Block foundation

DESIGN OF MAIN PLANT BUILDING

2x15 MW

DESIGN OF ID FAN FOUNDATION

INDO-RAMA CPS

INDURE I

II

III

3

4

IV

V

Design of Block Foundation for ID Fan Grade of concrete Operating speed of engine

M

Horizontal unbalance force in the dir'n of piston Weight of machine part 2 weight of machine part 3 weight of machine part 4 weight of machine part 5 weight of machine part 6 Height of unbalanced force acts above the top of foundation block2, 3 , 5 & 6 Length of raft Width of Raft Thickness of raft Thickness of block 2, 3, 5 & 6 above raft Thickness of block 4 above raft Total height from axis of FD Fan to the bottom of raft Bearing capacity of soil co-effcient of elastic elastic uniform compression co-effcient of elastic nonuniform nonuniform compr'n

Px 0.62 0.34 0.65 0.34 0.37 0.25 0

0.87 1.82 2.8 3.79 4.49 0.35 0

=0.5+3.37+0.55 = Cz Cu

5

0.32 t 1.7 t 4.05 t 0t 3.2 t 0.85 t 0.55 m 5.21 m 3.25 m 0.5 m 3.37 m 1.2 m 4.42 m 10 t/m^2 10570 t/m3

Part B

C 3

III

III 2

Part E

II

4

II

Part A I

6 1

18300 t/m3

Ct

co-effcient of elastic uniform shear Density of concrete Fatigue Factor

25 980 rpm

D

5285 t/m3 2.5 t/m3 3

(0,0)

Computation for Centre of Gravity and Mass Moments of Inertia.

elements of system marked in

Dimension of elements weight

lxi(m) Machine foundation part A Part B Part C Part D Part E Part no. 1 2

5.21 1.23

lyi(m) 3.25 1.25

lzi(m) -

wi(t)

1.7 4.05 0 3.2 0.85 0.5 21.17 3.37 12.95

Mass

Co-ordinates of centre of gravity of element

mi(tsec^2/m) xi(m) 0.17 0.41 0 0.33 0.09 2.16 1.32

0.87 1.82 2.8 3.79 4.49 2.61 0.87

yi(m) 1.63 1.63 1.63 1.63 1.63 1.63 1.63

zi(m) 4.42 4.42 4.42 4.42 4.42 0.25 2.19

Moment of inertia of element abt. Y axis passing thru centre of gravity of element

Static Moment of Mass

mixi

miyi

0.15 0.75 0.00 1.25 0.40 5.63 1.14

0.276 0.666 0.000 0.536 0.146 3.510 2.145

mizi 0.75 1.81 0.00 1.46 0.40 0.54 2.88

) i x x ( = i o x

) i z z ( = i o z

mi/12(l^2xi+l^2zi) 4.93 1.42

1.75 0.8 -0.18 -1.17 -1.87 0.01 1.75

2.56 2.56 2.56 2.56 2.56 1.61 0.32

) i o 2 ^ z + i o 2 ^ x ( i m

1.64 2.95 0 2.61 0.91 5.606 4.194

I

3 4 5 6

0.68 1.3 0.68 0.74

3.25 3.25 3.25 1.25

3.37 1.2 3.37 3.37

18.48 12.63 18.48 7.74 101.25

1.82 2.8 3.79 4.49

1.88 1.29 1.88 0.79 10.32

2.19 1.1 2.19 2.19

1.63 1.63 1.63 1.63

Common centre of Gravity of machine & Foundation

x y z ex ey

Eccentricity in x-dir'n Eccentricity in y-dir'n

3.42 3.62 7.12 3.55 27.02

3.055 2.096 3.055 1.284 16.770

4.11 1.42 4.11 1.73 19.205

1.85 0.34 1.85 0.78

0.8 0.18 1.17 1.87

0.32 0.76 0.32 0.32

1.402 0.791 2.769 2.859 25.724

11.167

=27.017/(10.32) = =16.77/(10.32) = =19.205/(10.32) = =(2.6179-2.605)x100/5.21 = =(1.625-1.625)x100/3.25 =

2.62 m 1.63 m 1.86 m 0.25 % 0%

<5% <5% O.K.

DESIGN PARAMETERS Mass of Foundation

mi

Moment caused by horizontal exciting force

My

=0.322(3.87+0.55-1.861) =

Operating frequency of machine

vm

=2x3.14x980/60 =

102.57 1/sec

Moment of Inertia of the Base Area Abt. The axis passing thru

Iy

=3.25x5.21^3/12 =

38.3 m^4

w

y

=11.167+25.724 =

Mass Moment of Inertia

w

oy

=36.891+10.32x1.861^2 =

Ratio

ay

=36.891/72.632 =

10.32 t.sec^2/m 0.82 tm

its centre of gravity & prependicular to the plane of vibration. Moment of Inertia of the Whole System Abt. The axis passing thru

36.891 tm.sec^2

its centre of gravity & prependicular to the plane of vibration.

Limiting frequency 2

(

v uy

(

v2x

72.63 tm.sec^2 0.51

v2

=(18300x38.301-101.25*1.861)/72.632=

9647.54 1/sec^2

v2x

=5285x5.21x3.25/10.32 =

8671.34 1/sec^2

uy

=CuIy-Wz ) / woy = CTAf /m)

Coupled Natural Frequencies Frequencies vn

4

vn4

-

(9647.537+8671.34)/0.508 36061 v2n +

2

v

n+

9647.537x8671.34/0.508

164679279 =

=(36061+ 36061^2-4x164679279

v 2

=(36061- 36061^2-4x164679279

) /2 =

30696.19 1/ 1/sec^2

) /2 =

5364.81 1/ 1/sec^2

f 1

=

27.9cps

f 2

=

11.66 11.66 cps

f(vm2)

Amplitudes

0

vn12 n2

Horz. Amplitude ax

=

0

=10.32x36.891(30696.19-102.573^2)(5364.81-102.573^2)=

=(18300 =(18300x38.3 x38.301-1 01-101.2 01.25x1.8 5x1.861+5 61+5285x 285x5.21 5.21x3.25 x3.25x1.86 x1.861^21^2-36.8 36.891x1 91x102.5 02.573^2 73^2)x0.3 )x0.322+( 22+(5285 5285x5.21 x5.21x3.25 x3.25x1.8 x1.861)x0 61)x0.823 .823998 998)/-39 )/-396059 605954.5 54.5949 9493 3 =

Rotational Amplitude Net amplitude at the base level Net horizontal Amplitude at top of foundation

auy

=5285x5.21x3.25x1.861x0.322/-39605954594.93+(5285x5.21x3.25-10.32x102.573^2)x0.823998/-39605954594.93 = =-0.009-(-0.001)x1.861 = =-0.009+(3.87-1.861)x-0.001 =

### -0.0090 -0.0090 mm 0 mm mm -0.0071 mm -0.01 mm

<0.2mm

O.K. Dyna Dynami mic c Forc Force e Dynamic Moment

Fd Md

Max. Stress on soil

smax

=101.25/(5.21x3.25)+2.103x(5.21-2.6179)/38.301 =

6.122 t/m^2

smin

=101.25/(5.21x3.25)-2.103x(5.21-2.6179)/38.301 =

5.837 t/ t/m^2

s

=

stress on soil Moment in Longitudinal dir'n Moment at section 1-1 Moment at section 2-2

0.87 1.82

=3x5 =3x528 285x 5x5. 5.21 21x3 x3.2 .25x 5x-0 -0.0 .007 0713 139 9 /100 /1000 0= =3x18300x38.301x-0.001/1000 =

101.25/5.21*3.25

-1.9 -1.92 2t 2.1 tm <10 t/m^2 O.K.

