foundation for mb1

7/30/2019 Foundation for Mb1

1/27

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


2/27

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


3/27

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


4/27

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


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 Y ey 0 m


ey 0 % OK

Zxx 38.400 m3

Zzz 40.960 m3

P 293.931 T

LOADS IN T


5/27


6/27

A*Xi A*Yi122.88 115.2

122.88 115.2


7/27


8/27

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


9/27

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


10/27

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


11/27

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


12/27

sec-2

sec-2

sec-2

sec-2

cps

cps

mm

mm


13/27

t

t-m

m

t/m

oment t-m


14/27

BLOCK FOUNDATION


horizontal unbalanced force in the direction of the piston(pz) 10 t



C 34600 t/m3

C 10000 t/m3

L (m) 6.4 m

B (m) 6 m

fatigue factor 2


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 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


15/27

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


16/27

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


17/27

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


18/27

sec-1

sec-2

sec-2

sec-2

sec-2

cps

cps

mm

mm


19/27

t/m2

=

=

=

t/m

t

t-m

m

t/m

oment t-m


20/27

0 90.904

0 4.545

0 135.514

0 0.039

0 0.177

231.178

m(yo2+zo2)yo=Y-yi


21/27


22/27


23/27

BLOCK FOUNDATION


horizontal unbalanced force in X direction 10 t

horizontal unbalanced force in Z direction 10 t



C 34600 t/m3

C 10000 t/m3

L (m) 7.4 m

B (m) 6 m

Fatigue factor 2


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 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


24/27

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


25/27

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


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




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


26/27

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


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



LOADS IN T

26 OF 27


27/27


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

foundation for mb1

Documents