3 machine foundation design_considering water table @ 4.5 m below gl

Plan Area for UU section

Y

X

Section mark for Mill Foundation

Section mark for Mill Foundation

Z

X/Y

Position of founding Pockets

Common abbreviation used in design calculation:

Net allowable bearing Capacity at specified depth

Gross allowable bearing Capacity at specified depth

Shear modulus of soil on which the machine foundation is resting

Unit weight of soil

Unit weight of concrete

Co-efficient of elastic uniform compression

Co-efficient of elastic uniform shear

Co-efficient of elastic non-uniform compression

Co-efficient of elastic non-uniform shear

Unit weight of water

Equivalent circular radius of foundation for vertical mode of vibration

Equivalent circular radius of foundation for translatory modes of vibration

Equivalent circular radius of foundation for rocking mode of vibration

Equivalent circular radius of foundation for pitching mode of vibration

Equivalent circular radius of foundation for yawning mode of vibration

Eccentricity of total loads acting on to the foundation in y direction w.r.t C.G of foundation mass

Eccentricity of total loads acting on to the foundation in x direction w.r.t C.G of foundation mass

X1 = C.G distance of foundation mass in x direction

Y1 = C.G distance of foundation mass in y direction

Equivalent spring constant of foundation for vertical mode of vibration

Equivalent spring constant of foundation for translatory modes of vibration

Equivalent spring constant of foundation for rocking mode of vibration

Equivalent spring constant of foundation for pitching mode of vibration

Equivalent spring constant of foundation for yawning mode of vibration

Mass ratio of foundation for vertical mode of vibration

Mass ratio of foundation for translatory modes of vibration

Mass ratio of foundation for rocking mode of vibration

Mass ratio of foundation for pitching mode of vibration

Mass ratio of foundation for yawning mode of vibration

External damping ratio of foundation for vertical mode of vibration

External damping ratio of foundation for translatory modes of vibration

External damping ratio of foundation for rocking mode of vibration

External damping ratio of foundation for pitching mode of vibration

External damping ratio of foundation for yawning mode of vibration

External moment acting on foudation about x direction

qNET,All =qGROSS =Gsoil =γsoil =γCONC. =Cu =Cζ =Cφ =Cψ =γw =r0,z =r0,X,Y =r0,ψ,X =r0,ψ,Y =r0,ψ =eX =eY =

kz =kx,y =kψ,x =kψ,y =kψ =BZ =BX,Y =Bψ,X =Bψ,Y =Bψ =ζZ =ζx,y =ζψ,x =ζψ,y =ζψ = MSX =

External moment acting on foudation about y direction

External moment acting on foudation about z direction

Equivalent diameter of VRM considering it as solid cylinder.

Equivalent height of VRM considering it as solid cylinder.

Equivalent mass moment of inertia of VRM in x direction considering it as solid cylinder.

Equivalent mass moment of inertia of VRM in y direction considering it as solid cylinder.

Equivalent mass moment of inertia of VRM in z direction considering it as solid cylinder.

Equivalent diameter of motor for VRM considering it as solid cylinder.

Equivalent mass moment of inertia of motor for VRM in x direction considering it as solid cylinder.

Equivalent mass moment of inertia of motor for VRM in y direction considering it as solid cylinder.

Equivalent mass moment of inertia of motor for VRM in z direction considering it as solid cylinder.

Total damping ratio of foundation for vertical mode of vibration

Total damping ratio of foundation for translatory modes of vibration

Total damping ratio of foundation for rocking mode of vibration

Total damping ratio of foundation for pitching mode of vibration

Total damping ratio of foundation for yawning mode of vibration

λz = Fundamental/Natural frequency of the system for vertical mode of vibration

Fundamental/Natural frequency of the system for translatory modes of vibration

Fundamental/Natural frequency of the system for rocking mode of vibration

Fundamental/Natural frequency of the system for pitching mode of vibration

Fundamental/Natural frequency of the system for yawning mode of vibration

Note : Here the foundation along with soil resting over it, mill & motor are refered as System

