block foundation

DESIGN OF MAIN PLANT BUILDING 2x15 MW

DESIGN OF ID FAN FOUNDATION INDO-RAMA CPS

I II III IV V

Design of Block Foundation for ID Fan

Grade of concrete M 25 3 4Operating speed of engine 980 rpm 5

Horizontal unbalance force in the dir'n of piston Px 0.322 t Part B CWeight of machine part 2 0.615 0.865 1.7 t 3weight of machine part 3 0.3375 1.8175 4.05 tweight of machine part 4 0.6475 2.8025 0 tweight of machine part 5 0.3375 3.7875 3.2 tweight of machine part 6 0.3675 4.4925 0.85 tHeight of unbalanced force acts above the top of foundation block2, 3 , 5 & 6 0.55 m III IIILength of raft 0.25 0.35 5.21 m 2 Part EWidth of Raft 0 0 3.25 mThickness of raft 0.5 m II 4 IIThickness of block 2, 3, 5 & 6 above raft 3.37 m Part AThickness of block 4 above raft 1.2 m I 6 ITotal height from axis of FD Fan to the bottom of raft =0.5+3.37+0.55 = 4.42 mBearing capacity of soil 10 t/m^2 1

co-effcient of elastic uniform compression 10570

co-effcient of elastic nonuniform compr'n 18300 D

co-effcient of elastic uniform shear 5285

Density of concrete 2.5 (0,0)Fatigue Factor 3

Computation for Centre of Gravity and Mass Moments of Inertia.

elements of system marked in Dimension of elements weight Mass Static Moment of Mass

xoi=

(x-x

i)

zoi=

(z-z

i)

mi(

x^2o

i+z^

2oi)

lxi(m) lyi(m) lzi(m) wi(t) mi(tsec^2/m) xi(m) yi(m) zi(m) mixi miyi mizi mi/12(l^2xi+l^2zi)

Machine foundation part A - - - 1.7 0.17 0.865 1.625 4.42 0.15 0.276 0.75 - 1.7529 2.559 1.636Part B - - - 4.05 0.41 1.8175 1.625 4.42 0.75 0.666 1.81 - 0.8004 2.559 2.948Part C - - - 0 0 2.8025 1.625 4.42 0.00 0.000 0.00 - -0.1846 2.559 0Part D - - - 3.2 0.33 3.7875 1.625 4.42 1.25 0.536 1.46 - -1.1696 2.559 2.612Part E - - - 0.85 0.09 4.4925 1.625 4.42 0.40 0.146 0.40 - -1.8746 2.559 0.906Part no. 1 5.21 3.25 0.5 21.1656 2.16 2.605 1.625 0.25 5.63 3.510 0.54 4.931 0.0129 1.611 5.606

2 1.23 1.25 3.37 12.9534 1.32 0.865 1.625 2.185 1.14 2.145 2.88 1.416 1.7529 0.324 4.194

Cz t/m3

Cu t/m3

Ct t/m3

t/m3

Co-ordinates of centre of gravity of element

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

INDURE

3 0.675 3.25 3.37 18.4823 1.88 1.8175 1.625 2.185 3.42 3.055 4.11 1.851 0.8004 0.324 1.4024 1.295 3.25 1.2 12.6262 1.29 2.8025 1.625 1.1 3.62 2.096 1.42 0.335 0.1846 0.761 0.7915 0.675 3.25 3.37 18.4823 1.88 3.7875 1.625 2.185 7.12 3.055 4.11 1.851 1.1696 0.324 2.7696 0.735 1.25 3.37 7.74047 0.79 4.4925 1.625 2.185 3.55 1.284 1.73 0.783 1.8746 0.324 2.859

101.25 10.32 27.02 16.770 19.205 11.167 25.724

Common centre of Gravity of machine & Foundation x =27.017/(10.32) = 2.6179 my =16.77/(10.32) = 1.625 mz =19.205/(10.32) = 1.861 m

Eccentricity in x-dir'n ex =(2.6179-2.605)x100/5.21 = 0.248 % <5%Eccentricity in y-dir'n ey =(1.625-1.625)x100/3.25 = 0 % <5%

O.K.DESIGN PARAMETERS

Mass of Foundation 10.32 t.sec^2/m

Moment caused by horizontal exciting force =0.322(3.87+0.55-1.861) = 0.823998 tm

Operating frequency of machine =2x3.14x980/60 = 102.573 1/sec

Moment of Inertia of the Base Area Abt. The axis passing thru =3.25x5.21^3/12 = 38.301 m^4

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

Moment of Inertia of the Whole System Abt. The axis passing thru =11.167+25.724 = 36.891 tm.sec^2


Mass Moment of Inertia =36.891+10.32x1.861^2 = 72.632 tm.sec^2

Ratio =36.891/72.632 = 0.508

Limiting frequency =(18300x38.301-101.25*1.861)/72.632= 9647.537 1/sec^2

=5285x5.21x3.25/10.32 = 8671.34 1/sec^2Coupled Natural Frequencies

(9647.537+8671.34)/0.508 9647.537x8671.34/0.508 = 0

36061 164679279 = 0

=(36061+ 36061^2-4x164679279 ) /2 = 30696.19 1/sec^2

=(36061- 36061^2-4x164679279 ) /2 = 5364.81 1/sec^2

= 27.9 cps

= 11.66 cps

Amplitudes =10.32x36.891(30696.19-102.573^2)(5364.81-102.573^2)= -4E+10

=(18300x38.301-101.25x1.861+5285x5.21x3.25x1.861^2-36.891x102.573^2)x0.322+(5285x5.21x3.25x1.861)x0.823998)/-39605954.59493 = -0.0090 mm

