Doc No.

16-0XX-CV-CA-0XXX
DESIGN CLACULATION FOR STORE & WORKSHOP BUILDING
Rev. 0
Date 10/4/2022

RCC ISOLATED FOUNDATION SIZING & DESIGN F1, F5, F11 & F15

INPUT DATA -
Footing Location = F1
FGL = 0.000 m

FOUNDING LEVEL = -2.000 m

FOUNDATION SIZE -
DIM. B1 = 1.000 m
DIM. B2 = 1.000 m

WIDTH OF FDN. B= 2.000 m

DIM. L1 = 1.000 m
DIM.L2 = 1.000 m

LENGTH OF FDN. L= 2.000 m

DEPTH OF FDN. D= 0.400 m

COLUMN SIZE
WIDTH OF COLUMN BC= 0.450 m
LENGTH OF COLUMN LC= 0.450 m
WEIGHT OF FOUNDATION = 40.00 KN
SOIL DATA
DENSITY OF SOIL = 18.00 KN/m3 WEIGHT OF SOIL = 109.37 KN
BEARING CAPACITY = 200.00 KN/m2

FDN. JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z NETT SIGMA SIGMA ECCN-Z ECCN-X ez/L ex/B TENG SOIL MAX SOIL
MARK COMB P MX MZ ez ex FACTOR PRESSURE PRESSURE
KN KN KN KN-m KN-m KN-m KN KN-m KN-m m m K KN/sq m KN/sq m

F1 16 100 22.949 250.428 26.977 12.22 -0.027 12.59 399.80 12.22 12.59 0.03 0.03 0.02 0.02 1.20 119.94 132.02
0 101 22.967 249.762 27.022 12.24 -0.029 12.59 399.13 12.24 12.59 0.03 0.03 0.02 0.02 1.20 119.74
0 102 22.967 249.762 27.022 12.24 -0.029 12.59 399.13 12.24 12.59 0.03 0.03 0.02 0.02 1.20 119.74
0 103 22.967 249.762 27.022 12.24 -0.029 12.59 399.13 12.24 12.59 0.03 0.03 0.02 0.02 1.20 119.74
0 104 22.967 249.762 27.022 12.24 -0.029 12.59 399.13 12.24 12.59 0.03 0.03 0.02 0.02 1.20 119.74
 Doc No. 16-0XX-CV-CA-0XXX
DESIGN CLACULATION FOR STORE & WORKSHOP BUILDING
Rev. 0
Date 10/4/2022