MSY = MSZ =Dmi =Hmi =θxmi =θymi =θzmi =Dmo =θxmo =θymo =θzmo =ζTZ =ζTx,y =ζTψ,x =ζTψ,y =ζTψ =

λψ,X =λψ,Y =λψ,Y =λX,Y =

Common abbreviation used in design calculation:

Shear modulus of soil on which the machine foundation is resting

Equivalent circular radius of foundation for vertical mode of vibration

Equivalent circular radius of foundation for translatory modes of vibration

Equivalent circular radius of foundation for rocking mode of vibration

Equivalent circular radius of foundation for pitching mode of vibration

Equivalent circular radius of foundation for yawning mode of vibration

Eccentricity of total loads acting on to the foundation in y direction w.r.t C.G of foundation mass

Eccentricity of total loads acting on to the foundation in x direction w.r.t C.G of foundation mass

Equivalent spring constant of foundation for vertical mode of vibration

Equivalent spring constant of foundation for translatory modes of vibration

Equivalent spring constant of foundation for rocking mode of vibration

Equivalent spring constant of foundation for pitching mode of vibration

Equivalent spring constant of foundation for yawning mode of vibration

Mass ratio of foundation for vertical mode of vibration

Mass ratio of foundation for translatory modes of vibration

Mass ratio of foundation for rocking mode of vibration

Mass ratio of foundation for pitching mode of vibration

Mass ratio of foundation for yawning mode of vibration

External damping ratio of foundation for vertical mode of vibration

External damping ratio of foundation for translatory modes of vibration

External damping ratio of foundation for rocking mode of vibration

External damping ratio of foundation for pitching mode of vibration

External damping ratio of foundation for yawning mode of vibration

External moment acting on foudation about x direction

External moment acting on foudation about y direction

External moment acting on foudation about z direction

Equivalent diameter of VRM considering it as solid cylinder.

Equivalent height of VRM considering it as solid cylinder.

Equivalent mass moment of inertia of VRM in x direction considering it as solid cylinder.

Equivalent mass moment of inertia of VRM in y direction considering it as solid cylinder.

Equivalent mass moment of inertia of VRM in z direction considering it as solid cylinder.

Equivalent diameter of motor for VRM considering it as solid cylinder.

Equivalent mass moment of inertia of motor for VRM in x direction considering it as solid cylinder.

Equivalent mass moment of inertia of motor for VRM in y direction considering it as solid cylinder.

Equivalent mass moment of inertia of motor for VRM in z direction considering it as solid cylinder.

Total damping ratio of foundation for vertical mode of vibration

Total damping ratio of foundation for translatory modes of vibration

Total damping ratio of foundation for rocking mode of vibration

Total damping ratio of foundation for pitching mode of vibration

Total damping ratio of foundation for yawning mode of vibration

Fundamental/Natural frequency of the system for vertical mode of vibration

Fundamental/Natural frequency of the system for translatory modes of vibration

Fundamental/Natural frequency of the system for rocking mode of vibration

Fundamental/Natural frequency of the system for pitching mode of vibration

Fundamental/Natural frequency of the system for yawning mode of vibration

Here the foundation along with soil resting over it, mill & motor are refered as System

Design of Coal Mill (VRM) foundation Considering Water Table @ -4.500m LVL.

INPUT DATA :ALLOWABLE BEARING CAPACITY :-

20 @ -4.500 M LVL.

33.1 FOR (STATIC + DYNAMIC) CHECK &SHEAR MODULUS (G) OF SOIL AT CORRESPONDING DEPTH (BELOW FOOTING) :-ELASTIC MODULUS, E = 45.20 Mpa (FROM BVT TEST REPORT)

0.45

15.59 Mpa

1.835

DENSITY OF CONCRETE:-

0.245

LEVEL OF TABLE FROM BOTTOM OF FOOTING,H = 9.450 m

SOIL PROPERTY:

2.37 (FOR CONFINING PRESSURE OF 10T/M2 (FROM BVT TEST REPORT BVT2)