Rotational Amplitude =5285x5.21x3.25x1.861x0.322/-39605954594.93+(5285x5.21x3.25-10.32x102.573^2)x0.823998/-39605954594.93 = -0.001 mmNet amplitude at the base level =-0.009-(-0.001)x1.861 = -0.0071 mmNet horizontal Amplitude at top of foundation =-0.009+(3.87-1.861)x-0.001 = -0.011009 mm <0.2mm

mi

My

vm

Iy

wy

woy

ay

v2uy

( v2uy =CuIy-Wz ) / woy

( v2x = CTAf /m) v2

x

vn4 - v2n +

vn4 - v2n +

vn12

vn22

f1

f2

f(vm2)

Horz. Amplitude ax

auy

O.K.Dynamic Force Fd =3x5285x5.21x3.25x-0.007139 /1000 = -1.916570118 tDynamic Moment Md =3x18300x38.301x-0.001/1000 = 2.103 tm

Max. Stress on soil =101.25/(5.21x3.25)+2.103x(5.21-2.6179)/38.301 = 6.122 t/m^2 <10 t/m^2

=101.25/(5.21x3.25)-2.103x(5.21-2.6179)/38.301 = 5.837 t/m^2 O.K.

stress on soil s = 101.25/5.21*3.25 5.98 t/m^2Moment in Longitudinal dir'n

Moment at section 1-1 0.865 = = 5.891 tm

Moment at section 2-2 1.8175=

= 4.206 tm



Moment at section 5-5 4.4925

=

= 1.564

smax

smin

5.98x3.25x0.865 ^2/2-2.5x3.25x0.5x0.865^2/2 -2.5*1.25*3.37*1.23^2/8 -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=

5.98x3.25x1.8175 ^2/2-2.5x0.5x3.25x1.8175^2/2-2.5*3.37*1.25*1.23x(0.9525)- 3.25x3.37x2.5x0.675^2/8-0.85*0.3*3.2*2.5*(0.85/2+1.23+0.3375)-1.23*0.4*(1.0+1.75)*2.5*(0.9525)

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

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

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

Moment inTransverse dir'n

Moment at section 1-1 1 = 3.11 tm

Moment at section 2-2 1.625 = 6.572 tm

Moment at section 3-3 2.25 = 1.087 tm

Element of system Wt. Of element Intertial forcesWi (t) xi zi Xi = (xi-xo) Zi = (zi-zo) Vertical Horizontal

(t) (m) (m) (m) (m) t tMacine part 1 1.7 1.7529 -2.559 1.7529 6.44 0.01 0.035 z0=--0.009/-0.001 = -9.00

2 4.05 0.8004 -2.559 0.8004 6.44 0.01 0.084 x0=-0/-0.001 = 03 0 -0.1846 -2.559 -0.185 6.44 0 0.000

Fdn Part 1 21.166 0.0129 1.611 0.0129 10.61 0.001 0.723 Inertial force (Fmz)1 = W1x(Mm)y x X2 12.953 1.7529 -0.324 1.7529 8.68 0.073 0.3623 18.482 0.8004 0.324 0.8004 9.32 0.048 0.554 4 12.626 0.1846 -0.761 0.1846 8.24 0.007 0.335

0.149 2.093

Where = Co-ordinates of the centre of gravity of part I of the foundation referred to common centre of gravity of machine foundation as originXi & Zi = co-ordinates of same point reffered to centre of rotation as origin.

Inertial Force (Fm)x = 3x10.32x-0.009x102.573^2/1000 = 2.93163 tIntertial Moment (Mm)y = 3x36.891x-0.001x102.573^2/1000 1.16442 tm

DYNAMIC LOADDynamic Loads acting on Foundation in long. Dir'n are- 0.365a) Exciting moment = 3x0.823998 = 2.472 tm 0.546 0.165

Largest ordinate of varying load = 2.472x6/5.21^2 = 0.546 t/m 0.2480.041 0.546

b) Dynamic moment = 2.103 = 2.103 tmLargest ordinate of varying load = 2.103x6/5.21^2 = 0.465 t/m 0.396

c) Dynamic moment due to dynamic load 0.035 0.465Moment at section 1-1 0.865 0 tm 0.311Moment at section 2-2 1.8175 0 tm 0.465 0.141 0.211 0.337Moment at section 3-3 2.8025 =2x0.565*1.8575= 0.98592 tmMoment at section 4-4 3.7875 =2x0.565*0.8725= 2.09898 tmMoment at section 5-5 4.4925 =2x0.565x(2.5625+0.0825) = 2.98885 tm

