Transformator Foundation

8/13/2019 Transformator Foundation

1/109

Dimension :

length x wide x height = 5400 x 3500 x 3800 mm

Own Weight :

Total = 26 ton

Oil = 8.3 ton

17.7 ton

Dimension Loading Configuration :

5400

Live Load :

Earthquake Loading (SF = 1)

F = 0.2 x mass

F = 5.2 ton

Control by Earthquake Condition : Longitude Direction

1600

1000 2250 2250 1000 2000

CALCULATION TRANSFORMATER FOUNDATIO

Transport =

27002700

H

V

e

i

i

1500


2/109

Compressio

Total Load p

Control by Earthquake Condition : Transverse Direction

V = 26 ton

H = 5.2 ton

M = 8.32 tm = 8320.00

Ly1 =

Ly2 =

Ly3 =

Compression Pile= M x Ly = 12,480.00

2 x SLy2

13.5

Total Load perPile= 51187.5 + 924.44

6

Check on Combination friction piling condition

by leveling class condition.(S4)

- 1. =====> C =

600

- 2. =====> C =

200

- 3. =====> C =

600

- 4. =====> C =

200

Circumference of concrete pile D.30 = p. x 30 = 94.2478 cm

( 9 - 11) m (1400-1200) =

( 11 - 17) m (2600-1400) =

( 17 - 19) m (3000-2600) =

H x h =

( 3 - 9) m (1200-600) =

45003000


3/109


4/109

P pons = 0.89 kg/cm2

P pons < tbu = 8 kg/cm2 OK.


5/109

3800

1600

3500

V = 26 ton e = 420 mm

H = 5.2 ton

M = 19.24 tm = 19,240.00 kgm

Concrete Pile Cap weight = 51187.5 kg

Lx1 = 2.25 m Lx12 = 5.0625

N I

H x h + V x e =

1750 1750


6/109

Lx2 = 2.25 m Lx22 = 5.0625

SL22 = 10.125

Pile= M x Lx = 43,290.00 = 2,137.78 kg

2 x SLx2 20.25

rPile= 51187.5 + 2,137.78 = 10,669.03 kg OK!

6

kgm

1.5 m Ly12 = 2.25

1.5 m Ly22 = 2.25

1.5 m Ly32 = 2.25

SLy2 = 6.75

= 924.44 kg

= 9,455.69 kg OK!

1.00 kg/cm2

1.00 kg/cm2

2.00 kg/cm2

2.00 kg/cm2


7/109

kg/cm2

706.858 cm2

= 47,123.89 kg

10,669.03 kg

2. =

Pend bear > Total Load at per Pile =


8/109

ht =70

ht/2

a

ht/2


9/109

CB. Support

Vertical Load :

W eq = Weight of equipment =

W hm = Weight of Human Load & tools =

W sp = Weight of support structure =

Traction Load : during operationed

V tr up = Upward (vertical) =

V tr dwn = Downward (vertical) =

H trm y=

H trm x=

H trm z=l load on terminal Vert dir =

H trmyd =load terminal & dyn Long dir =

H trmxd =

H trmzd =

Lateral load terminal & dyn Trans dir =

Lateral load terminal & dyn Vert dir =

ateral load on terminal Long dir =ateral load on terminal Long dir =

Lateral load on terminal Trans dir =


10/109

Wind Load :

Wind load at equipment = 60

Wind load at Structure = 60

H w.e = Wind on equipment =

H w.sp = Wind on support Long =

Wind on support Trns =

Seismic Load :

Seismic Load Factor = 0.2

H eq.e = for Equipment =

H eq.hm = for Human & Tools =

H eq.sp = for Support & Structure =

Own

H trm z


11/109

1798 H tr

1170

2200

V tr


12/109

Own

300

1798

899

H w.e


13/109

2200

300

Working Stress :

Own weight + Tracking Load

Moment due to

M = 3

S = 3

Moment due to

M = 3

Horizontal load Long

Horizontal load Long

Horizontal load Trans

Shear force due to

H w.sp


14/109

S = 3

Vertical load :

V = (

Own weight + Wind Condition

Moment due to

M = 3

= 2633

Shear force due to

S = 3

Moment due to

M = 3

= 2085

Shear force due to

S = 3

Vertical load :

