CALCU CALCULA LATION TION TRANSF TRANSFORMA ORMATER TER FOUNDA FOUNDATIO TIO Dimension : len length gth x wide ide x height ight
=
5400 x 3500 x 3800
mm
Own Weight : Total = Oil =
26 ton 8.3 ton
Transport =
17.7 17.7 ton ton
Dimension Loading Configuration :
2700
2700
5400 Live Load : Earthquake Loading (SF = 1) F = 0.2 0.2 x mass mass F =
5.2 ton
Control by Earthquake Earthquake Condition Condition : Longitude Direction Direction H i
V e
10 1000
2250
1600
i
2250
1000
2000
1500
3000
4500
Comp Compre ress ssio io
Total Load p
Control by Earthquake Condition : Transverse Direction Directio n V = H = M =
26 ton 5.2 ton Hxh
=
8.32
Compression Pile=
M x Ly
tm =
=
8320.00 Ly1
=
Ly2
=
Ly3
=
12,480.00
2
2 x SLy
Total Load perPile=
51187.5 6
13.5 +
924.44
Check on Combination friction piling condition by leveling class condition.(S4)
- 1.
( 3 - 9) m
=====>
C
=
- 2.
( 9 - 11) m
=====>
C
=
- 3.
( 11 - 17) m
=====>
C
=
- 4.
( 17 - 19) m
=====>
C
=
Circumference of concrete pile D.30 =
p. x 30
(1200-600) 600 (1400-1200) 200 (2600-1400) 600 (3000-2600) 200
=
= = = =
94.2 94.247 478 8 cm
Capacity of Pile againts the loading P friction = Oxlxc 5 = 94.24 94.2477 7779 7961 61 x (1x60 (1x600+1 0+1x2 x200 00+2x +2x60 600+2 0+2x4 x400 00)) = 5 = 58433.62336 kg Pend bear =
qc x A 3 = 200 200 x 962.1 962.1128 128 =
=====>
3 47123.8898 kg
Total loading capacity end bear of Pile
=
0
qc
=
200
A
=
p./4 x 3
+
47123.89
1830 Moment section i-i =
2 x Ppile allow x 1.83/(4,5) =
8,677.476 kgm
Pad Slab Reinforcing : Moment section i -i h effective Cu
=
8677 867747 47.5 .592 926 6 kgcm kgcm
=
ht -d = 60 -5 =
=
h
55 cm =
7.23122059
Mu b . sbk q =
0.0275
A
=
A'
=
q.b.ht. 2ko . sbk = 16.92 cm2 sau* 16.92 cm2 ~ Dia 19 - 15
Control against Pons :
P pons =
P pons =
ht/2
Pu p (D+ht)xht 1.5 x (V) 3.14(30+60)60
b
ht/2
P pons =
P pons
<
0.89 kg/cm2
t bu
= 8 kg/cm2
OK.
NI
1750
3800
1750
1600 3500
V = H = M =
26 ton 5.2 ton Hxh+Vxe
Concrete Pile Cap weight =
Lx1
=
e= =
420 mm 19.24
tm =
51187.5 kg
2.25 m
2
Lx1 =
5.0625
19,240.00 kgm
Lx2
=
2
=
5.0625
2
=
10.125
Lx2
2.25 m
SL2
Pile=
M x Lx
=
43,290.00
2
2 x SLx
rPile=
+
2,137.78
kgm 1.5 m
Ly1 =
2
2.25
1.5 m
2
2.25
Ly2 = 2 Ly3 = 2
SLy
=
924.44 kg
=
9,455.69 kg
1.00 kg/cm2
1.00 kg/cm2
2.00 kg/cm2
2.00 kg/cm2
2,137.78 kg
=
10,669.03 kg
20.25
51187.5 6
1.5 m
=
2.25
=
6.75
OK!
OK!
kg/cm2
2
.