0 105 21.843 247.055 25.714 11.90 -0.07 9.42 396.42 11.90 9.42 0.03 0.02 0.02 0.01 1.20 118.93
0 106 22.009 246.649 26.45 12.08 -0.13 8.61 396.02 12.08 8.61 0.03 0.02 0.02 0.01 1.20 118.81
0 107 24.091 252.018 25.735 11.92 0.117 15.76 401.39 11.92 15.76 0.03 0.04 0.01 0.02 1.20 120.42
0 108 23.285 250.283 26.468 12.10 0.014 13.37 399.65 12.10 13.37 0.03 0.03 0.02 0.02 1.20 119.90
0 109 21.493 245.469 23.691 5.38 0.218 12.64 394.84 5.38 12.64 0.01 0.03 0.01 0.02 1.20 118.45
0 110 22.135 242.38 21.014 0.12 0.388 12.60 391.75 0.12 12.60 0.00 0.03 0.00 0.02 1.10 107.73
0 111 21.514 253.499 30.373 19.12 -0.232 12.67 402.87 19.12 12.67 0.05 0.03 0.02 0.02 1.20 120.86
0 112 22.173 256.835 33.041 24.61 -0.422 12.65 406.20 24.61 12.65 0.06 0.03 0.03 0.02 1.30 132.02
0 113 23.041 247.097 27.202 12.30 -0.034 12.61 396.47 12.30 12.61 0.03 0.03 0.02 0.02 1.20 118.94
0 114 23.041 247.097 27.202 12.30 -0.034 12.61 396.47 12.30 12.61 0.03 0.03 0.02 0.02 1.20 118.94
0 115 23.041 247.097 27.202 12.30 -0.034 12.61 396.47 12.30 12.61 0.03 0.03 0.02 0.02 1.20 118.94
0 116 23.041 247.097 27.202 12.30 -0.034 12.61 396.47 12.30 12.61 0.03 0.03 0.02 0.02 1.20 118.94
0 117 21.635 243.714 25.566 11.89 -0.085 8.65 393.08 11.89 8.65 0.03 0.02 0.02 0.01 1.20 117.92
0 118 21.843 243.206 26.486 12.11 -0.16 7.63 392.57 12.11 7.63 0.03 0.02 0.02 0.01 1.20 117.77
0 119 24.445 249.917 25.592 11.91 0.149 16.57 399.29 11.91 16.57 0.03 0.04 0.01 0.02 1.20 119.79
0 120 23.438 247.749 26.509 12.13 0.019 13.59 397.12 12.13 13.59 0.03 0.03 0.02 0.02 1.20 119.14
0 121 21.198 241.731 23.038 3.73 0.274 12.67 391.10 3.73 12.67 0.01 0.03 0.00 0.02 1.10 107.55
0 122 22 237.87 19.691 3.15 0.488 12.62 387.24 3.15 12.62 0.01 0.03 0.00 0.02 1.10 106.49
0 123 21.225 251.769 31.39 20.90 -0.288 12.71 401.14 20.90 12.71 0.05 0.03 0.03 0.02 1.30 130.37
0 124 22.048 255.939 34.726 27.76 -0.525 12.69 405.31 27.76 12.69 0.07 0.03 0.03 0.02 1.30 131.72
0 125 20.737 222.388 24.481 11.07 -0.03 11.35 371.76 11.07 11.35 0.03 0.03 0.01 0.02 1.20 111.53
0 126 20.737 222.388 24.481 11.07 -0.03 11.35 371.76 11.07 11.35 0.03 0.03 0.01 0.02 1.20 111.53
0 127 20.737 222.388 24.481 11.07 -0.03 11.35 371.76 11.07 11.35 0.03 0.03 0.01 0.02 1.20 111.53
0 128 20.737 222.388 24.481 11.07 -0.03 11.35 371.76 11.07 11.35 0.03 0.03 0.01 0.02 1.20 111.53
0 129 19.331 219.005 22.846 10.66 -0.082 7.39 368.37 10.66 7.39 0.03 0.02 0.01 0.01 1.15 105.91
0 130 19.539 218.496 23.766 10.88 -0.157 6.37 367.86 10.88 6.37 0.03 0.02 0.01 0.01 1.15 105.76
0 131 22.141 225.208 22.872 10.68 0.152 15.31 374.58 10.68 15.31 0.03 0.04 0.01 0.02 1.20 112.37
0 132 21.134 223.039 23.789 10.90 0.023 12.33 372.41 10.90 12.33 0.03 0.03 0.01 0.02 1.20 111.72
0 133 18.894 217.021 20.317 2.50 0.278 11.40 366.39 2.50 11.40 0.01 0.03 0.00 0.02 1.10 100.76
0 134 19.696 213.16 16.971 4.38 0.491 11.36 362.53 4.38 11.36 0.01 0.03 0.01 0.02 1.20 108.76
0 135 18.921 227.06 28.67 19.67 -0.285 11.44 376.43 19.67 11.44 0.05 0.03 0.03 0.02 1.30 122.34
0 136 19.744 231.229 32.006 26.53 -0.522 11.43 380.60 26.53 11.43 0.07 0.03 0.03 0.02 1.30 123.69
0 137 23.004 248.43 27.112 12.27 -0.031 12.60 397.80 12.27 12.60 0.03 0.03 0.02 0.02 1.20 119.34
0 138 23.004 248.43 27.112 12.27 -0.031 12.60 397.80 12.27 12.60 0.03 0.03 0.02 0.02 1.20 119.34
0 139 23.004 248.43 27.112 12.27 -0.031 12.60 397.80 12.27 12.60 0.03 0.03 0.02 0.02 1.20 119.34
0 140 23.004 248.43 27.112 12.27 -0.031 12.60 397.80 12.27 12.60 0.03 0.03 0.02 0.02 1.20 119.34
 DESIGN CLAULATION FOR ADMIN & MCC Doc No. 16-041-CV-CA-0109
ROOM Rev 0
Date 10/4/2022