V = (

Horizontal load TransShear force due to

Wind Horizontal load Lo

Wind Horizontal load Lo

Wind Horizontal load Tr

Wind Horizontal load Tr


15/109

Own weight + Earthquake Condition

Moment due to

M = 3 x ( 126 x= ####

Shear force due to

S = 3

Moment due to

M = 3 x ( 126 x

= ####

Shear force due to

S = 3

Vertical load :

V = (

Reaction on Base Member :

Axial Force due Long dir for Normal Co

Axial Force due Long dir for Normal Co

Seismic load Long (

Seismic load (y-

Seismic load Trans (x-x)

Seismic load Trans (x-x)


16/109

Axial Force dueTrnsv dir for Normal Co

Axial Force dueTrnsv dir for Normal Co

Axial Force due Long dir for Earthquake

Axial Force due Long dir for Earthquake

Axial Force due Trnsv dir for Earthquake

Axial Force due Trnsv dir for Earthquake

Control Reinforcement (due to Earthquake Con

Check steel pipe dia 6"

M = 5,454.066 Kgm

P = 7,376.34 Kg

Lk = 190 cm

F = 25.16 cm2

ix = 5.67 cm

lg = #####

l = #####

ls = 0.308


17/109

Strenght of steel = w P + F W

1798


18/109

2200

Controle Anchor Bolt :

Tension at base member

Round section of anchor

Strength of bolt against te

Design Length of anchor bolt

P tens


19/109

L

Conclusion Reaction Force :

During Horizontal Wind Condition

V = 7935.09 Kg

Mx = 5454.07 Kgm

Sx = 2627.83 Kg

2000


20/109

1200

Weight of Concrete= ( 0.5 x

Weight of Soil = ( 4 x

1/6

1/6

Bearing Capacity of Foundation x-

Bearing Capacity of Foundation =

=

Moment Resistance x-x =

Moment Resistance y-y =


21/109


22/109

Design Loading for Pad

Stren

1

s 2 s11 s'

l.

L

Moment at section 1-1

Bearing Capacity of Foundation y-

s = =

s1 =

s2 =


23/109

1

s 21

l.

L

Mom

Control against sliding and turnover :

Earth pressure coefficient k

Friction coefficient f

Safety factor against sliding :

Fs = 1.5

Fs e = 1.2

Unit Weight of Soil : gt =

500

500


24/109

V

M

S

h = 1100

A

20

Moment total Turn Ove

=

Moment Turn Over =

=

Moment Resistant =

=

Safety Factor =

Total R(Result reaction) =

200


25/109

Check against sliding :

Fr = R tg f'

Fr =

Safety Fac

Column Reinforce Calculation :

M = 5454.1 Kgm

V = N = 7,935 Kg

eo = Mu = ####

Nu

e1 = C1.C2 00ht)2.

eo' = 1/30xht =


26/109

e2 = 0.15x50 =

e tot = eo+e1+eo'+e2 =

sou' = Nu =

b . ht

sou' = ####

2.ko.sbk 180

eu / ht = 1.561

A = q.b.ht. bk =

sau*

A' = 1/4 A = 8.073

Pad Slab Reinforcing :

Moment section 1 -1 = ####

h effective = = 25

Cu = h

Mu

b . sbk

q = min


27/109


28/109

tpons

tpons

tpons


29/109

629 Kg (catalogue)

240 Kg

450 Kg (assummed)

1,319 Kg

= 1.5 x 1319

= 1 x 1319

1,000 daN = 1,020 Kg

1,000 daN = 1,020 Kg

1 kN = 102 Kg

0.75 kN = 76.5 Kg

1 kN = 102 Kg

3 kN = 306.12 Kg

3 kN = 306.12 Kg

3 kN = 306.12 Kg

By Wind & E.q. Condition

By Normal Condition

By Wind & E.q. Condition


30/109

kg/m2

kg/m2

0.3 x 1.798 x 60

0.165 x 2.2 x 1

0.2 x 2.2 x 1

g

0.2 x 629 = 125.70

0.2 x 240 = 48.00

0.2 x 450 = 90.00

eight + Tracking Load300 300

H trm y H trm x

H trm z

W eq


31/109

H tr

165 300

V tr up/dwn

W hm

W sp


32/109

eight + Wind Condition

300

H trmy H trmx

H trmy H trmx

1170

W eqH w.eW

W hmW


33/109


34/109

76.5 + 76.5 ) = 459

629 + 240 + 450

33 x 3.099 + 102

kgm

33 + 102 + 102

33 x 3.099 + 76.5

kgm

33 + 76.5 + 76.5

629 + 240 + 450

dir (x-x):

ng dir (y-y):

ng dir (y-y):

ns dir (x-x):

ns dir (x-x):