=
=
706.858 cm2
47,123.89 kg
Pend bear
>
Total Load at per Pile
=
10,669.03 kg
ht/2
ht/2 a ht =70
CB. Support
Vertical Load :
W eq W hm W sp
= = =
Weight of equipment Weight of Human Load & tools Weight of support structure
during operationed
Traction Load :
V tr up = V tr dwn =
= = =
Upward Downward
(vertical) (vertical)
H trm y = ateral load on terminal Long dir H trm x = Lateral load on terminal Trans dir H trm z =l load on terminal Vert dir =
= = = =
H trmy d l=oad terminal & dyn Long dir = H trmx d = Lateral load terminal & dyn Trans dir = H trmz d = Lateral load terminal & dyn Vert dir =
Wind Load :
Wind load at equipment = Wind load at Structure = H w.e = H w.sp =
60 60
Wind on equipment Wind on support Long Wind on support Trns
= = =
Seismic Load :
Seismic Load Factor = H eq.e = for Equipment H eq.hm = for Human & Tools
0.2 = =
H eq.sp = for Support & Structure =
Own
H trm z
H tr
1798
V tr
1170
2200
Own 300
H w.e 1798
899
H w.sp 2200
300
Working Stress : Own weight + Tracking Load
Moment due to
Horizontal load Long M
Shear force due to
3
Horizontal load Long S
Moment due to
=
=
3
Horizontal load Trans M
=
3
Shear force due to
Horizontal load Trans S
Vertical load
=
3
: V
=
(
Own weight + Wind Condition
Moment due to
Wind Horizontal load Lo M
Shear force due to
=
3 = 2633 Wind Horizontal load Lo S
Moment due to
=
Wind Horizontal load Tr M
Shear force due to
=
3 = 2085 Wind Horizontal load Tr S
Vertical load
3
=
3
: V
=
(
Own weight + Earthquake Condition
Moment due to
Seismic load Long ( M
= 3 x (
126
x = #### Seismic load (y-
Shear force due to S Moment due to
=
Seismic load Trans (x-x) M
= 3 x (
Shear force due to
126
x = #### Seismic load Trans (x-x) S
Vertical load
3
=
3
: V
=
(
Reaction on Base Member :
Axial Force due Long dir for Normal Co Axial Force due Long dir for Normal Co
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
= P Lk = F = ix =
=
5,454.066 Kgm 7,376.34 Kg 190 cm 25.16 cm2 5.67 cm g =
#####
=
#####
s =
0.308
P
Strenght of steel =
+ F
1798
W
2200
Controle Anchor Bolt :
Tension at base member Round section of anchor Strength of bolt against te
Design Length of anchor bolt
P tens
L
Conclusion Reaction Force : During Horizontal Wind Condition V = 7935.09 Kg Mx = 5454.07 Kgm Sx = 2627.83 Kg
2000
1200
Weight of Concrete= ( Weight of Soil
=(
Moment Resistance x-x
=
Moment Resistance y-y
=
0.5
x
4
x
1/6 1/6
Bearing Capacity of Foundation xBearing Capacity of Foundation
= =
Sy
s1 =
###
s2 =
###
Design Loading for Pad
Stren
1
'
1 l. L
Moment at section 1-1
Bearing Capacity of Foundation ys =
=
s1 = s2 =
1
1 l. L Mom
Control against sliding and turnover : Earth pressure coefficient
k
Friction coefficient
f
Safety factor against sliding : Fs = Fs e = Unit Weight of Soil :
1.5 1.2 gt
=
500 500
V M S
200
h = 1100
A 20 Moment total Turn Ove = Moment Turn Over
= =
Moment Resistant
= =
Safety Factor
=
Total R (Result reaction) =
Check against sliding : Fr = R tg f'
Fr = Safety Fac
Column Reinforce Calculation M = V = N =
:
5454.1 Kgm 7,935 Kg
eo =
Mu = #### Nu
e1
=
eo' =
2
C1.C2 00ht) . 1/30xht
=
e2 = e tot =
0.15x50
=
eo+e1+eo'+e2 =
sou' =
Nu b . ht
=
= sou' 2.ko.sbk
#### 180
eu / ht =
1.561
A = q.b.ht. A' =
1/4 A =
bk = sau* 8.073
Pad Slab Reinforcing :
Moment section 1 -1 h effective Cu
=
####
=
= 25
=
h Mu b . sbk