5.98 t/m^2

=

5.98x3.25x0.865 ^2/2-2.5x3.25x0.5x0.8 ^2/2-2.5x3.25x0.5x0.865^2/2 65^2/2 -2.5*1.25*3.37*1.23^2/8 -2.5*1.25*3.37*1.23^2/8 -0.85*0.3*4.0*2.5*(0.85/2+1.23/2) -0.85*0.3*4.0*2.5*(0.85/2+1.23/2)-(1.0+1.75)*0.4*2.5*1.23^2/8=

=

5.891 tm

=

5.98x3.25x1.8175 ^2/2-2.5x0.5x3.25x1.8175^2/2-2.5*3.37 ^2/2-2.5x0.5x3.25x1.8175^2/2-2.5*3.37*1.25*1.23x(0.95 *1.25*1.23x(0.9525)25)- 3.25x3.37x2.5x0.675^ 3.25x3.37x2.5x0.675^2/82/80.85*0.3*3.2*2.5*(0.85/2+1.23+0.33 0.85*0.3*3.2*2.5*(0.85/2+1.23+0.3375)-1.23*0.4*(1.0 75)-1.23*0.4*(1.0+1.75)*2.5*(0.9525) +1.75)*2.5*(0.9525)

=

4.21 tm

=

2.3 tm

Moment at section 3-3

2.8

=

5.98x3.25x2.8025 ^2/2-2.5x3.25x0.5x2.8025^2/2-2.5*3.37 ^2/2-2.5x3.25x0.5x2.8025^2/2-2.5*3.37*1.25*1.23*(1.23 *1.25*1.23*(1.23/2+1.3225)-2.5*3.2 /2+1.3225)-2.5*3.25*3.37*0.675(0. 5*3.37*0.675(0.985)985)2.5*3.25*1.2*1.295^2/8-0.85x3.25x 2.5*3.25*1.2*1.295^2/8-0.85x3.25x0.3x2.5x(0.85/2+2.552 0.3x2.5x(0.85/2+2.5525)-2.5x(1.75+1.0)x0.4x1.2 5)-2.5x(1.75+1.0)x0.4x1.23(1.9375) 3(1.9375) =


3.79

=

5.98x3.25x3.7875 ^2/2-2.5x3.25x0.5x3.7875^2/2-2.5*3.37 ^2/2-2.5x3.25x0.5x3.7875^2/2-2.5*3.37*1.25*1.23*(1.23 *1.25*1.23*(1.23/2+2.3075)-2.5x3.25x /2+2.3075)-2.5x3.25x3.37x0.675x(1.97)3.37x0.675x(1.97)2.5x3.25x1.2x1.295x(0.985)-2.5x3.25x3.37x0.675 2.5x3.25x1.2x1.295x(0.9 85)-2.5x3.25x3.37x0.675^2/8-0.85*3.25*0. ^2/8-0.85*3.25*0.3*2.5*B42*(0.85 3*2.5*B42*(0.85/2+3.5375)-2.5*(1+1.75 /2+3.5375)-2.5*(1+1.75)*0.4*(2.9225)= )*0.4*(2.9225)=

=

3.86 tm


4.49

5.98x3.25x4.4925 ^2/2-2.5x3.25x0.5x4.4925^2/2-2.5*3.37 ^2/2-2.5x3.25x0.5x4.4925^2/2-2.5*3.37*1.25*1.23*(1.23 *1.25*1.23*(1.23/2+3.0125)-2.5x3.25x /2+3.0125)-2.5x3.25x3.37x0.675x(2.675)3.37x0.675x(2.675)2.5x3.25x1.2x1.295x(1.69)-2.5x3.25x3.37x0.675x(0 2.5x3.25x1.2x1.295x(1.6 9)-2.5x3.25x3.37x0.675x(0.3375)-2.5x1.25x3.37 .3375)-2.5x1.25x3.37x0.735^2/8-0.85*3.2 x0.735^2/8-0.85*3.25*0.3*2.5*B42*(0 5*0.3*2.5*B42*(0.85/2+6.12125).85/2+6.12125)2.5*(1+1.75)*0.4*(3.6275)-(1.0+1.75) 2.5*(1+1.75)*0.4*(3.6275)-(1.0+1.75)x0.4x2.5x0.735^2/8= x0.4x2.5x0.735^2/8=

=

1.56

=

Moment inTransverse dir'n Moment at section 1-1

1

=

5.98x5.21x1^2/2-0.5x2.5x5.21x1^2/2-2.5 5.98x5.21x1^2/2-0.5x2.5x5.21x1^2/2-2.5*(0.675+0.675)*3.3 *(0.675+0.675)*3.37*1^2/2-2.5*1.29 7*1^2/2-2.5*1.295x1.2*1^2/25x1.2*1^2/22.5*((0.85+0.75)*0.3+(1.23+0.735)*0.4)*1^2/2=

3.11 tm 6.57 tm 1.09 tm


1.63

=

5.98x5.21x1.625^2/2-0.5x2.5x5.21x1.625^ 5.98x5.21x1.625^2/2-0.5x2.5x5.21x1.625^2/2-2.5*1.23*3 2/2-2.5*1.23*3.37*1.25^2/8-2* .37*1.25^2/8-2*2.5*0.675*3.37*1. 2.5*0.675*3.37*1.625^2/2-2.5*1.29 625^2/2-2.5*1.295*1.2*3.25^2/8 5*1.2*3.25^2/8-(0.85+0.75)x2.5x0.3x1.625^2/2-2.5x(1.23+ (0.85+0.75)x2.5x0.3x 1.625^2/2-2.5x(1.23+0.735)x1.0(0.5+0.625 0.735)x1.0(0.5+0.625)x0.4= )x0.4=


2.25

=

5.98x5.21x2.25^2/2-0.5x2.5x5.21x2.25^ 5.98x5.21x2.25^2/2-0.5x2.5x5.21x2.25^2/2-2x2.5*1.23*3.37 2/2-2x2.5*1.23*3.37*1.25^2/2-2x2.5 *1.25^2/2-2x2.5*0.675*3.37*2.25^ *0.675*3.37*2.25^2/2-2.5*1.295*1 2/2-2.5*1.295*1.2*2.25^2/2.2*2.25^2/2(0.85+0.75)*2.5*0.3*2.25^2/2-(1.2 (0.85+0.75)*2.5*0.3*2.25^2/2-(1.23+0.735)*2.5*0.4* 3+0.735)*2.5*0.4*1*(0.5+1.25)= 1*(0.5+1.25)=