3.856

1.928

7.711

2.892

OPERATING FREQUENCY OF VERTICAL FORCES = 90 RPM (REFER 5.2 OF LOESCHE DOC NO - Q915516-00-4en-revH )OPERATING FREQUENCY OF TABLE = 23 RPMOPERATING FREQUENCY OF MOTOR FOR VRM = 996 RPM (REF. DRAWING NO - BHEL DRAWING NO 34020046258, SHEET NO 01)TOP OF FOUNDATION FROM GROUND LEVEL = 1.00 m

qNET,All = T/m2

qGROSS = T/m2

POISION'S RATIO, ν =Gsoil =

γsoil = kNS2/m4

γCONC. = TS2/m4

Cu test= Kg/cm3

Cu = Kg/cm3

Cζ = Kg/cm3

Cφ = Kg/cm3

Cψ = Kg/cm3

CALCULATION OF C.G. OF FOUNDATION MASS (WITH SOIL):

DESCRIPTIONDISTANCE OF C.G (m)

VX* VY* VZ*

X* Y* Z*

AA 17.05 1.84 4.41 3.25 31.30 75.23 55.42

BB 6.86 3.34 5.09 3.25 22.90 34.92 22.30CC 13.73 4.50 5.67 3.25 61.82 77.78 44.61DD 6.86 5.09 5.09 3.25 34.92 34.92 22.30EE 15.93 4.50 4.00 3.25 71.76 63.72 51.78FF 17.05 7.17 4.41 3.25 122.31 75.23 55.42GG 1.26 0.25 3.00 3.25 0.31 3.76 4.08HH 6.87 1.16 2.91 3.25 8.00 19.99 22.32II 1.87 0.37 1.75 1.63 0.70 3.26 3.03JJ 1.26 0.25 0.50 3.25 0.31 0.63 4.08

KK 6.87 1.16 0.58 3.25 8.00 4.00 22.32LL 86.71 4.50 1.75 3.25 390.60 151.49 281.82MM 6.87 7.84 2.91 3.25 53.87 19.99 22.32NN 1.26 8.76 3.00 3.25 11.00 3.76 4.08OO 1.87 8.64 1.75 1.63 16.13 3.26 3.03PP 6.87 7.84 0.58 3.25 53.87 4.00 22.32QQ 1.26 8.76 0.50 3.25 11.00 0.63 4.08RR 21.68 2.07 -1.03 3.25 44.86 -22.43 70.45SS 73.76 4.50 -2.93 3.25 332.22 -215.90 239.72TT 21.68 6.94 -1.03 3.25 150.42 -22.43 70.45

UU/Base Raft 74.66 4.62 1.04 0.50 344.62 77.75 37.33VV 1.25 1.08 1.75 1.63 1.35 2.18 2.03WW 1.25 7.93 1.75 1.63 9.91 2.18 2.03SOIL 0.00 0.00 0.00 0.00 0.00 0.00 0.00

- 0.00 0.00 0.00 0.00 0.00 0.00 0.00

EFFECTIVE VOLUMN

m3

- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00

C.G. OF ALL LOADS/SYSTEM :

DESCRIPTIONDISTANCE OF C.G (m)

MX' MY' MZ'X' Y' Z'

FOUNDATION 96.56 4.52 1.01 2.70 436.00 97.36 261.12MIIL 33.64 4.50 0.00 9.45 151.51 0.00 317.89

MOTOR 1.33 4.50 -4.88 6.45 5.97 -6.46 8.55- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00

MASS (TS2/M)

- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00

ECCENTRICTY OF TOTAL LOADS WITH RESPECT TO C.G OF FOUNDATION :

0.00 m i.e 0.03 %0.32 m i.e 2.42 %

IN Z DIRECTION THE C.G OF TOTAL LOAADS IS BELOW THE TOP OF FOUNDATION, HENCE OK.C.G OF BASE RAFT =

X1 = 4.62 mY1 = 1.04 m

PROPERTY OF FOUNDATION :

74.66

eX =eY =

AREA OF BASE, Ab = m2

MOMENT OF INERTIA W.R.T C.G OF FOUNDATION

633.17

407.06

IX = m4

IY = m4

EXTERNAL STATIC MOMENT ACTING ON FOUNDATION :

