3 1 3.85 0.3 0.525 2.021 0.606375 3.6575
58 LB1 2 1.275 0.3 1.325 3.379 1.013625 6.5025
59 LB2 2 1.25 0.3 1 2.5 0.75 4.75
60 B6A 1 2.6 0.2 0.525 1.365 0.273 2.21
61 B44 1 2.6 0.2 0.525 1.365 0.273 2.21
63 B13 1 1.11 0.2 0.525 0.583 0.11655 0.9435
68 B39 1 2 0.3 0.5 1 0.3 1.8
69 B41 1 0.9 0.3 0.5 0.45 0.135 0.81
70 B40 1 2.66 0.3 0.5 1.33 0.399 2.394
S.No DESCRIPTION NOS L B H Area Quantity Shuttering
71 B46 1 0.9 0.3 0.9 0.81 0.243 1.53
74 B34 1 1.548 0.2 0.3 0.464 0.09288 0.6192
76 B52 1 0.41 0.1
5
0.3 0.123 0.01845 0.1435
81 B6 1 7.96 0.2 0.525 4.179 0.8358 6.766
85 B24 1 1.784 0.3 0.5 0.892 0.2676 1.6056
88 B35 1 3.45 0.2 0.525 1.811 0.36225 2.9325
91 B38 1 1.111 0.1
5
0.35 0.389 0.058328 0.49995
Total 260.6 80.41 443.49

7. S.No DESCRIPTION
OF WORK
No's Area Perimete
r
Depth Volume of
concrete
Area of
shuttering
1 C2-05 1 0.695 3.780 3.000 2.085 11.34
2 C3-05 1 0.81 3.9 3.000 2.427 11.7
3 C2-06 1 0.69 3.78 3.000 2.082 11.34
4 C1-A-05 1 0.45 3.3 3.000 1.35 9.9
5 C1-06 1 0.45 3.3 3.000 1.35 9.9
6 C4-A-05 1 0.27 2.4 3.000 0.81 7.2

8. 7 C4-05 1 0.71 5.4 3.000 2.13 16.2
8 C4-06 1 0.72 5.4 3.000 2.16 16.2
9 C4-A-06 1 0.27 2.4 3.000 0.81 7.2
10 C5-06 1 0.55 3.85 3.000 1.65 11.55
11 C5-05 1 0.55 3.85 3.000 1.65 11.55
12 C4-a-04 1 0.270 2.405 3.000 0.8112 7.215
13 C4-04 1 0.72 5.4 3.000 2.16 16.2
14 c1-04 1 0.41 2.7 3.000 1.23 8.1
15 c5-04 1 0.43 3.18 3.000 1.29 9.54
16 C2-04 1 0.69 4.4 3.000 2.07 13.2
17 C3-02 1 0.8 3.9 3.000 2.4 11.7
18 C2-02 1 0.69 4.45 3.000 2.079 13.35
19 C5-02 1 0.43 3.1 3.000 1.29 9.3
20 C1-02 1 0.4 2.7 3.000 1.2 8.1
21 C4-A-02 1 0.27 2.41 3.000 0.81 7.23
22 C4-02 1 0.72 5.414 3.000 2.16 16.242
23 C4-a-01 1 0.27 2.41 3.000 0.81 7.23
24 C4-01 1 0.71 5.4 3.000 2.13 16.2
25 C1-01 1 0.4 2.7 3.000 1.2 8.1
26 C5-01 1 0.43 3.18 3.000 1.29 9.54
27 C2-01 1 0.69 4.4 3.000 2.07 13.2
S.No DESCRIPTION
OF WORK
No's Area Perimete
r
Depth Volume of
concrete
Area of
shuttering
28 C3-01 1 0.81 3.9 3.000 2.43 11.7
29 C2-03 1 0.69 4.45 3.000 2.079 13.35
30 C1-03 1 0.4 2.7 3.000 1.2 8.1
31 C5-03 1 0.43 3.18 3.000 1.29 9.54
32 C4-03 1 0.54 5.4 3.000 1.62 16.2
33 C4-a-03 1 0.27 2.4 3.000 0.81 7.2
34 C5-03 1 0.43 3.8 3.000 1.302 11.4

9. 35 C6-01 1 0.42 2.7 3.000 1.26 8.1
36 C6-02 1 0.42 2.7 3.000 1.26 8.1
37 (C9-01B)+(C9-
01C)+(C9-
01D)
1 3.8 28 3.000 11.4 84
38 (C9-01A) +
(C9-01
B) + (C9-01
C)+ (C9-01
D) + (C9-01
E)
1 53.64 40 3.000 160.92 120
39 C7-01 1 0.88 6.5 3.000 2.64 19.5
40 C7-02 1 0.88 6.5 3.000 2.64 19.5
41 C7-03 1 0.32 2.8 3.000 0.96 8.4
Structure
has a plan of
G + 25
Floors.We
assumethat
every Floor
is Identical
and the
Total Qty is
Multiplied
by 26
Total 235.
3
Total
for
26
Floor
s
24472.8 Total
Shutterin
g
643.617
Slab Concreting
Total Quantities For Slab ( Horizontal Wing )
Slab No N
o
Area Perimete
r
Dept
h
Volum
e
shutterin
g
S 1 2 42.63 54.96 0.215 18.33 85.26
S4 2 2.47 7.24 0.125 0.62 4.94
S5 2 3.3 7.5 0.15 0.99 6.6

