31-02 · 2004. 12. 24. · KAERVTR-1366/99 KR9900237 Operation and Maintenance Techniques of Cranes and Hoist in IMEF 31-02

KAERVTR-1366/99

KR9900237

Operation and Maintenance

Techniques of Cranes and Hoist

in IMEF

3 1 - 0 2

1999Vi 7

-§•

-8-

- 1 -

i .

m.

SL

II. £^-3 ^H 51^ j } g l lc}. A)A^£ 3.

717151 ^«1#

30/5^ ^^-3.511^1 A-la]^ ^ o f l ^151

SUMMARY

I . Project Title

Operation and Maintenance Techniques of Cranes in IMEF.

II. Objective and Importance of the Project

Crane and hoist of 11 sets are installed in the Irradiated Material

Examination Facility (IMEF). IMEF is divided into two parts such as hot

cell area and service area. 30/5-ton overhead crane is installed in

service area for transfer of irradiated material transportation cask

and other several kinds of heavy equipments.

Design, fabrication, installation and function test of crane and hoist

have been performed to comply with the requirements of nuclear

facilities.

Major constituent parts are as follows ;

- Girder

- Guide rail

- Trolley

- Hoist

- Driving system

III. Scope and Contents of the Project

This report describes maintenance techniques, repair procedure and daily

and special checking list, which will ensure safety in routine operation

and even in abnormality.

Descriptions are mainly made for the items as follows :

- Design and Fabrication,

- Installation and Test operation, and

- Operation and maintenance techniques.

_ O _

CONTENTS

Summary 3

Chapter 1. Introdction 10

1. An outline of Facility

2. Crane Equipments 11

7\. Incell Crane

"l-h 30/5-ton Electric Overhead Crane

'C}. 3-ton Electric Overhead Crane

5K 2-ton Electric Monorail Hoist

n\. 30-ton Fixed Hoist

Hj-. 3-ton Electric Suspension Crane

Chapter 2. Overview of Technology Development Status 12

Section 1. Design Requirements

1. General

2. Crane Design Requiremenrs

7\. Over Head Crane

I-}. Electric Monorail Hoist 14

r}. Electric Fixed Hoist

3. Interface Requirements 15

4. Material Requirement

7\. Material Requirements

e}. Structural Components 16

5. Related System Operation Conditions

7\. Electric Overhead Crane installed in Hot Cell

i-}. Electric Overhead Crane installed outside of

Hot Cel 1 18

cf. Electric Monorail Hoist

e>. Electric Fixed Hoist 19

a]-. Electric Suspension Crane

- 4 -

6. Drivers Requirements

7. Name Plate Requirements 20

7. Seismic Requirements 21

8. Electrical Requirements

Section 2. Design Calculation 22

Chapter 3. Research Development Performance Contents & Result 54

Section 1. Fabrication

1. General

2. welding

3. Surface Preparation and Painting

Section 2. Shipping, Handling and Storage 55

1. Preparation for Shipment

2. Delivery and Storage

Section 3. Inspection and Test 56

1. General

2. Material Tests

3. Shop Test

4. Non-destructive Examination

5. Acceptance Test 57

Section 4. General Layout 58

Section 5. Seismic Calculation 71

Chapter 4. Research Development Goal Achievement & Contribution

Proposal 93

Section 1. Test Procedure for Over head Crane

Section 2. Pre. Assembly Test Procedure for Over Head Crane 101

Section 3. Test Procedure for Electrical Hoist 104

Section 4. Test Report of Electrical Hoist 109

Section 5. Runway Cableveyot of Hot Cell Crane 112

Chapter 5. Application Plan of Research Development 119

Section 1. Shop Test & Test Report

- 5 -

1. Load Test Report for 30/5-ton Over-Head Crane

2. No Load Test Report for 30/5-ton Over-Head Crane 125

*fl 6 ^ Bibliography 136

Attachment 1. Bando Electric Hoist Operation Manual • 137

- 6 -

2

Summry 3

^1 1 ^ ^ € • 10

2.

u}. 30/5^5- Electric

r-}. 3 ^ Electric

e>. 2 ^ Electric Monorail :£

H}. 3 ^ Electric Suspension

2 ^ ^-ufl5] 7)^- 7flaj^% 12

1̂ 1 ^

2.

7}.

i-}. Electric Monorail 5L. 7l7fl ̂ -s# ^-^^.4i 16

5. #?l ^ 3

7}.

U . ^-iMl ^^3.511 oj 18

c]-. Electric Monorail S.O]^iS.

eK Electric 3L^Slo|^ 19

n}. Electric Suspension

- 7 -

6.

7. Name Plate &^-£.£ 20

7. Lfl^^^] JSL^-^2 21

afl 2 ^ 'STll 7 ^ 22

3 # g ^ f l t J ^r*3 i-fl-§- S? « 54

*fl 1 ^

2.

3.

2 ^ ^t, %& 51 x i ^ 551.

2.

3 ^ A } ^ 5J Âf 56

2.

3.

4. Hi 431

5. ' S * ^ ^ #*} 57

^ 1 4 ^ General Layout 58

afl 5 ^ tf l^L^^ ÎÂ-1 71

4 ^

1. 30/5S-

2. 30/5^ ̂ ^-3.5)1 o] «.̂ .e|-Al̂ [ 125

136

] 137

- 9 -

*\\ 1 a M

]A ^ Oj=

30/5^

. [1-7]

T I T \_i

1

2

3

4

5

6

7

8

9

10

11

71 71 «1 3L

EF-E-7600-M-K001

EF-E-7600-M-K002

EF-E-7600-M-K003

EF-E-7600-M-K004

EF-E-7600-M-K005

EF-E-7600-M-K006

EF-E-7600-M-K007

EF-E-7600-M-K008

EF-E-7600-M-K009

EF-E-7600-M-KOOlO

EF-E-7600-M-KOOll

71 7} ig

1 ton Crane for Ml to M4

1 ton Crane for M5A to

M5B

1 ton crane for M6

30/5-ton Crane for

Service Area3-ton Crane for

Operating Area I3-ton Crane for

Operating Area II3-ton Crane for

Operating Area III3-ton Crane for Work

Shop2-ton Hoist for

Mechanical Room30-ton Fixed Hoist for

Cask Rec. Yard3-ton Suspension Crane

for Isolation Room

l

l

l

l

l

l

l

l

l

l

l

EF-E-1410-DT

-H101

(SDE) g 7)B}

- 10 -

2.

7}. In Cell

M1-M4, M5a~ M5b, M6a~M6c

£ inter cell door#

hard

M". 30/5^ Electric ^ ^ S

u l , Intervention

cf. 3 ^ Electric

44

e}. 2 ^ Electr ic Monorail

IMEF ^ i l - 3%o\] Aj

n\. 3 0 ^ Fixed 3Ll^S

«l#Al

}. 3-E- Electric Suspension 3.ef|!(lrfl)

M6a M6a

- 11 -

all 2

1

2) fi

3) S ^ 7] XI

4) JE.€- ^ ^ S ^ 3 4 U 3 (̂17> >§-o| *H -IM^H6)1

5)

6)

2.

7f.

(1) 9-S-i- ̂ XI1) JS.S 9-2:§ nj ^l-^r ^71^61 cleaning, brushing, painting

2) ̂ -̂ -i-̂ l 4-g-£|^ steely ASTM A36

(2) Bridge girder and end trucks

1) 3.el]o]^r data sheets] ^ i ^ - ^ tfl.3. double SEfe single girder

|: *}*![, bridge girder^ M f ^ ^ olTfvf !«] ̂ ^ g

2) Bridget hoist trolley-g- &.ir

raiiofl-b 4 4 ^ bridged -g-̂ ofl trolley^]

wheel stopper-^" ^J'^}'*!'0^ ̂ ^1^\.

3) ^ S ^ girder^] ^Xlfe ^tfl over load^H ^ 1-25

- 12 -

4) End carriage^ AA$\ wheel bearing^] ^ e ) ^

(3) Trolley frame

1) Trolley^ general layout^ T-}E}V5 3^*1! over JE^ under

running type]

2)

housing^- ^ . ^ bathS] ^S.7} 90JE-&

3) 7]^Jo|d]o> «}n|, ^ ^ g 3 ] ^ # 7?Tfl

7 } ^ * ! ^>3i^el^l forged steel

K Electric Monorail Hoist

(1) ^-S.^

Tracks-

(2) Trolley frame

Trolley^ well-rolled s tee IS. 4 4 ^ 1 ' H ^ * H , hoist

bearing, JMr!f, 7)E}

(3) Gearing

(4) Monorail Track

1) Monorail beams-=r ^ ^ track system^}- suspension system,

fitting^- ?J S ^ € support ^^; aitfl*>#

2) Track ^£afl carrier^ ^«H^-& ^ l * f e stopper^- ^*l^^i.

(5) Trolley stop

Trolley stopper-g- ' y ^ ] ^ ^.

(6) Drums ^ sheaves, lifting hook block assembly, hoisting

ropes, bearing ^ &

f. Electric Fixed Hoist

(1) Gearing, drums ^ sheaves, lifting hook block assembly

hoisting ropes, bearing ^ ^ #7]

€[. Suspension Crane

- 14 -

(1) Crane runways

1) Crane runwaysfe

3) Runway tracker

space!- H^ot

4) Stopper^ t racks

5l ?tfelHl

span# cover

3.

(2) Track support

1) Crane runways^

2) ^

(3) Trolley frame, drums ^ sheaves, lifting hook block assembly,

hoisting rope, gearing, rail end stops ^ bumpers, shaft 5!

axles, bearing, couplling, guarding -%••£: electric overhead

intercell crane1)

2)

mm height^

4. Material requirements

^ power ^ control line ZLZ]JL

^l*}7l ^ * } ^ 280 mm width x 260

7}.

1) Girder, end trucks ^ trolley ̂ ^ r

- 15 -

ASTM A36

2) Walkway, railing JEEfe c > ^ U] -7-S-i-xfl.g. -^S. ASTM

1) Alloy cast steel ̂ -& ASTM A148]?14

2) f > ^ # ̂ *flS. ̂ ASTM

3) ^ ^ # ^ £ ASTM A235o]7i

4) Plate -g^r ASTM A36^]7lu}

5) 3.%^ ^S. ^ & ASTM A325, A490

6) Hook -^^g. rolled JEfe forged >^^

7) Wilêj ^ ^ : 4 # ^ 1 %*\3. ^7} ^°M # S f e roller

^ ^ ^ H 1 0 ] ^ ^ * } ^ , AFBMA ^ 2 f ^

8) 7 H ^ f # ^ « g ^ 5 l ^ ^ 1 # A S AGMA

9) Trolley wheel ^ ^SJ- ̂ B l € S ^ 5J ̂ ^ 1 1 " ̂ € forged

steel o]oô]: «>c]-.

5. ^ |

7\.

(1) Hoist and trolley control

1) Electric hoistfe JL^rgrÂl ^-3.o\] %Z]±r * } # ^ 150

t]^ short stroke^ magnetic disc motor brake#

2) Electric trolley^ trolley SE>ofl ^ e ] ^ full load

125 % S ^^lfe short stroked] magnetic disc motor brake#

(2) Conductors

1) Runway conductors^- ^^S^fTj] S ^ ^ conductor * ] ^

2) Runway conductors^ 3

(3) H.

