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0FOR
APPROVAL
Rev Initials Sign Initials Sign Initials Sign
No Approved by
DateDescriptio
nPrepared by Reviewed by
DRAWING /
DOCUMENT NOA1-12-499-GA-02
CLEINT RAMGAD MINERALS AND MINING LTD
CONSULTANT
PROJECT 1000 TPD GOLD ORE PROCESSING PLANT
DOCUMENT
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COMPUTATION OF CG OF LOADS AND CG OF FOOTING
1) FOR AREA (WHEN LOAD IS ON MB1)
FOOTING L B H A=L*B Xi Yi A*XiA1 6.4 6 1.5 38.4 3.2 3 122.88
38.4 122.88
A*Xi / A 3.2 m
A*Yi / A 3 m
PEDESTAL L B H WEIGHT Xi Yi
P1 1.1 4 4.4 48.400 2.8 3
P2 0.5 0.5 2.45 1.531 4 3
2) FOR LOADS
Xi Yi P*Xi P*Yi
MB1 200 2.8 3 560 600
MJ1 10 4 3 40 30
FOOTING A1 144 3.2 3 460.8 432
P1 48.400 2.8 3 135.52 145.2
P2 1.531 4 3 6.125 4.594
403.931 1202.45 1211.79
P*Xi / P 2.977 m
P*Yi / P 3 m
L 6.4 m
B 6 m
ECCENTRICITY IN x ex 0.223 m
ECCENTRICITY IN Y ey 4.44089E-16 m
ECCENTRICITY IN % ex 3.49 % OK
ey 7.40149E-17 % OK
Zxx 38.400 m3
Zzz 40.960 m3
P 403.931 T
LOADS IN T
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Mxx 118 T-m
Mzz 118 T-m
P1 16.47281901 T/m2
P2 10.71110026 T/m2
P3 10.32698568 T/m2
P4 4.565266927 T/m2
Pmax 16.473
safe
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1) FOR AREA (WHEN LOAD IS ON MJ1)
A*Yi FOOTING L B H A=L*B Xi Yi115.2 A1 6.4 6 1.5 38.4 3.2 3
115.2 38.4
A*Xi / A 3.2 m
A*Yi / A 3 m
PEDESTAL L B H WEIGHT Xi Yi
P1 1.1 4 4.4 48.400 2.8 3
P2 0.5 0.5 2.45 1.531 4 3
2) FOR LOADS
Xi Yi P*Xi P*Yi
MB1 0 2.8 3 0 0
MJ1 100 4 3 400 300
FOOTING A1 144 3.2 3 460.8 432
P1 48.400 2.8 3 135.52 145.2
P2 1.531 4 3 6.125 4.594
293.931 1002.45 881.79
P*Xi / P 3.410 m
P*Yi / P 3 m
L 6.4 m
B 6 m
ECCENTRICITY IN x ex 0.210 m
ECCENTRICITY IN Y ey 0 m
ECCENTRICITY IN % ex 3.29 % OK
ey 0 % OK
Zxx 38.400 m3
Zzz 40.960 m3
P 293.931 T
LOADS IN T
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A*Xi A*Yi122.88 115.2
122.88 115.2
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BLOCK FOUNDATION
operting speed of engine (fm) 17 rpm
horizontal unbalanced force in the direction of the piston(px) 10 t
weight of machine 0 t
density of concrete 2.5 t/m3
C 34600 t/m3
C 10000 t/m3
L (m) 6.4 m
B (m) 6 m
fatigue factor 2
COMPUTATION FOR CENTRE OF GRAVITY AND MASS MOMENTS OF INERTIA
L x (m) L y (m) L z (m) xi (m) yi (m)
MB1 0 0 0 200 20.387 2.8 3
MJ1 0 0 0 10 1.019 4 3
FOOTING A1 6.4 6 1.5 144 14.679 3.2 3
P1 1.1 4 4.4 48.4 4.934 2.8 3
P2 0.5 0.5 2.45 1.531 0.156 4 3
403.93 41.175
X = (mi xi) / mi 2.977 m
Y = (mi yi) / mi 3 m
Z = (mi zi) / mi 3.788 m
Eccentricity in x direction 3.487 %
Eccentricity in y direction -7.40149E-15 %
DESIGN PARAMETERS
mass of foundation (m) mi 41.175
operating frequency of the machine (fm) 17
circular frequency (wm) 1.780
horizontal unbalanced force acts at a height of1.95m above the
top of the foundation (level +0.0)
element
part
dimensionsweight (t)
Mass
(t.sec2/m)
coordinates of cg of ele
moment (My) caused by the horizontal exciting force (Px) acting at a height of
1.95m above the top of foundation (My)42.23
momemt of inertia (Iy) of the base area about the axis passing through its cg and
perpendicular to the plane of v ibration Iy=(L*B3/12)131.07
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the ratio (y) is given by y=y/oy 0.33