q = min
d =0
A =
0.25% x b x ht
Moment section 1 -1 h effective Cu
=
=
####
=
= 25
=
h Mu b . sbk
q =
0.107
d =0
A = q x b x ht x 2ko sbk = s au
Control against Pons
t pons
t pons t pons t pons
629 240 450 1,319
Kg Kg Kg Kg
(catalogue) (assummed)
By Normal Condition By Wind & E.q. Condition
1,000 1,000
daN = daN =
= =
1,020 Kg 1,020 Kg
1 0.75 1
kN = kN = kN =
102 76.5 102
Kg Kg Kg
3 3 3
kN = kN = kN =
306.12 306.12 306.12
Kg Kg Kg
1.5 x 1319 1 x 1319
kg/m2 kg/m2 0.3 0.165 0.2
x x x
1.798 2.2 2.2
x x x
60 1 1
0.2
x
629
=
125.70
0.2
x
240
=
48.00
0.2
x
450
=
90.00
g
eight + Tracking Load 300
300
H trm y
H trm x H trm z
W eq
H tr
V tr up/dwn
W hm
W sp
165
300
eight + Wind Condition 300
H trmy
H trmx
H trmy
H trmx
H w.e
W
W eq
1170
W
W hm
H w sp W
W sp
600
dir (y-y): 102
x
3.998
+
+
102
) =
x
3.998
+
102
dir (y-y): 102
612
dir (x-x): 76.5
76.5
dir (x-x): 76.5
629
+
+
76.5
240
) =
459
+
450
ng dir (y-y): 33
x
3.099
+
102
+
102
+
102
x
3.099
+
76.5
+
76.5
+
76.5
kgm ng dir (y-y): 33 ns dir (x-x): 33 kgm ns dir (x-x): 33
629
+
240
+
450
-y) dir: 3.099
+
48.00
x
2.20
kgm y) : 125.70
+
48
+
90
ir: 3.099
+
48.00
x
2.20
kgm ir : 125.70
629
+
+
48
+
240
90
+
450 Seismic lo
dition (y-y)
((
2254.61
/
1
dition (y-y)
( -(
2254.61
/
1
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 =
g =
2.1x E+6 0.7 x y
=
==>
===>
If
97.8 cm3
0.183 < s < 1
====>
Lk / i
1.0971 x 11835.5 + 25.16
545,406.555 97.8
400
=
377.4114
300
1798
165
(3,967.55) kg
(According by Earthquake Condition)
=
p / 4 x d
sile =
P/F =
olt
2.
=
2
0.7857143 d . 3967.545918 2
0.7857143 d . d
.
gainst uplift (p x d ) x L x fb > Uplift Force
>/=
>/=
90.21
cm
take L =
FOUNDATION CALCULATION
Transverse Direction V = My = Sy =
4000
7935.09 5,454.07 1709.47
800
800
1200
1.05
x
0.5
x
2
- (
0.6
x
1.6
x
400
x
40000
=
x
200
x
160000
=
S P
+/-
M W 1097119.914 2666666.67
=
F 37,873 80000
Mx
+
My Sx
=
2
0.5106
V
4000 kg/cm2 kg/cm2 Concrete Reinforcing :
Foundation refer to bearing capacity of Soil ===> Longitudinal Direction (x-x) th of bear cap at sec 1-1 L -l L 125.0 200
=
s' total
=
=
s' total
==>
s' s1-s2 s'
==>
s'
+
s2
0.8228 s'
2
2
s2 x l / 2 x 400 + s' x l /2 x 400
= = =
=
250232.6
SP F 37872.95551 80000
0.755
kg/cm2
0.192
kg/cm2
kg cm
+ +
Transverse Direction (y-y)
M Wy 1501085.274 5333333.3
Strength of bear cap at sec 1-1
'
L -l L 180.0 400
=
s' total
=
s' total
= s' s1-s2 s' 0.562907
=
s'
==>
+
nt at section 1-1 2
s2 x l / 2 x 200 + s' x l
= =
3154062.57
kg cm
0.5 0.6
(Earthquake )
1,840 kg/m3
M V
= =
16362.20 kgm 23805.28 kg
S
s
c
=
7,884 kg
Pa
=
Soil active Pressure
Pa
=
1/2.g.h .k.b
2
Wc
=
Weight of Concret
Ws
=
Weight of Soil
Pa
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 Moment Turn Over
=
Ws+Wc+V=
37872.96 kg
5
>
R
x
a = a =
16383.34846 kgm 0.433 m
e' = e =
0.6m
0.6m
A 0.4326 m
2.0 - 1. 1/3 x b =
0.6m e'
R + f.B tg f = 0.176
f =
10
6678.924 kg Fr / S
=
0.85
>
1.2
0.093442 cm
eo / ht C2 0.1662 cm 1.67 cm
=
0.443442 7.5396
0.01962
OK
7.500 cm 78.0664 cm 11,903 9,975
=
=
0.007
1.1932 kg/cm2
q =
32.29 cm2 cm2
~
0.05
Four Faces formation 5Dia 16
Longitudinal Direction (x-x) kgcm 22 cm =
7.464
5.00 cm2
Dia 16 - 25
Transverse Direction (y-y) kgcm 22 cm =
2.102
15.69 cm2
Dia 16 - 15
ht/2 : b Pu
ht/2
2(a+b+2ht) ht 1.5 x (V+Wc) 2(160+60+25x2)25 3.1698
kg/cm2
< t bu = 8 kg/c OK.