- 16 -

2) Ji^Ha. A ] ^ I ^ #7l^.°S *HfSIfe 150

holding 51 ^

3) Trolley travel H.eH-3. 4 ^ ! ^ r *)-§-*}# 51

$1 10 % **$)\J\6\}A\ trolley# i

4)

(4)

1) 3.ell1|O> *ft^ ^• ' i ^ i^ 6 ! ! movable type ^ .S 'M^l*}^0]1

- Bridget)

- Hoistif trolley5] ^*5 systemlfe magnetic 3 -S

- Magnetic -g-S-f-ei 4 ^ ^ ^ - local control boxofl $X^ push

button^

2) M5a~M5b

- M1-M4

3) M6 5!

- M1-M4

(6) e]n)E ^

over hoisting^ ^ 1 ^ ^ £lfe limit switch

- 17 -

bridge^ ^ «J trolley^

. SHIM*(1) Hoist and trolley control

(2) «.i

5.

(3) ^

(4) Control points

l̂ g: pendant push button switch^]

- Hoist, bridged ^*|, trolley^) ^ * 5 # -?1*H magnetic

controller^- 4-§-^ ^.

- Magnetic controller ^1^.^-c: pendant push button^] -S]*!-^

(5) e]BIS ^

- 3Lo|>iS^ over hoisting^ ^l^lHr $X^a: limit switch

l ^ bridge^ ^ ^ Rj trolley^

7) fl*HElectric monorail

- Trolley^

7}o]7}

- Monorail

pendant push button controller

- 18 -

- Push button controller^- magnetic

festoon

button^]

- Power t

Electric 3.^

- Hoists

- Push button -g-H-i-ej^ magnetic button7l ^ * M local

push button E}»jo|o]o]: ^}t\.

^l^lfe electric suspension

^ S . i l trolley ^-Hl-

(2) Brake

(3) Wiring

(4) Limit switches

5.7}. (6)2^

(5) Control points

- Push button type£} 47fl̂ l local control box#

isolation room ^ 5 ^ ^^«^] ^ * ] ^ %.

- Push button^ ^ ^ ^ j - type^-S. button^

fl| local control

intetlock system©]

6.

(1) Buyers 440V, 3^, 60Hz AC power 7>

control power^ seller^ 5^*H ̂ ^ f e 4 4 ^

Sll-b control trans formerl-

(2) Electric motor^ appendix 4HE-02, 03^1

- 19 -

(3) Crane bridged HeW^--§- S^fe 4 4 3 wheel

interlock system^-

(4) Drive unit£] fi§

gear coupling*]

(5)

(6) fiBjs.^ B-^-g-5] ^-̂ «l 2]- W

(11) ^7]a|ti ^U] 5| JHHHi£ IEEE, NEMA ZLe]3. ANSI

7. Name Plate

5 ^ metric

(1)

tag

- 20 -

- Span

- Speed, hoist, trolley, bridge

(2) 3>1^S. ^ 3.^ jL

tag

-

2 ^ Design Calculation

R E SERVICE AREA 3O/5T0N O.H CRANE

ITEM NO. : EF-760O-M-K004

tfAj Prepared JS-i-ieviewed --£-•>! Approved

- 22 -

TABLE OF CONTENTS

I . OESTCJN SPECIFICATION

PACK

1. DESIGN SPECIFICATION — 1

2.' LOAD COMBINATION 2

3. ALLOWABLE STRESS 3

4. FACTORS 3

5. LOAD TABLE 4

31 . STRUCTURAL PART CALCULATION

1. DETERMINE TROLLEY WHEEL LOAD 5

2. LIVE LOAD MOMENT (LLM) 6

3. IMPACT LOAD MOMENT (Mdi) 6

4. GIRDER SECTIONAL PROPERTIES 7

5. GIRDER PROPORTION • 8

S. DIAPHRAGM THICKNESS : 8

7. TOTAL DEAD LOAD MOMENT (DLM) 9

8. MOMENT FOR INERTIA FORCES FROM DRIVES (IFDM) 9

9. SEISMIC LOAD MOMENT FOR LATERAL DIRECTION (SFM) 10

10. MOMENT FOR SKEWING (SKM) 10

11. SUMMATION OF MOMENT 11

12. SUMMATION OF BENDING STRESS 12

13. MAX. ALLOWABLE DEFECTION 13

14. BRIDGE WHEEL LOAD 15

15. RAIL CLAMP BOLT CALCULATION 10

Iff . MECHANICAL PART CALCULATION

1. DESIGN DATA 19

2. WIRE ROPE 19

3. MOTOR 21

4. CALCULATION OF WHEEL 23

5. CALCULATION OF HOOK 24

- 23 -

DESIGN SPECIF1CAITON

1. DESIGN SPECIFICATION

• CAPACITY

• SPAN

• SERVICE & CLASS

• QUALITY CLASS

• SPREAD (TROLLEY WIDTH)

• TROLLEY WEIGHT

• TROLLEY WHEEL

2 . LOAD COMBINATION (PER CM.A.A TABLE NO. 3 . 3 . 2 . 4 )

1) CASE 1 : CRANE IN REGULAR USE UNDER PRINCIPAL LOADING (STRESS LEVEL 1)

DL ( D L F B ) + TL ( D L F T ) + LL (1 + 11LF) + IFD

2) CASE 2 : CRANE IN REGULAR USE UNDER PRINCIPAL AND ADDITIONAL

LOADING (STRESS LEVEL 2)

DL (DLFB) * TL (DLFT) + LL (1 + HLF) + IFD + WLO + SK

3) CASE 3 : EXTRAORDINARY LOADS (STRESS LEVEL 3)

DL + TL + SF

WHERE ;

DL : DEAD LOAD

DLF : DEAD LOAD FACTOR

TL : TROLLEY LOAD

LL : LIFTED LOAD

HLF : HOIST LOAD FACTOR

IFD • INERTIA FORCES FROM DRIVES

WLO : OPERATING WIND LOAD

SF : SEISMIC FORCE

SK : FORCE DUE TO SKEWING

THIS OVERHEAD CRANE SHALL BE INSTALLED ON INDOOR. THEREFORE, THE OPERATING

WIND LOAD (WLO) FORCE SHALL BE TAKEN NO THROUGH FROM LOAD CASE I.

AND THE SEISMIC FORCE (SF) ACCORDING TO THE REQUIREMENTS OF 1988 VERSION

OF UNIFORM BUILDING CODE (UBC) SECTION 2312 SHALL DE TAKEN THROUGH FROM

LOAD CASE I.

- 25 -

3 . ALLOWABLE STRESS (PER CM.A.A TABIJ- 3 . 3 . 3 . 4 )

1) STRESS LEVEL 1.

a a - 0 . 6 cry = 0 . 6 x 2400 KG/CM2 = 1440 KG/CM2

r a = 0 . 3 5 cry = 0 .35 x 2400 KG/CM2 = 840 KG/CM2

2) STRESS LEVEL 2 .

era = 0 . 6 6 cry = 0 .66 x 2400 KG/CM2 = 1584 KG/CM2

r a = 0 . 3 7 5 a y = 0.375 x 2400 KG/CM2 = 900 KG/CM2

3) STRESS LEVEL 3 .

aa. = 0.75 ay = 0.75 x 2400 KG/CM2 = 1800 KG/CM2

ra = 0.43 cry = 0.43 x 2400 KG/CM2 = 1032 KG/CM2

WHERE ;

: ALLOWABLE COMPRESSION STRESS

: ALLOWABLE SHEAR STRESS

: YIELD STRESS

4. FACTORS

1) DEAD LOAD FACTOR (DLF) PER CMAA 70 REVISED 1988 FROM TABLE 3.3.2.1.1.4.1-1

UP TO

OVER

TRAVEL

200.

200.

FPM

FPM

SPEED

(60.96 M/KIN)

DEAD LOAD

1.1

1.2

FACTOR

2) HOIST LOAD FACTOR (IILF) PER CMAA 70 REVISED 1988

1ILF = 0 . 1 5 ^ (0.005 x HOIST SPEED)(FT/MIN)

2.8= 0.005 x FT/MIN = 0.0459

0.3048

.'. USE 15% FOR HOIST LOAD FACTOR.

3 ) INERTIA FORCES FROM DRIVES (1FD)

PER CMAA 1 9 7 5 AND CRANE HAND BOOK (WHITING)

- LATERAL LOAD DUE TO ACCESERATION OR DECELERATION IS CONSIDERED

AS 2 . 5 % OF THE LIVE LOAD AND THE CRANE BRIDGE, EXCLUSIVE OF END TRUCKSAND END T I E S , FOR CLASS "A" CRANES.

- 26 -

5 . LOAD TABLE

• GIRDER ONE SIDE *

• DEAD LOAD (ONE GIRDER + MIS.) : DL

• TROLLEY LOAD (4850/2) : TL

• LII-TED 1DAD (3000 + 3OO)/2 : LL

L — HOOK LOAD

• DEAD LOAD FACTOR : DLF

• HOIST LOAD FACTOR (15%) : 1+1ILF

• INERTIA FORCES FROM DRIVES : IFD

• FORCES DUE TO SKEWING : SK

• SEISMIC LOAD : SF

5.1 • 2 .7 = 7.8 TON

2.325 TON

15.15 TON

1.1 (CMAA 3 . 3 . 2 . 1 . 1 . 4 . 1 )

1.15 (CMAA 3 . 3 . 2 . 4 )

0.56 TONG (REFER TO PAGE 9)

0.62 TON (REFER TO PAGE 10)

1.57 TON (REFER TO PAGE 10)

- 27 -

IE. £->'i~R.ucr.n..jRyvi- I^ART C A L C U L A T I O N

1 . DETERMINE TROLLEY WHEEL LOAD

/ " 2190 (W.B)

> = 793

•fi=1Q90

RAMAIN

12.4 TON H 0 0 K tPI

1090

P2=2 56 TON

7.58 TON

• rQ-19.98 TON

• TROLLEY LOAD = 4.65 TON

• LIFTED LOAD = 30.3 TON

* FOR ONE SIDE OF TROLLEY (DLF =1.1, HLF =1.15)

30.3• LIFTED LOAD = x (IILF) = 15.15 x 1.15 = 17.42 TON (Pi)

2

4.G5• TROLLEY LOAD = x (DLF) = 2.325 x 1.1 = 2.56 TON (P2)

2

• LIVE LOAD = 17.42 + 2.5S = 19.98 TON (Q)

* REACTION

(Pi x ^ i ) + ( P 2 x €z) (17.42 x 793) + (2.56 x 1090)RB =

-6 2190

= 7.58 KG

RA = Pi + P2 - RB = 17.42 + 2.56 - 7.58 = 12.4 TON

(MAX. TROLLEY WHEEL LOAD = TRA)

- 28 -

2. LIVE LOAD MOMENT TO G- l GIRDER (LLM)

Ll=6734.5

SPAN L = 14 3OO

d=83i . . . 1359

RAj tRB7580 KG

415.5.415.- 6734.5

B

7150 7150

"d» = DISTANCE OF RESULTANT "Q~ FROM NEAREST WHEEL

RES x W.B 7 . 5 8 x 2190d = —

Q 19.98= 830.84 = 831 MM

* LIVE LOAD MOMENT (LLM)

(RA + RB) L I 2 19.98 x 673.45 2LLM = —

1430= 6336.8 TON.CM

3 . IMPACT LOAD MOMENT TO G-l GIRDER (ONLY HOIST LOAD FACTOR MOMENT CAL')

• IMPACT LOAD (F)

F = 15 .15 x 0 .15 = 2.2725 TON

PER C.M.A.A (PARA 3 . 3 . 2 . 1 . 1 . 4 . 2 ) USE 15% OF RATED CAPACITY

* IMPACT LOAD MOMENT (Mdi)

Mdi =2.2725 x 673.45 Z

1430= 720.74 TON.CM

- 29 -

4. GIRDER SECTIONAL PROPERTIES

ID

r-

0 4

r—

it

271

295

34

271 _

600

7

%

295

590 y-

00

TOP PLATE : 12T x 590

WEB PLATE : 8T x 1176

BOTTON PLATE : 12T x 590

HORIZONTAL STIFFENER : L50 x' 50 x 6t

* MOMENT OF INERTIA (VERTICAL DIRECTION)

Ixx = 716483 CM4

* SECTION MODULUS "Zxx"

Zxx = 11941 CM3

* MOMENT OF INERTIA (LATERAL DIRECTION)

Iyy = 179272 CM"

* SECTION MODULUS "Zyy"

Zyy = 6077 CM3

- 30 -

5 . GIRDER PROPORTION ( C M . A . A PARA 3 . 3 . 3 . 1 )

PROPORTION

MAX.