limiting frequency wy2=(CIy-WZ)/oy 5115.30
wx2=(CA)/m 9325.94
coupled natural frequency (wn1)2 39735.26
(wn2)2 3602.912
corresponding natural frequencies f= sqrt(wn1)2/(2*3.142) f1 31.72
f2 9.55
Amplitudes
the coefficient f(wm2)=my(wni)2-(wm)2)(wn2)2-(wm)2) 1.74E+12
x=*(CIy-WSCAS2-ywm2)Px(CAS)My+(1/f(wm)2) 0.1508
Rational amplitude y=(CAS/f(wm2)Px CA-mwm2/f(wm)2My 0.0260
Net amplitude at base level = x - Sy 0.0521
Net horizontal amplitude at top of the foundation = x (H-S)y 0.1550
Dynamic forces
taking fatigue factor of2, horizontal dynamic force (Fd) 40.039
dynamic moment (Md) 236.28
check for soil stresses
W 403.93
max 16.288
min 4.751
structural design-longitudinal direction
static loads intensity of soil reaction 10.519
(Mst)I
(Mst)II
(Mst)III
dynamic loads
The largest ordinate of the varying distributed loading 12.373
mass moment of inertia y of the whole system about the y axis passing through
the common cg and perpendicular to plane of vibration y=
(1/12)mi(lx2lz2)mi(xo2zo2)
295.33
the mass moment of inertia (o) about the axis passing through the centroid of
the base area and perpendicular to the plane of vibration oy=ymZ2886.28
net bending moment induced at various sections under the influence of
staticloads and resulting soil pressure
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inertial forces
inertial force (Fm)x = mxwm2 0.039
inertial moment (Mm)y = yy(wm)2 0.049
substituting az 0
xo=-az/y 0
zo=-ax/y -5.79
DYNAMIC MOMENTS AT BASE LEVEL
I
II
III
IV
V
Net moments (MstMd)
M I #VALUE! #VALUE!
M II #VALUE! #VALUE!
M III #VALUE! #VALUE!
dynamic moment which acts in the form of varying distributed load,
the largest ordinate being34.611
0
0
Sectionsmoments due to dynamic
forces t-m
moments due to exciting
forces t-mNet dynamic m
0
0
0
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zi (m) mi*xi mi*yi mi*zi
5.9 57.085 61.162 120.285 0 0.177 2.112 91.542
5.9 4.077 3.058 6.014 0 1.023 2.112 5.612
0.75 46.972 44.037 11.009 52.856 0.223 3.038 136.245
3.7 13.814 14.801 18.255 8.457 0.177 0.088 0.193
2.725 0.624 0.468 0.425 0.081 1.023 1.063 0.340
122.573 123.526 155.989 61.395 233.932
t sec2/m
rpm
sec-1
mentm(xo2+zo2)
static moment of massmi/12(Lx2+lz2) xo=X-xi zo=Z-zi
t-m
m4
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sec-2
sec-2
sec-2
sec-2
cps
cps
mm
mm
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t
t-m
m
t/m
oment t-m
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BLOCK FOUNDATION
operting speed of engine (fm) 17 rpm
horizontal unbalanced force in the direction of the piston(pz) 10 t
weight of machine 0 t
density of concrete 2.5 t/m3
C 34600 t/m3
C 10000 t/m3
L (m) 6.4 m
B (m) 6 m
fatigue factor 2
COMPUTATION FOR CENTRE OF GRAVITY AND MASS MOMENTS OF INERTIA
L x (m) L y (m) L z (m) xi (m) yi (m)
MB1 0 0 0 200 20.387 2.8 3
MJ1 0 0 0 10 1.019 4 3
FOOTING A1 6.4 6 1.5 144 14.679 3.2 3
P1 1.1 4 4.4 48.4 4.934 2.8 3
P2 0.5 0.5 2.45 1.531 0.156 4 3
403.93 41.175
X = (mi xi) / mi 2.977 m
Y = (mi yi) / mi 3 m
Z = (mi zi) / mi 3.788 m
Eccentricity in x direction 3.487 %
Eccentricity in y direction -7.40149E-15 %
DESIGN PARAMETERS
mass of foundation (m) mi 41.175