Element of system

Macine part 1

Fdn Part

Where Where

2 3 1 2 3 4

xi & zi Xi & Zi Zi

Wt. Of element Wi (t) (t) 1.7 4.05 0 21.17 12.95 18.48 12.63

= =

Inertial Force (Fm)x Intertial Moment (Mm)y

xi (m) 1.75 0.8 -0.18 0.01 1.75 0.8 0.18

zi (m) -2.56 -2.56 -2.56 1.61 -0.32 0.32 -0.76

Xi = (xi-xo) (m) 1.75 0.8 -0.18 0.01 1.75 0.8 0.18

Zi = (zi-zo) (m) 6.44 6.44 6.44 10.61 8.68 9.32 8.24

Intertial forces Vertical Horizontal t t 0.01 0.035 0.01 0.084 0 0.000 0 0.723 0.07 0.362 0.05 0.554 0.01 0.335 0.15 2.093

z0=--0.009/-0.001 = x0=-0/-0.001 = Inertial force

(Fmz)1

-9.00 0

=

W1x(Mm)y x X

Co-ordina Co-ordinates tes of the centre centre of gravity gravity of part I of the foundatio foundation n referred referred to common common centre centre of gravity gravity of machine machine foundati foundation on as origin origin co-o co-ord rdin inat ates es of same same poin pointt ref reffe fere red d to to cen centr tre e of of rot rotat atio ion n as as ori origi gin. n. = =

3x10.32x-0.009x102.573^2/1000 3x36.891x-0.001x102.573^2/1000

DYNAMIC LOAD Dynamic Loads acting on Foundation in long. Dir'n area) Exciting moment Largest ordinate of varying load

=

2.93 t 1.16 tm

= =

2.47 tm 0.55 t/m

0.37 = =

3x0.823998 2.472x6/5.21^2

0.55

0.17 0.25 0.04

b)

c)

Dynamic moment Largest ordinate of varying load

= =

2.103 2.103x6/5.21^2

Dynamic moment due to dynamic load Moment at section 1-1 0.87 Moment at section 2-2 1.82 Moment at section 3-3 2.8 =2x0.565*1.8575= Moment at section 4-4 3.79 =2x0.565*0.8725= Moment at section 5-5 4.49 =2x0.565x(2.5625+0.0825) =

Total Dynamic Moment in Longitudinal Dir'n Moment at section 1-1 Moment at section 2-2 Moment at section 3-3 Moment at section 4-4 Moment at section 5-5

g

w

0.87 1.82 2.8 3.79 4.49

= = = = =

= =

2.1 tm 0.47 t/m

0.4 0.04

0 tm 0 tm 0.99 tm 2.1 tm 2.99 tm

0.55

0.47

0.31 0.47

0.14

(0.546x2+0.365)x0.865^2/6-(0.465x2+0.311)x0.865^2/6-0 = (0.546x2+0.165)x1.8175^2/6-(0.465x2+0.141)x1.8175^2/6-0 = 0.5x 0.5x 0.54 0.546x 6x2. 2.6 605x( 05x(1. 1.74 74+0 +0.1 .197 975) 5) - 0.04 0.041 1x0.1 x0.197 975^ 5^2 2/6/6- 0.5x 0.5x 0.46 0.465x 5x2. 2.60 605x 5x(1 (1.7 .74+ 4+0. 0.19 1975 75)+ )+0 0.035 .035x0 x0.1 .19 9 0.5x 0.546x2.605x(1.74+1.1825) - 0.248x1.1825^2/6- 0.5x 0.465x2.605x(1.74+1.1825)+0.211x1.18 0.5x 0. 0.546x 2. 2.605x ((1 1.74+1.8875) - 0.396x 1. 1.8875^2/6- 0. 0.5x 0. 0.465x2.605x(1.74+1.8875)+0.337x 1. 1.8875^2/6-2.98885 =

0.21

0.34

0.03 tm 0.1 tm -1tm -2.37 t m -3.31 t m

Dynamic Loads acting on Foundation in transvere dir'n area) Exciting moment Largest ordinate of varying load

0.54 = =

3x0.823998 2.472x6/3.25^2

= =

2.47 tm 1.4 t/m

2.103x6/3.25^2

= =

2.1 1.2 t/m

1.4 0

0.54 1.4

b)

c)


= =

Dynamic moment due to dynamic load Moment at section 1-1 1= Moment at section 2-2 1.63 = Moment at section 3-3 2.25 =

0.46 0 0.41 0.81

1.2

0

0.46

1.2

Dynamic Moment in Transverse dir'n Moment at section 1-1 Moment at section 2-2 Moment at section 3-3

1= 1.63 = 2.25 =

(1.404*2+0.54)*1^2/6-(1.195*2+0.46)*1^2/6-0 = (1.404*2+0)*1.625^2/6-(1.195*2+0)*1.625^2/6-0.4068 = =0.5x1.4 =0.5x1.404x1 04x1.625 .625x(1.0 x(1.083+ 83+0.62 0.625)-0. 5)-0.54x(1 54x(1.08 .083+0. 3+0.625 625)^2/ )^2/6-0. 6-0.5x1.1 5x1.195x1 95x1.625 .625x(1.0 x(1.083+ 83+0.62 0.625)+0 5)+0.46x .46x(1.08 (1.083+0 3+0.625 .625)^2/ )^2/66-

Net Moments in longitudinal Dir'n Net Moment at section 1-1

=

5.891+0.027

Net Moment at section 2-2

=

4.206+-0.102


=

2.299+-0.995


=

3.863+-2.365


=

3.863+-2.365


=

1.564+-3.306

Net Moments inTransverse Dir'n Net Moment at section 1-1

=

3.11+0.083


=

6.572+-0.223


=

1.087+-0.909803125

d Cover

= =

d

= = = = = = = = = = = =

5.918 tm 5.864 tm 4.31 tm 4.1 tm 1.3 tm 3.29 tm 1.5 tm 6.23 tm 1.5 tm 6.23 tm -1.74 tm 4.87 tm

= = = = = =

3.193 tm 3.027 tm 6.35 tm 6.49 tm 0.18 tm 2 tm

1.5x6.228*10^7/(0.138x3.25x1000x25)

= =

91.28 mm 75 mm

=

1.5x6.489x10^7/0.138x5.21x1000x25

=

72.89 mm

Mu/bd2 Pt. Min pt. As t No. of bars Spacing

= = = = = =

1.5x6.228*10^7/(3.25x1000x417^2)

= = = = = =

0.17 0.17 0.25 4062.5 mm2 21 154.76

Dia of bar Mu/bd2 Pt. Min pt. As t No. of bars Spacing

= = = = = =

1.5x1.742*10^6*9.81/(3.25x1000x417^2)

= = = = = = =

12 mm 0.05 0.17 0.12 1950 mm2 18 180.56

In Longitudinal Dir'n Dia of bar

Bottom

Top

In Transverse Dir'n

=

0.25x3.25x1000x500/100

0.171x5285x1000x/100

16 mm

Provide thickness of base raft= d=500-75-16/2=

0.08 tm -0.22 tm -0.91 -0.91 tm

500 mm 417 mm

Dia of bar

=

Mu/bd2 Pt. Min pt.