DESIGN OF FOUNDATION F1

Assume the max. gross pressure is uniformly distributed over the entire foundation.
pmax GROSS = 132.02 KN/m2

pmax NET = 96.02 KN/m2

MOMENTS INDUCED IN THE FOUNDATION DUE TO SOIL PRESSURE -

1) MOMENT IN FOUNDATION ALONG AXIS `X' (CANTILEVER AT EDGE

OF COLUMN) -
M1 = 29.62 KN-m/m width of foundation
(Positive value of M1 indicates tension at bottom of foundation)

2) MOMENT IN FOUNDATION ALONG AXIS `Z' (CANTILEVER AT EDGE

OF COLUMN) -
M2 = 29.62 KN-m/m width of foundation
(Positive value of M2 indicates tension at bottom of foundation)

3) MOMENT IN FOUNDATION ALONG AXIS `X' (CANTILEVER AT EDGE

OF COLUMN, ASSUMING FDN. HAS LOST CONTACT WITH SOIL) -
M3 = 11.65 KN-m/m width of foundation
(Positive value of M3 indicates tension at top of foundation)

4) MOMENT IN FOUNDATION ALONG AXIS `Z' (CANTILEVER AT EDGE

OF COLUMN, ASSUMING FDN. HAS LOST CONTACT WITH SOIL) -
M4 = 11.65 KN-m/m width of foundation
(Positive value of M4 indicates tension at top of foundation)

REINFORCEMENT STEEL REQUIREMENT -

CLEAR COVER TO REINFORCEMENT = 75 mm

EFFECTIVE DEPTH OF FOUNDATION = 317.0 mm (assuming max 16 dia bar)

CONC. GRADE ... fck = 25 N/mm2

REINF. GRADE ... fy = 415 N/mm2
LOAD FACTOR = 1.5

MINIMUM PERCENTAGE OF STEEL pt min = 0.12 %

MINIMUM AREA OF STEEL Ast min = 480.00 mm2 per m width of foundation

1) STEEL AT BOTTOM OF FOUNDATION ALONG AXIS `X' -

Ast1 = 396.57 mm2 per m width of foundation

MINIMUM AREA OF STEEL Ast min = 480.00 mm2 per m width of foundation

AREA OF STEEL REQUIRED Ast = 480.00 mm2 per m width of foundation

 DESIGN CLAULATION FOR ADMIN & MCC Doc No. 16-041-CV-CA-0109
ROOM Rev 0
Date 10/4/2022

REBARS
Diameter of rebar provided 12
Maximum spacing of rebars 450 mm
Spacing of rebars provided 175 mm
Area of steel provided 646.53 mm2 per m width of foundation
Percentage of steel provided pt 0.204 %

REINFORCEMENT PROVIDED IS OK

2) STEEL AT BOTTOM OF FOUNDATION ALONG AXIS `Z' -

Ast2 = 396.57 mm2 per m width of foundation

MINIMUM AREA OF STEEL Ast min = 480.00 mm2 per m width of foundation

AREA OF STEEL REQUIRED Ast = 480.00 mm2 per m width of foundation

REBARS
Diameter of rebar provided 12
Maximum spacing of rebars 450 mm
Spacing of rebars provided 175 mm
Area of steel provided 646.53 mm2 per m width of foundation
Percentage of steel provided pt 0.204 %