operating frequency of the machine (fm) 17
horizontal unbalanced force acts at a height of1.95m above the
top of the foundation (level +0.0)
coordinates of cg of eleelement
part
dimensionsweight (t)
Mass
(t.sec2/m)
moment (Mx) caused by the horizontal exciting force (Pz) acting at a height of
1.95m above the top of foundation (Mx)42.23
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circular frequency (wm) 1.780
the ratio (y) is given by x=x/ox 0.33
limiting frequency wy2=(CIx-WZ)/ox 4509.60
wx2=(CA)/m 9325.94
coupled natural frequency (wn1)2 38479.27
(wn2)2 3300.450
corresponding natural frequencies f= sqrt(wn1)2/(2*3.142) f1 31.22
f2 9.14
Amplitudes
the coefficient f(wm2)=my(wni)2-(wm)2)(wn2)2-(wm)2) 1.53E+12
x=*(CIy-WSCAS2-ywm2)Px(CAS)My+(1/f(wm)2) 0.1644
Rational amplitude y=(CAS/f(wm2)Px CA-mwm2/f(wm)2My 0.0296
Net amplitude at base level = x - Sy 0.0521
Net horizontal amplitude at top of the foundation = x (H-S)y 0.1692
Dynamic forces
taking fatigue factor of2, horizontal dynamic force (Fd) 40.043
dynamic moment (Md) 236.31
check for soil stresses
W 403.93
max 17.083
min 3.955
structural design-longitudinal direction
momemt of inertia (Ix) of the base area about the axis passing through its cg and
perpendicular to the plane of vibration Ix=(L3*B/12)115.20
mass moment of inertia x of the whole system about the x axis passing through
the common cg and perpendicular to plane of vibration x=(1/12)mi(ly2lz2)mi(yo2zo2)
292.59
the mass moment of inertia (o) about the axis passing through the centroid of the
base area and perpendicular to the plane of vibration ox=xmZ2883.54
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static loads intensity of soil reaction 10.519
(Mst)I
(Mst)II
(Mst)III
dynamic loads
The largest ordinate of the varying distributed loading 12.373
inertial forces
inertial force (Fm)x = mxwm2 0.043
inertial moment (Mm)y = yy(wm)2 0.055
substituting az 0
xo=-az/y 0
zo=-ax/y -5.55
DYNAMIC MOMENTS AT BASE LEVEL
I
II
III
IV
V
Net moments (MstMd)
M I #VALUE! #VALUE!
M II #VALUE! #VALUE!
M III #VALUE! #VALUE!
net bending moment induced at various sections under the influence of
staticloads and resulting soil pressure
dynamic moment which acts in the form of varying distributed load, the
largest ordinate being34.615
0
Sectionsmoments due to dynamic
forces t-m
moments due to exciting
forces t-mNet dynamic m
0
0
0
0
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zi (m) mi*xi mi*yi mi*zi
5.9 57.085 61.162 120.285 0 0.177 2.112 91.542 0
5.9 4.077 3.058 6.014 0 1.023 2.112 5.612 0
0.75 46.972 44.037 11.009 52.856 0.223 3.038 136.245 46.789
3.7 13.814 14.801 18.255 8.457 0.177 0.088 0.193 14.538
2.725 0.624 0.468 0.425 0.081 1.023 1.063 0.340 0.081
122.573 123.526 155.989 61.395 233.932 61.408
t sec2/m
rpm
mi/12(Ly2+lz2)ment
m(xo2+zo2)mi/12(Lx2+lz2) xo=X-xi zo=Z-zi
t-m
static moment of mass
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sec-1
sec-2
sec-2
sec-2
sec-2
cps
cps
mm
mm
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t/m2
=
=
=
t/m
t
t-m
m
t/m
oment t-m
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0 90.904
0 4.545
0 135.514
0 0.039
0 0.177
231.178
m(yo2+zo2)yo=Y-yi
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BLOCK FOUNDATION