10. S25 2 0.65 3.2 0.125 0.16 1.3
S5 2 3.38 7.63 0.15 1.01 6.76
S2a 2 12.42 14.1 0.15 3.73 24.84
S16 2 1.47 7.5 0.15 0.44 2.94
S16 2 4.3 11.53 0.15 1.29 8.6
S5 2 3.06 7.18 0.15 0.92 6.12
S2 2 24.14 21.5 0.15 7.24 48.28
Total Quantities For Slab ( Wing 2 Right )
Slab No No Area Perimeter Depth Volume shuttering
S16 4 1.407 7.2 0.15 0.84 5.628
S2a 4 13.66 14.93 0.15 8.20 54.64
S5 4 3.85 8.3 0.15 2.31 15.4
S16 4 4.4 11.6 0.15 2.64 17.6
S2a 4 33.798 39.04 0.15 20.28 135.192
S16 4 1.256 16.58 0.15 0.75 5.024
S9 4 4.2 13.51 0.125 2.10 16.8
S16 4 40.04 38.44 0.15 24.02 160.16
S5 4 3.3 7.5 0.15 1.98 13.2
S4 4 2.4 7.24 0.125 1.20 9.6
Slab No No Area Perimeter Depth Volume shuttering
s8 4 4.06 12.45 0.125 2.03 16.24
s5 4 3.2 7.5 0.15 1.92 12.8
Total 68.28 462.284

11. Total QuantitiesForSlab( Centre)
Slab No No Area Perimeter Depth Volume shuttering
S14 2 0.64 4.85 0.125 0.16 1.28
S3 2 17.14 19.09 0.215 7.37 34.28
S3 2 12.19 19.98 0.2215 5.40 24.38
S15 2 9.79 13.01 0.25 4.90 19.58
S5 2 8.3 17.3 0.15 2.49 16.6
S19 2 0.7 3.6 0.125 0.18 1.4
S11 2 1.72 5.32 0.125 0.43 3.44
S13 2 0.537 3.19 0.125 0.13 1.074
S19 2 0.7 3.7 0.125 0.18 1.4
S17 2 0.9 4.86 0.125 0.23 1.8
S12 2 8.01 11.78 0.215 3.44 16.02
S14 2 1.2 6.15 0.125 0.30 2.4
S3a 2 5.17 9.17 0.215 2.22 10.34
S22 2 1.17 4.78 0.125 0.29 2.34
S23 2 0.54 3.01 0.125 0.14 1.08
Total 27.85 137.414
Total Quantity
Concreting
27.85 68.28 35.10 = 131.23
Total Quantity
Shuttering
137.41 462.28 198.12 = 797.82
Reinforcement Calculations

12. Structure Details
S.no Details Remarks
1.1 Reinforcement Calculation for Beams
1.2 Reinforcement Calculation for Coloumn
1.3 Reinforcement Calculation for Slab
Calculation of Reinforcement in Beams
Calculation for lobby
Assume that 1m3 includes 200kg of Reinforcement
Beam Nos L B D Q Reinforcement
B6 57.49 0.2 0.525 6.04 1.207
B6A 2.6 0.2 0.525 0.27 0.055
B6B 1.2 0.2 0.525 0.13 0.025
B13 1.1 0.2 0.525 0.12 0.023

13. B13A 1.3 0.2 0.525 0.14 0.027
B20 4.14 0.2 0.725 0.60 0.120
B22 4.14 0.2 0.525 0.43 0.087
B25 3.8 0.2 0.525 0.40 0.080
B26 1.1 0.15 0.3 0.05 0.010
B28 7.2 0.2 0.575 0.83 0.166
B31 3.36 0.2 5.225 3.51 0.702
B32 1.69 0.23 0.575 0.22 0.045
B33 2.2 0.2 0.575 0.25 0.051
B34 1.54 0.2 0.3 0.09 0.018
B37 2.12 0.23 0.35 0.17 0.034
B38 1.1 0.15 0.35 0.06 0.012
B39 2 0.3 0.5 0.30 0.060
B40- 2.65 0.3 0.5 0.40 0.080
B44 3.9 0.2 0.525 0.41 0.082
B45 0.63 0.2 0.525 0.07 0.013
B46,B50 1.8 0.3 0.9 0.49 0.097
B51,B52 1.51 0.15 0.3 0.07 0.014
HB1 1.95 0.5 0.3 0.29 0.059
LB5 2.58 0.2 0.725 0.37 0.075
Calculation of Reinforcement in Beams
Calculation for Wing 1
Beam Nos L B D Q Reinforcement
B1 12.4 0.35 0.4 1.74 0.347
B2 22.3 0.35 0.23 1.80 0.359
B3 9.9 0.35 0.23 0.80 0.159

14. B4A 5.84 0.5 0.23 0.67 0.134
B5 12.1 0.775 0.23 2.16 0.431
B5A 12.1 0.35 0.23 0.97 0.195
B7 6.23 0.5 0.15 0.47 0.093
B8 2.415 0.35 0.2 0.17 0.034
B8A 4.75 0.35 0.2 0.33 0.067
B9 3.2 0.35 0.2 0.22 0.045
B10 8.14 0.45 0.2 0.73 0.147
B12 2.79 0.45 0.15 0.19 0.038
B14 2.29 0.775 0.3 0.53 0.106
B15 1.53 0.35 0.23 0.12 0.025
B16 2.285 0.5 0.23 0.26 0.053
B17 1.57 0.5 0.23 0.18 0.036
HB2 3.01 0.507 0.507 0.77 0.155
B54 0.93 0.3 0.15 0.04 0.008
LB2 1.25 0.575 0.23 0.17 0.033
LB1 1.88 0.575 0.23 0.25 0.050
Calculation of Reinforcement in Beams
Calculation for Wing 2
Beam Nos L B D Q Reinforcement
B1 12.4 0.4 0.35 1.74 0.347
B2 11.15 0.23 0.35 0.90 0.180
B2A 6.2 0.23 0.3 0.43 0.086

