3 Tower Crane Foundation

ITO JOINT VE~TURE

The Second Bangkok International

Airport

The Construction Italian-Thai Development Public Company Limited Takenaka Corporation Obayashi CorpOration

Project

(Suvarnabhuml

Airport)

of Passenger Terminal Complex Package 3 : Concourse Building

.2.J.;? .. to .;j..5:JIrJ.J.l'? ..l.~.L7..

~nct . dd. 20 - f:,

-m

ITO Joint Venture

(]I)@. Italian-Thai

• Takenaka

• Obayashi

CALCULATION SHEETS

FOR TOWER CRANE FOUNDATION

DEVELOPED BY

ITALIAN-THAI DEVELOPMENT

PUBUC COMPANY LIMITED

TAKENAKA CORPORATION OBAYASHI CORPORATION

/

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W~~M~:f~if..~f'/l·jIB LENGTH

#~

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50

H (I)

M (trn)

I

V (I)

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H (I) .

I

55

~

\.

m.

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WIND OUT OF SERVICE

V (I)

..•1-'

I

M (trn)

I

PRESSURE MAX I(G/CM21 S

I

FS

I

r-. o

PLINTH SIZE (m) AxB

>(-

rn

-o

r-

16

1~

UP

22.00

UP

4

25.75

UP

5

:

1

50.38

. 1.8

1

51.65

1.96

10B.9'

46.94

1

52.92

2.12

116.5

48.14

1

~

101.8 '

'45.74

56.59

1.38 I

I

4.6 x 1.3

7.76

85.52

1.44 I

I

4.6 x 1.3

8.48

117.7

1.28 I

5.0 x 1.3

~

4

(f)

4.5 29.50

UP

33.25

UP

6

~

1

54.20

2.28 .

1

55.47

2.44

: 124.8'

49.34'

9.24

153.8

1.48

5.0x1.3

10

193.6

1.44

5.4 x 1.3

-i

":0 C

-71

.

7

133.7

50.54 .

o

-i .ic;

5 33.25

DOWN

7

1

55.47

2.44

133.7

50.54

37.00

DOWN

8

1

56.74.

2.61

1-43.1

I 51.74 I

9.90

168.6

10.7 . I

199.1

I

5.3 x 1.3

I 1.47 I

5.4 x 1.3

1.31

I

JJ

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r

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SF = WITHOUT TELESCOPING CAGE. V =- VERTICAL LOAD H:::: HORIZONTAL THRUST M:::: TOTAL MOMENT : S:::: IN SERVICE FS = OUT OF SERVICE , M IN. PLINTH SIDE "A" PRES· SURE TO BE VERIFIED

CRANE IN SERVICE: FORCES AT GROUND CALCULATED WITH TELESCOPING CAGE UP

{

6

_I-- •.... M 1.6 x 1.6 external

side "0 OJ L"l (~

<::

!-l

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o Z

m

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WIND III ZONE

-

rCRANE TYPE CT 602 IlEIGWr

rELESCOP

UNDEH

CAGE

HOOK

(rn)

STATIC WITHOUT CHASSIS - ~'R"VI;:nSION

TOWER ELEMENTS QUANTITY AND TYPE

POSITION

I

120xll 120x11 22.15

HIGH

5

"

WIND 'IN SERVICE' V (t)

H (t)

(tm)

50.05

2.09

161.6

M

WIND 'OUT Of SERVICE' V " (t) 56-.49

Ii (t )

M .

(till)'

PRESSURE Max./Kg./cm2 S

PLINTH DIMENSIONS

(IJ I-j

It

~

FS

(IJ (IJ

M

8.34

74.36-

1.52

5

(IJ

x 5 x 1.3

0

"

25.90

HIGH

6

59.55

2.24

169.8

57.91

9.01

109.3

1.57

5 x 5 x 1.3

29.65

mGH

7

61.05

2.39

178.5

59.32

9.73

140.0

1.62

5 x 5 x 1.3

2:

I-j

4.6

~ (IJ

t-1 :u

J

-?

33.40

HIGH

8

37 .~5

HIGH

8

40.90

LOw'

'8

44,65

LOW

8

48. LlO

LOW

8·

,.

,

62.55

2.53

187.8

60.74

10.4

190.4

1.42 ' 5.5 x 5.5

1

64.05

2.68

197.6

62.15

11.2

236.5

1. 60

5.5x5.5x1.3

2

65.70

2.03

208.0

63.71

11.8

234.5

1. 60

5.5 x 5.5

3

67.35

2.98

219.0

65.27

12.6

280.5

1.49

.

4

.69.01

3.13

230.5

66.83

13.3 '

330.1

1.64

6x6x1.3

c o

x 1.3

I-j

5

f i'/~ .r » Ul

x 1.3

6x6x1.3 5.5

, • Minimum (A)

plinth

pressure

side

to be verified

External aide 1.93 Axis 1.B m.

Ill.

Ul I-' I\J

BALLASTING - REACTIONSCRANE TOWERS

ERECTION DISMANTLING

2. 3. 2. CALCULATION OF THE CONCRETE BLOCKS

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2. 3. 2. 1. IN SERVICE a.s.c

..