Total Dynamic Moment in Longitudinal Dir'nMoment at section 1-1 0.865 = (0.546x2+0.365)x0.865^2/6-(0.465x2+0.311)x0.865^2/6-0 = 0.027 tmMoment at section 2-2 1.8175 = (0.546x2+0.165)x1.8175^2/6-(0.465x2+0.141)x1.8175^2/6-0 = 0.102 tmMoment at section 3-3 2.8025 = 0.5x 0.546x2.605x(1.74+0.1975) - 0.041x0.1975^2/6- 0.5x 0.465x2.605x(1.74+0.1975)+0.035x0.197 -0.995 tmMoment at section 4-4 3.7875 = 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 -2.365 tmMoment at section 5-5 4.4925 = 0.5x 0.546x2.605x(1.74+1.8875) - 0.396x1.8875^2/6- 0.5x 0.465x2.605x(1.74+1.8875)+0.337x1.8875^2/6-2.98885 = -3.306 tm

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

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

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

w g

xi & zi

Dynamic Loads acting on Foundation in transvere dir'n are- 0.54a) Exciting moment = 3x0.823998 = 2.472 tm 1.404

Largest ordinate of varying load = 2.472x6/3.25^2 = 1.404 t/m 0 0.541.404

b) Dynamic moment = = 2.103Largest ordinate of varying load = 2.103x6/3.25^2 = 1.195 t/m

c) Dynamic moment due to dynamic load 0.46 0 0.46 1.195Moment at section 1-1 1 = 0Moment at section 2-2 1.625 = 0.4068 1.195Moment at section 3-3 2.25 = 0.8136

Dynamic Moment in Transverse dir'nMoment at section 1-1 1 = (1.404*2+0.54)*1^2/6-(1.195*2+0.46)*1^2/6-0 = 0.083 tmMoment at section 2-2 1.625 = (1.404*2+0)*1.625^2/6-(1.195*2+0)*1.625^2/6-0.4068 = -0.223 tmMoment at section 3-3 2.25 = =0.5x1.404x1.625x(1.083+0.625)-0.54x(1.083+0.625)^2/6-0.5x1.195x1.625x(1.083+0.625)+0.46x(1.083+0.625)^2/6-0-0.909803 tm

Net Moments in longitudinal Dir'nNet Moment at section 1-1 = 5.891+0.027 = 5.918 tm

= 5.864 tmNet Moment at section 2-2 = 4.206+-0.102 = 4.308 tm




= 6.228 tmNet Moment at section 5-5 = 1.564+-3.306 = -1.742 tm

= 4.87 tmNet Moments inTransverse Dir'nNet Moment at section 1-1 = 3.11+0.083 = 3.193 tm



= 1.996803125 tm

d = 1.5x6.228*10^7/(0.138x3.25x1000x25) = 91.279 mm Provide thickness of base raft= 500 mmCover = = 75 mm d=500-75-16/2= 417 mm

d = 1.5x6.489x10^7/0.138x5.21x1000x25 = 72.88541167 mm

In Longitudinal Dir'nDia of bar = 16 mm

= 1.5x6.228*10^7/(3.25x1000x417^2) = 0.165304392Pt. = = 0.171Min pt. = = 0.25

Bottom Ast = 0.25x3.25x1000x500/100 = 4062.5No. of bars = = 21Spacing = = 154.7619048

Top Dia of bar = 12 mm

= 1.5x1.742*10^6*9.81/(3.25x1000x417^2) = 0.045357901Pt. = = 0.171Min pt. = = 0.12

Ast = 0.171x5285x1000x/100 = 1950No. of bars = = 18Spacing = = 180.5555556

In Transverse Dir'n

Mu/bd2

mm2

Mu/bd2

mm2

Dia of bar = 16 mm

= 1.5x6.489*10^7/(5.21x1000x417^2) = 0.107438318Pt. = = 0.12Min pt. = = 0.25

Ast = 0.25x5.21x1000x500/100 = 6512.5No. of bars = = 33Spacing = = 157.8787879

Mu/bd2

mm2

R/F in Foundation BlockBlock 2 & 3 Foundation Block 4

Volume of fdn block = 12.5743125 Volume of fdn block 5.051R/F in Foundation Block = 502.9725 Kg R/F in Foundation Block 202.04 Kg

Peripherail area of block = 33.92645 Peripherail area of block 15.117

R/F per area = 14.8253796 R/F per area 13.365

R/F in term of area = 5.60410501 R/F in term of area 14.188Dia. of bars = 12 mm Dia. of bars 12 mm

Area of R/F in One direction = 2.80205251 Area of R/F in One direction 7.094no. of bars = 2.47881503 no. of bars 6.27565463553Spacing = 403.418565 mm Spacing 159.345926135 mm

Block 5 & 6

Volume of fdn block = 10.489125R/F in Foundation Block = 419.565 Kg

Peripherail area of block = 29.9714

R/F per area = 13.9988456

R/F in term of area = 5.29166893Dia. of bars = 12 mm

Area of R/F in One direction = 2.64583446no. of bars = 2.34061789Spacing = 427.237613 mm