REINFORCEMENT PROVIDED IS OK

3) STEEL AT TOP OF FOUNDATION ALONG AXIS `X' -

Ast3 = 154.03 mm2 per m width of foundation

MINIMUM AREA OF STEEL Ast min = 240.00 mm2 per m width of foundation

AREA OF STEEL REQUIRED Ast = 240.00 mm2 per m width of foundation

REBARS
Diameter of rebar provided 10
Maximum spacing of rebars 450 mm
Spacing of rebars provided 175 mm
Area of steel provided 448.98 mm2 per m width of foundation
Percentage of steel provided pt 0.142 %

REINFORCEMENT PROVIDED IS OK

4) STEEL AT TOP OF FOUNDATION ALONG AXIS `Z' -

 DESIGN CLAULATION FOR ADMIN & MCC Doc No. 16-041-CV-CA-0109
ROOM Rev 0
Date 10/4/2022

Ast4 = 154.03 mm2 per m width of foundation

MINIMUM AREA OF STEEL Ast min = 240.00 mm2 per m width of foundation

AREA OF STEEL REQUIRED Ast = 240.00 mm2 per m width of foundation

REBARS
Diameter of rebar provided 10
Maximum spacing of rebars 450 mm
Spacing of rebars provided 175 mm
Area of steel provided 448.98 mm2 per m width of foundation
Percentage of steel provided pt 0.142 %

REINFORCEMENT PROVIDED IS OK

CHECK FOR ONE-WAY SHEAR -

Shear force at distance d from edge of pedestal on all sides is calculated and the maximum value
is used for checking the stress value.
1) SHEAR FORCE ALONG AXIS X -

V1 = 45.17 KN per m width of foundation

2) SHEAR FORCE ALONG AXIS Z -

V2 = 45.17 KN per m width of foundation

DESIGN SHEAR FORCE Vmax = 45.17 KN per m width of foundation

Vu = 67.75 KN per m width of foundation

ACTUAL SHEAR STRESS Tv = 0.214 N/mm2

PERMISSIBLE SHEAR STRESS Tc

Tcmax = 2.5 N/mm2 for M15 grade concrete
= 2.8 N/mm2 for M20 grade concrete
= 3.1 N/mm2 for M25 grade concrete
= 3.5 N/mm2 for M30 grade concrete
= 3.7 N/mm2 for M35 grade concrete

> ACTUAL STRESS OK

pt provided = 0.204 %
BETA = 14.23
Tc = 0.334 N/mm2
OK
 DESIGN CLAULATION FOR ADMIN & MCC Doc No. 16-041-CV-CA-0109
ROOM Rev 0
Date 10/4/2022

CHECK FOR TWO-WAY SHEAR -

MAXIMUM VERTICAL LOAD FROM COLUMN Pmax = 385.25 KN

SHEAR STRESS AT DISTANCE d/2 FROM FACE OF PEDESTAL Tv = 0.396 N/mm2

ALLOWABLE SHEAR STRESS -

ks = 1.000
Tc = 1.25 N/mm2

OK
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 TENG'S MULTIPLICATION FACTORS FOR FOUNDATION DESIGN

0.00 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09 0.10 0.11 0.12 0.13 0.14 0.15 0.16 0.17 0.18 0.19

0.00 0.00 1.05 1.10 1.20 1.25 1.30 1.35 1.40 1.45 1.55 1.60 1.65 1.70 1.80 1.85 1.90 1.95 2.00 - -

0.01 1.05 1.15 1.20 1.25 1.30 1.35 1.40 1.50 1.55 1.60 1.65 1.70 1.75 1.85 1.90 1.95 2.00 2.05 2.10 -

0.02 1.10 1.20 1.20 1.30 1.40 1.45 1.50 1.55 1.60 1.65 1.70 1.75 1.80 1.85 1.95 2.00 2.05 2.10 2.15 -