operting speed of engine (fm) 17 rpm
horizontal unbalanced force in X direction 10 t
horizontal unbalanced force in Z direction 10 t
weight of machine 0 t
density of concrete 2.5 t/m3
C 34600 t/m3
C 10000 t/m3
L (m) 7.4 m
B (m) 6 m
Fatigue factor 2
COMPUTATION FOR CENTRE OF GRAVITY AND MASS MOMENTS OF INERTIA
L x (m) L y (m) L z (m) xi (m) yi (m) zi (m) mi*xi mi*yi mi*zi
MB1 0 0 0 200 20.387 3.3 3 5.9 67.278 61.162 120.285 0 0.189 2.272 105.9
MJ1 0 0 0 10 1.019 4.5 3 5.9 4.587 3.058 6.014 0 1.011 2.272 6.30
OTING 7.4 6 1.5 166.5 16.972 3.7 3 0.75 62.798 50.917 12.729 80.633 0.211 2.878 141.3
P1 1.1 4 4.4 48.4 4.934 3.3 3 3.7 16.281 14.801 18.255 8.457 0.189 0.072 0.20
P2 0.5 0.5 2.45 1.531 0.156 4.5 3 2.725 0.702 0.468 0.425 0.081 1.011 0.903 0.28
426.43 43.469 151.647 130.407 157.709 89.172 254.0
X = (mi xi) / 3.489 m
Y = (mi yi) / 3 m
Z = (mi zi) / 3.628 m
Eccentricity in x direction 2.856 %
eccentricity in y direction -7E-15 %
DESIGN PARAMETERS
mass of foundation (m) mi 43.469 t sec2/m
operating frequency of the machine (fm) 17 rpm
circular frequency (wm) 1.780 sec-1
horizontal unbalanced force acts at a height of1.95m
above the top of the foundation (level +0.0)
coordinates of cg of element
momemt of inertia (Iy) of the base area about the axis
i h h i d di l h l202.61 m4
element
part
dimensions weight
(t)
Mass
(t.sec2/
m)
static moment of mass mi/12(Lx
2+lz2)xo=X-xi
moment (Mx) caused by the vertical exciting force
(Pz) acting at a height of1.95m above the top of45.438 t-m
m(xo
o2
moment (Mz) caused by the horizontal exciting force
(Px) acting at a height of1.95m above the top of45.438 t-m
zo=Z-zi
DOCUMENT TITLE
DOCUMENT NO
1000 TPD GOLD ORE PROJECT
RAMGAD MINERALS AND MINIMG LIMITED
PROMAC INDUSTRIES LIMITED
CUBIZ DESIGN SOLUTIONS (P) LIMITED
DESIGN OF MILL FOUNDATION
PROJECT
CLIENT
CLIENT CONSULTANT
VENDOR
VENDOR CONSULTANT
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the ratio (x) is given by x=x/ox 0.36
limiting frequency wy2=(CIy-WZ)/oy 7656.15 sec-2 limiting frequency wx2=(CIx-WZ)/ox
wx2=(CA)/m 10214.17 sec-2 wy2=(CA)/m
coupled natural frequen (wn1)2 42783.06 sec-2 coupled natural frequency (wn1)2
(wn2)2 4874.638 sec-2 (wn2)2
corresponding natural frequencies f= sqrt( f1 32.92 cps corresponding natural frequencies f= sqrt(wn1)2/(2*3.1 f1
f2 11.11 cps f2
Amplitudes Amplitudes
the coefficient f(wm2)=my(wni)2-(wm)2)( 3.11E+12 the coefficient f(wm2)=mx(wni)2-(wm)2)(wn2)2-(wm)2)
Horizontal amplit x=*(CIy-WSCAS2-ywm2)Px(CAS)Mz+( 0.1062 mm Vertical amplitude y=*(CIx-WSCAS2-xwm2)Pz(C
Rational amplitude y=(CAS/f(wm2)Px CA-mwm2/f(wm)2 0.0168 Rational amplitude x=(CAS/f(wm2)Pz CA-mwm2/f(wm
Net amplitude at base level = x - Sy 0.0451 mm Net amplitude at base level = y - Sx
Net horizontal amplitude at top of the foundation = x (H-S) 0.1116 H 3.95 m
Net vertical amplitude at top of the foundation = y (H-S)
Net ampli t 0.1840 safe
Dynamic forces Dynamic forces
taking fatigue factor of2, horizontal dynamic force (Fd) 40.029 t taking fatigue factor of 2, horizontal dynamic force (Fd)
dynamic moment (Md) 236.19 t-m dynamic moment (Md)
check for soil stresses check for soil stresses
W 426.43 t W
max 13.918 t/m2 max
min 5.291 t/m2 min