WEIGHT

SHEARING

MAXIMUH HOhlEN'l'

PORCE

REACTIONS

MAX. TENSION

COMPRESSION

4.6195

66748

1505

19958

43056

11.00

47345

70520

163B

2l.451

45124

14 .00

4.8495

74691

1771

23133

473BO

H.OO

4964.5

79261

1903

25002

49825

20.00

50615

84024.

2025

27008

52316

23.00

51595

99907

8.00

2147

.

29543

•....•

55335 "I;

Y

[

26.00

52555

97726

2266

32992

59269

29.00

53525

106167

2390

36733

634.96

32.00

54495

115186

2511

40748-

67995

35.00

r 55465

124749

2633

45019

72752

1.34.829

2754-

49535

77752

H.5401

2876

54283

82985

.:

"._"

-~

....

.:

38.00

564.35

..

.. 4.1.00

574.05 .

-

""

44.00

5B375

1564.46

2997

59254

B844 •.

47.00

59345

16794.9.

3119

64441

94114

····-·'0 -.» I

-.-

/ I

EDlTION: 2.0.01.95

3

1

11

76A-0230-030-0

BALLASTING - REACTIONS CRANE TOWERS

ERECTION DISMANTLING

··········....········..······1....·...... .....................••..•..•••..•. Paqe ..~.~ .~_

2. 3. 2. 2. OUT OF SERVICE H.S.C

WRIGHT

H.AXL"!UM

MOMENT

SHRAR.ING FORCE

MAX. REACTIONS TENSION COMPRESSION ......

8.00

40195

59226

4050

17907

38005

11. 00

41.345

59226

4475

17620

38292

14.00

4249S

59226

4900

1.7332

3BSBO

17.00

4Jb4£

£922&

£32£

17045

3.8967

20.00

44.615

59226

5714

16802

39110

23.00

45SBS

59226

6661

16560

39352

26.00

46555

691.26

7373

20991.

44268

29.00

47525

91.734

790B

31420

SSlB2

32.00

48495

1.1.5946

8443

42606

66B54

.00

49465

141762

8978

54SS0

79283

38.00

50435

1.691.83

951.2

67251.

92469

41.00

51.405

198208

10047

6071.0

106412

44.00

52375

226636

10582

94925

12111.3

47.00

53345

261072

11.11.7

1.09998

136571

.,

.

~ ~

...

'.

~--? 3S

I I

76A-0230-030-0

12

EDlTlON:

20.01.95

3

1

1-1,\,--"--1 '''-'' , "' ..........

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. ._ .. .. ... ---

CRANE TOWERS

ERECTION DISMANTLING

- --.-'- . ..···....·....···......····..r············

I.)

'.<.....................................Page .1.~. .l.5.........

,

2. 3. REACTIONS ON THE FIXING ANGLES CAN BE TELESCOPED 2. 3. 1. REACTIONS

MC120 NF P16A

ON THE FIXING ANGLES

2.3. 1. 1. REACTIONS IN SERVICE

II

REAR WIND I JIB

....

Y

xJ

11-

D--C H.S.C ***0*.* ••• BAUAST A-8

~)

M

T

:~ ~ ·f "-.-'"

8.

o

11.0

14.0.

17.0

20.0

r>

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23.0

26.0

••

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PERPENDICULAR

..••.. 1111-

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11-

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11-

D A

C B

TX

TY

11 10 1.4

-34 -34 0.0

-34 11 0.0

-34 10 1.4

-12 20 1.1

-43 -12 1.0

-2 16 0.0

-39 -21 2.9

-21 16 2.9

-39 -2 0.0

-12 18 0.9

-41 --12

12 11 1.5

-35 -35 0.0

-35 12 0.0

-35 11 1.5

-12 21 1.2

-45 -12 1.1

-5 -42 18- -19 0.0 3.0

-19 1B 3.0

-42 -5 0.0

-12 19 0.6

-43 -12 3.0

-45

13 12 . 1.7

-36 -37 0.0

-36 13 0.0

-37 12 1.7

-12 23 1.3

-47

-8 -45 2:1. -16 0.0 3.1

-16 -45 2l -B 3.1 - 0.0

-45 -12 2:1. -12 0.4 3.2

-47

-l.2 1..2

14 -38 1.3 -39 1.8 0.0

-36 14 0.0

-39

-12 25 1.3

-50 -12 1.3

-1.1. -48 24 -14 0.0 3.2

-1.4 -48 24 -11 3.2 0.0

-1.2 -48 24 -12 3.3 0.1

-50

1.3 1.8

'15 15 1.9

-40 -40 0.0

-40

-40 1S 1.9

-13 27 1.4

-52 -13 1.4

-14 26 0.0

-51 -11 3.3

-11 26 3.3

-51 -14 0.0

-13 27 0.2

-52 -13 3.4

-52

17

-42

-42

-8 29 3.4

-55

-1.7 0.0

-13 30 3.5

-55

-1.3 1.5

-17 29 0.0

-55

17 0.0

-13 29 1.5

-55

-42 0.0

-42 1.6

-55

16 2.0 18 17 2.1

-44 -44 0.0

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