ALLOWABLE

L/b

26.78

65

b/c

4 4 . 5

60

WHERE ;

L = SPAN : 14300 MM

b = DISTANCE BETWEEN

WEB PLATE : 5 3 4 MM

c = THICKNESS OF TOP PLATE : 12 MM

h = D1PTH OF WEB : 1176 MM

t = THICKNESS OF WEB : 8 MM

6 . DIAPHRAGM THICKNESS ( C M . A . A PARA 3 . 3 . 3 . 1 . 5 . 5 )

h/b

2.2

DOES NOr DEFINE ON

SPECIFICATION

3 0 k gKS S 8106-77Ol S E 1101 - 74

WHERE

RB

P

T

td

(1856 KG/CM2) (RB + 2T) t d

= WIDTH OF RAIL BASE = 1 0 7 . 9 5 MM

= TROLLY WHEEL LOAD : 10 .835 TON

= TOP PLATE THICKNESS : 12 MM

= DIAPHRAGM THICKNESS (MM)

(USE MIN. 6MM)

< 30KG RAIL >

.-. td =1O.835TON x 1000

(10.795 + 2 .4) x 1856

= 0 .442 CM = 4 .42 MM < 6 MM O.K

- 31 -

7 . TOTAL DEAL) LOAD MOMENT (GIRDER ONE SIDE)

• GIRDER : 5 . 1 TON

• TIM VERSING POWER, PLATFORM : 1.5 TON

+ MISCELUNEOUS : 1.2 TON (PANEL, BRACKET ETC.)

TOTAL DEAD LOAD = 7 . 8 TON (UNIFORM LOAD)

* DEAD LOAD MOMENT (DUD

WLMOMENT DUE TO GIRDER VT = x DLF ( 1 . 1 )

WHERE " L " I S SPAN

7.8 x 1430DLM = x 1.1 = 1533.68 TON.CM

MOMENT FOR INERTIA FORCES FROM DRIVES : (IFD)

FOR CUSS " A " CRANE USE 2.5%

10.2

IFD = 2.5% x (2 .325 + 15.15 + ) = 0.56 TON2

0 .56 x 673 .45 2

IFDM = = 177.61 TON-CM1430 •

- 32 -

9. SEISMIC LOAD MOMENT TOR LATEIMl. DIRECTION

(PHI 1908 VERSION OF UBC, SECTION 2312)

• SEISMIC LOAD (SO

Sf = ZICpWp = 0.15 x 1.25 x 0.75 x 11.14 = 1.57 TON

* SEISMIC LOAD MOMENT (SFm)

1.57 x 673.452

• SFm = = 497.94 TON-CM1430

- CODE

- Z

T

- CP

- WP

1988 VERSION OF UNIFORM BUILDING CODE (UEC) SECTION 2312

SEISMIC ZONE FACTOR AS SET FORTH IN TABLE NO. 23- I .

Z = 0.15 (ZONE 2A)

OCCUPANCY IMPORTANCE FACTOR AS SET FORTH IN TABLE NO. 23-L

I = 1.25

NUMERICAL COEFFICIENT IN TABLE NO. 23-P

CP = 0.75

COMPONENT WEIGHT EXCLUDE LIFTED LOAD.

WP = (DEAD LOAD + TROLLEY LOAD) x DLF

= (7.8 + 2.325) x 1.1 = 11.14 TON

10. MOMENT FOR SKEWING FORCES : (SK)

SPAN 1430

RATIO = = 3.11WHEEL BASE 460

.-. SKEWING FACTOR : Ssk = 0.05 (CMAA : 3.3.2.1.2.2)

• SKEWING FORCES (SK)

SK = Ssk x TRA = 0.05 x 12.4 = 0.62 TON

(MAX. TROLLEY WHEEL LOAD : TRA = 12.4 TON)

* SKEWING MOMENT (SKm)

0.62 x 673.452

SKM = = 196.64 TON-CM1430

- 33 -

11. SUMMATION OF MOMENT (ONLY GIRDER ONE SIDE)

CASE 1.

DEAD LOAD MOMENT (DLM)

LIVE LOAD MOMENT (LLM)

IMPACT LOAD MOMENT (nidi)

INERTIA FORCE FROMDRIVE LOAD MOMENT (IFDM)

TOTAL El

VERTICAL MOMENT

1533.68

6336.8

720.74

4i = 8591.22 TON-CM

LATERAL MOMENT

177.61

CASE 2.



IMPACT LOAD MOMENT (mdi)

INERTIA FORCE FROMDRIVE LOAD MOMENT (IFDM)

VERTICAL MOMENT

1533.68

6336.8

720.74

SKEWING FORCE MOMENT (SKM)

177.61 TON-CM

LATERAL MOMENT

177.61

196.64

TOTAL SM2 = 8591.22 TON-CM

CASE 3



SEISMIC LOAD MOMENT (SFM)

VERTICAL MOMENT

1533.68

6336.8

374.25 TON-CM

LATERAL MOMENT

497.94

TOTAL SM3 = 7870.48 TON-CM 497.94 TON-CM

- 34 -

12 . SUMMATION OF BENDING STRESS (ONLY GIRDER ONE SIDE)

CASE 1.

(DEAD LOAD MOM. * LIVE WAD MOM. + IMPACT LOAD MOM.) IFO MUM.

SECTION MODULUS OF "Zxx" Zyy

12-1) TENSION OR COMPRESSION STRESS ( f b i )

8591.22TON-CM 177.61TON-CMfb, = + = 0 .720 TON/CM2 + 0.029 TUN/CM7

11941 CM3 6077 CM3

= 720KG/CM2 + 29KG/CM2 = 749 KG/CM2 < 1440 KG/CM2 0. K

CASE 2.

(DEAD LOAD MOM. + LIVE LOAD MOM. + IMPACT LOAD MOM.) (IFD MOM. + SKM MUM.)fbz =


12-2) COMBINED STRESS (fb 2 )

8591.22 TON-CM 374 .25 TON-CMfb2 = + 0.720T0N/CM

2 " 0.0S2TON/CM2

11941 CM3 6077 CM3

= 720KG/CM2 + 62KG/CM2 = 732 KG/CM2 < 1584 KG/CM7- O.K

CASE 3 .

(DEAD LOAD MOM. + LIVE LOAD MOM.) SEISMIC MOM.f b 3 = +


12-3) COMBINED STRESS (fb 3 )

7870.48 TON-CM 497 .94 TON-CMfb 3 = + = O.659TON/CM

2 + 0.082TON/CM2

11941 CM3 6077 CM3

= 659KG/CM2 + 82KG/CM2 = 741 KG/CM2 < 1800 KG/CM2 O.K

- 35 -

1 3 . MAX. ALLOWABLE DEFLECTION : AMAX. (TECH* SPEC 4 . 5 . 2 . l . b )

SPAN 1430AMAX. = = = 1.79 CM = 17 .9 MM

800 800

1 3 - 1 . DEAD LOAD DEFLECTION ( D L A )

* FIND EQUIVALENT UNIFORM DEAD LOAD " W "

S.W.L3

THEN, DEAD LOAD DEFLECTION =384 El

5 . W . L 3 5 x 8580 x 1 4 3 0 3

" D L A " = =3 8 4 El 3 8 4 x 2 . 1 x 10 6 x 71S483

= 0 . 2 1 7 CM

WLLET DEAD LOAD MOMENT, M =

8M 8x1533.68W = = = 8.58 TON

L 1430

M = DEAD LOAD MOMENT

= 1533 .68 TON-CM

L = SPAN 1430 CM

I x = MOMENT OF INERTIA (VERTICAL DIRECTION)

= 716483 CM4

- 36 -

1 3 - 2 . LIVE LOAD DEFLECTION ( I X A )

FIND EQUIVALENT CUNCENTRATED LIVE LOAD " P "

PL 3

THEN, LIVE LOAD DEFLECTION =

48EI

17730 x 1430 3

A 70

43 x 2.1 x 10* x 716483 — = = = = =

PLLET LIVE LOAD MOMENT " M " =

4

WERE, P = EQV. LIVE LOAD & L IS SPAN IN CM

6336.8 x 4p = 1 7 . 7 3 TON ( E Q V . LIVE LOAD)

1430

13-3 . TOTAL DEFLECTION

"DLA" + "LLA" = 0.217 + 0 .72

= 0.937 CM < 1.79 CM (ALLOWABLE) OK

- 37 -

14. BRIDGE WHEEL LOAD

1150

1397

13150

T S RAIL1G50

T"H. i

2190

G1 GIRDER

12 400 KG ^ 7 5 8 0. Mil

G-2 GIRDER

L..

SPAM 14 300

B

SPAM 14 300

2190

RA-.124OOKG RB-7580

13150

< LEFT SIDE >

- 38 -

STATIC LIVE LOAD ON GIRDER CORNER : LL

19.98 x 13150LL = = 18.37 TON/CORNER

14300

STATIC DEAD LOAD ON GIRDER CORNER : DL

CRANE TOTAL WEIGHT WITHOUT TROLLEY WEIGHTDL = x 1.1

422.21 - 4 .65

= x l . l = 4 .85 TON/CORNER

4

LOAD OF ONE SIDE OF GIRDER

= LL + DL = 18.37 • 4 . 8 5 = 23.22 TON

BRIDGE WHEEL LOAD OF LEFT SIDE OF GIRDER (A)

= 23.22 TOM/WHEEL

(MAX. WHEEL STATIC WHEEL LOAD = 23.22 TON/WHEEL)

SPAN 14 300

< RIGHT SIDE >

- 39 -

19.98 x 12650» LR = = 17.67 TON/CORNER

14300

° DL = 4.85 TON/CORNER

o LOAD OF ONE SIDE OF GIRDER

= LR + DL = 17.67 + 4 .85 = 22.52 TON

.". BRIDGE WHEEL LOAD OF RIGHT SIDE OF GIRDER (B)

= 22 .5 TON/WHEEL

- 40 -

15. KAIL CLAMP fJULT CAI.CUUTION

STUD POL/Rr TRAVELLING RAU.-|-

(Kh

TOTAL WT:22.21 TON

TRAVELLING RAIL ' ! ? [

-rM4?1-S: ^-"J RAlLo-ll CLAM1 HULT

W.8 4 60O

L y TOP QF T.LRAIL

''VHf.F.1 LOAD DATA • PmJ»

P H = P I ^ SF .

FV : MAX. WHEEL LOAD = 23.22 TUN(MAX. WHEEL LOAD PAGE 1G)

Pt :

Sf

?.0Z)

6-̂ l 10%)

= 4.

