31-02 - International Nuclear Information System
KAERVTR-1366/99 KR9900237 Operation and Maintenance Techniques of Cranes and Hoist in IMEF 31-02
1999Vi 7 -§ -8- - 1 -
SL i. II. -3 H 51 j } gl lc}. A)A 3. 717151 « 1 # 30/5 -3.511 1 A-la] o f l 151 H a l i SAf3U g-7l * ] . 717 isolation room) 1 5 , 3 7l7 M Hfe 2 7}. Girder T-}. Guide rail t\. Trolley }. Brake Wire Rope m. 91 - 2 -
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 a]-. Electric Suspension Crane - 4 - 19
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 Section 1. Shop Test & Test Report - 5- 119
1. Load Test Report for 30/5-ton Over-Head Crane 2. No Load Test Report for 30/5-ton Over-Head Crane *fl 6 Bibliography 125 136 Attachment 1. Bando Electric Hoist Operation Manual - 6- 137
2 Summry 1 1 3 10 2. u}. 30/5 5- Electric r-}. 3 Electric e . 2 Electric Monorail : H}. 3 Electric Suspension 2 -ufl5] 7) - 7flaj % 12 1 1 2. 7}. i-}. Electric Monorail 5L 1 H 14 r.}. Electric J L S L o ] 3. 4 15 4. *m 7\. e . 7l7fl -s# - .4i 5. #?l 16 3 7}. U . -iMl 3.511 oj c]-. Electric Monorail S.O] iS. eK Electric 3L Slo n}. Electric Suspension - 7 - 18 19
6. 7. Name Plate & - . 20 7. Lfl ] JSL - 2 21 afl 2 'STll 7 3# 22 g f l t J r*3 i-fl-§- S? « 54 *fl 1 2. 3. 2 t, %& 51 x i 55 1. 2. 3 A} 5J Af 56 2. 3. 4. Hi 431 5. ' S * #*} 1 4 General Layout 57 58 afl 5 tfl L I A-1 71 4 2 -7H«J - l S S . iJ tfl q 7l 93 aj 2 i A i a.ell*l 7}S Af . 101 *fl 3 5 . o ] s 4 1 * W afl 4 1 7 x o l A ! A S 104 1Og 1 5 3. 1 1 runway cableveyor 112 5 -7fl«i 3} i % 7 i l 119 afl 1 % A l gj A ] 2 f - 8-
1. 30/5S2. 30/5 -3.5)1 o] «. .e -Al [ 125 136 ] - 9- 137
*\\ 1 a M ]A Oj 30/5 [1-7] . 71 71 «1 3L T I T \ i 71 7} ig 1 EF-E-7600-M-K001 1 ton Crane for Ml to M4 1 ton Crane for M5A to 2 EF-E-7600-M-K002 M5B 3 EF-E-7600-M-K003 1 ton crane for M6 30/5-ton Crane for 4 EF-E-7600-M-K004 Service Area 3-ton Crane for 5 EF-E-7600-M-K005 Operating Area I 3-ton Crane for 6 EF-E-7600-M-K006 Operating Area II 3-ton Crane for 7 EF-E-7600-M-K007 Operating Area III 3-ton Crane for Work 8 EF-E-7600-M-K008 Shop 2-ton Hoist for 9 EF-E-7600-M-K009 Mechanical Room 30-ton Fixed Hoist for 10 EF-E-7600-M-KOOlO Cask Rec. Yard 3-ton Suspension Crane 11 EF-E-7600-M-KOOll for Isolation Room (SDE) g 7)B} - 10 - l l l l l l l l l l l EF-E-1410-DT -H101
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 Electric Monorail IMEF i l - 3%o\] Aj «l#Al n\. 3 0 Fixed 3L l S }. 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 i : H , truck wheeler 7} 1 4 H S. 3.Z\}7\ 7} y *fS - . Bridge, trolley, hoist units, motor, controller gr *H 3. 1]7 -IM H 6 ) 1 5) 6) 2. 7f. (1) 9-S-i- XI 1) 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 o v e r l o a d H - 12 - 1-25
4) End carriage AA \ wheel bearing ] e ) (3) Trolley frame 1) Trolley general layout T-}E}V5 3 * 1 ! over J E under running type ] H tit:}. 2) Equalizer sheave trolley frame ofl 'M*] *} H 1:: 1 , sheave fl e f e * J S . S . yt o l hoisting mechanismofl j 3) Sheave t r o l l e y &*\ # 1 # aq tf*} - 1 l i f t i n g (4) Drums and sheaves Drum 3» sheave - § - 4f l«HS.S S.o Hofl & % HMI-100 4 (5) Lifting hook block assembly 1) -3. ANSI B30.2. SJEofl tc}e} A r ( d : *}t ASTM A388 7} Jbg-4 A } S f o j *}JL A E 3?.6]) ASTM 2) 3 . 4 , %MM- crack 3) (6) Hoisting ropes 1) M 2) il e l 0 Sllfe hoisting S 20 %# (7) 7)o] 1) Bridge drive-g- J 7l 7]o\ HB]JL hoist, trolley drive 7} \ } c *}o} oil - 13 -