= = =

1.5x6.489*10^7/(5.21x1000x417^2)

= = =

Ast No. of bars Spacing

= = =

0.25x5.21x1000x500/100

= = =

16 mm 0.11 0.12 0.25 6512.5 mm2 33 157.88

R/F in Foundation Block Block 2 & 3

Foundation Block 4 12.57 m3 502.97 Kg

Volume of fdn block R/F in Foundation Block

= =

Peripherail area of block R/F per area

= =

R/F in term of area Dia. of bars

= =

Area of R/F in One direction no. of bars Spacing

= = =

2.8 cm2 2.48 403.42 mm

= =

10.49 m3 419.57 Kg

Peripherail area of block

=

29.97 m2

R/F per area

=

14 Kg/m2


= =

5.29 cm2/m2 12 mm


= = =

33.93 m2 14.83 Kg/m2 5.6 cm2/m2 12 mm

Block 5 & 6 Volume of fdn block R/F in Foundation Block

2.65 cm2 2.34 427.24 mm


5.05 m3 202.04 Kg


15.12 m2 13.37 Kg/m2


14.19 cm2/m2 12 mm


7.09 cm2 6.28 159.35 mm


2x15 MW

DESIGN OF FD FAN FOUNDATION

INDO-RAMA CPS

INDURE

I

II

Design of Block Foundation for FD Fan Grade of concrete Operating speed of engine Horizontal unbalance force in the dir'n of piston Weight of machine part 2 weight of machine part 3 weight of machine part 4 Height of unbalanced force acts above the top of foundation block 3 & 4 Length of raft Width of Raft Thickness of raft Thickness of block 2 & 4 above raft Thickness of block 3 above raft Total height from axis of FD Fan to the bottom of raft Bearing capacity of soil co-effcient of elastic uniform compression

M Px 1.05 0.88 0.43 0.5 0.3

1.55 3.27 4.63 0.5 0.3

=0.5+2.5+0.6 = Cz Cu

co-effcient of elastic nonuniform compr'n

25 1480 rpm 0.26 t 3.6 t 4.9 t 1.2 t 0.6 m 5.55 m 3m 0.5 m 2.5 m 1.4 m 3.6 m 10 t/m^2 10570 t/m3

part b

3

III

III 2

part c

II

4

II

part a

1

18300 t/m3

Ct


IV III

5285 t/m3 2.5 t/m3 3

(0,0)


elements of system marked in

Dimension of elements weight

lxi(m) Machine foundation part a part b part c Part no. 1 2 3 4

lyi(m)

5.55 2.1 1.76 0.85

lzi(m)

-

3 1.4 2.4 1.4


Eccentricity in x-dir'n Eccentricity in y-dir'n

wi(t)

3.6 4.9 1.2 0.5 20.81 2.5 18.38 1.4 12.78 2.5 7.44 69.11

Mass


mi(tsec^2/m) xi(m) 0.37 0.5 0.12 2.12 1.87 1.3 0.76 7.04

1.55 3.27 4.63 2.78 1.55 3.27 4.63

yi(m) 1.5 1.5 1.5 1.5 1.5 1.5 1.5

x y z ex ey

zi(m) 3.6 3.6 3.6 0.25 1.75 1.2 1.75

Moment of inertia of element abt. Y axis passing thru centre of gravity of element


mixi 0.57 1.64 0.56 5.88 2.89 4.25 3.52 19.30

miyi

mizi

0.555 0.750 0.180 3.180 2.805 1.950 1.140 10.560

1.33 1.80 0.43 0.53 3.27 1.56 1.33 10 1 0.3

) i x x ( = i o x

m

mi/12(l^2xi+l^2zi) 5.49 1.66 0.55 0.44 8.14

1.2 -0.53 -1.88 -0.03 1.2 0.53 1.88

2.14 2.14 2.14 1.21 0.29 0.26 0.29

=19.304/(7.04) = =10.56/(7.04) = =10.26/(7.04) = =(2.742-2.775)x100/5.55 = =(1.5-1.5)x100/3 =

2.74 m 1.5 m 1.46 m 0.6 % 0%

=0.264(3+0.6-1.457) =

0.57 tm

DESIGN PARAMETERS Mass of Foundation

mi

Moment caused by horizontal exciting force

My

) i o 2 ^ z + i o 2 ^ x ( i

) i z z ( = i o z

7.04 t.sec^2/m

2.23 2.44 0.98 3.091 2.840 0.452 2.760 14.785

<5% <5% O.K.

vm

Operating frequency of machine

=2x3.14x1480/60 =

Iy

=3x5.55^3/12 =

wy

=8.135+14.785 =

Mass Moment of Inertia

w

=22.92+7.04x1.457^2 =

Ratio

ay

Moment of Inertia of the Base Area Abt. The axis passing thru

154.91 1/sec 42.74 m^4

its centre of gravity & prependicular to the plane of vibration. Moment of Inertia of the Whole System Abt. The axis passing thru

22.920 tm.sec^2

its centre of gravity & prependicular to the plane of vibration.

Limiting frequency

(

v2 y u

(

v2

x

oy

37.87 tm.sec^2

=22.92/37.865 =

0.61

v2uy

=(18300x42.738-69.11*1.457)/37.865=

20652.44 1/sec^2

v2

=5285x5.55x3/7.04 =

12499.33 1/sec^2

=CuIy-Wz ) / woy = CTAf /m)

x

Coupled Natural Frequencies vn

4

vn4

-

(20652.442+12499.33)/0.605 54797 v2n +

2

v

n+

20652.442x12499.33/0.605

426680476 = vn12

=(54797- 54797^2-4x426680476

) /2 =

45398.43 1/ 1/sec^2

) /2 =

9398.57 1/ 1/sec^2

f 1

=

33.93 33.93 cps

f 2

=

15.44 15.44 cps

2

Amplitudes

0

=(54797+ 54797^2-4x426680476

2

vn2

Horz. Amplitude ax

=

0

f(vm )

=7.04x22.92(45398.43-154.907^2)(9398.57-154.907^2)=

###

=(183 =(18300 00x4 x42. 2.73 7388-69 69.1 .11x 1x1. 1.45 457+ 7+52 5285 85x5 x5.5 .55x 5x3x1 3x1.4 .457 57^2 ^2-2 -22. 2.92 92x1 x154 54.9 .907 07^2 ^2)x0 )x0.2 .264 64+( +(52 5285 85x5 x5.5 .55x 5x3x1 3x1.4 .457 57)x0 )x0.5 .565 6575 752) 2)//-50 5041 4113 1364 64.0 .056 5693 93 =


auy

-0.0 -0.004 040 0 mm

=5285x5.55x3x1.457x0.264/-50411364056.93+(5285x5.55x3-7.04x154.907^2)x0.565752/-50411364056.93 = =-0.004-(0.0002)x1.457 = =-0.004+(3-1.457)x0.0002 =

Dyna ynamic Forc Force e Dynamic Moment

Fd Md

Max. Stress on soil

smax

=69.11/(5.55x3)+0.469x(5.55-2.742)/42.738 =

4.182 t/m^2

s

=69.11/(5.55x3)-0.469x(5.55-2.742)/42.738 =

4.120 t/ t/m^2

stress on soil Moment in Longitudinal dir'n Moment at section 1-1

s

1.55

min

=3x5 =3x528 285 5x5. x5.55x3 55x3xx-0. 0.00 004 4291 2914 /100 /1000 0= =3x18300x42.738x0.0002/1000 =

0 mm mm -0.0043 mm 0 mm

=

69.11/5.55*3

<0.2mm O.K.