= 2.32?. TON

^l^]oflS|«V 4 - - ^ ^ = 1.57 1UN(SEISMIC LOAD PAGE 10)

( P H )

PH = P t + Sf = 2 . 3 2 2 + 1 . 5 7 = 3.892 TON

*

2)

CRANE

lO^o

27ila]

BOLT

V

WHEEL CENTER ^d

BOLT - S - J L

s] ?A^4

PH

2A

3.892

SL 7f

7^]AV

7]e) 46OOMM 4 '

1 BOLT ^ ? 4

V

*\°\] H20 CLAMP B0LT7]-

--& 20%°] 2M

Ill . MECHANICAL I'AliT CALCULATION

1. DESIGN DATA

o CAPACITY

» LIFT

• SPAN

o SPEED

• MAIN HOIST

• TROLLEY DRIVE

• BRIDGE DRIVE

o WEIGHT

• HOIST BOTTOM BLOCK

• TROLLEY

• CRANE TOTAL Wt

o WHEEL DIA & QUANTITY

• TROLLEY

• BRIDGE

2. WIRE ROPE

1) MAIN HOIST

* REQUIRED BREAKING

LM x S• TLJ —• 1M —

N

WHERE,

: MAIN 30 TON. AUX.

: MAIN 16.2 MR., AUX.

: 14.3 MR.

: 0.28-2.8 M/MIN, AUX.

: 7 M/MIN

: 10 M/MIN

: MAIN 0.3 TON, AUX.

: 4.65 TON

: 22.21 TON

: DIA. 250 x 4EA

: DIA. 630 x 4EA

STRENGTH OF WIRE ROPE :

LM : WORKING LOAD :

N : NO. OF PARTS OF

WIRE ROPE DIA. :

S : MIN. REQUIRED

SAFETY FACTOR :

: 5

: 17

: 0

: 0

TM

30.3

6

^22.;

5

TON

.3 MR

.56-5.6 M/MIN

.05 TON

TON

- 42 -

30.3TON x 5

• TM = = 25.25 TON

6

USE, ?.2.4 MM (6 x F i 2 5 ) IWRC B-f- ZZL°d.

MIN. BREAKING STRENGTH : 3 3 . 7 TON

SAFETY FACTOR OF WIRE ROPE

• s -

_

2) AUX. HOIST

• TM =

• TM =

33.7TON x 6

30 .3 TON

6 67 > 5

LM x S

N

WHERE, LM :

N :

S :

5.O5TON x 5

WORKING LOAD :

NO. OF PARTS OF

WIRE ROPE DIA. :

MIN. REQUIRED

SAFErY FACTOR :

= 1 2 . 6 2 5 TON

5 . 0 5 TON'

2

16 MM ( 6 x F i 2 S ) IWRC Bf- Z

MIN. BREAKING STRENGTH : 1 7 . 2 TON

SAFETY FACTOR OF WIRE ROPE

17.2TON x 2

S =5.05 TON

= 6.81 > 5 . . O.K

- 43 -

3. MOTOR

1) MAIN HOIST

Lii x VKW =

6.12 x E

WHERE, LH = WORKING LOAD : 30.3 TON

V = HOIST SPEED : 2.8 H/MIN

E = MECHANICAL EFFICIENCY

WHERE, E = Eg" x Esm

Eg = GEARING EFFICIENCY

n = NO. OF GEAR REDUCTION

Es = REEVING EFFICIENCY

m = 0 . 9 7 3 x 0 . 9 9 7 = 0.851

30.3T0N.X 2.8 M/M1NKW = : : = 16.31 KW

6.120 x 0.851

USE 17KW x 8P

2) AUX. HOIST

LH x V• KW = :

6.12 x E

WHERE, LH = WORKING LOAD : 5.05 TON

V = HOIST SPEED : 5 .6 M/MIN

E = MECHANICAL EFFICIENCY : 0 .85

5.O5TON x 5.6 M/MIN

KW = = 5.44 KW6.12 x 0.85

USE 5.5KW x 6P

- 44 -

3) TROLLEY DRIVE

W x V

KW - x f1 x E

6 . 1 2

WHERE ;

W = RATED LOAD + TROLLEY W.T : 3 4 . 9 5 TON

V = TROLLEY SPEED : 7 M/HIN

P = MOTOR FACTOR : 2 . 5

F = FRICTION FACTOR : 0 . 0 0 6 8

(FROM CMAA TABLE 5 . 2 . 9 . 1 . 2 . 1 - D BASE ON 250

4 . CALCULATION OF WHEEL

1) TROLLEY WHEEL LOAD :

• MAX. TROLLEY WHEEL LOAD : P = 12 .4 TON

(STRUCTURE PART CALCULATION PACE 5)

• WHEEL DIA (USE 3OKG/M RAIL)

• BY CMAA-ACCORDING TO CMAA TABLE 4 . 1 1 . 3 Cb\SS "A"

P(LB) = 1600 x DUN) x W(IN)

P(LB)DUN) =

D(CM) =

1600 x W(IN)

P(KG)

112.5 x (b-2r)

12400

WHERE ;

W : EFFECTIVE WIDTH OF RAIL ( b - 2 r )

30 kg

112.5 x (6 .033 - 2 x 0.8)

= 24.86 CM = 248.6 MM

USE 250 DIA WHEEL

2) BRIDGE WHEEL

. • MAX. BRIDGE WHEEL LOAD : Pmax = 23.22 TON/WHEEL

(STRUCTURE PART CALCULATION PAGE 16)

WHEEL DIA (USE 37KG/M RAIL)

BY CMAA METHOD

P U G )D(CM) =

112.5 x (b-2r)

23200

112.5 x (6.27 - 2 x 0.8)

= 40.28 CM = 402.8 MM

USE 630 DIA WHEEL

37

C

C

c

k g Ml "I

( -

^~ Tto *l

C O

«?

en

1.59"13'

KS BJ I S E

— 62.71—-

!W ^

.5

8 1 0 6 -1101 •

•(•

T:}'i3.J9_-r'-.

•-122.24

8374

- 46 -

( 3O ) TON HOOKO.I

oi ; _ n oil ° |OUi p X||*j = SF5O~ 55 'Q = M § 5 | g 30000 kg

h 1 -- U . 5 CM

b2 - 3 . 4 CM

1)h b l + 2b2

e l = * = (CM)3 b l + b2

1 6 . 5 11 .5 +2 * 3 . 4_ „ •% — b • I D

3 1 1 . 5 + 3 . 4

e 2 = h - e l = 1 6 . 5 - 6 . 7 6 = 9 . 7 4 (CM)

2}

3)

4)

Cl- Oi W1— 1 —1

A =

I

ZII

b lh *ii -r- —

= 16.5 *

IT 3

36

16.5"

36

= 2514

I

e l

+ b2- ( PM**" 9 ̂— \ O i l C. I

2

1 1 . 5 + 3 . 4

2

( b l + b 2 ) " 2 + 2

b l + b2

3 ( 1 1 . 5 + 3 . 4

11 .5

2514_ _ IT)— " — 0 ( 0

6.76

2514= 258

123

*bl*b2

) " 2 + 2 * l l .

t 3.4

„-,

CM" 3

(CM"4)

5 * 3 . 4

e2 9.74

M = Q * ( + e l ) = (KG-CM)2

16= 30000 x ( + 6 . 7 6 ) = 442800

2

SEE DWG NO. B04-5O8

- 47 -

6)M Q

ZI A

4 4 2800 30000

372 123

= 1434 KG/CM"2 i 1600 KG/CK"2

H I - IV O||

SEE DWGN0.BO4-508

3)

M q -4 42800 30000

ZII A 258 123

=-1473 KG/CK"2 < 1600 KG/CH"2

r- b l - 1 1 . 5 cm r ' = 1 0 . 2 cmb2 = 4 . 7 erah = 14.4 cm

— a = 16 era

1)

2)

h b l + 2b2e l = _ _ _ * ••= (CM)

3 b l + b2

14.4 1 1 . 5 + 2 * 4 . 7= * = 6.2

3 1 1 . 5 + 4 . 7

e2 = h - e l = (CM)

= 14.4 - 6.2 = 8 .2

b l + b2= h * = (CMr2)

2 (

11 .9 + 4 .7 i= 14.4 * . — — = U6. .5

2,

h"3 (b l + b 2 ) " 2 + 2bl * b2I * = (CM"4)

36 b l + b2

1 4 . 4 ^ 3 . ( 11 .5 + 4 . 7 T 2 + 2 * 11.5 * 4 .7

36 1 1 . 5 + 4 . 7

= 1808

- 48 -

I 1898Z H I = = = 306.1 (CM'3)

e l 6.2

I 1898Z IV = = = 232 (CM"3)

e2 8.2

H = — * tan 60 " * r 1 = (KG/CM)2

30000= * tan 60° * 10.2 = 265004

2

6)

M 265004^ C7 e t = t O b = + = = 866 KG/CM'2 < 1600 KG/CM~2

ZII I 306.1

M 265004^ a ec = -C7b= = =-1143 KG/CM"2 < 1600 KG/CM"2

ZIV 232

0 | E S O.K

- 49 -

(5)TON HOOKS-I

Oil

[= SF50- 55 bl = 5..JCM= M § o ( g 5000 kg b2 = 2.2CM= T 3 ° ^ ^ | 2 9 CM h = 8 .4CM

h bl + 2b2e l = * = (CM)

3 bl + b2

8 . 4 5 . 4 + 2 * 2 . 2=3.61

3 5 .4 + 2 . 2

e2 = h - e l = 8.4 - 3 . 6 1 = 4 . 7 9 (CM)

2) E S l ^ t b l t b2

A = h * = (CM* ')2

5.4 + 2 . 2= 8 .4 * = 3 1 . 9 2

2

> 3) 2! h"3I - *

36 b l + b2= (CM~4)

8.4*3 ( 5 . 4 + 2 . 2 ) ^ 2 + 2 * 5 . 4 * 2 . 2

36 5 .4 + 2 . 2

4)

= 176.6

I 176.6ZI = = = 48.92 CM~3

. e1 3.61

176.6ZII = = 36.87 CM"3

4.79

5) S| PI a «! e aM = Q * ( — + e l ) = (KG/CM)

29

= 5000 x ( - - - + 3.61) = 405502

- 50 -

6) I - II 2| ^ O et = to b + O I

3 J 2J

I =

— T

M

ZI

= 986

^ G ec = -O b + O t

= -943

IV 0|| °iOi A-J r~ blb2h

- a

KG/CM"

M

£11

KG/CM"

= 5.4= 2.2= 8.4= 9

Q

—A

2 <

Q

—A

2 <

CMCMCMCM

40550

48.92

1200 KG/CM"

-40550

36.87

1200 KG/CM*

r' = 5.86

5000

31.92

2

5000

31.92

2

CM

2)

h b l f 2 b ~ 2 .e l = — * = (CM)

3 b l + b2

8 .4 5 .4 + 2 * 2 . 2= * = 3 . 6 1

3 5 .4 + 2 . 2

e2 = h - e l = (CM)

= 8 .4 - 3 . 6 1 = 4 . 7 9

i

b l + b2A = h * = (CM"2)

2

5.4* + 2 . 2- 8 .4 * = 3 1 . 9 2

2

"3 (b l + b2)~2 + 2bl * b2* _ (CM"4)

36 b l + b2

. 4 " 3 . ( 5 . 4 + 2 . 2 ) ~ 2 + 2 * 5 . 4 * 2 . 2+

3 6 5 . 4 + 2 . 2

- 51 -

4)

I 176.6Z I I I = = = 48.92 (CM"3)

e l 3.61

I 176.6Z IV = = = 36.87 (CM~3)

e2 4.79

5) s S^E

QM - -— * tan 60 °* r1 = (KG/CM)

2

5000= * t a n 60 * * 5.86 = 25375

2

6) a g^ (seem si?.* a s ^ s nys

M 25375e t = +O b = + : = = 519 KG/CM"2 < 1200 KG/CM" 2

Z I I I 48.92

M 25375ec = -C7 b= = =-688 KG/CM'2 < 1200 KG/CM"2

ZIV 36.87

0 | H £ O.K

- 52 -

REVISIONS

HOOK Tsrso! ~ SF55

NO | DESCRIPTIOK'S | UTl

PROJECT

TITLE

CO10

REMARKS

DATI

1991. 10. 01

SCAL£

LOAD BLOCK HOOK N/S

DRAWN DESIGNED I CHECKED

%

fo)BANDOV h y UACH1NERY CO..LTD.