0 Tm

0 Tm

0 Tm

PROPERTY OF MILL & MOTOR :NOW FOR CALCULATING THE MASS MOMENT OF INERTIA OF MILL & MOTOR ABOUT THEIR CG,THE DISTRIBUTION OF MASS IS CONSIDERED TO BE UNIFORM OVER THE VOLUME

MILL

5.00 m

6.00 m

33.64

153.48

153.48

105.12

MOTOR

1.20 m

1.33

0.76

0.12

0.12

MSX =

MSY =

MSZ =

Dmi =

Hmi =

MASS OF MILL, MmI = TS2/Mθxmi = TS2Mθymi = TS2Mθzmi = TS2M

Dmo =

MASS OF MOTOR, Mmo = TS2/Mθxmo = TS2Mθymo = TS2Mθzmo = TS2M

CALCULATION OF TOTAL MASS MOMENT INERTIA W.R.T. C.G OF THE SYSTEM :

DESCRIPTIONDISTANCE OF C.G

θX' θY' θZ'

X' Y' Z'FOUNDATION 96.56 4.52 1.01 2.70 1406.63 972.59 1316.47

MILL 33.64 4.50 0.00 9.45 1004.74 988.68 121.19MOTOR 1.33 4.50 -4.88 6.45 47.03 5.33 41.17

1 0.00 0.00 0.00 0.00 0.00 0.00 0.002 0.00 0.00 0.00 0.00 0.00 0.00 0.003 0.00 0.00 0.00 0.00 0.00 0.00 0.004 0.00 0.00 0.00 0.00 0.00 0.00 0.005 0.00 0.00 0.00 0.00 0.00 0.00 0.006 0.00 0.00 0.00 0.00 0.00 0.00 0.007 0.00 0.00 0.00 0.00 0.00 0.00 0.00

ELASTIC CONSTANTS OF SOIL USING ELASTIC-HALF-SPACE ANALOG :

EQUIVALENT RADIUS =>

4.87 m

4.87 m

5.33 m

4.77 m

5.07 m

MASS (M) (TS2/M)

r0,z =

r0,X,Y =

r0,ψ,X =

r0,ψ,Y =

r0,ψ =

HEIGHT OF EMBEDMENT OF FOUNDATION, h = 3.00 m0.45

15.59 Mpa

POISSION'S RATIO,ν =Gsoil =

EQUIVALENT SPRING CONSTATANTS :

2878364.9 kN/m

393306.1 kN/m

11433.2 kN/m/rad.

8208.7 kN/m/rad.

10851.6 kN/m/rad.

MASS RATIOS :

0.85

1.20

1.07

2.09

2.40

DAMPING RATIOS :TOTAL DAMPING

0.46 0.51

0.26 0.31

0.07 0.12

0.03 0.08

0.09 0.14

INTERNAL DAMPING DUE TO MATERIAL = 0.05

kz =

kx,y =

kψ,x =

kψ,y =

kψ =

BZ =

BX,Y =

Bψ,X =

Bψ,Y =

Bψ =

ζZ = ζTZ =

ζx,y = ζTx,y =

ζψ,x = ζTψ,x =

ζψ,y = ζTψ,y =

ζψ = ζTψ =

CALCULATION OF NATURAL FREQUECY OF THE SYSTEM FOR DIFFERENT MODES BY ELASTIC-HALF-SPACE ANALOG :VERTICAL MODE OF VIBRATION

λz = 46.78 446.72 RPMImposed Frequency = 90.00 RPM HENCE OKSO THE FOUNDATION IS HIGHLY TUNED