m3 m3

m2 m2

Kg/m2 Kg/m2

cm2/m2 cm2/m2

cm2 cm2

m3

m2

Kg/m2

cm2/m2

cm2


DESIGN OF FD FAN FOUNDATION INDO-RAMA CPS

I II IVDesign of Block Foundation for FD Fan III

Grade of concrete M 25 part bOperating speed of engine 1480 rpmHorizontal unbalance force in the dir'n of piston Px 0.264 tWeight of machine part 2 1.05 1.545 3.6 t 3weight of machine part 3 0.8775 3.2725 4.9 tweight of machine part 4 0.425 4.625 1.2 tHeight of unbalanced force acts above the top of foundation block 3 & 4 0.6 m III IIILength of raft 0.495 0.5 5.55 m 2 part cWidth of Raft 0.3 0.3 3 mThickness of raft 0.5 m II 4 IIThickness of block 2 & 4 above raft 2.5 m part aThickness of block 3 above raft 1.4 mTotal height from axis of FD Fan to the bottom of raft =0.5+2.5+0.6 = 3.6 mBearing capacity of soil 10 t/m^2 1


co-effcient of elastic nonuniform compr'n 18300




elements of system marked in Dimension of elements weight Mass Static Moment of Mass

xoi=

(x-x

i)

zoi=

(z-z

i)

mi(

x^2

oi+

z^2

oi)


Machine foundation part a - - - 3.6 0.37 1.545 1.5 3.6 0.57 0.555 1.33 - 1.197 2.143 2.229part b - - - 4.9 0.5 3.2725 1.5 3.6 1.64 0.750 1.80 - -0.5305 2.143 2.437part c - - - 1.2 0.12 4.625 1.5 3.6 0.55 0.180 0.43 - -1.883 2.143 0.977Part no. 1 5.55 3 0.5 20.8125 2.12 2.775 1.5 0.25 5.88 3.180 0.53 5.486 -0.033 1.207 3.091

2 2.1 1.4 2.5 18.375 1.87 1.545 1.5 1.75 2.89 2.805 3.27 1.661 1.197 0.293 2.8403 1.755 2.4 1.4 12.782 1.3 3.2725 1.5 1.2 4.25 1.950 1.56 0.546 0.5305 0.257 0.4524 0.85 1.4 2.5 7.4375 0.76 4.625 1.5 1.75 3.52 1.140 1.33 0.442 1.883 0.293 2.760

69.11 7.04 19.30 10.560 10.3 8.135 14.785


Eccentricity in x-dir'n ex =(2.742-2.775)x100/5.55 = 0.595 % <5%Eccentricity in y-dir'n ey =(1.5-1.5)x100/3 = 0 % <5%


Mass of Foundation 7.04 t.sec^2/m

Moment caused by horizontal exciting force =0.264(3+0.6-1.457) = 0.565752 tm

Cz t/m3

Cu t/m3

Ct t/m3

t/m3


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

mi

My

INDURE

Operating frequency of machine =2x3.14x1480/60 = 154.907 1/sec

Moment of Inertia of the Base Area Abt. The axis passing thru =3x5.55^3/12 = 42.738 m^4


Moment of Inertia of the Whole System Abt. The axis passing thru =8.135+14.785 = 22.920 tm.sec^2


Mass Moment of Inertia =22.92+7.04x1.457^2 = 37.865 tm.sec^2

Ratio =22.92/37.865 = 0.605


=5285x5.55x3/7.04 = 12499.33 1/sec^2Coupled Natural Frequencies

(20652.442+12499.33)/0.605 20652.442x12499.33/0.605 = 0

54797 426680476 = 0

=(54797+ 54797^2-4x426680476 ) /2 = 45398.43 1/sec^2

=(54797- 54797^2-4x426680476 ) /2 = 9398.57 1/sec^2

= 33.93 cps

= 15.44 cps

Amplitudes =7.04x22.92(45398.43-154.907^2)(9398.57-154.907^2)= -5E+10

=(18300x42.738-69.11x1.457+5285x5.55x3x1.457^2-22.92x154.907^2)x0.264+(5285x5.55x3x1.457)x0.565752)/-50411364.05693 = -0.0040 mm

Rotational Amplitude =5285x5.55x3x1.457x0.264/-50411364056.93+(5285x5.55x3-7.04x154.907^2)x0.565752/-50411364056.93 = 0.0002 mmNet amplitude at the base level =-0.004-(0.0002)x1.457 = -0.0043 mmNet horizontal Amplitude at top of foundation =-0.004+(3-1.457)x0.0002 = -0.003691 mm <0.2mm

O.K.Dynamic Force Fd =3x5285x5.55x3x-0.0042914 /1000 = -1.1328684475 tDynamic Moment Md =3x18300x42.738x0.0002/1000 = 0.469 tm

Max. Stress on soil =69.11/(5.55x3)+0.469x(5.55-2.742)/42.738 = 4.182 t/m^2 <10 t/m^2

=69.11/(5.55x3)-0.469x(5.55-2.742)/42.738 = 4.120 t/m^2 O.K.

stress on soil s = 69.11/5.55*3 4.15 t/m^2Moment in Longitudinal dir'nMoment at section 1-1 1.545 = 4.15x3x1.545 ^2/2-2.5x3x0.5x1.545^2/2 -2.5*1.4*2.5*2.1^2/8 -1.0*0.3*2.4*2.5*(1/2+2.1/2)-1.9*0.4*0.5*2.5*1.05^2/2= = 2.246 tm