APPROVZD I Rtr DRAV/INC

BO< - 5 0 8

Ml

1) Material handling #H]#ofl

2)

3)

fe 3 H 5| standard

field

2.

1)

2)

3)

marking^

-^^ appendix AM-Ol (general

welding requirements)^

51fin

51

submerged arc f l u x e d AWS S H

3.

4)

5) Slagfe S.^

6)

7) - g - ^ ^ ^^)

cleaning 4 ^ ^ : Structural Steel Painting

Council (SSPC)-SP "Commercial Blast Cleaning)^ 7]^-^] tcf

2) Dry Film Thickness

- £ £ dry 1-tSj T ^ f c ^ ^ 4 scM ^M" 5 . SSPC-PAl:Shop,field iJ -fi-^lJt^1 SflSPU HZ]3. SSPC-PA2: nfzL*]*%•# dry sflolE

3) *f|*!*3

717)1^

^ 1 S'S ^ ^

3-§•*>*] ?tfet:}.

4) Seller^ Appendix 4HP-02

51

2)

4 ^ # 51

2)

3) %7\ 51

2.

3.

Certified mill sheet JiL3.A-)|| ASME a f e ASTM 46cMl

7l

5.

. 4

4

2)

3)

4)

5)

6)

7) 4

711

8) ZL

125

^ 4 ^ 4

- 57 -

4 ^ General Layout

GENERAL LAYOUT

FIGNO. EQUIPMENT NO. EQUIPMENT NAME

1. EF-7600-M-K001 1.0 Ton Electric Overhead Crane for Ml to M4

Cell

2. EF-7600-M-K002 1.0 Ton Electric Overhead Crane for M5 Cell

3. EF-7600-M-K003 1.0 Ton Electric Overhead Crane for M6 Cell

4. EFT7600-M-K004 30/5 Ton Electric Overhead Crane for Hot Cell

Service Area

5. EF-7600-M-K005 3.0 Ton Electric Overhead Crane I for Ml to M4

Hot Cell Operating Area

6. EF-7600-M-K006 3.0 Ton Electric Overhead Crane II for M6 Hot

Cell Operating-Area

7. EF-7600-M-K007 3.0 Ton Electric Overhead Crane III for M5a to

M5b Hot Cell Operating Area

8. EF-7600-M-K008 3.0 Ton Electric Overhead Crane for Workshop

9. EF-7600-M-K009 2.0 Ton.Electric' Monorail Hoist for Mechnical

Room

10.EF-7600-M-K010 30 Ton Electric Fixed Hoist for Cask Receiving

Yard

11.EF-7600-M-K011 3.0 Ton Electric Suspension Crane for

Isolation Room

- 58 -

FiG.r.i.owN ELECTRIC OVERHEAD CRANE FOR MI TO NI CELL

FOUIP. NO. : EF-7600 -H-KOOI

SCALE : 1/50

oooc

320SPAN = ?

FIC. 2: I.OTON ELECTRIC OVERHEAD CRANE EOR m * TO M5I) CELL

EQUIP. HO. : EF -7600 -N-K002

SCALE : / . / " 5 0

ooV

oo

o

oo

--$=

700, -, SPAN= .1800 7000)

iE

.AQJL.

/ TOf/

r.ooX

-200.0.

s'AA

EL.82l000_

_ JAIL,

GATE

Opening si?'*

I 8 0 "slccl i.-l

EL. 77,300 DKTAIL AA.

.60Q,__9Q0 _,

•8QQ

H40Q

; lupollOOK COVERAGE LENGTH

114 CELL

\ \

HOOK COVERAGE AREA

M5-B CELL

\t

900 . 500

8QGL

CEL

18

- 60 -

FIG. 3 : 1.0 TON ELECTRIC OVERHEAD CRANE FOR N6CEI.I

EQUIP. NO. : EF-76OO-H- K003

SCALE : 1/50

-20.0-

f-15CELL

.400 900

117'\CELl

A2Q.Q.

/ion ..2Q00 ._±LQ.Q...

M6CI LL

1

125600_

22300

HOOK CO\Vt\RAGE AREA

900

co

?8

ZKI

'81

C)o

- 61 -

FIG. -1: 30/5 TON ELECTRIC OVERHEAD TRAVELLING FOR SERVICE AREA

EQUIP. NO.: EF-7600-M-KOO'I

SCALE \ I/IOO

ZQO.

EL 92,017

o

c

J5.4DGL

SPfiM-1^300

\30/5 TON\\

ooo

1Q.0 l.20i

-ZQQ

82,200

• EL. 77.300( isr FLOOR)

EL. 72.300( BASEMENT)

EL.67,300

(POOL BOTTOM!

0/2)

- 62 -

1

I

1

1

— 1

11

j1

!

iii

•'I1

iI

• i

ii

j — i —

i t

\ 1i i

L, L_

2050

^ ^

2850

5

. - _ . _

t o

- — —

oF RA

IL/

oo

oo

J

ffS-A

»

i r

J L• •

11800

i\

i

Ii

1

2150

i

•

2;

• - j

O l

li

\

i

M5-B !_ . J

15400

1

. J

\M7

1550

oo oo

o.o

ooo

(2/2)

- 63 -

FIG. 5 : 3.0 TON ELECTRIC OVERHEAD CRANE I FOk Ml TO M4 HOT CELL OPERATING AREA

EQUIP. NO. : EF-7600-N-K005

SCALE :

- 64 -

FIG. 6: 3.01OH ELECTRIC OVERHEAD CRANEl FOR M$ I DT CELL OPERATING AREA

EQUIP. NO.: EF-7600 -M-K006

SCALE : 1/100

EL 8 5,700

EL. 8 2.200

M 6

6300

SPAH =525C

500

n. i

6O3

t90f

en

80Q

OF RAIL

M6

21100

-2M.QSL.

25 tOO

\ \

HOOK COVERAGE AREA

HOP 1300? H

- 65 -

FIG.T.3.0T0N ELECTRIC OVERHEAD CRANE II FOR M5a TO M5I) IDT CELL OPERATING AREA

EQUIP. NO. : EF-7600-M - K007

SCALE : I^'IOO

I

7300

SPAN-6P5O

90C

JL

50C

1

EL. 82.000

EL. 77.300

too

®\

MOO

28000

15400

24900

N5-A H5-B (17

\ \

HOOK CO '£ IAGE AREA

6300

1400 2Q.0-

3—,C

3-

- 66 -

F/6.8: 3.0T0N ELECTRIC OVERHEAD CRANE FOR WORKSHOP

EQUIP. NO. : EF-7600-M -K008

SCALE : 1/50 , t/100

©7300

5G.Q

]

EL. 81,800

_9QQ_ sen\

EL. 7 7,300

IOK COVERAGE ARfA

- 67 -

FIG.10: 30 TON ELECTRIC FIXED HOIST FOR CASK RECEIVING YARD

EQUIP. NO. : EF- 760O-M-KOI0

SCALE • 1/100

30 TON FIXED HOIST

- 69 -

FiG.ii : 3.0TON SUSPENSION CRANE FOR ISOLATION ROOM.'

EQUIP NO. : EF -7600 - M - KOI I i

SCALE : 3 0 / l , 5 0 / l j : .

RUN WAY

I-BEAM

800

700 SPAN *• 2 0 0 0 700

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"^ "d^r-i IMEF Building MfcHl -y*| 31 Hoist !< Craned

* H **1 a J 7 H r *HH*J"CK °1 •:?-2i-&-& Seismic Category. WON (SIR) Equipments.^,

CMAA No. 70 or 74 s\ AISC ofl a]7J*|-H Hoist & Crane S} -?\2- -^-^-fMI cfl*>o=J *I=il

Craned

Code

OBE (/2 SSE) ^ SSE

Bridge, Saddle (End Truck). Hoist ^ -^-cj| Ĵ-*]ofl cfl*H

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2. ^ji Code ui Standard

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Technical Specification for Crane and Hoist.

(Doc. No. EF-E-1410-DT-H101)

CKAA No. 70 Specification for Electrical Overhead Travelling Crane

CMAA No. 74 Specification for Top Running 8< Under Running Sigle Girder

Electric Overhead Travelling cranes

AISC American Institute of Steel Construction

ANSI B30.11-Honorail Electric Wire Rope HOists

HMI-100 Specification For Electric Wire Rope Hoists

SOFINEL Documents

KU/GI - 82.7264 : Siraplif led Method For Seismic Calculation

KU/GI - 82.7273 : Seismic Date

KU/GI - 83.7141 : Miscellaneous Handling Equipment Runway Checking

- 73 -

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-cr CMAA No. 70 AND/OR 74 ^ K N r 7l-£.£_S.

Drawing

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SOFHTELAPPENDIX ! ::AGE l / 4

N KU/GI - 8 2 . 7 2 6 4 REV 3

A P P E N D I X

S I M P L I F I E D METHOD FOR S E I S M I C CALCULATION

- 75 -

1. DEFINITION

A floor response spectrum i s the maximum response(accelerat ion) of a one degree of freedom osc i l l a t o r (of agiven frequency and damping) on tha t floor when the plant issubmitted to the ear thquake.

At a frequency g r e a t e r than 33 Hz, a'one degree of freedomo s c i l l a t o r behaves as a body which i s r ig id ly bonded to theconcrete s t r u c t u r e . Thus the asymptotic values of thespectra are the maximum acce le ra t ions of the concreteitself.

As the frequency decreases, there is an amplificationfollowed by a. disamplification of the mechanical structurein relation to the concrete structure.

2. USE

The steel structure which is submitted to the floor responsespectrum is a multidegree of freedom oscillator. Therefore amodal analysis is necessary to derive accelerations andforces in the steel structure. The modal analysis is complexand requires :

- determination of Eigen frequencies,

- determination of Eigen vectors,

u- reading of ampli'cation factors on the spectrum for each

mode,- recombination of modes.

However a simplified and conservative approach can beadopted :

1°) Determination of the f i r s t preponderant Eigenfrequencies (or at least frequency-ranges) = two orthree are generally enough.

2° ) Reading of the spectrum and determination ofamplification factors for those frequencies (orfrequency-ranges) at the steel damping (4 and 7 %).

Many cases may occur :

KU / GI - 8 :: . 7 2 6 4 REV. B

a) A

iieauencv rsnae

frequency

Then the spectrum is conservatively enveloped by thestraight line A for frequencies greater than f̂

cX g = max (A, B, C, D, E, F)

The forces in the steel structure are enveloped bythe following loading case assuming constantacceleration oi g :

j//7*~r-7 77/ / /

It should be noted that in this particular case, iand f-j (and any higher Eigen frequencies) need notbe evaluated.

D

b) There is a peak between f-, and f-j (or f7_and f-̂

. _ . _ A

If f-[_, f2r £3 a r e accurately known, then

^, Freauencv

. oC 9 = m a x (A, B, C, D, E, F) line A.