ht/2 a
= =
1 daN=1 kg
1977.8 Kg 1318.5 Kg
x x( x(
1.0 0 0
= + +
32.364 60 60
~ ) x ) x
33 1 1
Kg Kg Kg
Own weight 300
H trmy d H trmz d
H eq.e
W eq
H eq.hm
W hm
H eq.sp
W sp
165
x
3.37
)=
2254.608 kgm
x
3.37
)=
1,690.96 kgm
Kg
Kg
+
3979.59
) x
3
=
15894.27551
x
3.37
+
102
x
3.998
x
3.998
=
5298.091837
+
x
21.8
3.37
) =
+
+
21.8
) =
+
3979.59
) x
776 Kg
76.5
623 Kg
1
+
90
+
306.122
+
90
+
612.245
+
1326.53
d >
x
1.1
+
) =
1709.47
x
) =
) x
306.122449
1.1
2627.83
3
+
306.122
=
7935.091837
Kg
Horizontal Wind loads
)/
1.6
)+
7,947.1
=
9356.27
)/
1.6
)+
7,947.1
=
6538.01
)/
1
)+
7,947.1
=
7947.14
)/
1
)+
7,947.1
=
7947.14
)/
1.6
)+
3,967.5
=
)/
1.6
)+
3,967.5
=
)/
0.3
)+
3,967.5
=
)/
0.3
)+
3,967.5
=
=
1.0971
7,376.34 558.7549477 3,967.55 3967.545918
kg/cm2
<
2100
1.5 x 1400 kg/cm2
1100
= 1100
300
``
300
300 1600
<
s all stress =
1.6749136 cm
fb bond stress
1800 kg/cm2
take dia 20 mm
=
7 kg/cm2
100
cm ==> 4 x dia 20mm
Kg Kgm Kg
500 200
2000
850
250
50
2000
+
2
x
x
4
x
3 ))x
0.85
x
q bc
=
0.25 1,840
2666667 cm3 5333333 cm3
kg/cm2
<
Mx Sy
0.75 kg/cm2
My Sx
V
q bc =
l =
(200-50) / 2 =
=
0.5143 kg/cm2
=
0.5763 kg/cm2
2
+ (s1 - s2 -s') x l / 2 x 2/3
=
0.755 kg/cm
75
==>
<
0.75 kg/cm2
cm
l =
q bc =
40
==>
l =
(400-160)
s'
=
0.253 kg/cm2
s2
=
2
=
220
cm
1.008 kg/cm2
/2 x 200 + (s1 - s2 -s') x l / 2 x 2/3 x 200
==>
=
667.92 kgf
Foundation = =
6060 kg
8007.7 kg
1.5 OK
1297 = 0.6667
0
.
1.5674 m m
==> OK
ht/2
ht =250
Kg = =
21.8 Kg 26.4 Kg
+ Earthquake Condition 300
H trmx d H trmz d
H eq.e
W eq
899
H eq.hm
W hm
H eq.sp
W sp
300
#REF!
kgm
#REF!
kgm
Kg
+
22
x
1.1 )
+
26
x
1.1 )
Kg
x
3.998
)
3.998
)
Kg
x
Kg
Kg
(Compression)
Kg
(Tension)
Kg
(Compression)
Kg
(Compression)
Kg
(Compression)
Kg
(Tension)
Kg
(Compression)
Kg
(Compression)
s yield
300
====> OK.
)x
2400
=
=
8007.68
kg
6060
kg
2000
cm
0.75 kg/cm2
l =
220 cm
CALCULATION TRANSFORMATER FOUNDATION I
Dimension : =
5400
mm
=
3500
mm
=
3800
mm
Total
=
26
ton
Oil
=
8.3
ton
Transport
=
17.7
ton
Length Wide Length Own weight
Dimension loading configuration
1
27
# # Live Load :
#
#