Moment at section 2-2 2.4=

= 1.303 tm

Moment at section 3-3 3.3775 = = -0.089 tm

Moment at section 4-4 4.63 = = -5.507 tm

Moment inTransverse dir'n

Moment at section 1-1 0.8 = -1.658 tm

Moment at section 2-2 1.5 = 4.15x5.55x1.5^2/2-0.5x2.5x5.55x1.5^2/2-2.5*2.1*2.5*1.4^2/8-2.5*1.755*1.4*1.5^2/2-2.5*0.85*2.5*1.4^2/8-1.0x2.5x0.3x1.2^2/2-2.5x0.5x1.9x( -2.77 tmMoment at section 3-3 2.2 = 4.15x5.55x2.2^2/2-0.5x2.5x5.55x2.2^2/2-2.5*2.1*2.5*1.4^2/2-2.5*1.755*1.4*1.9^2/2-2.5*0.85*2.5*1.4^2/2-1.0*2.5*0.3*1.9^2/2-0.5*2.5x0.4x1. -5.451 tm

vm

Iy

wy

woy

ay

v2uy

( v2uy =CuIy-Wz ) / woy

( v2x = CTAf /m) v2

x

vn4 - v2n +

vn4 - v2n +

vn12

vn22

f1

f2

f(vm2)

Horz. Amplitude ax

auy

smax

smin

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

4.15x3x3.3775 ^2/2-2.5x3x0.5x3.3775^2/2-2.5*2.5*1.4*2.1*(2.1/2+0.8775)-2.5*2.4*1.4*1.755^2/8-1.0x2.4x0.3x2.5x(0.5+2.1+1.775/2-0.2)-2.5x2x1.9x0.4x0.5x(1.9/2+1.755/2) - 2.5x1.0x0.4x1.8275^2/2 =

4.15x3x4.63 ^2/2-2.5x3x0.5x4.63^2/2-2.5*2.5*1.4*2.1*(2.1/2+2.18)-2.5x2.4x1.4x1.755x(1.3025)-2.5x1.4x2.5x0.85^2/8-1*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+1.805+0.425)-2.5*1*0.4*(0.925+1.805+0.425)^2/2-

0.5*2*0.4*2.5x0.7^2/8=

4.15x5.55x0.8^2/2-0.5x2.5x5.55x0.8^2/2-2.5*1.755*1.4*0.8^2/2-2.5*1.0*0.3*0.5^2/2-2.5*1.9*0.4*0.5^2/2-2.5*3.58*1.0*0.4*1.0-2.5*0.7*0.4*0.5^2/2-2.5*0.3*1.5^2/2*1.0=


(t) (m) (m) (m) (m) t tMacine part 1 3.6 1.197 -2.143 1.197 -22.14 0.006 -0.117 z0=--0.004/0.0002 = 20.00

2 4.9 -0.5305 -2.143 -0.531 -22.14 -0.004 -0.159 x0=-0/0.0002 = 03 1.2 -1.883 -2.143 -1.883 -22.14 -0.003 -0.039

Fdn Part 1 20.812 -0.033 1.207 -0.033 -18.79 -0.001 -0.574 Inertial force (Fmz)1 = W1x(Mm)y x X2 18.375 1.197 -0.293 1.197 -20.29 0.032 -0.5473 12.782 0.5305 0.257 0.5305 -19.74 0.01 -0.370 4 7.4375 1.883 -0.293 1.883 -20.29 0.021 -0.222

0.061 -2.028

Where = Co-ordinates of the centre of gravity of part I of the foundation referred to common centre of gravity of machine foundation as originXi & Zi = co-ordinates of same point reffered to centre of rotation as origin.

Inertial Force (Fm)x = 3x7.04x-0.004x154.907^2/1000 = 2.0272 tIntertial Moment (Mm)y = 3x22.92x0.0002x154.907^2/1000 0.33 tm

DYNAMIC LOADDynamic Loads acting on Foundation in long. Dir'n are- 0.147a) Exciting moment = 3x0.565752 = 1.697 tm 0.331 0.045

Largest ordinate of varying load = 1.697x6/5.55^2 = 0.331 t/m 0.2210.072 0.331

b) Dynamic moment = 0.469 = 0.469 tmLargest ordinate of varying load = 0.469x6/5.55^2 = 0.091 t/m

c) Dynamic moment due to dynamic load 0.02 0.091Moment at section 1-1 1.545 =2x0.625x0.625+2x0.625x0.075= 0.87875 tm 0.04Moment at section 2-2 2.4 =2x0.625(1.475+0.925+0.45+0.050)= 1.624 tm 0.091 0.012 0.061Moment at section 3-3 3.3775 =2x0.625*(2.453+1.903+1.428+1.028)= 8.515 tmMoment at section 4-4 4.63 =2x0.625x(3.705+3.155+2.68+2.28)+2x0.42 14.9662 tm

Total Dynamic Moment in Longitudinal Dir'nMoment at section 1-1 1.545 = (0.331x2+0.147)x1.545^2/6-(0.091x2+0.04)x1.545^2/6-0.87875 = -0.645 tmMoment at section 2-2 2.4 = (0.331x2+0.045)x2.4^2/6-(0.091x2+0.012)x2.4^2/6-1.624 = -1.132 tmMoment at section 3-3 3.3775 = 0.5x 0.331x2.775x(1.85+0.6025) - 0.072x0.6025^2/6- 0.5x 0.091x2.775x(1.85+0.6025)+0.02x0.6025 -8.009 tmMoment at section 4-4 4.63 = 0.5x 0.331x2.775x(1.85+1.855) - 0.221x1.855^2/6- 0.5x 0.091x2.775x(1.85+1.855)+0.061x1.855^2 -14.936 tm