-1.1 -1.13 3t 0.47 tm <10 t/m^2 O.K.

4.15 t/m^2

=

4.15x3 15x3x1 x1.5 .545 45 ^2/ ^2/22-2. 2.5x 5x3 3x0. x0.5x1. 5x1.54 545^ 5^2 2/2 -2. -2.5* 5*1. 1.4* 4*2. 2.5* 5*2. 2.1^ 1^2/ 2/8 8 -1.0 -1.0*0 *0..3*2. 3*2.4* 4*2. 2.5* 5*(1 (1/2 /2+2 +2..1/2)/2)-1. 1.9* 9*0. 0.4* 4*0. 0.5* 5*2 2.5*1 .5*1.0 .05^ 5^2 2/2=

=

4.15x3x2.4 ^2/2-2.5x0.5x3x2.4^2/2^2/2-2.5x0.5x3x2.4^2/2-2.5*2.5*1.4*1.4^2/2 2.5*2.5*1.4*1.4^2/2-1.0*0.3*2.4*2.5*(1/2 -1.0*0.3*2.4*2.5*(1/2+2.4)-1.9*0.4*0.5*2.5 +2.4)-1.9*0.4*0.5*2.5*(2.4-1.0-0.495)^2/8*(2.4-1.0-0.495)^2/82.5x1.0x0.4x0.925^2/2

=

1.3 tm

4.15x3x3.3775 ^2/2-2.5x3x0.5x3.3775^ ^2/2-2.5x3x0.5x3.3775^2/2-2.5*2.5*1.4* 2/2-2.5*2.5*1.4*2.1*(2.1/2+0.8775)-2.5*2 2.1*(2.1/2+0.8775)-2.5*2.4*1.4*1.755^2/8.4*1.4*1.755^2/81.0x2.4x0.3x2.5x(0.5+2.1+1.775/2-0.2)-2.5x2x1.9x0.4x0.5x 1.0x2.4x0.3x2.5x(0.5+2.1+ 1.775/2-0.2)-2.5x2x1.9x0.4x0.5x(1.9/2+1.755/2) (1.9/2+1.755/2) - 2.5x1.0x0.4x1.8275^2/2 =

=

-0.09 tm

=

-5.51 tm


2.4


3.38

=


4.63

=


0.8

=

Moment at section 2-2 Moment at section 3-3

1.5 2.2

= =

4.15x3x4.63 ^2/2-2.5x3x0.5x4.63^2 ^2/2-2.5x3x0.5x4.63^2/2-2.5*2.5*1.4*2.1*(2 /2-2.5*2.5*1.4*2.1*(2.1/2+2.18)-2.5x2.4x1.4x1.755x(1 .1/2+2.18)-2.5x2.4x1.4x1.755x(1.3025)-2.5x1.4x2.5x0.85^ .3025)-2.5x1.4x2.5x0.85^2/82/81*2.4*0.3*2.5*(0.5+1.9+1.805+0.425)-2.5*2* 1*2.4*0.3*2.5*(0.5+1.9+1.805+0.425)-2.5*2*1.9*0.4*0.5*(1.9/2+1. 1.9*0.4*0.5*(1.9/2+1.805+0.425)-2.5*1*0.4*( 805+0.425)-2.5*1*0.4*(0.925+1.805+0.425)^2/ 0.925+1.805+0.425)^2/220.5*2*0.4*2.5x0.7^2/8=

=

2.246 tm

Moment inTransverse dir'n 4.15x5.55x0.8^2/2-0.5x2.5x5.55x0.8^2/2-2.5*1.755* 4.15x5.55x0.8^2/2-0.5x2.5x 5.55x0.8^2/2-2.5*1.755*1.4*0.8^2/2-2.5*1.0 1.4*0.8^2/2-2.5*1.0*0.3*0.5^2/2-2.5*1. *0.3*0.5^2/2-2.5*1.9*0.4*0.5^2/2-2.5*3 9*0.4*0.5^2/2-2.5*3.58*1.0*0.4*1.0.58*1.0*0.4*1.02.5*0.7*0.4*0.5^2/2-2.5*0.3*1.5^2/2*1.0= 4.15x5.55 4.15x5.55x1.5^ x1.5^2/2-0 2/2-0.5x2. .5x2.5x5.5 5x5.55x1.5 5x1.5^2/2^2/2-2.5* 2.5*2.1* 2.1*2.5* 2.5*1.4^ 1.4^2/8-2 2/8-2.5*1 .5*1.755 .755*1.4* *1.4*1.5^ 1.5^2/2-2 2/2-2.5*0 .5*0.85* .85*2.5* 2.5*1.4^ 1.4^2/8-1 2/8-1.0x2. .0x2.5x0.3 5x0.3x1.2^ x1.2^2/2-2 2/2-2.5x0. .5x0.5x1.9 5x1.9x( x( 4.15x5.55x2.2^2/2-0.5x2.5x5.55x2.2^2/2-2. 4.15x5.55x2.2^2/2-0.5x2.5x5.55x2.2^2/2-2.5*2.1*2.5*1. 5*2.1*2.5*1.4^2/2-2.5*1.755 4^2/2-2.5*1.755*1.4*1.9^2/2-2. *1.4*1.9^2/2-2.5*0.85*2.5*1. 5*0.85*2.5*1.4^2/2-1.0*2.5*0 4^2/2-1.0*2.5*0.3*1.9^2/2-0.5* .3*1.9^2/2-0.5*2.5x0.4x1. 2.5x0.4x1.

-1.66 tm -2.77 tm -5.45 tm

Element of system

Macine part 1

Fdn Part

Where

2 3 1 2 3 4

xi & zi Xi & Zi Zi

Wt. Of element Wi (t) (t) 3.6 4.9 1.2 20.81 18.38 12.78 7.44

= =


xi (m) 1.2 -0.53 -1.88 -0.03 1.2 0.53 1.88

zi (m) -2.14 -2.14 -2.14 1.21 -0.29 0.26 -0.29

Xi = (xi-xo) (m) 1.2 -0.53 -1.88 -0.03 1.2 0.53 1.88

Zi = (zi-zo) (m) -22.14 -22.14 -22.14 -18.79 -20.29 -19.74 -20.29

Intertial forces Vertical Horizontal t t 0.01 -0.117 0 -0.159 0 -0.039 0 -0.574 0.03 -0.547 0.01 -0.370 0.02 -0.222 0.06 -2.028

z0=--0.004/0.0002 = x0=-0/0.0002 = Inertial force

(Fmz)1

20.00 0

=

W1x(Mm)y x X

Co-ordinat Co-ordinates es of the centre of gravity gravity of part I of the foundatio foundation n referred referred to common common centre centre of gravity gravity of machine machine foundati foundation on as origin co-o co-ord rdin inat ates es of sam same poi point nt reff reffer ered ed to cent centre re of rota rotati tion on as orig origin in.. = =

3x7.04x-0.004x154.907^2/1000 3x22.92x0.0002x154.907^2/1000

DYNAMIC LOAD Dynamic Loads acting on Foundation in long. Dir'n area) Exciting moment Largest ordinate of varying load