15. B3 9.9 0.23 0.35 0.80 0.159
B4A 5.84 0.23 0.5 0.67 0.134
B5 9.25 0.23 0.775 1.65 0.330
B5A 12.089 0.23 0.35 0.97 0.195
B7 2.5 0.15 0.5 0.19 0.038
B8 4.828 0.2 0.35 0.34 0.068
B8A 4.75 0.2 0.35 0.33 0.067
B9 3.2 0.2 0.35 0.22 0.045
B10 8.14 0.2 0.5 0.81 0.163
B12 5.53 0.15 0.5 0.41 0.083
B14 1.1 0.3 0.775 0.26 0.051
B15 0.76 0.23 0.35 0.06 0.012
B16 1.14 0.23 0.5 0.13 0.026
B17 5.875 0.23 0.5 0.68 0.135
B28 3.8 0.2 0.575 0.44 0.087
B32 1.692 0.23 0.575 0.22 0.045
B34 1.547 0.2 0.3 0.09 0.019
B51,B52 2.767 0.15 0.3 0.12 0.025
HB2 1.5 0.507 0.3 0.23 0.046
LB2 2.5 0.2 0.725 0.36 0.073
LB3 3.84 0.2 0.725 0.56 0.111
LB1 1.88 0.2 0.725 0.27 0.055
Calculation of Reinforcement in Beams
Calculation for Wing 3
Beam Nos L B D Q Reinforcement
B1 11.91 0.4 0.35 1.67 0.333
B2 9.75 0.23 0.35 0.78 0.157

16. B2A 11.91 0.23 0.3 0.82 0.164
B3 9.65 0.23 0.35 0.78 0.155
B4A 5.84 0.23 0.5 0.67 0.134
B5 8.95 0.23 0.775 1.60 0.319
B5A 12.3 0.23 0.35 0.99 0.198
B7 5 0.15 0.5 0.38 0.075
B8 4.83 0.2 0.35 0.34 0.068
B8A 4.702 0.2 0.35 0.33 0.066
B9 3.2 0.2 0.35 0.22 0.045
B10 4.07 0.2 0.35 0.28 0.057
4.07 0.2 0.5 0.41 0.081
B12 2.798 0.15 0.5 0.21 0.042
B14 1.75 0.3 0.775 0.41 0.081
B15 1.125 0.23 0.35 0.09 0.018
B16 2.29 0.23 0.5 0.26 0.053
B17 3.15 0.23 0.5 0.36 0.072
B22 2.321 0.2 0.525 0.24 0.049
B23M 4.5 0.3 0.5 0.68 0.135
B24 6.3 0.3 0.5 0.95 0.189
B26 2.3 0.15 0.3 0.10 0.021
B28 3.51 0.2 0.575 0.40 0.081
B31 5.2 0.2 0.525 0.55 0.109
B332 3.51 0.2 0.575 0.40 0.081
B35 1.2 0.2 0.525 0.13 0.025
B38 1.3 0.15 0.35 0.07 0.014
Beam Nos L B D Q Reinforcement
B45 3.51 0.2 0.525 0.37 0.074
HB2 3.018 0.507 0.3 0.46 0.092
B54 3.51 0.15 0.3 0.16 0.032
LB2 1.25 0.2 0.725 0.18 0.036
LB3 3.849 0.2 0.725 0.56 0.112
LB1 2.548 0.2 0.725 0.37 0.074
Total 70.15 11.516

17. Calculation of Coloumn Reinforcement
S.No DESCRIPTION OF
WORK
No'
s
Area Perimet
er
Dept
h
Volume of
concrete
Rebar
1 C2-05 1 0.695 3.780 3.000 2.085 0.177
2 C3-05 1 0.809 3.9 3.000 2.427 0.206

18. 3 C2-06 1 0.694 3.78 3.000 2.082 0.177
4 C1-A-05 1 0.45 3.3 3.000 1.35 0.115
5 C1-06 1 0.45 3.3 3.000 1.35 0.115
6 C4-A-05 1 0.27 2.4 3.000 0.81 0.069
7 C4-05 1 0.71 5.4 3.000 2.13 0.181
8 C4-06 1 0.72 5.4 3.000 2.16 0.184
9 C4-A-06 1 0.27 2.4 3.000 0.81 0.069
10 C5-06 1 0.55 3.85 3.000 1.65 0.140
11 C5-05 1 0.55 3.85 3.000 1.65 0.140
12 C4-a-04 1 0.270 2.405 3.000 0.8112 0.069
13 C4-04 1 0.72 5.4 3.000 2.16 0.184
14 c1-04 1 0.41 2.7 3.000 1.23 0.105
15 c5-04 1 0.43 3.18 3.000 1.29 0.110
16 C2-04 1 0.69 4.4 3.000 2.07 0.176
17 C3-02 1 0.8 3.9 3.000 2.4 0.204
18 C2-02 1 0.693 4.45 3.000 2.079 0.177
19 C5-02 1 0.43 3.1 3.000 1.29 0.110
20 C1-02 1 0.4 2.7 3.000 1.2 0.102
21 C4-A-02 1 0.27 2.41 3.000 0.81 0.069
22 C4-02 1 0.72 5.414 3.000 2.16 0.184
23 C4-a-01 1 0.27 2.41 3.000 0.81 0.069
S.No DESCRIPTION OF
WORK
No'
s
Area Perimet
er
Dept
h
Volume of
concrete
Rebar
24 C4-01 1 0.71 5.4 3.000 2.13 0.181
25 C1-01 1 0.4 2.7 3.000 1.2 0.102
26 C5-01 1 0.43 3.18 3.000 1.29 0.110
27 C2-01 1 0.69 4.4 3.000 2.07 0.176
28 C3-01 1 0.81 3.9 3.000 2.43 0.207