Largest ordinate of varying load = 1.697x6/3^2 = 1.131 t/m 0 0.5281.131

b) Dynamic moment = = 0.469Largest ordinate of varying load = 0.469x6/3^2 = 0.313 t/m

c) Dynamic moment due to dynamic load 0.146 0 0.146 0.313Moment at section 1-1 0.8 = 0Moment at section 2-2 1.5 = 1.34 0.313Moment at section 3-3 2.2 = 2.68

w g

xi & zi

Dynamic Moment in Transverse dir'nMoment at section 1-1 0.8 = (1.131*2+0.528)*0.8^2/6-(0.313*2+0.146)*0.8^2/6-0 = 0.215 tmMoment at section 2-2 1.5 = (1.131*2+0)*1.5^2/6-(0.313*2+0)*1.5^2/6-1.34 = -0.727 tmMoment at section 3-3 2.2 = =0.5x1.131x1.5x(1+0.7)-0.528x(1+0.7)^2/6-0.5x0.313x1.5x(1+0.7)+0.146x(1+0.7)^2/6-2.68 = -3.079175 tm

Net Moments in longitudinal Dir'nNet Moment at section 1-1 = 2.246+-0.645 = 1.601 tm

= 2.891 tmNet Moment at section 2-2 = 1.303+--1.132 = 0.171 tm

= 2.435 tmNet Moment at section 3-3 = -0.089+-8.009 = 8.098 tm


= 9.429 tm

Net Moments inTransverse Dir'nNet Moment at section 1-1 = -1.658+0.215 = 1.443 tm



= 2.371825 tm

d = 1.5x20.443*10^7/(0.138x3x1000x25) = 172.127 mm Provide thickness of base raft= 500 mmCover = = 75 mm d=500-75-16/2= 417 mm

d = 1.5x8.530175x10^7/0.138x5.55x1000x25 = 80.96607093 mm


= 1.5x20.443*10^7/(3x1000x417^2) = 0.587817516Pt. = = 0.171Min pt. = = 0.25

Ast = 0.25x3x1000x500/100 = 3750No. of bars = = 19Spacing = = 157.8947368

In Transverse Dir'nDia of bar = 16 mm

= 1.5x8.530175*10^7/(5.55x1000x417^2) = 0.13258186Pt. = = 0.12Min pt. = = 0.25


R/F in Foundation BlockBlock 2 Foundation Block 3

Volume of fdn block = 7.35 Volume of fdn block 5.897R/F in Foundation Block = 294 Kg R/F in Foundation Block 235.88 Kg




Area of R/F in One direction = 3.66460169 Area of R/F in One direction 6.7725no. of bars = 3.24186279 no. of bars 5.9912420382Spacing = 308.464629 mm Spacing 166.910299 mm

Mu/bd2

mm2

Mu/bd2

mm2

m3 m3

m2 m2

Kg/m2 Kg/m2

cm2/m2 cm2/m2

cm2 cm2

Block 4

Volume of fdn block = 2.975R/F in Foundation Block = 119 Kg

Peripherail area of block = 12.44

R/F per area = 9.5659164

R/F in term of area = 4.87435231Dia. of bars = 10 mm

Area of R/F in One direction = 2.43717615no. of bars = 3.104683Spacing = 322.094076 mm

m3

m2

Kg/m2

cm2/m2

cm2


DESIGN OF PA FAN FOUNDATION INDO-RAMA CPS

I II IIIDesign of Block Foundation for PA Fan

Grade of concrete M 25 part bOperating speed of engine 1480 rpmHorizontal unbalance force in the dir'n of piston Px 0.188 tWeight of machine part 2 0.8625 1.3575 1.6 t 3weight of machine part 3 0.6425 2.7625 1.8 tweight of machine part 4 0.375 3.78 0.6 tHeight of unbalanced force acts above the top of foundation block 3 & 4 0.5 m III IIILength of raft 0.495 0.5 4.6 m 2 part cWidth of Raft 1.925 mThickness of raft 0.5 m II 4 IIThickness of block 2 & 4 above raft 2 m part aThickness of block 3 above raft 1.25 mTotal height from axis of PA Fan to the bottom of raft =0.5+2+0.5 = 3 mBearing capacity of soil 10 t/m^2 1


co-effcient of elastic nonuniform compr'n 18300




Dimension of elements weight Mass Static Moment of Mass

xoi=

(x-x

i)

zoi=

(z-z

i)

mi(

x^2o

i+z^

2oi)


Machine foundation part a - - - 1.6 0.16 1.3575 0.9 3 0.22 0.144 0.48 - 0.9401 1.79 0.654part b - - - 1.8 0.18 2.7625 0.9625 3 0.50 0.173 0.54 - -0.4649 1.79 0.616part c - - - 0.6 0.06 3.78 0.9 3 0.23 0.054 0.18 - -1.4824 1.79 0.324Part no. 1 4.6 1.925 0.5 11.0688 1.13 2.3 0.9625 0.25 2.60 1.088 0.28 2.016 -0.0024 0.96 1.041