If ±2 and f2 are unknown, then

o/ g = peak of the spectrum line Z\'

- 77 -

APPENDIX I PAGE,; / '4

N' KU/G1 - 32.7264 REVB

It should be noted that line J\ ' is a conservativevalue which dispenses from determining any otherfrequency.

It is furthermore recommended that ĉ g should be noless than the asymptotic value of the floor responsespectrum.

2 The.same procedure applies for the vertical responsefrom the vertical floor response spectrum,

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PROJECT DESIGNATION SHEET

BPE UP DATED WITH TRAVELLING BEAMS

17.2.84 BPE FIRST ISSUE RA

Rev. Date Status Modifications- Observations Approved by

FRAMATOME - KOREA ELECTRIC CO.

KOREA NUCLEAR UNITS No 9 AND 10JOB No.

KEPCO No. DOCUMENT No. UNIT

Application

KU

Classification codes Subdivisions

9 4 7 E 3

Document title

MISCELLANEOUS HANDLING EQUIPMENT

RUNWAY CHECKING

Document type TECHNICAL NOTE Class

Issued by :

Tour FIAT Cadsx 16 32 084 Paris la Difensa

SFL K U / G I . 8 3 . 7 1 4 7 NESymbol Internal identif ication number

This document is the property of SDFINElIt must not be used, reproduced, transmitted or disclosed without the prior written permission of- S0FIHE1,

- 79 -

APPENDIX E PAGE 1 / 1 |

N" KU/GI - 8 2 . 7 2 7 3 R E V C

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A P P E N D I X

SEISMIC DATA

Two kinds of earthquakes are taken into account forcalculation :

- the Safe Shutdown Earthquake (SSE)- the half SSE (1/2 SSE)

ccThe corresponding accelerations to be considered for thedesign of the miscellaneous handling equipment are the

co followingOf

- Hor i zon ta l acce le ra t ion = 1,2 g (SSE) or 0,6 g (1/2 SSE),

o - V e r t i c a l acce le ra t ion = 0,4 g (SSE) or 0,2 g (1/2 SSE).a

.O For c a l c u l a t i o n c r i t e r i a , see the c a l c u l a t i o n note KU/GI -63.7147 NE. Miscellaneous handling equipment. Runwaychecking. Design c r i t e r i a .

° C I The c o n t r a c t o r shall submit t o FRA.MEX. the correspondingc a l c u l a t i o n no te s .

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in-AGE 1 / 12

N. KU/GI - 83.7147 R e v B

CONTENTS

.OBJECT AND DEFINITION

1.

2.

Ob j e c t

Definition

DESIGN RULES

1. Design rules

2. Grade of steel

3. Definition of load cases

RUNWAY CHECKING FOR MONORAILS

1.

2.

3.

4.

Checking procedures

Checking of beam without seismic action

Checking of beam under seismic action

Checking of flange of beam

RUNWAY CHECKING FOR TRAVELLING BEAMS

1.

2.

3.

4.

Checking procedures

Checking of beam without seismic action

Checking of beam under.seismic action

Checking of.flange of beam

- 81 -

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1 . OBJECT AND DEFINITION

1.1. Object

This specification aims at setting forth the design criteria•and specific rules for the runway beams of the miscellaneoushandling equipment to be used in KNU 9/10 Nuclear PowerBlocX, scope C and G.

It is presented in terms of French design practice but maybe modified to allow alternative design in terms of Koreandesign practice should the need arise.

° 1.2. Definition

Secondary steelwork : this term covers the runway beams, andthe supports of the runway beams.

- 82 -

/

N. K U / G I - 8 3 . 7 1 4 7 REVB

2 . DESIGN RULES

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2.1. Design rules

The following general rules shall be applied unless extendedor modified by the present specification :

- CM 66 (ref. 1) Regies de calcul des constructions enacier. (Code for the calculation of steel structure).

The following particular documents shall be applied andshall take precedence over the general rules (ref. 1) :

- SOFINEL documents :

In addition to the present specification :

. KU/GI - 82.7264 rev. B Secondary steelwork designcriteria and specific rules (ref. 2),

. KU/GI - 82.7273 rev. C Miscellaneous handling equipment.Equipment specification. Scope C (ref. 3),

. KU/GI - 83.7091 rev. B Miscellaneous handling equipment.Equipment specification. Scope G (ref. 4).

2.2. Grade of steel

The grade of structural steel shall be E 24.2 qualityin accordance with the AFNOR definition (yield stress :(fe = 24 kg/mra2)

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2.3. Definition of load cases

The loads shall be in accordance with ref. 2 :(in the center of the span)

Lo or Lo

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Lo1

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I Iself weight of the runway beam = q x_concentrated load : equipment loaded, is taken intoaccount as a concentrated loadconcentrated load : equipment unloaded, is taken intoaccount as a concentrated loadload combination under seismic action (vertical)load combination under seismic action (horizontal)deflection of the runway beam

- 83 -

PAGE d

N. KU/GI - 83.7147 REV'B

The load cases shall be in accordance with rule CM 66,ref. 1.

Load combination A (checking of stress on members)

4 3 .1 Y = dynamic poefficient_ Do + _ W Lo 0> = 1.15, class A3, Groupe II, FKM)

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Load combination B (checking of stress on members under 1/2o SSD

4 17_ Do + (Lo1. + seismic loads]3 1 2 . '

SOriOcLPAGE 5 /

N. KU/GI - 83 .7147 REV. B

3 . RUNWAY CHECKING' FOR MONORAILS

3.1. Checking procedures

For the fixed runway beams and removable runway beams ofhandling equipment scope C and G (see ref. 3 and 4), it isnecessary to verify the yield stress obtained for structural

2 steel. Two cases are considered :UJ

- checking of the beam without seismic action with equipmentloaded (Lo) :

jjj Verification of stress and deflection :

. load combination A for stress (j f .£, (Je = 24 kg/mm203

o f 1. load combination D for deflection _ /

750

O9- - checking of the beam under seismic action with equipment

unloaded (Lo') :

Verification of stress :

Q . load combination B Q 1o X ' 3 3 •

. load combination C1, 10

O 3.2. Checking of beam without seismic action

(In accordance with CM 66 reference 1).UJ

3.2.1. For load combination A

Max. Bending moment2

3 D qj^ flM max. = _ U Lo " + = (9 Lo + 4Do)

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M max. = . .+ . = _ ( 2 < P L O + Do)

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Deflection

2 4 3Cf 0 5q £ Do £

f = I _ _ or +h 384 El 48 El

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3.3. Checking of beam under seismic action

(in accordance with CM 66 ref. 1).

The accelerations corresponding to SSE or 1/2 SSE to beconsidered for the design of the miscellaneous equipment arethe following (see references 3 or 4, Appendix C) .

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SSE Horizontal acce le ra t ion

Ver t i ca l acce le ra t ion : 0,4

Horizontal acce le ra t ion : 1,

i i s checked with monorail inno load charging.

3. 3.

P v =

1. Load combination B (under

4 17= _ Do + (Lo + 1/2 SSEV)

3 12

w i t h 1 / 2 S S E V = 0 , 2 . (Do + Lo')

P h =17 17

= x 1/2 SSE, = x 0 , 6 x12 12

w i t h 1 / 2 S S E h = 0 , 6 (Do + L o )

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4. RUNWAY CHECKING FOR TRAVELLING BEAMS

4.1. Checking procedures

(ditto monorail)

4.2. Checking of beam without seismic action

(In accordance with CM 66. Ref. 1).

4.2.1. For load combination A

. Bending moment

a) Self weight action

Uniformly distributed load, the moment is Mo, calculatedaccording to the real situation of the beam.

b) Travelling beam action

With concentrated loads to, the maxi bending moment, Ml,depends on the ratio e/ ̂ of the rollers spacing to the spanof the beam.

It can be determined by using influence curves or by a stepby step calculation with several roller positions.

The maxi factored bending moment is :

M max = 4/3 x Mo + 3/2 x Ml

• Stress

r- M max , t—

PAGE i o /

N . KU/GI - 83 .7147 REV. B

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M'v max = Mo (i + g x °'2

M ' = ( M o x O , 6 + M l xo ma x

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TI

2) >g

3) 4r

O

O

4 - 4 iL

1) £

O]

2 ) *«

± 10 %

± 10 %

A | * J )

0 . 5 n ] E i o ] ^ n)--g- 7)] jjfl 7)-§

% 6] o\

3) s

4 - 5 -

-1-D1 ^JTr-f

2) -& 3.5.121 l 50MMO1-U 7J o\

4 - 6 *1 =2 °J ^1 *j A] ̂ .

1) f i ^1*J •£ =8 9 ^»>4=-ofl-H =S74°F*»1 -5-

2) *12

BDS I PAGE '1 / 5 |

. A A -?- A-i s\ 4 i, i

: 92. 6. 10.. I

} BDS - IP - 606L

v . w6120. P

7} ^ 4. a] 71 £-§• ( % )

=8 3 «!• f- ( Kg )

N = * 100

V :

N :

W :

P :

A t!i i

KW

°J a4 -f 7} 2]

2) -S- 3.721

4 - 8

1) 125%

=9

2. ]

°J

CYCLE

Si

, , I ,

500

| 1

1 2

1 3

1 5

| 7.5

1 10

15

| 20

30

Kg

TON

TON

TON

TON

TON

TON

TON

TON

TONJ

40

45 |

50 1

50 |

50 |

50 |

50 |

50 |

50 |

50 Ii

H]

- 107 -

- 108 -

TEST SHEET OF HOISTCustomer: $y«i#S? Machine No. :

Type ffi ffit Weight

Rating

HoistingCapacity

t

ssLift

m

£ tSRacing

m in

HoistingMotor

•& ± m atHoistingAmp

A

HoistingSpeed

m/min

TraversingMotor

kw

TraversingAmp

A

MMTraversingSpeed

m/min

Phase V'olt.npo

V

mmFrcqiien• c . v

Hz

Characteristic Test M Tested at Hz)

ft ffiLoad

%

ffi-" h f»5 Hoisting.1: U P

7D HitCurrent

A

A )}Power

KW

m mSpeedM/min

r- D O W N

W 5SKCurrent

A

i* &'SpeedM/m in

"1 31 $Slipmm

I r n v c* i" s i n

m vs.Current

A

A •))Po w c r

KWSpeedM/min

IS A- #J ¥ Total Efficiency %

Inspection Item

»J m as i$ s

Gear Box

Push Button

Limit Switch

Magnetic Brake

Magnetic Switch

ft itif& fill K i l

u-x^T-mm

Outside View

Feed Oiling Unit

U-X Line Voltage

125% Load Test

V

Minimum Operating Voltage at 100% Load Good

i^l^ Temperature Rise Test ±IM|it tl Temperature Rise In V.

it. Nntc : (I!) $Un.& Hcsislancc

HoistingMotor Coil (R)

•c

MagneticBrake Coil (R)-

m m mOenr Box

TC

'U M Insulation & Dielectric Test

MISffit.il Insulation Resistance (by J ^ ° V Megger) Mil HSIiWiSs Pressure Test(60Hz lmin.) Good

• Note: JtflB-Si t*ttl^la(|ff.fe Magnet Braked mMR&°] "iSf^J ̂ °J.In the above current & Power of characteristic Test, they Contained Consumption of Magnetic Brake.