0.03 1.20 1.25 1.30 1.35 1.45 1.50 1.55 1.60 1.70 1.75 1.80 1.85 1.90 1.95 2.00 2.10 2.15 2.20 2.25 2.30

0.04 1.25 1.30 1.40 1.45 1.50 1.55 1.60 1.70 1.75 1.80 1.85 1.90 1.95 2.00 2.05 2.15 2.20 2.25 2.30 2.35

0.05 1.30 1.35 1.45 1.50 1.55 1.60 1.65 1.70 1.80 1.85 1.90 1.95 2.00 2.10 2.15 2.20 2.25 2.30 2.40 2.50

0.06 1.35 1.40 1.50 1.55 1.60 1.65 1.70 1.75 1.85 1.90 2.00 2.05 2.10 2.20 2.25 2.30 2.35 2.40 2.50 2.55

0.07 1.40 1.50 1.55 1.60 1.70 1.70 1.75 1.85 1.90 1.95 2.05 2.10 2.20 2.25 2.30 2.35 2.45 2.50 2.65 2.75

0.08 1.45 1.55 1.60 1.70 1.75 1.80 1.85 1.90 1.95 2.05 2.15 2.20 2.25 2.30 2.35 2.45 2.50 2.65 2.75 2.80

0.09 1.55 1.60 1.65 1.75 1.80 1.85 1.90 1.95 2.05 2.15 2.20 2.25 2.30 2.35 2.45 2.50 2.65 2.75 2.80 2.85

0.10 1.60 1.65 1.70 1.80 1.85 1.90 2.00 2.05 2.15 2.20 2.25 2.30 2.35 2.45 2.50 2.65 2.75 2.80 2.85 2.90

0.11 1.65 1.70 1.75 1.85 1.90 1.95 2.05 2.10 2.20 2.25 2.30 2.35 2.45 2.50 2.65 2.75 2.80 2.85 2.90 3.00

0.12 1.70 1.75 1.80 1.90 1.95 2.00 2.10 2.20 2.25 2.30 2.35 2.45 2.50 2.65 2.75 2.80 2.85 2.90 3.00 3.05

0.13 1.80 1.85 1.85 1.95 2.00 2.10 2.20 2.25 2.30 2.35 2.45 2.50 2.65 2.75 2.80 2.85 2.90 3.00 3.05 3.10

0.14 1.85 1.90 1.95 2.00 2.05 2.15 2.25 2.30 2.35 2.45 2.50 2.65 2.75 2.80 2.85 2.90 3.00 3.05 3.20 3.30

0.15 1.90 1.95 2.00 2.10 2.15 2.20 2.30 2.35 2.45 2.50 2.65 2.75 2.80 2.85 2.90 3.00 3.05 3.25 3.30 3.40

0.16 1.95 2.00 2.05 2.15 2.20 2.25 2.35 3.05 2.50 2.65 2.75 2.80 2.85 2.90 3.00 3.05 3.25 3.30 3.45 3.50

0.17 2.00 2.05 2.10 2.20 2.25 2.30 2.40 3.30 2.65 2.75 2.80 2.85 2.90 3.00 3.05 3.25 3.30 3.45 3.50 3.60

0.18 - 2.10 2.15 2.25 2.30 2.40 2.50 3.50 2.75 2.80 2.85 2.90 3.00 3.05 3.20 3.30 3.45 3.50 3.60 3.85

0.19 - - - 2.30 2.35 2.50 2.55 3.85 2.80 2.85 2.90 3.00 3.05 3.10 3.30 3.40 3.50 3.60 3.85 4.00

JOB NO. : 2090/0851

KVAERNER POWERGAS DATE : 10/04/2022
CALC. NO. : 0851-6102-A0
CLIENT : THERMAX LTD. SH. NO. : 11 OF 11
PREP. BY : PDP
PROJECT : 35 MW COGEN FILE : 616963142.xls [TENG]
CHKD. BY : ACG