3 machine foundation design_considering water table @ 4.5 m below gl
DESCRIPTION
machine foundation designTRANSCRIPT
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