35/109

3.099 + 48.00 x 2.20kgm

125.70 + 48 + 90

3.099 + 48.00 x 2.20

kgm

125.70 + 48 + 90

629 + 240 + 450

Seismic lo

dition (y-y) ( ( 2254.61 / 1

dition (y-y) ( -( 2254.61 / 1

-y) dir:

y) :

ir:

ir :


36/109

dition (x-x) ( ( 0.00 / 2

dition (x-x) ( -( 0.00 / 2

Condition (y ( ( 5454.065553 / 1

Condition (y ( -( 5454.065553 / 1

Condition (x ( ( 0 / 2

Condition (x ( -( 0 / 2

dition) :

W = 97.8 cm3

lg =

p 2.1x E+60.7 x sy

==> l = Lk / i

===> If 0.183 < ls < 1 ====> w


37/109

545,406.555 = 377.4114

25.16 97.8

400 300

1798

1.0971 x 11835.5 +


38/109

165

(3,967.55) kg (According by Earthquake Condition)

olt = p/ 4 x d2. = 0.7857143 d

2.

sile = P / F =

0.7857143 d2.

d > / =

gainst uplift (p x d.) x L x fb > Uplift Force

3967.545918


39/109

> / = 90.21 cm take L =

FOUNDATION CALCULATION

Transverse Direction

V =

My =

Sy =

7935.09

5,454.07

1709.47

4000


40/109

1200

1.05 x 0.5 x 2

2 - ( 0.6 x 1.6

x 400 x 40000 =

x 200 x 160000 =

S P +/- M =

F W

37,873 + 1097119.914 = 0.5106

80000 2666666.67

Mx My

Sx

800 800


41/109

V

4000

kg/cm2

kg/cm2

Concrete Reinforcing :


42/109

Foundation refer to bearing capacity of Soil ===>

Longitudinal Direction (x-x)

th of bear cap at sec 1-1 = s' total ==>

L - l = s'

L s1-s2

125.0 = s' ==> s'

200 0.8228

s' total = s' + s2

=

= kg cm

= SP + MF Wy

+

0.755 kg/cm2

0.192 kg/cm2

Transverse Direction (y-y)

s2 x l2/ 2

x 400 + s' x l

2/2 x 400

1501085.274

5333333.3

250232.6

37872.95551

80000


43/109

Strength of bear cap at sec 1-1 = s' total

L - l = s'

L s1-s2

180.0 = s' ==>400 0.562907

s1s' s' total = s' +

nt at section 1-1

=

= 3154062.57 kg cm

0.5

0.6

(Earthquake )

1,840 kg/m3

M = 16362.20 kgm

V = 23805.28 kg

s2 x l

2

/ 2

x 200 + s' x l


44/109

S = 7,884 kg

Pa = Soil active Pressure

Pa =

Wc =

Pa

Ws =

k.g.h

0

(Ws +Wc) x 2.0/2 - Pax1/3hx2 + ( V x2/2-Sx1.3-M)

16,383 kgm

( V x 2.0/2- Sx1.2 - M)

2,805 kgm

(Ws +Wc) x 2.0/2 - Pax1/3hx3

13,578 kgm

Moment Resistant = 5 >Moment Turn Over

Ws+Wc+V= 37872.96 kg

Weight of Soil

1/2.g.h2.k.b

Weight of Concretc

s


45/109

R x a = 16383.34846 kgm

a = 0.433 m e' =

0.6m 0.6m 0.6m

A

m e'

R

+ f.B

tg f = 0.176 f= 10

6678.924 kg

Fr / S = 0.85 > 1.2 OK

0.093442

cm eo / ht 0.443442

C2 = 7.5396 0.01962

0.1662 cm

1.67 cm

2.0 - 1.

e = 1/3 x b =

0.4326


46/109

7.500 cm

78.0664 cm

11,903 = 1.1932 kg/cm2

9,975

= 0.007

q = 0.05

32.29 cm2 Four Faces formation

cm2 ~

Longitudinal Direction (x-x)

kgcm

22 cm

= 7.464

5Dia 16


47/109

5.00 cm2 Dia 16 - 25

Transverse Direction (y-y)

kgcm

22 cm

= 2.102

15.69 cm2 Dia 16 - 15

:

b

Pu

ht/2

ht/2


48/109

2(a+b+2ht) ht

3.1698 kg/cm2 a

< t bu = 8 kg/c OK.