ROCKING MODE OF VIBRATION

0.53 5.04 RPMImposed Frequency = 996.00 RPM HENCE OK

PITCHING MODE OF VIBRATION

0.42 4.04 RPMImposed Frequency = 996.00 RPM HENCE OK

YAWNING MODE OF VIBRATION

0.86 8.18 RPMImposed Frequency = 23.00 RPM HENCE OK

HORIZONTAL MODE OF VIBRATION

17.29 165.13 RPMImposed Frequency = 996.00 RPM HENCE OK

COUPLED HORIZONTAL & ROCKING MODE OF VIBRATION

17.29

sec-1

λψ,X = sec-1 =

λψ,Y = sec-1 =

λψ,Z = sec-1 =

λX,Y = sec-1 =

λX,Y = sec-1

0.53

A1 = 499.61A2 = 139.07

499.33 4768.28 RPM

0.28 2.66 RPMImposed Frequency = 996.00 RPM HENCE OK

λψ,X = sec-1

λCOUPLED1 = sec-1 =

λCOUPLED1 = sec-1 =

COUPLED HORIZONTAL & YAWNING MODE OF VIBRATION

17.29

0.86

A1 = 699.85A2 = 512.29

699.12 6676.09 RPM

0.73 7.00 RPMImposed Frequency = 996.00 RPM HENCE OK

Calculation of amplitude of vibration (Coal Mill Foundation)Equivalent spring for vertical vibration Kz= 2878365 kN/mRotor weight = 2400 kG (ref. BHEL drg no. 34020046258, Rev. 00)Operating speed = 996 RPM= 104.3 rad/s

Maximum rotor eccentricity (mm)= 1 (assumed)Unbalance force Pz= 26108.815 NSoil damping 0.31 (Ref. BVT report)Amplitude in mm= 0.025 OK (Ref. page no. 20 of IS 2974, Part I - 1982)

λX,Y = sec-1

λψ,X = sec-1

λCOUPLED1 = sec-1 =

λCOUPLED1 = sec-1 =

Design of Coal Mill (VRM) foundation Considering Water Table @ -4.500m LVL.

(FROM GEOTECHNICAL INVESTIGATION REPORT)

24.1 FOR STATIC CHECK

(FOR CONFINING PRESSURE OF 10T/M2 (FROM BVT TEST REPORT BVT2)

(REFER 5.2 OF LOESCHE DOC NO - Q915516-00-4en-revH )

(REF. DRAWING NO - BHEL DRAWING NO 34020046258, SHEET NO 01)

T/m2

C.G OF THE FOUNDATION (m)Dimensions (m) of section

X' Y' Z' Ax By

4.5

2

1.0

1

2.7

0

96

.56

58.37 40.00 81.80 3.79 2.753 2.753

31.57 5.95 30.86 1.53 1.751 1.74280.10 8.96 75.72 3.05 3.502 1.74231.57 4.17 29.08 1.53 1.751 1.74242.95 11.72 39.19 3.54 3.502 1.01158.37 39.50 81.30 3.79 2.753 2.7531.83 6.21 6.82 0.28 0.747 0.7479.71 22.48 25.52 1.53 1.747 1.7470.99 8.45 8.26 0.75 0.747 2.0000.70 6.21 5.69 0.28 0.747 0.7473.93 22.48 19.73 1.53 1.747 1.747

75.28 95.89 86.93 19.27 5.515 3.4949.71 22.24 25.28 1.53 1.747 1.7471.83 6.15 6.77 0.28 0.747 0.7470.99 8.37 8.18 0.75 0.747 2.0003.93 22.24 19.49 1.53 1.747 1.7470.70 6.15 5.63 0.28 0.747 0.747

35.50 45.10 59.54 4.82 3.104 3.104366.81 47.62 342.77 16.39 2.800 5.85435.50 44.52 58.96 4.82 3.104 3.104

245.18 190.03 281.56 74.66 0.000 0.0000.63 4.02 3.86 1.00 1.000 2.0000.63 3.98 3.82 1.00 1.000 2.0000.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.000 0.000

MASS MOMENT OF INERTIA ABOUT C.G OF FOUNDATION (TS2m)

MASS OF FOUNDATION (TS2/M) AREA (m2)

θMX θMY θMZ

4.5

2

1.0

1

2.7

0

96

.56

0.00 0.00 0.00 0.00 0.000 0.0000.00 0.00 0.00 0.00 0.000 0.0000.00 0.00 0.00 0.00 0.000 0.0000.00 0.00 0.00 0.00 0.000 0.0000.00 0.00 0.00 0.00 0.000 0.000

C.G OF THE SYSTEM (m)X Y Z

4.5

1

0.6

9

4.4

7

13

1.5

3

MASS OF SYSTEM (TS2/M)

4.5

1

0.6

9

4.4

7

13

1.5

3

HENCE OKHENCE OK

IN Z DIRECTION THE C.G OF TOTAL LOAADS IS BELOW THE TOP OF FOUNDATION, HENCE OK.