structural design-longitudinal direction structural design-longitudinal direction
static loads intensity of soil reaction 9.604 t/m2 static loads intensity of soil reaction
(Mst)I = (Mst
(Mst)II = (Mst
(Mst)III = (Mst
dynamic loads dynamic loads
The largest ordinate of the varying distributed loading 9.957 t/m The largest ordinate of the varying distributed loading
inertial forces inertial forces
inertial force (Fm)x = mxwm2 0.029 t inertial force (Fm)x = mxwm2
inertial moment (Mm)y = yy(wm)2 0.037 t-m inertial moment (Mm)y = yy(wm)2
substituting az 0 substituting az
xo=-az/ 0 xo=-
zo=-ax/ -6.30 m zo=-
DYNAMIC MOMENTS AT BASE LEVEL DYNAMIC MOMENTS AT BASE LEVEL
I I
II II
0
0
Sections moments dueto dynamic
moments due toexciting forces t-m
Net dynamicmoment t-m
25.880 t/m
Sections moments due todynamic forces t-m
moments due toexciting forces t-m
Net
0
0
net bending moment induced at various sections under the
influence of staticloads and resulting soil pressure
dynamic moment which acts in the form of varying distributedload, the largest ordinate being
net bending moment induced at various sections under
the influence of staticloads and resulting soil pressure
dynamic moment which acts in the form of varyingdistributed load, the largest ordinate being
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0 RG OF
REV DSGN BY REVD BY CHKD BY
COMPUTATION OF CG OF LOADS AND CG OF FOOTING
1) FOR AREA (WHEN LOAD IS ON MB1)
FOOTING L B H A=L*B Xi Yi A*Xi A*Yi
A1 7.4 6 1.5 44.4 3.7 3 164.280 133.2
44.4 164.280 133.2
A*Xi / A 3.7 m
A*Yi / A 3 m
PEDESTAL L B H WEIGHT Xi Yi
P1 1.1 4 4.4 48.400 3.3 3
P2 0.5 0.5 2.45 1.531 4.5 3
2) FOR LOADS
Xi Yi P*Xi P*YiMB1 200 3.3 3 660 600
MJ1 10 4.5 3 45 30
FOOTING A1 166.5 3.7 3 616.050 499.50
P1 48.400 3.3 3 159.72 145.2
P2 1.531 4.5 3 6.891 4.594
426.431 1487.66 1279.29
P*Xi / P 3.489 m
P*Yi / P 3 m
L 7.4 m
B 6 m
ECCENTRICITY IN x ex 0.211 m
ECCENTRICITY IN Y ey 4.44089E-16 m
ECCENTRICITY IN % ex 2.86 % OK
LOADS IN T
PROJECT 1000 TPD GOLD ORE PROJECT
CLIENT RAMGAD MINERALS AND MINIMG LIMITED
CLIENT CONSULTANT
VENDOR
DOCUMENT NO PAGE
PROMAC INDUSTRIES LIMITED
VENDOR CONSULTANT CUBIZ DESIGN SOLUTIONS (P) LIMITED
DOCUMENT TITLE DESIGN OF MILL FOUNDATION
25 OF 27
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ey 7.40149E-17 % OK
Zxx 44.400 m3
Zzz 54.760 m3
P 426.431 TMxx 118 T-m
Mzz 118 T-m
P1 14.41682265 T/m2
P2 10.10710753 T/m2
P3 9.101507335 T/m2
P4 4.791792215 T/m2
1) FOR AREA (WHEN LOAD IS ON MJ1)
FOOTING L B H A=L*B Xi Yi A*Xi A*Yi
A1 7.4 6 1.5 44.4 3.7 3 164.28 133.2
44.4 164.28 133.2
A*Xi / A 3.7 m
A*Yi / A 3 m
PEDESTAL L B H WEIGHT Xi Yi
P1 1.1 4 4.4 48.400 3.3 3
P2 0.5 0.5 2.45 1.531 4.5 3
2) FOR LOADS
Xi Yi P*Xi P*Yi
MB1 0 3.3 3 0 0
MJ1 100 4.5 3 450 300
FOOTING A1 166.5 3.7 3 616.05 499.5
P1 48.400 3.3 3 159.72 145.2
P2 1.531 4.5 3 6.891 4.594
316.431 1232.66 949.29
P*Xi / P 3.896 m
P*Yi / P 3 m
L 7.4 m
B 6 m
ECCENTRICITY IN x ex 0.196 m
ECCENTRICITY IN Y ey 8.88178E-16 m
LOADS IN T
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ECCENTRICITY IN % ex 2.64 % OK
ey 1.4803E-16 % OK
Zxx 44.400 m3Zzz 54.760 m3
P 316.431 T
Mxx 118 T-m
Mzz 118 T-m
P1 11.93934517 T/m2
P2 7.629630052 T/m2
P3 6.624029858 T/m2
P4 2.314314737 T/m2