19. 29 C2-03 1 0.693 4.45 3.000 2.079 0.177
30 C1-03 1 0.4 2.7 3.000 1.2 0.102
31 C5-03 1 0.43 3.18 3.000 1.29 0.110
32 C4-03 1 0.54 5.4 3.000 1.62 0.138
33 C4-a-03 1 0.27 2.4 3.000 0.81 0.069
34 C5-03 1 0.434 3.8 3.000 1.302 0.111
35 C6-01 1 0.42 2.7 3.000 1.26 0.107
36 C6-02 1 0.42 2.7 3.000 1.26 0.107
37 (C9-01B)+(C9-
01C)+(C9-01D)
1 3.8 28 3.000 11.4 0.969
38 (C9-01A) + (C9-01
B) + (C9-01
C)+ (C9-01
D) + (C9-01
E)
1 53.64 40 3.000 160.92 13.678
39 C7-01 1 0.88 6.5 3.000 2.64 0.224
40 C7-02 1 0.88 6.5 3.000 2.64 0.224
41 C7-03 1 0.32 2.8 3.000 0.96 0.082
Total 235.3152 20.00
Calculation for Slab Reinforcement
S.No Descriptio
n
No'
s
Area Depth Volume of
concrete
Reinforcement
(Ton)
1 S1 3 83.070 0.215 53.580 10.72
2 S11 1 1.720 0.125 0.215 0.04

20. 3 S12 1 8.008 0.215 1.722 0.34
4 S12 1 8.001 0.215 1.720 0.34
5 S14 1 1.329 0.125 0.166 0.03
6 S14 1 1.632 0.125 0.204 0.04
7 S14 1 1.330 0.125 0.166 0.03
8 S15 1 8.330 0.250 2.083 0.42
9 S15 1 9.790 0.250 2.448 0.49
10 S16 3 4.405 0.150 1.982 0.40
11 S16 3 1.250 0.150 0.563 0.11
12 S16 3 1.253 0.150 0.564 0.11
13 S16 3 4.400 0.150 1.980 0.40
14 S16 3 1.407 0.150 0.633 0.13
15 S17 1 6.710 0.125 0.839 0.17
16 S17 1 0.770 0.125 0.096 0.02
17 S18 1 1.727 0.125 0.216 0.04
18 S19 1 0.625 0.125 0.078 0.02
19 S19 1 0.690 0.125 0.086 0.02
20 S2 3 33.770 0.150 15.197 3.04
21 S2 3 33.770 0.150 15.197 3.04
22 S20 1 0.061 0.125 0.008 0.01
23 S20 1 0.061 0.125 0.008 0.00
24 S22 1 1.208 0.125 0.151 0.03
25 S23 1 0.569 0.125 0.071 0.01
S.No Descriptio
n
No'
s
Area Depth Volume of
concrete
Reinforcement
(Ton)
26 S24 1 0.190 0.125 0.024 0.00
27 S24 1 0.190 0.125 0.024 0.00
28 S24 1 0.190 0.125 0.024 0.00
29 S25 3 0.328 0.125 0.123 0.02
30 S25 3 0.338 0.125 0.127 0.03

21. 31 S26 3 1.120 0.125 0.420 0.08
32 S26 3 1.119 0.125 0.420 0.08
1 S2A 3 13.660 0.150 6.147 1.23
2 S2A 3 13.600 0.150 6.120 1.22
3 S3 1 33.040 0.215 7.104 1.42
4 S3 1 22.180 0.215 4.769 0.95
5 S3 1 0.537 0.215 0.115 0.02
6 S3A 1 10.070 0.215 2.165 0.43
7 S4 3 3.740 0.125 1.403 0.28
8 S4 3 3.743 0.125 1.404 0.28
9 S5 3 3.885 0.150 1.748 0.35
10 S5 3 3.389 0.150 1.525 0.31
11 S5 3 3.325 0.150 1.496 0.30
12 S5 3 3.324 0.150 1.496 0.30
13 S5 3 3.380 0.150 1.521 0.30
14 S5 3 3.885 0.150 1.748 0.35
15 S6 1 3.060 0.125 0.383 0.08
16 S8 3 4.109 0.125 1.541 0.31
S.No Descriptio
n
No'
s
Area Depth Volume of
concrete
Reinforcement
(Ton)
17 S8 3 4.109 0.125 1.541 0.31
18 S9 3 4.248 0.125 1.593 0.32
19 S9 3 4.248 0.125 1.593 0.32

22. As per ther
question we
assume that
200Kg per m3
Total 18.60
Total Steel 483.493413
We have Assumed that the Building
is G.F + 25 Floors

23. Structure Details
S.no Details Remarks
1.1
Calculation for Masonary Works 200
mm
1.2
Calculation for Masonary Works 150
mm
1.3
Calculation for Masonary Works 100
mm