1.5 x (V+Wc)

2(160+60+25x2)25

ht/2


49/109

= 1977.8 Kg

= 1318.5 Kg

1 daN=1 kg


50/109

x 1.0 = 32.364 ~ 33

x ( 0 + 60 ) x 1

x ( 0 + 60 ) x 1

Kg

Kg

Kg

Own weight300

H trmy d

H trmzd


51/109


52/109


53/109

x 3.37 ) = 2254.608 kgm

Kg

x 3.37 ) = 1,690.96 kgm


54/109

Kg

+ 3979.59 ) x 3 = 15894.27551

x 3.37 + 102 x 3.998

+ 21.8 ) = 776 Kg

x 3.37 + 76.5 x 3.998

+ 21.8 ) = 623 Kg

+ 3979.59 ) x 1 = 5298.091837


55/109

+ 90 x 1.1 + 306.122449

+ 306.122 ) = 1709.47

+ 90 x 1.1 + 306.122

+ 612.245 ) = 2627.83 Kg

+ 1326.53 ) x 3 = 7935.091837

d > Horizontal Wind loads

) / 1.6 ) + 7,947.1 = 9356.27

) / 1.6 ) + 7,947.1 = 6538.01


56/109

) / 1 ) + 7,947.1 = 7947.14

) / 1 ) + 7,947.1 = 7947.14

) / 1.6 ) + 3,967.5 = 7,376.34

) / 1.6 ) + 3,967.5 = 558.7549477

) / 0.3 ) + 3,967.5 = 3,967.55

) / 0.3 ) + 3,967.5 = 3967.545918

= 1.0971


57/109

2100 1.5 x 1400 kg/cm2 =

1100 1100300

``

kg/cm2


58/109

300 300

1600

< sall stress = 1800 kg/cm2

1.6749136 cm take dia 20 mm

fb bond stress = 7 kg/cm2


59/109

100 cm ==> 4 x dia 20mm

Kg

Kgm

Kg

500

200

2000

850

250


60/109

50

2000

+ 2 x 4 x 0.25

x 3 ) ) x 0.85 x 1,840

2666667 cm3

5333333 cm3

kg/cm2 < q bc = 0.75 kg/cm2

Mx My

Sy Sx


61/109

V


62/109

q bc = 0.75 kg/cm2

l = 75 cm

= 0.5143 kg/cm2

= 0.5763 kg/cm2

+ (s1 - s2 -s') x l2

/ 2 x 2/3 ==> l = 40

= 0.755 kg/cm < q bc =

(200-50) / 2 =


63/109

==> l = 220 cm

s' = 0.253 kg/cm2

s2 = 1.008 kg/cm2

+ (s1 - s2 -s') x l

2

/ 2 x 2/3 x 200 ==>

(400-160) =

/2 x 200


64/109


65/109

1.5674 m

0.6667 m ==> OK

0.

1297 =


66/109


67/109


68/109

ht/2

ht =250


69/109


70/109

Kg

= 21.8 Kg

= 26.4 Kg

+ Earthquake Condition300

H trmxd

H trmzd


71/109

H eq.e

899

H eq.hm

H eq.sp

300

W eq

W sp

W hm


72/109


73/109

#REF! kgm

#REF! kgm


74/109

Kg

+ 22 x 1.1 )

+ 26 x 1.1 )

Kg


75/109

x 3.998 )

Kg

x 3.998 )

Kg

Kg (Compression)

Kg (Tension)


76/109

Kg (Compression)

Kg (Compression)

Kg (Compression)

Kg (Tension)

Kg (Compression)

Kg (Compression)


77/109

syield ====> OK.

300


78/109


79/109


80/109

) x 2400 = 6060 kg

= 8007.68 kg


81/109

2000


82/109


83/109


84/109


85/109


86/109


87/109


88/109


89/109


90/109


91/109


92/109


93/109


94/109


95/109


96/109


97/109


98/109


99/109


100/109


101/109


102/109


103/109


104/109


105/109


106/109


107/109


108/109

Dimension :

Length = mm

Wide = mm

Length = mm

Own weight

Total = ton

Oil = ton

Transport = ton

Dimension loading configuration

#

#

# #

Live Load :

17.7

CALCULATION TRANSFORMATER FOUNDATION I

5400

3500

3800

26

8.3

27 1


109/109

Transformator Foundation

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