Date Tested by Approved by

- 109 -

: 13 - \-

CUSTOMER : DATE

SPEC INSPECTED BY

ITEM OF MEASUREMENT POINT OF MEASUREMENT VALUE OFMEASUREMENT

l.SPAN

Within 10m10—20m

20~30m

More tlian30m

i 2. 5mm

+ 3. 0mm

i 3. 5 mm

4 . 0 mm

2.CAMBERWithin ±50% of Span 800

SPAN

DRIVING:

FOLLOWING:

3. DIAGONAL DIFFERENCE

Within ~20m

More than20m

±2.0m

± 3 . 0mm

4.SADDLE WHEEL BASE± 2 . 0 mm.Right&Left wheel basedifference ± 1.0mm

5. 4-point Level Differenceof wheel Contact Surface

Spanx {±-57000")

6. Rail Gauge of Traversing

Gauge X(± 1 . 5 •5.000

R-

3-points(A. B. C)to be contactedvertical differenceof l-point(D)

Rl =R2 -R3 =

7.Right & Left HorizontalDifference ofT. S Rail SurfaceGauge X-JTQQO-

H 8. T. SRail Straightness

S.Wlie&l-Px ŝs -Gap

Machined Condition

± 1.0mm

S =wheel diameter =

-E

10. Stopper of T. S wheelwithini 5 mm

^ A—A'= Within 2 mm

A =A'=A-A'«=

ESI

A'

11. STOPPER OF ENDCARRIAGE

B — B ' = within 3 mm

FOLLOWING:B -B'=B-B =

DRIVING:B -B'=

("}i*)*l3-t- 19)2-2 ( g ) BANDO MACHINERY CO., LTD.

- 110 -

.X- 1 3 - 1 :

CUSTOMER: DATE

SPEC INSPECTED BY:

ITEM OFMEASUREMENT POINT OF MEASUREMENT

VALUE OFMEASUREMENT

1 . Span

Within 10m

10m- 20m

20m -30m ± 3.5mm

±2.5ir

±3.0mra

2 . Camber

Within ± 50% of Span1

800

SPAN

FOLLOWING:

DRIVINC :

Vs™ mm

3 . Diagonal difference

Within 20m

More than20m ±3.Omm

±2.0mm

4 . Saddle Wheel Base

Within ±2.0mm

Right&t Left Wheel basedifference

Within ± 1.0mm

B -

A-B-

W'

5 . 4 - Point Level

Difference of wheel

Contact Surface

SpanX ( + 15, 000

CD CD

CD CDCD CD

6. Traversing Stopper

Wi

A 5Runway Cableveyor

TKP-TYPE

TKF-TYPE

FTP-TYPE

- 112 -

\TYPE

CABLEVEYORNO.

BENDINORADIUS

(mm)

CHAIN PITCH(mm)

FREi SPAN[m)

MOVCH6

STROKE

WITHOUTSUPPORTROLLERWITH ONESUPPORTROLLERWITH TWOSUPPORTBOLLER

CABLE/HOSE OUT DIAImmJ

CABLE/HOSE WEIGHT

t ^ - ' ' • •

MOVING SPEED(m/m!n)

TWIN CHAIN WEIGHT(kaf/m)

USING TEMPERRATURECC)

OMU'KTINO CONDITION

PAITMATERIAL

CHAIN

SUPPORTER

END LINK

TK

TKO7O

75

90

125

145

70

3.5

6.7

10.1

13.4

27

50

TK095

125

145

200

250

300

95

4.5 •

8.7

13.0

17.4

46

60

TK130

200

250

300

400

130

6.0

11.6

17.4

23.2

60

70

60

•- 1 0 - -150

TK180

250

300

400

500

600

700

180

8.0

15.7

23.5

31.4

80

80

21

H

H2S0

350

450

600

750

250

11.5

22

33

44

110

100

60

40

-10

150

INSIDE

STEEL

ALUMINIUM

STEEL

STEEL

ALUMINIUM

STEEL

TKS

TKS070

75

90

125

145

70

3.5

6.7

10.1

134

27

10

TKS095

125

145

200

250

300

95

4.5

8.7

13.0

17.4

42

10

60

6 8

0-50

TKP0320

2

37

32

0.9

1.7

15

1.2

TKP

TKP0450

IB

50

95

125

150

2B

50

95

125

150

45

1.0

1.9

22

2

TKP0625

2B

75

90

125

200

62.5

2.25

4.4

31

5

90

(0.4) (0.8) (1.1)

0-50

(1.9)

TKF

TKFOSS

60

100

150

20

1.5

2.7

22

12

(1 .4)

TKF085

100

200

250

20

2.0

3.7

35

21.5

TKF115

140

225

300

25

2.5

4.7

48

30

TKF175

185

250

350

30

2.75

5.2

60

40

(2) (3) (5)

0 — 50

ACIDITY/AKAU(X)

STEEL

A L U M I N U M/PLASTIC

STEEL

PLASTIC

STEEL STEEL

-V 678 5048.

Oval ( ABI.IiVfYOK (TK Type)

Univers.il lypc

I he TK Type CABLE VEYOR is composed of a

steel chain with aluminum stays to give high

strength and durability for diverse applications.

The holes of the stays are order made to fit

the cables or hoses properly.

Ihe TK Type is very versatile and can fit most

industrial machines.

length of travel: 24 m and under

Speed of travel: 60 m/min. or under

Diameter of the cables or hoses: 80 mm and

under

A stainless steel chain can be manufactured

for use in highly corrosi*^ ei*Hronments.

I i , H I T ( A!'>1! Vl.YOK

(TKS Type)

()nc-!mi< h \l Itii limi'iil

The TKS Type chain section is the same as

the TK Type, however, the supporter has a

different construction. The frame is structured

in a special way which makes it easier to set

or remove your cables or hoses {the bars at

the stays are removable). The plastic dividers

of the stays are adjustable to the diameter of

your cables or hoses.

The TKS Type is suitable for machine tools

that use only a few light weight hoses or

cables.

Moving stroke: 17 m or underMoving speed: 60 m/min. or underToj^ft-eight of the cables and hoses: 1 o kgf/morJ^Jaerr

Outer diameter of the cables and hoses:

42 mm or under

Temperature range: 0 ~ 5 0 ° C

Avoid use in acidic of alkaline conditions.

ta*A\.Supporter (inner side)

' Supporter {outer side)

1

1End Stay 1 ^

/ (outer side) L

1 / Divider /

/ /^Moving End BracKet

Release Bar/(inner side)

/chain__

% -

i-«C^__ fixed End Bracket

- 114 -

GUaiLAllON Of NUMHfrR OP CHAIN 1 INKS

70

f is rounded off to the nearest larger number.f' = Number of chain linksS: Moving stroke (mm)R: Standard chain bending radius (decided by chain si?e)

K' =

Freespan without support roller

Freespan with one support roller

Freespan with two support rollers

F0=-g- + K

r i—~ -t~ ix

F,=4 + K'

The values of fo. ft. fi must not exceed the maximum freespanfrom the capability graph on p. 24. If it does, a larger chain sizemust be chosen or more support rollers added, but only up to af>ij!^*um of two.

DECIDING ON I I I ! : SUPPORTER

Dimension AThe size of the supporter may be chosen from the table belowwith reference to d (maximum cable/hose diameter).

DimensionB ' = S D + S C + M i n . 20

B S B '

8': Calculated maximum supporter widthB: .Standard supporter width as chosen from the table below.Supporter hole sue D may be decided by this equation.

D S d X 1.1D should be an even number from

Number of supporters (n) would then be as follows: —

When

When

chain

chain

link

link

number

number

(O

(O

Is

is

even

£'2

odd.

2

number

number

of supporters

of supporters

Is,

is.

S9

dbte/bo$e MaximumOuto CHamrta

* ! 8

*27

Dtmtnskxi A

35

45

60

O

O

SO

OO

tooOO

125

O

O

Dimension

150

oo

B

200

O

o

250

O

o

300

-

o

350

-

o

- Total chainflength = Number of links x 70 - j - 95 *.s

• t - l H !

( ' / ) inner dimensions forsplit supporter type

Chain guide

For odd for evennumber of links number of links

(B+M.5) No clip is used withB-^« i or» piece Supporters/ =

fixed bracket

||SC|| CHS! S-S|

Mwing bracket

678-5048. 671-9572. 675-81895-1 °l?,'S

- 115 -

TK09

I A K I U A I I O N ( M N U M I 5 ! ! ; < < : - • r . . w

95

f is rounded of! to Ihe neatest larger number.

f = Number of chain links

S: Moving stroke (mm)

R: Standard chain bending radius (decided by chain we)

9

Frccspan

Freespan

Freespan

5,'-(f + *R)2

without support roller

with one support roller

with two support rollers

F - -

* - !

F i = f

+ K'

+ K'

+ K'

The values of fo. Fi. F2 must not exceed the maximum freespan

from the capability graph on p. 24. If it does, a larger chain si/e

must be chosen or more support rollers added, but only up to a

maximum of two.

DIMI.N.SIONS YQR SIANDAKI) NUFTURilU

The

with

size of the

reference

supporter may

to d (maximum

IV =XD+S(

B2IS '

be chosen

cable/hose

: + M i n . 3 C

from the table

diameter).

below

B': Calculated maximum supporter width

B: Standard supporter width as chosen from the table below

Supporter hole sire D may be decided by this equation:

I ) - B < I X 1 . 1D should be an even number from

Number of supporters (n) would then be as follows:—

When chain link number (V) is even, number of supporters is.

- I'

„ __When chain link number ({') is odd. number of supporters is.

I'- 1

Cable/hose MaximumOuter Diameter

* 3 I

Dimension A

50

65

80

O

-

100

oo

123

O

O

150

O

o

Dimension

200

OO

250

O

O

0

300

O

o

350

OO

-100

O

O

450

-

o

500

-

o

Tola! chain'length =: Number of links x 95 -r >^ -

NUMBER• OF LINKSxH) 95

A-A CROSS SECTION

° )I 70 I 70__ MOVING

BRACKET

B+«0B+25

Chain Guide

FIXED BRACKEr

WFor even

nurrber of finks_. L

For odd nunrbofof links

' ' B.8 •

17n45 n

t Ftt—

•!:fHB+19.!

4 —MS

1

CABIE/HOSE d M A X V - . .

FRAME DIMENSION B •»

oivioeRMIN. NO

MAX. NO

•1«M

0

5

t

5>

! • " • ' • • •

• 200

2

13

MDVING BRACKET

45 15

TOTAL NUMBERA- :. CHAIN LENGTH = OF LINKSX95 125 A-A CROSS SECTION

95 1 95 j MOVINGBflACKET

CABIE/HOSE i MAX

FRAME DIMENSION B

DIVIDERMIN. NO

MAX. NO

100

0

A

150

1

B

200

7

n

FIXED BRACKET MOVING BRACKET

678-5048. 671-9572. 675-8189

- 117 -

CAPABILITY GRAPH (TK.TKS, TKP. TKF . H TYPE)

36

., Wtrh no (^forl lng roller /

With or* HTf

5 9-

1l. 30/5S.