24. Calculation of Paraphet wall
Thickness of the wall is 200 mm
Name Length
(mm)
Total Length
(mm)
Breadth
(mm)
Height
(mm)
Volume
parapet
wall 1
3200mmx2 6400 200 900 1.152
parapet
wall 2
1140mmx2 2280 200 900 0.4104
parapet
wall 3
5180mmx2 10360 200 900 1.8648
parapet
wall 4
770mmx2 1540 200 900 0.2772
parapet
wall 5
2850mmx2 5700 200 900 1.026
parapet
wall 6
6200mmx2 12400 200 900 2.232
parapet
wall 7
6200mmx2 12400 200 900 2.232
parapet
wall 8
2850mm
x2
5740 200 900 1.0332
parapet
wall 9
770mmx2 1540 200 900 0.2772
parapet
wall 10
5180mmx2 10360 200 900 1.8648
parapet
wall 11
3200mmx2 6400 200 900 1.152
parapet
wall 12
1250mmx2 2500 200 900 0.45
parapet
wall 13
1250mmx2 2500 200 900 0.45

25. Name Length (mm) Total Length
(mm)
Breadth
(mm)
Height
(mm)
Volume
parapet
wall 14
2529mmx2 5058 200 900 0.91044
parapet
wall 15
2136.58mmx
2
4273.16 200 900 0.7691688
parapet
wall 16
725mmx2 1450 200 900 0.261
parapet
wall 17
588.46mmx2 1176.92 200 900 0.2118456
parapet
wall 18
2414.32mmx
2
4828.64 200 900 0.8691552
parapet
wall 19
2300mm 2300 200 900 0.414
parapet
wall 20
1783.60mm 3567.2 200 900 0.642096
parapet
wall 21
2300mm 2300 200 900 0.414
parapet
wall 22
2660mm 2660 200 900 0.4788
parapet
wall 23
2600mmx2 5200 200 900 0.936
parapet
wall 24
1250mmx2 2500 200 900 0.45
parapet
wall 25
3350mmx2 6700 200 900 1.206
parapet
wall 26
1145mmx2 2290 200 900 0.4122

26. Name Length (mm) Total Length
(mm)
Breadth
(mm)
Height
(mm)
Volume
parapet
wall 27
6225mmx2 12450 200 900 2.241
parapet
wall 28
2800mmx2 5600 200 900 1.008
parapet
wall 29
5955mmx2 11910 200 900 2.1438
Total Length (in m) 154.38392 Total Volume 27.789105
6
Height (in m) 0.9 Assume 9 nos. per sqm
Total Area (in m2) 138.945528
Toatl no. of blocks for one floor 1251
Qty of 10mm gypsum plaster
Gypsum in 1 sqm (in kg) 8.97
Gysum in 139 sqm (kg) on internal face 1246.83
Fixoblock 4.5kg/sqm
for 139 sqm (in Kg) 625.5
Qty of Putty
Coarse Putty in 1 sqm (Kg) 3.22
Coarse Putty in 139sqm (Kg) on internal
and external
895.16
Fine Putty in 1 sqm (Kg) 1.43
Fine Putty in 139sqm (Kg) on internal and
external
198.77

27. Calculation of Partition Wall (150mm)
S.no Name Length Total Length
(mm)
Breadth
(mm)
Height
(mm)
Volume
(m3)
1 wall 1 755 1510 150 3000 0.6795
2 wall 2 300 600 150 3000 0.27
3 wall 3 755 1510 150 3000 0.6795
4 wall 4 300 600 150 3000 0.27
5 wall 5 350 700 150 3000 0.315
6 wall 6 600 1200 150 3000 0.54
7 wall 7 350 700 150 3000 0.315
8 wall 8 600 1200 150 3000 0.54
9 wall 9 350 700 150 3000 0.315
10 wall 10 600 1200 150 3000 0.54
11 wall 11 630 1260 150 3000 0.567
12 wall 12 330 660 150 3000 0.297
13 wall 13 350 700 150 3000 0.315
14 wall 14 630 1260 150 3000 0.567
15 wall 15 330 660 150 3000 0.297
16 wall 16 500 1000 150 3000 0.45
17 wall 17 700 1400 150 3000 0.63
18 wall 18 1350 2700 150 3000 1.215
19 wall 19 325 650 150 3000 0.2925
20 wall 20 755 1510 150 3000 0.6795
21 wall 21 300 600 150 3000 0.27
22 wall 22 600 1200 150 3000 0.54
23 wall 23 350 700 150 3000 0.315
24 wall 24 600 1200 150 3000 0.54
25 wall 25 350 700 150 3000 0.315
26 wall 26 630 1260 150 3000 0.567
27 wall 27 330 660 150 3000 0.297
28 wall 28 350 350 150 3000 0.1575
29 wall 29 2410.33 2410.33 150 3000 1.0846485
30 wall 30 1600 1600 150 3000 0.72