DISTANCE BETWEEN OUTER FIBRE IN

X DIRECTION,B = 9.01 m

Y DIRECTION,L = 12.10 m

θX θY θZ θSX θSY θSZ

24

58

.40

19

66

.59

14

78

.84

41

03

.60

45

91

.36

14

78

.84

0.6

0

0.4

3

ELASTIC CONSTANTS OF SOIL USING ELASTIC-HALF-SPACE ANALOG :

MASS MOMENT INERTIA OF THE SYSTEM W.R.T CG OF SYSTEM (TS2M)

MASS MOMENT INERTIA OF THE SYSTEM W.R.T AXIS AT BASE JUST BELOW THE CG OF THE SYSTEM

(TS2M)γx=

θx/θSXγy= θY/θSY

DAMPING RATIOS :TOTAL DAMPING

0.51

0.31

0.12

0.08

0.14

CALCULATION OF NATURAL FREQUECY OF THE SYSTEM FOR DIFFERENT MODES BY ELASTIC-HALF-SPACE ANALOG :

(Ref. page no. 20 of IS 2974, Part I - 1982)

Design of Coal Mill (VRM) foundation Considering Water Table @ -4.500m LVL.

Dimensions (m) of section

Hz

4.500

4.5004.5004.5004.5004.5004.5004.5001.2504.5004.5004.5004.5004.5001.2504.5004.5004.5004.5004.5000.0001.2501.2500.00

0.000

0.0000.0000.0000.0000.000

Calculation for section UU

74.7

DEPTHSECTION DIMENSIONS

AREAC.G OF THE SECTION

ax by X Y Z1

1

2.75 2.75 3.79 1.84 4.41 0.502 3.50 6.25 21.88 4.50 3.12 0.503 2.75 2.75 3.79 7.17 4.41 0.504 2.75 3.49 9.62 1.38 1.75 0.505 2.75 3.49 9.62 7.63 1.75 0.506 3.10 3.10 4.82 2.07 -1.03 0.507 3.10 3.10 4.82 8.68 -1.03 0.508 2.80 5.83 16.33 4.50 -2.92 0.50

MassMass moment of inertia

Imx Imy Imz1 0.93 10.99 7.64 26.95

AREA OF BASE,ATotal = M2

SECTION NAME

SECTION NAME

2 5.35 41.05 5.98 46.143 0.93 10.99 6.53 25.844 2.35 3.76 26.37 29.745 2.35 3.76 23.07 26.446 1.18 5.81 8.37 18.947 1.18 5.81 20.15 30.728 4.00 74.26 2.99 76.58

156.43 101.11 281.35MASS MOMENT OF INERTIA OF FULL RAFT =

Calculation for section UU

C.G OF THE BASE RAFT IA*X A*Y A*Z x y z X Y6.96 16.71 1.89 4.62 1.04 0.50 1.60 1.60

98.53 68.33 10.94 71.15 22.3627.18 16.71 1.89 1.60 1.6013.24 16.79 4.81 9.78 6.0773.39 16.79 4.81 9.78 6.079.97 -4.98 2.41 2.58 2.58

41.79 -4.98 2.41 2.58 2.5873.56 -47.63 8.17 46.31 10.67

MOMENT OF INERTIA OF BASE W.RT. ITS C.GNAME IX IY

1 44.61 30.902 165.98 22.63

3 44.61 26.364 14.56 106.995 14.56 93.516 23.34 33.827 23.34 81.968 302.16 10.88

633.17 407.06MOMENT OF INERTIA OF FULL RAFT =

CHECK FOR BEARING PRESSUREFOR DYNAMIC + STATIC CHECK

TOTAL DEAD WEIGHT OF THE SYSTEM = 1290.28 TECCENTRECITY OF CG OF LOAD ABOUT X AXIS = 4.51 mECCENTRECITY OF CG OF LOAD ABOUT Y AXIS = 0.69 m