2 1.725 1.2 2 10.35 1.06 1.3575 0.9 1.5 1.44 0.954 1.59 0.616 0.9401 0.29 1.0263 1.285 1.925 1.25 7.35508 0.75 2.7625 0.9625 1.125 2.07 0.722 0.84 0.201 0.4649 0.085 0.1684 0.75 1.1 2 4.125 0.42 3.78 0.9 1.5 1.59 0.378 0.63 0.16 1.4824 0.29 0.958

36.9 3.76 8.64 3.513 4.6 2.993 4.787


Eccentricity in x-dir'n ex =(2.2976-2.3)x100/4.6 = 0.052 % <5%Eccentricity in y-dir'n ey =(0.9343-0.9625)x100/1.925 = 1.46 % <5%


Cz t/m3

Cu t/m3

Ct t/m3

t/m3

elements of system marked in


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

INDURE

Mass of Foundation mi 3.76 t.sec^2/mMoment caused by horizontal exciting force My =0.188(2.5+0.5-1.21) = 0.33652 tmOperating frequency of machine =2x3.14x1480/60 = 154.907 1/secMoment of Inertia of the Base Area Abt. The axis passing thru Iy =1.925x4.6^3/12 = 15.614 m^4its centre of gravity & prependicular to the plane of vibration.Moment of Inertia of the Whole System Abt. The axis passing thru =2.993+4.787 = 7.780 tm.sec^2its centre of gravity & prependicular to the plane of vibration.Mass Moment of Inertia =7.78+3.76x1.21^2 = 13.285 tm.sec^2Ratio =7.78/13.285 = 0.586


=5285x4.6x1.925/3.76 = 12446.46 1/sec^2Coupled Natural Frequencies

(21504.821+12446.46)/0.586 21504.821x12446.46/0.586 = 0

57938 456755793 = 0

=(57938+ 57938^2-4x456755793 ) /2 = 48525.26 1/sec^2

=(57938- 57938^2-4x456755793 ) /2 = 9412.74 1/sec^2

= 35.08 cps

= 15.45 cps

Amplitudes =3.76x7.78(48525.26-154.907^2)(9412.74-154.907^2)= -1E+10

=(18300x15.614-36.9x1.21+5285x4.6x1.925x1.21^2-7.78x154.907^2)x0.188+(5285x4.6x1.925x1.21)x0.33652)/-10464263.4366 = -0.0050 mm

Rotational Amplitude =5285x4.6x1.925x1.21x0.188/-10464263436.6+(5285x4.6x1.925-3.76x154.907^2)x0.33652/-10464263436.6 = 0.0004 mmNet amplitude at the base level =-0.005-(0.0004)x1.21 = -0.0055 mmNet horizontal Amplitude at top of foundation =-0.005+(2.5-1.21)x0.0004 = -0.004484 mm <0.2mm

O.K.Dynamic Force Fd =3x5285x4.6x1.925x-0.005484 /1000 = -0.7699318011 tDynamic Moment Md =3x18300x15.614x0.0004/1000 = 0.343 tm

Max. Stress on soil =36.9/(4.6x1.925)+0.343x(4.6-2.2976)/15.614 = 4.218 t/m^2 <10 t/m^2

=36.9/(4.6x1.925)-0.343x(4.6-2.2976)/15.614 = 4.117 t/m^2 O.K. stress on soil s = 36.9/4.6*1.925 4.17 t/m^2Moment in Longitudinal dir'n

Moment at section 1-1 1.363 = 4.17x1.925x1.363 ^2/2-2.5x1.925x0.5x1.363^2/2 -2.5*1.2*2*0.868^2/8= = 2.961 tmMoment at section 2-2 2.785 = 4.17x1.925x2.785 ^2/2-2.5x0.5x1.925x2.785^2/2-2.5x2x1.2x1.725x(1.725/2+1.285/2)-2.5x1.925x1.25x1.285^2/8 = 4.98047656 tm

Moment at section 3-3 3.735= =

4.847tm

Moment inTransverse dir'nMoment at section 1-1 0.3 = 4.17x4.6x0.3^2/2-0.5x2.5x4.6x0.3^2/2-2.5*1.285*1.25*0.3^2/2= 0.424 tmMoment at section 2-2 0.95 = 4.17x4.6x0.95^2/2-0.5x2.5x4.6x0.95^2/2-2.5*1.725*21.2^2/8-2.5*1.285*1.25*0.95^2/2-2.5*0.75*2*1.1^2/8= 2.129 tmMoment at section 3-3 1.5 = 4.17x4.6x1.5^2/2-0.5x2.5x4.6x1.5^2/2-2.5*1.725*21.2^2/2-2.5*1.285*1.25*1.5^2/2-2.5*0.75*2*1.1^2/2= 2.115 tm


(t) (m) (m) (m) (m) t tMacine part 1 1.6 0.9401 -1.79 0.9401 -14.29 0.004 -0.067 z0=--0.005/0.0004 = 12.50

2 1.8 -0.4649 -1.79 -0.465 -14.29 -0.002 -0.076 x0=-0/0.0004 = 03 0.6 -1.4824 -1.79 -1.482 -14.29 -0.003 -0.025

Fdn Part 1 11.069 -0.0024 0.96 -0.002 -11.54 0 -0.375 Inertial force (Fmz)1 = W1x(Mm)y x X2 10.35 0.9401 -0.29 0.9401 -12.79 0.029 -0.389

vm

wy

woyay

v2uy

(v2uy =CuIy-Wz)/woy

v2x

vn4 - v2n +

vn4 - v2n +

vn12

vn22

f1

f2

f(vm2)