28. S.no Name Length Total Length
(mm)
Breadth
(mm)
Height
(mm)
Volume
(m3)
31 wall 31 1150 1150 150 3000 0.5175
32 wall 32 4470 4470 150 3000 2.0115
33 wall 33 1110 1110 150 3000 0.4995
34 wall 34 1050 1050 150 3000 0.4725
35 wall 35 250 250 150 3000 0.1125
36 wall 36 240 240 150 3000 0.108
37 wall 37 1585 1585 150 3000 0.71325
Total 42255.33 Total 19.01
Calculation of Partition Wall (150mm)
Calculation of volume
Total Length (in m) 42.25533
Total Area (in m2) 126.77
Total Volume 19.01
Calculation of Gypsum
Height (in m) 3
Qty of 10mm Gypsum Plaster per Sq.m (kg) 8.97
Total Quantity for Gypsum 2278.38
Calculation of Fixo-block
Total No. of Blocks on each Floor 1143
Fixoblock 3.2kg/sqm
Total Qty of Fixoblock 406.4
Calculation of Putty
S.no Item Qty
1 Coarse Putty in 1 sqm (Kg) 3.22
2 Coarse Putty in 127sqm (Kg) on internal and external 817.88
3 Fine Putty in 1 sqm (Kg) 1.43
4 Fine Putty in 127sqm (Kg) on internal and external 363.22

29. Calculation of Partition Wall (100mm)
S.no Name Length Total Length Width Height Volume
(m3
)
1 Iwall 1 3200 6400 100 3000 1.92
2 Iwall 2 1600 3200 100 3000 0.96
3 Iwall 3 2515 5030 100 3000 1.51
4 Iwall 4 2125 4250 100 3000 1.28
5 Iwall 5 1295 2590 100 3000 0.78
6 Iwall 6 3350 6700 100 3000 2.01
7 Iwall 7 4050 8100 100 3000 2.43
8 Iwall 8 3300 6600 100 3000 1.98
9 Iwall 9 3000 6000 100 3000 1.80
10 Iwall 10 2850 5700 100 3000 1.71
11 Iwall 11 2385 4770 100 3000 1.43
12 Iwall 12 4300 8600 100 3000 2.58
13 Iwall 13 600 1200 100 3000 0.36
14 Iwall 14 3050 6100 100 3000 1.83
15 Iwall 15 1550 3100 100 3000 0.93
16 Iwall 16 300 600 100 3000 0.18
17 Iwall 17 7500 15000 100 3000 4.50
18 Iwall 18 1550 3100 100 3000 0.93
19 Iwall 19 300 600 100 3000 0.18
20 Iwall 20 4300 8600 100 3000 2.58
21 Iwall 21 1500 3000 100 3000 0.90
22 Iwall 22 3050 6100 100 3000 1.83
23 Iwall 23 2370 4740 100 3000 1.42
24 Iwall 24 3100 6200 100 3000 1.86
25 Iwall 25 3200 6400 100 3000 1.92
26 Iwall 26 2850 5700 100 3000 1.71
27 Iwall 27 4050 8100 100 3000 2.43
28 Iwall 28 1600 3200 100 3000 0.96
29 Iwall 29 1715 3430 100 3000 1.03
30 Iwall 30 2450 4900 100 3000 1.47

30. S.no Name Length Total Length Width Height Volume
(m3
)
31 Iwall 31 4220 8440 100 3000 2.53
32 Iwall 32 3200 6400 100 3000 1.92
33 Iwall 33 1780 3560 100 3000 1.07
34 Iwall 34 1515 3030 100 3000 0.91
35 Iwall 35 150 300 100 3000 0.09
36 Iwall 36 700 1400 100 3000 0.42
37 Iwall 37 1230 2460 100 3000 0.74
38 Iwall 38 800 1600 100 3000 0.48
39 Iwall 39 323 646 100 3000 0.19
40 Iwall 40 1075 2150 100 3000 0.65
41 Iwall 41 725 1450 100 3000 0.44
42 Iwall 42 1311 2622 100 3000 0.79
43 Iwall 43 800 1600 100 3000 0.48
44 Iwall 44 3350 6700 100 3000 2.01
45 Iwall 45 4170 8340 100 3000 2.50
46 Iwall 46 2375 4750 100 3000 1.43
47 Iwall 47 1565 3130 100 3000 0.94
48 Iwall 48 2700 5400 100 3000 1.62
49 Iwall 49 900 1800 100 3000 0.54
50 Iwall 50 3300 6600 100 3000 1.98
51 Iwall 51 2800 5600 100 3000 1.68
52 Iwall 52 2810 5620 100 3000 1.69
53 Iwall 53 3050 6100 100 3000 1.83
54 Iwall 54 2390 4780 100 3000 1.43
55 Iwall 55 3965 7930 100 3000 2.38
56 Iwall 56 450 900 100 3000 0.27
57 Iwall 57 3050 6100 100 3000 1.83
58 Iwall 58 1700 3400 100 3000 1.02
59 Iwall 59 1600 3200 100 3000 0.96
60 Iwall 60 300 600 100 3000 0.18
61 Iwall 61 450 900 100 3000 0.27
62 Iwall 62 7210 7210 100 3000 2.16
63 Iwall 63 1710 1710 100 3000 0.51

31. S.no Name Length Total Length Width Height Volume
(m3
)
64 Iwall 64 775 775 100 3000 0.23
65 Iwall 65 1710 1710 100 3000 0.51
66 Iwall 66 775 775 100 3000 0.23
67 Iwall 67 775 775 100 3000 0.23
68 Iwall 68 1710 1710 100 3000 0.51
69 Iwall 69 775 775 100 3000 0.23
70 Iwall 70 1310 1310 100 3000 0.39
71 Iwall 71 430 430 100 3000 0.13
72 Iwall 72 400 400 100 3000 0.12
73 Iwall 73 900 900 100 3000 0.27
74 Iwall 74 750 750 100 3000 0.23
75 Iwall 75 1950 1950 100 3000 0.59
76 Iwall 76 510 1530 100 3000 0.46
77 Iwall 77 450 1350 100 3000 0.41
78 Iwall 78 510 1530 100 3000 0.46
Total 90.33
Total
Length (in
m)
301.10
8
Total Area (in
m2)
903.3
Total
Volume
90.332
4
Total area after
deduction
858.8
Height (in
m)
3 Total No. of
Blocks on each
Floor
7729
Quantity of 10mm Plaster
Gypsum in 1sqm (in
kg)
8.97 Gypsum in 858.8sqm (kg ) both
internal and external
15406.872
Quantity of Fixo-block
Fixoblock Per Sq
Meter
2.5 Fixoblock for Total Area 2147