TEST B.EPORT

PROJECT NAME. 3

HOISTING

I LOCATION | OI 1I TEST RErORT NO |

J 1

SITE

PART NAME

1. HOISTING (NO LOAD)

MOTION

1 1 1I SPEC f ACTUAL II j 1 RESULT

/ 1 /

I UP

IIi! DOWN

] SPEED (M/MIN)I t

I CURRENT (A)

I VOLTAGE (V)j jI SPEED (M/MIN) II CURRENT (A)j I1 VOLTAGE (V)

I

STOP WATCH |I . _ _ j

I CURRENT METElj

I VOLT METER |j 1I STOP WATCH |

\ CURRENT' HETEOJj 1

I VOLT METER- |

2 . HOISTING (F.OAD)

MOTIONI SPEC" I ACTUAL |I — + 1 RESULT

j, j i__j j r

I SPEED (M/MIN) ]>.,/> /£>.>

BS - FT - 01

T K S T REPORT19

( PART NAME | HOISTING (3 />-£> I CURRENT METEH

Y + + h-— -\ 1I VOLTAGE (V) \ wo /iHo .\i&>- /4** 1 'Groc-b I V 0 L T M E T E R I. JL -

oO LIMIT SWITCH?]-

TEST BY -,)

•§-^

APPROVED BY

B A N D O M A C H I N K R y C O - ' , L T D

- 120 -

BS - FT - 02

TEST9 ?3

i PROJECT NAME | Q^^p _ Z M ^ T ? tK°o£> \ CURRENT METER

t* ltd* '/&*•.) 6rt*>0 I VOLT METER JVOLTAGE (V)

3 . o r.RAiur-'l-

BS - FT - 03

T E S T RETORT//

PROJECT NAM I? | I ' N A T I O N I O

. 1

SITEQtotfP- XHS-fT CKCdCl) I U O I I W N I u HIHM'\>>*>o> 511s i

PAUT NAME j TRAVELLING (JOO.fi. Hi.7 ) TEST UKTORT NO |

1. TRAVELLING (NO LOAD)

MOTIONSPEC | ACTUAL |

1 -^ RESULT

| SPEED (M/MIN) |

RIGHT I CURRENT (A) |I I

i VOLTAGE (V) II I i

I SPEED (M/MIN) |i . j _ .

LEFT I CURRENT (A)| .. . _|.1 VOLTAGE (V)I

|

STOP WATCH |I .

| CURRENT HETElj

| VOLT METER |j || STOP WATCH |

-4- -4| CURRENT METEff

- + -I| VOLT METER |i i

2 . TRAVELLING (LOAD)

i

MOTION

KlfillT

f—

I S P E C | ACTUAL I |1 ( 1 RESULT 1 :I Uo-I / k)t>. > I AJo. I I AJO, a | I |

I SPEED (M/MIN) | / o / /o U s / 9 i | £rcn>& I STOP WATCH II _ _ j _ _ LZl L _ Z i _ _ j - _ L _ j

| CURRENT' (A) \hf / I fir-c^xi I CURRENT METEIjL _^ L_ L^11_/-_Z_J-_I___ L_I -| | | |_ -jI VOLTAGE; (V) | ^ / W o | ^ a / ^ \ 6r*W I VOLT METER |

LEFT

I S P E E D ( M / M I N ) l / o / z o L i / o i l # c 2 t 6 I S T 0 P WATCM II j / [.Zi_j___-j__ ( [

I CURRENT (A) | ^ / /J-J. \ $..

BS - FT - 09 | PAGR /. _ i j

I r "~

SIIRRT NO. 7. I j .

CRANK NAHK

PART NAME GIRURR DBFLKCTIOM GRAPH

I LOCATION | O SHOP_[

! TKST REPORT NO I

StTE

! I 1 .

?A

30

:m2A2220

f'_,... . |

SI•> A NT

n?.

4: LKGRKI).

TIJST HY

ir.i

NO LOADR : UliCK I,TNI5

! DOI OPPOSITE. s:i nil

i ! •. . . : '• •

1005.' XOA0 'H : RED LINK

AfPlfOVKIl IJV

LOADG : GlffiBN LINE

BAN.DO M.ACHINI1.RY LTD -

- 123 -

BS - FT - 08

TM'.&T m.s.F'O.RM1

CRAMK HAMK

| PAGE /i

S H E E T H O . 1 / 2

SITE

PART MAHIJ j GIRDER DEFLECTION j TEST REPORT MO j '

DO

D11

02 '

SPAMtS)

1 .

0 % -LOAD

| CHECK POINT,{ |_ r _,_

I I).I | DOI _ . [ .

SIDE I / „

orro. S

| DlflVK SI HE100 % MA!) I —

0 X LOAD

. ,

£

OITO. smic

|. I DI?.TVI? S I D EJ - - I 2 0 * LOAD II I ori'o. SIHKh . _ +I | H 1 U V K S J I ) RI {> i : TOAD I 1- -| • | OPPO. SJDK

~LO j —T •£ I _/Jy

/ | • I' / •_££ i__*?„_L_< *_

REMARKS

^ .

Gt

I

*—/ * ^ t

|

I|

I

I

IHIIIiTEST I!Y «2 _4- n ny

•". JyANDO , MA.CIJ.I. Nlvl/Y ( X> - , .LM.'O.

- 124 -

2.

BS - FT - 01

TEST REPORT

I PROJECT NAME | £ W W / C , . J : M ? F C KOOQ.J • LOCATION |. 1

O SITE

( PART NAME1

HOISTING TEST REPORT NO


| . •• [ S P E C | ACTUAL | .I MOTION | 1 .: [ RESULT

[ I I I I ' _ j

[ | SPEED (M/MIN) p - t P /O.S | z.f /o. a 9 | fy^€> I STOP WATCH |j [ : j j f_\ ; j ; ; I

UP | CURRENT (A) \B9-£/9-O I >$ / 3. ? I /v , o f i I CURRENT METElfi j • « • . _ • = _ _ \-~ I - I

| VOLTAGE (V) \6£ /S>.C I &- i CURRENT'METErfI j j |-__r__r__i j| VOLTAGE (V) \uOo /U \ ilU-t /tl I v o r 'T METER |i t I : L _ £ _ _ _ _ _ J I

2. HOISTING (LOAD)

I SPEC' I ACTUAL I I IMOTION i ( 1 RESULT | yt^7\7] \

I / I / I , I Il i \-—/— 1 i

I SPEED (M/MIN) I / I / y I STOP HATCH || j ^+-

UP | CURRENT (A) | / | / X [ | CURRENT METEfI ; j I /_ I

I l'{)I.TA(.'K,(V) I / I X / .. I • | VOLT MICTKR

•f

h 1 • -\ \/- —\ 1- ^SPEED (M/MIN) I / A / I I STOP WATCH J(. + •_-/-+ - + --+ -j

DOWN I CURRENT (A) | // I / I I CURRENT METElI I / I n _j i (I VOLTAGE (V) I // I / . I • I VOLT METER \1 . 1 * ___) •_ j 1 1

3 . O DRAKE?]- ft]*JSl

O LIMIT SWITCH? j-

TEST BY APPROVED BY

- 125 -

BS - FT - 0 1

TEST REPORT

1 9

PROJECT NAME | LOCATION | O__j : I

-HSITE I

I PART NAME | HOISTING TEST REPORT NO


| SPEC I ACTUAL |MOTION 1 f— ( RESULT

\WG*1 AJti \M/CrH /_*_ I I I

| SPEED (M/MIN) \c{, /O'H \J".$ / e>,fl I

BS - FT - 02

T E S T " REPORTin -' -ft •

I PROJECT NAME

I PART NAME

- IMS"K | LOCATION | O £. + —+TRAVERSING t»C>,l£>.) | TEST REPORT NO [

I i I

SITE

1 . TRAVERSING (NO LOAD)

i 1 i 1 1 1| SPEC | ACTUAL | | I

MOTION | • 1 1 RESULT I y\^-7\y\ j\/0&.f /JJO. ±\U& 1/ fi)u>$\ I |

| SPEED ( M / M I N ) 1 / ? / / ; | 6.f / 6.J I ^ c r a O I S T 0 P W A T C " I

| 1- — — — ——f 1 - - — - - - 1FORWARD I CURRENT ( A ) | A . £ fa.£ \s.f / J > , / I fr&f) I CURRENT METEtj

| VOLTAGE (V) \u I V 0 L T METER |

|_ 1 -| \- {-- (- -j

I SPEED (M/MIN) I ? /

BS - FT - 04

—SlIEEHNQ..... 1 / 2CHECK SHEET

PROJECT NAME LOCATION I O SFIOlN^U SITE

TART NAME | VISUAL CHECK SHEET_i

CHECK ITEM ' CHECK CONTENTS

CHECK SHEET NO|r !

[ CHECK RESULTREIMRKS

GOOD BAD

GREASEDEVICE

Grease N ipp le Check

Grease Filling Clieck

BOLTFIXING

Check Tor Connection Par t or GirderSaddle Q. £ O K

j Coupling Check (T/L)I ;

| Hand Rail Fixing Bolt Check

_ J

N/A

j{JjoaGhUE-40-54 KG-K

A

| Stopper & Saddle Stopper Touch Check1 .

STOPPER | Stopper Fixing CheckI

I I.imLI, Switch Unu:kcl; Fixing Check

• O

f-

h-!r-

Specification Check

WIRE | Twist CheckI .| Wire End Clamp Fixing Check

O

o

oCRAKE | Magnetic Drake Adjustment Check |

. j . . . . i

| Check for Appearance of Piping Parts |I (Distortion, Damage)

PI PI NG| Connector Fixing Check

Touch Chock, When Walking

O

i

| Terminal Block Check(Bolt Fixing,etc)i I . j I

| Joint Check (Press Terminal & Cable) |I I

[ Color Cap & Number Ring Using Check |

0

6 HI

HI

•HWIRING

O

o

oI Cable Check (Capacity, Core,| Appearance, Arrangement, Kind) O

BANDO MACHINERY C O . , LTD.

-M29 -

BS - FT - 05

CIIECK s3 rite E:-.r-Tf^-—-SHEET-NO.—2—/—2—- j

• 6 -

PK0.IECT NAME LOCATION . - | O SHOI'XN^S SITE |

TART NAME

CHECK ITEM

VISUAL CHECK SHEET I CHECK SHEET NO |1 , U.

CHECK CONTENTS

| . _ -f- j_

SAFETY

I CHECK RESULT |I 1 1 REMARKS1 GOOD 1 BAD I

Check for Wheel CoverO_

OI Touch Check, When T/L&T/S Operating || . i

| Warning Lamp Operating Check {SIR6W") I c

Check for i.hc other Items of Safety

I- +1

. j.

I |

(

HI

H

TEST BY j \ J-L BY

BANDO MACHINERY CO- , LTD .

-' 130 -

BS - FT - 06

-SHEET-NO.—1--/—1 - I

PROJECT NAME

T E S T K E P O R T ;

| LOCATIO'N | O S ! I O P \ ^ 3 SITE-4I

-4PART NAME MEGGER TEST | TEST REPORT NO |

-I L

1. ELECTRIC EQUIPMENT MEGGER TEST

TEST POSITIONi r"I NO || I

| 1 | POKER COLLECTOR — INPUT N . F . Bi i

I 2i

I -TH—I ih —I 5i

I r>

RATED VALUE

5MQ UP

VALUE RESULTIi

1 7I—I 8,l

INPUT N . F . B — CONTROL PANEL I 5MQ UP

1IOTSTING CONTROL PANEL — MOISTING MOTOR I HMO UP

"+•

\|

—{

HOISTING CONTROL PANEL — HOISTING BRAKE I

T/S CONTROL PANEL — T/S MOTOR I

T/S CONTROL PANEL — T/S BRAKE I

u l

T/L CONTROL PANEL -- T/L MOTOR | 5MQ UP I , I| -].jT6Oi!Zl4-.

T/L CONTROL PANEL — T/L BRAKE [

* 2. TROLLEY MEGGER TEST ( BUS - BAR )

i r

i NO I

h I1

TEST POSITION

R PHASE —- EARTH

-1

S PHASE

T PHASE

R PHASE

EARTH

EARTH

S PHASE

| RATED*VALUE j VALUE |

.+ + +| 5MO" UPi •

| 5HO UPX : . I\ *

RESULT I|

.r)MQ UP

5MQ' UP

HA

MEASUREMENT : 500V MEGGER TESTER USE

TEST BY APPROVED BY

JBANDO MACHINERY C O . , LTD.

- 131 -