=

2.03 t 0.33 tm

= =

1.7 tm 0.33 t/m

0.15 = =

3x0.565752 1.697x6/5.55^2

0.33

0.05 0.22 0.07

b)


c)

Dynamic moment due to dynamic load Moment at section 1-1 1.55 =2x0.625x0.625+2x0.625x0.075= Moment at section 2-2 2.4 =2x0.625(1.475+0.925+0.45+0.050)= Moment at section 3-3 3.38 =2x0.625*(2.453+1.903+1.428+1.028)= Moment at section 4-4 4.63 =2x0. =2x0.625x(3 625x(3.705 .705+3.1 +3.155+2. 55+2.68+2 68+2.28)+ .28)+2x0. 2x0.4 4

Total Dynamic Moment in Longitudinal Dir'n Moment at section 1-1 Moment at section 2-2 Moment at section 3-3 Moment at section 4-4

g

w

1.55 2.4 3.38 4.63

= = = =

Dynamic Loads acting on Foundation in transvere dir'n area) Exciting moment Largest ordinate of varying load

= =

0.469 0.469x6/5.55^2

= =

0.33

0.47 tm 0.09 t/m 0.02 0.88 tm tm 1.62 tm tm 8.52 t m 14.97 14. 97 tm

0.09

0.04 0.09

0.01

0.06

(0.331x2+0.147)x1.545^2/6-(0.091x2+0.04)x1.545^2/6-0.87875 = (0.331x2+0.045)x2.4^2/6-(0.091x2+0.012)x2.4^2/6-1.624 = 0.5x 0.5x 0.33 0.331x 1x2. 2.77 775x 5x(1 (1.8 .85+ 5+0. 0.60 6025 25)) - 0.07 0.072x 2x0. 0.60 6025 25^2 ^2/6 /6-- 0.5x 0.5x 0.09 0.091x 1x2. 2.77 775x 5x(1 (1.8 .85+ 5+0. 0.60 6025 25)+ )+0. 0.02 02x0 x0.6 .602 02 0.5x 0.5x 0.33 0.331x 1x2. 2.77 775x 5x(1 (1.8 .85+ 5+1. 1.85 855) 5) - 0.2 0.221x1 21x1..855^ 55^2/6 2/6- 0.5 0.5x 0.09 0.091x 1x2. 2.77 775x 5x(1 (1..85+ 85+1.8 1.855)+ 55)+0 0.061x 061x1 1.855^ 855^2 2

-0.65 tm -1.13 tm -8.0 -8.01 1 tm -14. -14.9 94 tm

0.53 = =

3x0.565752 1.697x6/3^2

= =

1.7 tm 1.13 t/m

= =

0.469x6/3^2

= =

0.47 0.31 t/m

1.13 0

0.53 1.13

b)

c)


Dynamic moment due to dynamic load Moment at section 1-1 0.8 = Moment at section 2-2 1.5 = Moment at section 3-3 2.2 =

0.15 0 1.34 2.68

0.31

0

0.15

0.31


0.8 = 1.5 = 2.2 =

(1.131*2+0.528)*0.8^2/6-(0.313*2+0.146)*0.8^2/6-0 = (1.131*2+0)*1.5^2/6-(0.313*2+0)*1.5^2/6-1.34 = =0.5x1 =0.5x1.13 .131x1 1x1.5x .5x(1+ (1+0.7 0.7)-0. )-0.528 528x(1+ x(1+0.7 0.7)^2 )^2/6/6-0.5 0.5x0. x0.313 313x1. x1.5x(1 5x(1+0. +0.7)+ 7)+0.1 0.146x 46x(1+ (1+0.7 0.7)^2 )^2/6/6-2.6 2.68 8=


=

2.246+-0.645


=

1.303+--1.132


=

-0.089+-8.009


=

-5.507+-14.936


=

-1.658+0.215


=

-2.77+-0.727


=

-5.451+-3.079175

d Cover

= =

d

= = = = = = = =

1.601 tm 2.891 tm 0.17 tm 2.44 tm 8.1 tm 7.92 tm 20.44 tm 9.43 tm

= = = = = =

1.443 tm 1.873 tm 3.5 tm 2.99 tm 8.53 tm 2.37 tm

1.5x20.443*10^7/(0.138x3x1000x25)

= =

172.13 mm 75 mm

=

1.5x8.530175x10^7/0.138x5.55x1000x25

=

80.97 mm

Mu/bd2 Pt. Min pt. As t No. of bars Spacing

= = = = = =

1.5x20.443*10^7/(3x1000x417^2)

= = = = = =

0.59 0.17 0.25 3750 mm2 19 157.89

Dia of bar Mu/bd2 Pt. Min pt. As t No. of bars Spacing

= = = = = =

1.5x8.530175*10^7/(5.55x1000x417^2)

= = = = = = =

16 mm 0.13 0.12 0.25 6937.5 mm2 35 158.57

0.22 tm -0.73 tm -3.08 -3.08 tm


In Longitudinal Dir'n Dia of bar

=

0.25x3x1000x500/100

16 mm

In Transverse Dir'n

R/F in Foundation Block Block 2 Volume of fdn block R/F in Foundation Block

0.25x5.55x1000x500/100

= =

7.35 m3 294 Kg

Peripherail area of block

=

2

R/F per area R/F in term of area Dia. of bars

= = =


= = =

20.44 m 14.38 Kg/m2 7.33 cm2/m2 12 mm 3.66 cm2 3.24 308.46 mm

Foundation Block 3 Volume of fdn block R/F in Foundation Block Peripherail area of block R/F per area R/F in term of area Dia. of bars Area of R/F in One direction no. of bars Spacing

5.9 m3 235.88 Kg 15.85 m2 14.89 Kg/m2 13.55 cm2/m2 12 mm 6.77 cm2 5.99 166.91 mm

500 mm 417 mm

Block 4 Volume of fdn block R/F in Foundation Block

= =


= =


= =


= = =

2.98 m3 119 Kg 12.44 m2 9.57 Kg/m2 4.87 cm2/m2 10 mm 2.44 cm2 3.1 322.09 mm


2x15 MW

DESIGN OF PA FAN FOUNDATION

INDO-RAMA CPS

INDURE

I

II

III

Design of Block Foundation for PA Fan Grade of concrete Operating speed of engine Horizontal unbalance force in the dir'n of piston Weight of machine part 2 weight of machine part 3 weight of machine part 4 Height of unbalanced force acts above the top of foundation block 3 & 4 Length of raft Width of Raft Thickness of raft Thickness of block 2 & 4 above raft Thickness of block 3 above raft Total height from axis of PA Fan to the bottom of raft Bearing capacity of soil co-effcient of elastic uniform compression co-effcient of elastic nonuniform compr'n

M Px 0.86 0.64 0.38 0.5

1.36 2.76 3.78 0.5

=0.5+2+0.5 = Cz Cu

part b

3

III

III 2

part c

II

4

II

part a

1

18300 t/m

3

Ct


25 1480 rpm 0.19 t 1.6 t 1.8 t 0.6 t 0.5 m 4.6 m 1.93 m 0.5 m 2m 1.25 m 3m 10 t/m^2 10570 t/m3 5285 t/m3 2.5 t/m3 3