32. Page left for extra data

33. Plant and Machinery

34. Calculation Of Materials
Final BOQ
Calculation of the Quantities
Item
Concreting Quantities For
1 Floor Beam 80.41
Coloumn 235.32
Slab 131.23
Total Concreting 446.95
Calculation of the Quantities 4 Towers and 26 Floors each
Item
Concreting Quantities
For 4 Tower Beam 8040.81
Coloumn 29414.4
Slab 13123.062
Total Concreting 50578.27
Calculation of the Reinforcement Cost
Reinforcemen
t for 4 Towers
and 26 Floors
each
Item Qty Uni
t
Unit
Cost( Rs)
Amount
Beam 804.08 Ton 46150 37108319.11
Coloumn 2500.22 Ton 46150 115385337.6
Slab 1312.31 Ton 46150 60562931.13
Total
Rebar
4616.61 Ton 46150 ₹
213,056,587.8
4

35. Calculation of the Formwork Cost
Shutter
ing for
1 Floor
Beam 443.4
9
Sq
Met
er
Shutter
ing for
4
Towers
and 25
floors
Beam 44349.
13
Sq
Mete
r
Coloum
n
643.6
2
Sq
Met
er
Coloum
n
64361.
70
Sq
Mete
r
Slab 797.8
2
Sq
Met
er
Slab 79782.
20
Sq
Mete
r
Total
Shutteri
ng
1884.
93
Sq
Met
er
Total
Shutteri
ng
188493
.03
Sq
Mete
r
Cost of
Alumini
um
Formw
ork
250.0
0
Per
Sq
Met
er
Cost of
Alumini
um
Formw
ork
250.00 Per
Sq
Mete
r
Total
Cost
₹
471,232.58
Total Cost ₹
47,123,25
7.50

36. Calculation of the Material Cost
S.No Materials Kg
per
m3
Unit Unit
Cost
Unit Cost / cum Remark
s
1 Cement-
Opc
450 Kg/
cum
267 per Bag 2403
2 Coarse
Aggregate
20mm
537 Kg/
cum
604 per MT 324.348
3 Coarse
Aggregate
10mm
520 Kg/
cum
604 per MT 314.08
4 Crushed
sand
718 Kg/
cum
2968 per m3 1420.68266
7
5 Microsilica 40 Kg/
cum
29 per Kg 1160
6 Flyash 80 Kg/
cum
2.2 per Kg 176
Total Cost of 1 m3 (M-60)
₹ 5,798.11
Total Cost of Concrete for 4
towers and 26 Floors each
₹ 293,258,394.47

37. Calculation Of Materials
Calculation of Block-work Cost
S.No Materials L B D No of
Block
(per
Floor)
No of
Block
(Project)
Unit
Rate
Total
Amount
1 wall 150
mm
600 200 150 1143 114300 75 ₹ 8572500
2 Wall 100
mm
600 200 100 7729.2 772920 65 ₹
50239800
3 Wall 200
mm
600 200 200 1251 125100 87.6 ₹
10958760
Total ₹
69,771,06

38. Plastering AndPutty Work (Whole Project)
Particu
lars
Inter
nal
Exter
nal
Sla
b
Total
(Sqm)
Wast
age
@ 5
%
Total
(Sqm)
includi
ng
wastag
e
Unit
Quan
tity
(Kg/S
qm)
Total
(Kg)
Rate Total
Cost
Gypsu
m
1205
07.3
1066
07.3
116
05
2387
19.6
1193
5.98
250655
.58
8.97 224838
0.553
8.6 ₹
19,336,0
72.75
CalculationFor Putty
Coarse 1205
07.3
1066
07.3
116
05
2387
19.6
9548.
784
248268
.384
3.22 799424.
1965
13.3 ₹
10,632,3
41.81
Fine 1205
07.3
1066
07.3
116
05
2387
19.6
9548.
784
248268
.384
1.43 355023.
7891
17.9 ₹
6,354,92
5.83
Total (In Rs.) ₹
36,323,3
40.39
Total Cost
Reinforcement ₹ 213,056,587.84
Shuttering ₹ 47,123,257.50
Concreting ₹ 293,258,394.47
Blockwork ₹ 69,771,060.00
Fixoblock ₹ 4,766,859.07
Gypsum + putty ₹ 36,323,340.39
Total ₹ 664,299,499