ASSUMING DYNAMIC FACTOR AS 2OPERATING LOAD ON FOUNDATION DUE TO MILL = 322 THORIZONTAL LOAD ON FOUNDATION DUE TO MILL = 16.1 TACTING CO-ORDINATE ABOUT X = 4.504 mACTING CO-ORDINATE ABOUT Y = 1.747 mDYNAMIC LOAD ON FOUNDATION DUE TO MOTOR = 26 TACTING CO-ORDINATE ABOUT X = 4.504 mACTING CO-ORDINATE ABOUT Y = 3.128 m

NOW C.G OF BASE AREA ABOUT X AXIS = 4.62 mNOW C.G OF BASE AREA ABOUT Y AXIS = 1.04 mTOTAL LOADS= 1638.28 TCG OF ALL LOADS ABOUT X = 4.51 mCG OF ALL LOADS ABOUT Y = 0.94 m

SO TOTAL ECENTRICITY OF ALL LOAD W.R.T CG OF BASEex = 0.11 mey = 0.10 m

SO MOMENT DUE TO ECCENTRICITY,MX = 170.61 TmMY = 172.98 TmMOMENT DUE TO HORIZONTAL LOAD = 88.55 Tm

AREA OF BASE = 74.66

ZX = 90.37719

ZY = 104.6558

SO, MAXIMUM BEARING PRESSURE AT THE BOTTOM OF FOOTING =

CASE 1 (WHEN HORIZONTAL LOAD ALONG X) Pmax = 26.5

Pmin = 17.4

CASE 2 (WHEN HORIZONTAL LOAD ALONG Y) Pmax = 26.3

Pmin = 17.6FOR STATIC CHECK

TOTAL DEAD WEIGHT OF THE SYSTEM = 1290.28 TECCENTRECITY OF CG OF LOAD ABOUT X AXIS = 4.51 mECCENTRECITY OF CG OF LOAD ABOUT Y AXIS = 0.69 m

NOW C.G OF BASE AREA ABOUT X AXIS = 4.62 mNOW C.G OF BASE AREA ABOUT Y AXIS = 1.04 m

m2

m3

m3

T/m2

T/m2

T/m2

T/m2

SO TOTAL ECENTRICITY OF ALL LOAD W.R.T CG OF BASEex = 0.10 mey = 0.35 m

SO MOMENT DUE TO ECCENTRICITY,MX = 452.06 TmMY = 133.98 Tm

AREA OF BASE = 74.66

ZX = 90.37719

ZY = 104.6558

SO, MAXIMUM BEARING PRESSURE AT THE BOTTOM OF FOOTING =

CASE 1 (WHEN HORIZONTAL LOAD ALONG X) Pmax = 23.6

Pmin = 11.0

CASE 2 (WHEN HORIZONTAL LOAD ALONG Y) Pmax = 23.6

Pmin = 11.0

m2

m3

m3

T/m2

T/m2

T/m2

T/m2

REINFORCEMENT CALCULATION

REQUIRED MINIMUM REINFORCEMENT FOR BLOCK FOUNDATION 25(AS PER AMENDMENT NO 1 MARCH 1982 TO OF IS 2974 PART 4, CLAUSE 7.6)

PROVIDE 16 DIA BARS 400 mm C/C OR,= 29.59OK

PROVIDE 16 DIA BARS 200 mm C/C in each direction as skin reinforcement.

Kg/m3

CHECK FOR BEARING PRESSUREFOR DYNAMIC + STATIC CHECK

(ASSUMING 100% OF STATIC LOAD)

REMARKS

OK

OK

OK

OKFOR STATIC CHECK

REMARKS

OK

OK

OK

OK

REINFORCEMENT CALCULATION

(AS PER AMENDMENT NO 1 MARCH 1982 TO OF IS 2974 PART 4, CLAUSE 7.6)

(internally in each direction)

in each direction as skin reinforcement.

Kg/m3