(0,0)


elements of system marked imension of elements weight in

lxi(m) lyi(m) Machine foundation part a part b part c Part no. 1 2 3 4

4.6 1.73 1.29 0.75

1.93 1.2 1.93 1.1

lzi(m)

wi(t)

-

1.6 1.8 0.6 0.5 11.07 2 10.35 1.25 7.36 2 4.13 36.9


Eccentricity in x-dir'n Eccentricity in y-dir'n DESIGN PARAMETERS

Mass


mi(tsec^2/m) xi(m) 0.16 0.18 0.06 1.13 1.06 0.75 0.42 3.76

1.36 2.76 3.78 2.3 1.36 2.76 3.78

yi(m) 0.9 0.96 0.9 0.96 0.9 0.96 0.9

x y z ex ey

zi(m) 3 3 3 0.25 1.5 1.13 1.5

Moment of intertia of element abt. Y axis passing thru centre of gravity of element


mixi 0.22 0.50 0.23 2.60 1.44 2.07 1.59 8.64

miyi 0.144 0.173 0.054 1.088 0.954 0.722 0.378 3.513

mizi 0.48 0.54 0.18 0.28 1.59 0.84 0.63 4. 4.6

=8.639/(3.76) = =3.513/(3.76) = =4.55/(3.76) = =(2.2976-2.3)x100/4.6 = =(0.9343-0.9625)x100/1.925 =

) i x x ( = i o x

) i o 2 ^ z + i o 2 ^ x ( i m

) i z z ( = i o z

mi/12(l^2xi+l^2zi) 2.02 0.62 0.2 0.16 2.99

0.94 -0.46 -1.48 0 0.94 0.46 1.48

1.79 1.79 1.79 0.96 0.29 0.08 0.29

2.3 m 0.93 m 1.21 m 0.05 % 1.46 %

0.65 0.62 0.32 1.041 1.026 0.168 0.958 4.787

<5% <5% O.K.

Mass of Foundation Moment caused by horizontal exciting force Operating frequency of machine Moment of Inertia of the Base Area Abt. The axis passing thru its centre of gravity & prependicular to the plane of vibration. Moment of Inertia of the Whole System Abt. The axis passing thru its centre of gravity & prependicular to the plane of vibration. Mass Moment of Inertia Ratio

mi My vm Iy

=0.188(2.5+0.5-1.21) = =2x3.14x1480/60 = =1.925x4.6^3/12 =

wy

=2.993+4.787 =

7.780 tm.sec^2

woy

=7.78+3.76x1.21^2 = =7.78/13.285 =

13.29 tm.sec^2 0.59

ay 2

v

Limiting frequency (v2uy =CuIy-Wz)/woy

uy

=(18300x15.614-36.9*1.21)/13.285=

21504.82 1/sec^2

x

=5285x4.6x1.925/3.76 =

12446.46 1/sec^2

2

v

3.76 t.sec^2/m 0.34 tm 154.91 1/sec 15.61 m^4

Coupled Natural Frequencies vn4 vn4

-

(21504.821+12446.46)/0.586 v2n + 57938 v2n + 456755793 =

21504.821x12446.46/0.586 0

0

=(57938+ 57938^2-4x456755793

v 2

=(57938- 57938^2-4x456755793

n1 n2

) /2 =

48525.26 1/ 1/sec^2

) /2 =

9412.74 1/ 1/sec^2

f 1

=

35.08 cps

f 2

=

15.45 cps

2

Amplitudes Horz. Amplitude ax

=

v 2

f(vm )

=3.76x7.78(48525.26-154.907^2)(9412.74-154.907^2)=

###

=(18 =(1830 300x 0x15 15.6 .614 14-3 -36. 6.9x1 9x1.2 .21+ 1+52 5285 85x4 x4.6 .6x1 x1.9 .925 25x1 x1.2 .21^ 1^22-7. 7.78 78x1 x154 54.9 .907 07^2 ^2)x )x0. 0.18 188+ 8+(5 (528 285x4 5x4.6 .6x1 x1.9 .925 25x1 x1.2 .21) 1)x0 x0.3 .336 3652 52)/ )/-1 -104 0464 6426 263. 3.43 4366 66 = auy =5285x4.6x1.925x1.21x0.188/-10464263436.6+(5285x4.6x1.925-3.76x154.907^2)x0.33652/-10464263436.6 =


-0.0 -0.005 050 0 mm 0 mm mm -0.0055 mm 0 mm

=-0.005-(0.0004)x1.21 = =-0.005+(2.5-1.21)x0.0004 =

Dyna Dynam mic Force orce Dynamic Moment

Fd Md

Max. Stress on soil

smax

=36.9/(4.6x1.925)+0.343x(4.6-2.2976)/15.614 =

4.218 t/m^2

smin

=36.9/(4.6x1.925)-0.343x(4.6-2.2976)/15.614 = = 36.9/4.6*1.925

4.117 t/ t/m^2 4.17 t/m^2

stress on soil Moment in Longitudinal dir'n

s

Moment at section 1-1 Moment at section 2-2

1.36 2.79


3.74

Moment inTransverse dir'n Moment at section 1-1 Moment at section 2-2 Moment at section 3-3 Element of system

Macine part 1

Fdn Part

2 3 1 2

0.3 0.95 1.5 Wt. Of element Wi (t) (t) 1.6 1.8 0.6 11.07 10.35

= =

=3x5 =3x528 285x 5x4 4.6x1 .6x1.9 .92 25x5x-0.00 0.0054 5484 84 /100 1000 = =3x18300x15.614x0.0004/1000 =

-0. -0.77t 0.34 tm

=

4.17x1.925x1.363 ^2/2-2.5x1.925x0.5x1.363^2/2 -2.5*1.2*2*0.868^2/8= 4.17 4.17x1 x1.9 .92 25x2 5x2.78 .785 ^2/2 ^2/2-2 -2.5 .5x0 x0.5 .5x1 x1.9 .925 25x2 x2.7 .78 85^2/ 5^2/22-2. 2.5x 5x2x 2x1 1.2x1 .2x1.7 .72 25x( 5x(1.72 1.725/ 5/2 2+1. +1.285 285/2)/2)-2 2.5x1 .5x1.9 .92 25x1 5x1.25 .25x1.2 x1.285 85^2 ^2/8 /8 4.17x1.925x3.735 ^2/2-2.5x1.925x0.5x3.735^2/2-2.5* ^2/2-2.5x1.925x0.5x3.735^2/2-2.5*2*1.2*1.725*(1.725/2+1.66)-2.5*1 2*1.2*1.725*(1.725/2+1.66)-2.5*1.925*1.25*1.285*(0.6425+0.375).925*1.25*1.285*(0.6425+0.375)2.5*1.1*2*0.75^2/8 =