39. Plant and Machinery Cost Allocation

40. Labour Cost
S.n
o
Item Unit Quanti
ty
Productiv
ity
P5
UNIT
Avg
Cos
t
per
MH
Total Cost Labour
Cost/U
nit
1 Concreting Cu
m.
50578 18 MH/cu
m
38.
8
35278341.
84
697.5
2 Aluminium
Formwork
Sq
m.
18849
3
1.5 MH/sq
m
38.
8
10956157.
37
58.125
3 Reinforcem
ent
Sq
m.
6314 60 MH/To
n
38.
8
14680050 2325
4 Blockwork Sq
m.
10123
20
2 MH/sq
m
38.
8
78454800 77.5
5 Gypsum
Plastering
Sq
m.
25065
5
1 MH/sq
m
38.
8
9712903.7
25
38.75
6 Putty
Internal
Sq
m.
12050
7
0.75 MH/sq
m
38.
8
3502243.4
06
29.062
5
7 Putty
External
Sq
m.
10660
7
0.75 MH/sq
m
38.
8
3098274.6
56
29.062
5
TOTAL LABOUR COST ₹ 155,682,771

41. Estimation of Tax
PAT/ Markup/ Profit Margin
ESTIMATION OF PROFIT AFTER TAX
S.N
o
Description Cost in Rs Column1
X Project Duration in Months 26
A Plant & Machinery Cost 278796180 A
B Material Cost 664299499.3 B
C Labour Cost 187038883.5
D Direct Cost 1130134563 D=A+B+C
E Project Overheads @10% of Direct Cost 113013456.3 E=(10% x D)
F TOTAL COST 1243148019 F=D+E
G Risk @ 2% of Total Cost 24862960.38 G= 2% of F
H Contingency @ 2 % of Total Cost 24862960.38 H= 2% of F
I TOTAL PROJECT COST 1292873940 I = F+G+H
J CONTRACT VALUE 2100000000
K GROSS MARGIN 807126060.2 K= J-I
L % Margin 38.4345743 (K/J)*100
M H.O over heads @ 2% on Total Cost 24862960.38 M = 2% of F
N PBIT (GM-HO OH) 782263099.8 N = K - M
O TAX @38% (PBIT X38%) 297259977.9 O = 38% of N
P PAT or NE (PBIT - Tax) 485003121.9 N - O
Q % Markup ( Off Top ) 62.42882893 (J/I-1)*100
R Cover 1.858185803 R = (J/D)

42. XYZ Infra Private Limited
Project Name: Commercial Tower
No of Floors: Basement + 25 Typical Floors
No of Buildings: 4
Location: Noida, UP
Contract Value: 210 Cr
Project Duration: 26 Months
BUDGET/COST CONTROL SHEET
S/
No
DESCRIPT
ION
U
NI
T
Labor
Cost per
Package
Materi
al Cost
P&M
Cost per
Unit
10%
Overhe
ad
Total
Cost
Rem
arks
1 Reinforce
ment
cu
m
1468005
0
351368
137.8
18386642.8
6
183866
.43
3846186
97.13
2 Shutterin
g
Mt 2140819
4.87
920782
57.5
18639102.8
6
186391
.03
1323119
46.25
4 Concretin
g
Sq
m
5618241
6.84
467027
771.1
142134942.
9
142134
9.43
6667664
80.28
5 Blockwor
k
Sq
m
7845480
0
697710
60
39576382.8
6
395763
.83
1881980
06.69
9 Gypsum +
putty
Sq
m
1631342
1.79
363233
40.39
39622885.7
1
396228
.86
9265587
6.75
11 Total Sq
m
102133
5426
102133
5426
1021335
426
Total Direct Cost = Rs. 1130134563

43. Project Monitoring
For Month 10 Calculated in Excel and is submitted in Hard Copy for further details
kindly refer to the hard copy submitted in personal
Labour Schedule
Details Total Qty M 1 M 2 M 3 M 4 M 5 M 6 M 7 M 8 M 9 M 10 M 11 M 12 M 13 M 14 M 15 M 16 M 17 M 18 M 19 M 20 M 21 M 22 M 23 M 24 M 25 M 26
Concreting 80548.27
805.483
6443.86
3221.93
4027.41
7249.34
3221.93
5638.38
4832.9
6443.86
4832.9
3221.93
6443.86
7249.34
4027.41
3221.93
4832.9
4832.9
0.01
0.08
0.04
0.05
0.09
0.04
0.07
0.06
0.08
0.06
0.04
0.08
0.09
0.05
0.04
0.06
0.06
AluminiumFormwork 36813 SqM
2576.91
2208.78
3313.17
2945.04
2576.91
3313.17
2945.04
2576.91
1840.65
2945.04
2208.78
1840.65
2208.78
1104.39
1472.52
736.26
0.07
0.06
0.09
0.08
0.07
0.09
0.08
0.07
0.05
0.08
0.06
0.05
0.06
0.03
0.04
0.02
Reinforcement 7613
533
457
685
609
533
685
609
533
381
609
457
381
457
228
305
152
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Blockwork 1012320
70862.4
60739.2
91108.8
80985.6
70862.4
91108.8
80985.6
70862.4
50616
80985.6
60739.2
50616
60739.2
30369.6
40492.8
20246.4
0.07
0.06
0.09
0.08
0.07
0.09
0.08
0.07
0.05
0.08
0.06
0.05
0.06
0.03
0.04
0.02
GypsumPlastering 250655.6
17545.9
22559
62663.9
22559
12532.8
22559
22559
20052.4
20052.4
27572.1
0.07
0.09
0.25
0.09
0.05
0.09
0.09
0.08
0.08
0.11
PuttyInternal 241014.6
2410.15
48202.9
24101.5
120507
0
21691.3
24101.5
0.01
0.2
0.1
0.5
0
0.09
0.1
PuttyExternal 213214.6
2132.15
42642.9
21321.5
115136
2132.15
2132.15
10660.7
17057.2
0.01 0.2 0.1 0.54 0.01 0.01 0.05 0.08