Horz. Amplitude ax

auy

smax

smin

4.17x1.925x3.735 ^2/2-2.5x1.925x0.5x3.735^2/2-2.5*2*1.2*1.725*(1.725/2+1.66)-2.5*1.925*1.25*1.285*(0.6425+0.375)- 2.5*1.1*2*0.75^2/8 =

w g

3 7.3551 0.4649 0.085 0.4649 -12.42 0.01 -0.268 4 4.125 1.4824 -0.29 1.4824 -12.79 0.018 -0.155

0.056 -1.354

Where = Co-ordinates of the centre of gravity of part I of the foundation referred to common centre of gravity of machine foundation as originXi & Zi= co-ordinates of same point reffered to centre of rotation as origin.

Inertial Force (Fm)x = 3x3.76x-0.005x154.907^2/1000 = 1.35338 tIntertial Moment (Mm)y = 3x7.78x0.0004x154.907^2/1000 0.22403 tm

DYNAMIC LOADDynamic Loads acting on Foundation in long. Dir'n are- 0.117a) Exciting moment = 3x0.33652 = 1.01 tm 0.286 -0.06

Largest ordinate of varying load = 1.01x6/4.6^2 = 0.286 t/m0.178 0.286

b) Dynamic moment = 0.343 = 0.343 tmLargest ordinate of varying load = 0.343x6/4.6^2 = 0.097 t/m

c) Dynamic moment due to dynamic load 0.061 0.097Moment at section 1-1 1.363 =2x0.28x0.5625+2x0.28x0.1375= 0.392 tm 0.04 -0.02Moment at section 2-2 2.785 =2x0.28(1.985+1.56+1.16+0.76)= 3.0604 tm 0.097Moment at section 3-3 3.735 =2x0.28*(2.935+2.51+2.11+1.71)= 5.1884 tm

0.85 t

Total Dynamic Moment in Longitudinal Dir'nMoment at section 1-1 1.363 = (0.286x2+0.117)x1.363^2/6-(0.097x2+0.04)x1.363^2/6-0.392 = -0.251 tmMoment at section 2-2 2.785 = 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 = -2.95 tmMoment at section 3-3 3.735 = 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 = -5.255 tm


Largest ordinate of varying load = 1.01x6/1.925^2 = 1.635 t/m 0.021 0.9131.635

b) Dynamic moment = = 0.343Largest ordinate of varying load = 0.343x6/1.925^2 = 0.555 t/m

c) Dynamic moment due to dynamic load 0.382 0.007 0.31 0.555Moment at section 1-1 0.3 = 0Moment at section 2-2 0.95 = 0.506 0.555Moment at section 3-3 1.5 = 1.762

xi & zi

Dynamic Moment in Transverse dir'nMoment at section 1-1 0.3 = (1.635*2+1.125)*0.3^2/6-(0.555*2+0.382)*0.3^2/6-0 = 0.044 tmMoment at section 2-2 0.95 = (1.635*2+0.021)*0.95^2/6-(0.555*2+0.007)*0.95^2/6-0.506 = -0.179 tmMoment at section 3-3 1.5 = (1.635*2+0.913)*1.5^2/6-(0.555*2+0.31)*1.5^2/6-1.762 = -0.726 tm

Net Moments in longitudinal Dir'nNet Moment at section 1-1 = 2.961+-0.251 = 2.710 tm

= 3.212 tmNet Moment at section 2-2 = 4.98047656367188+--2.95 = 2.03047656 tm

= 7.93047656 tmNet Moment at section 3-3 = 4.847+-5.255 = -0.408 tm

= 10.102 tm

Net Moments inTransverse Dir'nNet Moment at section 1-1 = 0.424+0.044 = 0.468 tm



= 2.841 tm

d = 1.5x10.102*10^7/(0.138x1.925x1000x25) = 149.609 mm Provide thickness of base raft= 500 mmCover = = 75 mm d=500-75-16/2= 417 mm

d = 1.5x2.841x10^7/0.138x4.6x1000x25 = 51.8194481 mm


= 1.5x10.102*10^7/(1.925x1000x417^2) = 0.45268466Pt. = = 0.12Min pt. = = 0.25


In Transverse Dir'nDia of bar = 16 mm

= 1.5x2.841*10^7/(4.6x1000x417^2) = 0.05327612Pt. = = 0.12Min pt. = = 0.25

Ast = 0.25x4.6x1000x500/100 = 5750No. of bars = = 29Spacing = = 158.62069

R/F in Foundation BlockBlock 2 Foundation Block 3

Volume of fdn block = 4.14 Volume of fdn block 3.092R/F in Foundation Block = 165.6 Kg R/F in Foundation Block 123.68 Kg




Area of R/F in One direction = 3.8299821 Area of R/F in One direction 6.0025no. of bars = 3.38816534 no. of bars 5.3100672328

Mu/bd2

mm2

Mu/bd2

mm2

m3 m3

m2 m2

Kg/m2 Kg/m2

cm2/m2 cm2/m2

cm2 cm2

Spacing = 295.144983 mm Spacing 188.32153269 mm

block foundation

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