= = =

4.17x4 4.17x4.6x .6x0.3 0.3^2/ ^2/2-0 2-0.5x .5x2.5 2.5x4. x4.6x0 6x0.3^ .3^2/2 2/2-2. -2.5*1 5*1.28 .285*1 5*1.25 .25*0. *0.3^2 3^2/2= /2= 4.17x4.6x0. 4.17x4.6x0.95^2 95^2/2-0. /2-0.5x2.5x 5x2.5x4.6x0. 4.6x0.95^2 95^2/2-2. /2-2.5*1.7 5*1.725*2 25*21.2^2 1.2^2/8-2. /8-2.5*1.2 5*1.285*1. 85*1.25*0 25*0.95^2 .95^2/2-2. /2-2.5*0.7 5*0.75*2*1 5*2*1.1^2/ .1^2/8= 8= 4.17x4.6x1. 4.17x4.6x1.5^2/2 5^2/2-0.5x2 -0.5x2.5x4. .5x4.6x1.5^ 6x1.5^2/2-2 2/2-2.5*1. .5*1.725* 725*21.2^ 21.2^2/2-2 2/2-2.5*1 .5*1.285* .285*1.25* 1.25*1.5^ 1.5^2/2-2 2/2-2.5*0. .5*0.75*2 75*2*1.1^ *1.1^2/2= 2/2=

xi (m) 0.94 -0.46 -1.48 0 0.94

zi (m) -1.79 -1.79 -1.79 0.96 -0.29

Xi = (xi-xo) (m) 0.94 -0.46 -1.48 0 0.94

Zi = (zi-zo) (m) -14.29 -14.29 -14.29 -11.54 -12.79

Intertial forces Vertical Horizontal t t 0 -0.067 0 -0.076 0 -0.025 0 -0.375 0.03 -0.389

<0.2mm O.K.

<10 t/m^2 O.K.

= =

(Fmz)1

4.85

=

0.42 tm 2.13 tm 2.12 tm

z0=--0.005/0.0004 = x0=-0/0.0004 = Inertial force

2.961 4.98

=

12.50 0 W1x(Mm)y x X w

g

tm tm tm

3 4

Where


xi & zi = Xi & Zi= Zi=

7.36 4.13

0.46 1.48

0.08 -0.29

0.46 1.48

-12.42 -12.79

0.01 0.02 0.06

-0.268 -0.155 -1.354

Co-ordina Co-ordinates tes of the centre centre of gravity gravity of part I of the foundatio foundation n referred referred to common common centre centre of gravity gravity of machine machine foundatio foundation n as origin co-o co-ord rdin inat ates es of of same same poin pointt reff reffer ered ed to cen centr tre e of rota rotati tion on as as orig origin in.. = =

3x3.76x-0.005x154.907^2/1000 3x7.78x0.0004x154.907^2/1000

DYNAMIC LOAD Dynamic Loads acting on Foundation in long. Dir'n area) Exciting moment = Largest ordinate of varying load =

=

1.35 t 0.22 tm

3x0.33652 1.01x6/4.6^2

= =

1.01 tm 0.29 t/m

0.343 0.343x6/4.6^2

0.12 0.29

-0.06 0.18

b)

Dynamic moment = Largest ordinate of varying load =

= =

0.34 tm 0.1 t/m

c)

Dynamic moment due to dynamic load Moment at section 1-1 1.36 =2x0.28x0.5625+2x0.28x0.1375= Moment at section 2-2 2.79 =2x0.28(1.985+1.56+1.16+0.76)= Moment at section 3-3 3.74 =2x0.28*(2.935+2.51+2.11+1.71)=

0.39 tm tm 3.06 tm tm 5.19 tm tm

0.06 0.04

0.29

0.1

-0.02

0.1 0.85t 0.85t

Total Dynamic Moment in Longitudinal Dir'n Moment at section 1-1 1.36 Moment at section 2-2 2.79 Moment at section 3-3 3.74

= = =

(0.286x2+0.117)x1.363^2/6-(0.097x2+0.04)x1.363^2/6-0.392 = 0.5*0.286*4.6/2*(4.6/2+0.485)+-0.06*0.485^2/6-0.5*0.097*4.6/2*(4.6/2+0.485)-+-0.02*0.485^2/6-3.0604 = 0.5*0.286*4.6/2*(4.6/2+1.435)-0.178*1.435^2/6-0.5*0.097*4.6/2*(4.6/2+1.435)+0.061*1.435^2/6-5.1884 =

Dynamic Loads acting on Foundation in transvere dir'n area) Exciting moment = Largest ordinate of varying load =

-0.25 tm -2.95 tm tm -5.26 tm tm

1.13 3x0.33652 1.01x6/1.925^2

= =

1.01 tm 1.64 t/m

0.343x6/1.925^2

= =

0.34 0.56 t/m

1.64 0.02

0.91 1.64

b)

c)

Dynamic moment = Largest ordinate of varying load = Dynamic moment due to dynamic load Moment at section 1-1 0.3 = Moment at section 2-2 0.95 = Moment at section 3-3 1.5 =

0.38 0 0.51 1.76

0.56

0.01

0.31

0.56


0.3 = 0.95 = 1.5 =

(1.635*2+1.125)*0.3^2/6-(0.555*2+0.382)*0.3^2/6-0 = (1.635*2+0.021)*0.95^2/6-(0.555*2+0.007)*0.95^2/6-0.506 = (1.635*2+0.913)*1.5^2/6-(0.555*2+0.31)*1.5^2/6-1.762 =


=

2.961+-0.251


=

4.98047656367188+--2.95


=

4.847+-5.255


=

0.424+0.044


=

2.129+-0.179


=

2.115+-0.726

d Cover

= =

d

0.04 tm tm -0.18 t m -0.73 tm tm

= = = = = =

2.710 tm 3.212 tm 2.03 tm 7.93 tm -0.41 tm 10.1 tm

= = = = = =

0.468 tm 0.380 tm 1.95 tm 2.09 tm 1.39 tm 2.84 tm

1.5x10.102*10^7/(0.138x1.925x1000x25)

= =

149.61 mm 75 mm

=

1.5x2.841x10^7/0.138x4.6x1000x25

=

51.82 mm

Dia of bar Mu/bd2 Pt. Min pt.

= = =

1.5x10.102*10^7/(1.925x1000x417^2)

= = = =

16 mm 0.45 0.12 0.25


= = =

0.25x1.925x1000x500/100

Mu/bd2 Pt. Min pt.

= = =

1.5x2.841*10^7/(4.6x1000x417^2)


= = =

0.25x4.6x1000x500/100


= =

4.14 m3 165.6 Kg


Peripherail area of block R/F per area R/F in term of area Dia. of bars Area of R/F in One direction no. of bars

= = = = = =

13.77 m2 12.03 Kg/m2 7.66 cm2/m2 12 mm 3.83 cm2 3.39

Peripherail area of block R/F per area R/F in term of area Dia. of bars Area of R/F in One direction no. of bars


In Longitudinal Dir'n

= = =

2406.25 mm2 12 160.42

In Transverse Dir'n Dia of bar

R/F in Foundation Block Block 2

= = = = = = =

16 mm 0.05 0.12 0.25 5750 mm2 29 158.62

Foundation Block 3 3.09 m3 123.68 Kg 10.5 m2 11.78 Kg/m2 12.01 cm2/m2 12 mm 6 cm2 5.31

500 mm 417 mm

Spacing

=

295.14 mm

Spacing

188.32 mm

Block foundation

Recommend Documents