2) housing - . bathS] S.7} 90JE-& 3) 7] H 5J 2)v - - Bfl Bj A}o)eH] - -tr)- split gear } overhung (8) Wheel Wheel # - f e #12 flange B 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. 44 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 5l ?tfel Hl 1) Crane runwaysfe 3) Runway tracker space!- span# cover H ot 4) Stopper t r a c k s (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 3. 1) intercell crane 2) power control line ZLZ]JL l*}7l * } 280 mm width x 260 mm height 4. Material requirements 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) Wil ej : 4 # 1 %*\3. 7} H10] * } , AFBMA 2 f M # S f e roller 8) 7 H f # « g 5 l 1 # A S AGMA 9) Trolley wheel SJ- B l S 5J 1 1 " forged steel o]o o]: « c]-. 5. 7\. (1) Hoist and trolley control 1) Electric hoistfe JL rgr Al -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.ell y tiflAi . 22. Sa a f l l l - 4-g-*M galvanize - 4-g- f 0 }. SE I; l * l i ! 4 r enclose » 1 metal 2) S 7 l 6 yfl d r 51 2] 2 H l-i-, ZLe]jL fitting - (5) Control points 1) M1-M4 - f 3 - ' i - S - B.eil'y l tl f0 local control box - push button type 1 O *ft ' i i 6 ! ! movable type . S 'M l*} 0 ] 1 - Bridget) - Hoistif trolley5] * 5 system lfe 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 l g: pendant push button switch ] - Hoist, bridged * , trolley ) * 5 # -?1*H magnetic controller - 4-§- . - Magnetic controller 1 . -c: pendant push button ] -S]*!- (5) e ] B I S - 3Lo iS over hoisting l lHr X a: limit switch l bridge Rj trolley 7) fl*H Electric monorail - Trolley 7}o]7} - Monorail pendant push button controller - 18 -
- Push button controller - magnetic - Power t button ] festoon Electric 3. - Hoists button Hl - Push button -g-H-i-ej magnetic 7l * M local push button E}»jo o]o]: }t\. D K l lfe electric suspension (1) S. il trolley -Hl- (2) Brake (3) Wiring (4) Limit switches 5.7}. (6)2 (5) Control points - Push button type } 47fl l local control box# isolation room 5 « ] * ] %. - Push button j - fl local type -S. button control intetlock system ] 6. (1) Buyers control 440V, 3 , 60Hz power seller AC power 7 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 443 wheel interlock system (4) Drive unit ] fi§ gear coupling*] (5) (6) fiBjs. B- -g-5] ]5j- squirrel cagering induction *} * H 30 : 2fA] 55 C o} ] (7) S-Bj-S} enclosure nonventilate (8) S E SB}6fl s 4 l ] 7 - «l 2]- . LS:#*l short-circuit short-circuit (9) S equipments# r 7 ] # S 5 ] 90-110 (10) SB]- 7 l » l enclosure r soft drawn U d H 3 1 S . hoists ] # *M W (11) 7]a ti U] 5 J H H H i 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 - *§ M. speed (1) 3 0 / 5 - 51161 ni 3. g trolley, bridge 7lBf cf (2) 3ell«y 5J 4144 1 *}-§ 91 i & W n e U UBC 3 section 2312 9. 7 ) 4*3- A (1) S 7 l o ] 4 appendix 4HE-02, 03*11 tag S . speed - 21 -
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 I . OESTCJN OF CONTENTS SPECIFICATION PACK 1. DESIGN SPECIFICATION 31 . — 2.' LOAD COMBINATION 2 3. ALLOWABLE STRESS 3 4. FACTORS 3 5. LOAD TABLE 4 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) Iff . 1 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 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 30/5 TON SPAN 14.3 MR SERVICE & CLASS INDOOR AND CM.A.A CLASS A "T" CLASS QUALITY CLASS SPREAD (TROLLEY WIDTH) 2500 MM TROLLEY WEIGHT 4.65 TONS TROLLEY WHEEL RAIL SIZE 25O WHEEL x 4EA, 30KG/M TROLLEY WHEEL BASE 2190 MM BRIDGE WEIGHT WITH RAIL WEIGHT 10.2 (5.1x2) TONS PLATFORM, END TRUCK & MISC. WEIGHT 7.36 TONS BRIDGE WHEEL & RAIL SIZE 630 WHEEL x 4EA, 37KG/M BRIDGE WHEEL BASE 4600 MM TRAVELLING LENGTH 38.4 M CRANE TOTAL WEIGHT 22.21 TONS STRUCTURAL STEEL JIS G3101, SS41 (oy 24KG/MM2) WELDING AWS D14.1 WELDING OF INDUSTRIAL « MILL CRANE & OTHER MATERIAL HANDLING EQUIPMENT SEISMIC 1988 VERSION, UNIFORM BUILDING CODE ZONE 2A - 24 -
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 ( D L F T ) 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) 2) 3) STRESS LEVEL 1. aa - 0.6 ra 0.35 cry 0 . 6 x 2400 KG/CM2 cry 1440 KG/CM2 0 . 3 5 x 2400 KG/CM2 840 KG/CM2 STRESS LEVEL 2 . era 0.66 cry 0 . 6 6 x 2400 KG/CM2 ra 0.375ay 0.375 x 2400 KG/CM2 1584 KG/CM2 900 KG/CM2 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 DEAD LOAD FACTOR TRAVEL SPEED UP TO 200. FPM (60.96 M/KIN) 1.1 OVER 200. FPM 1.2 2) HOIST LOAD FACTOR (IILF) PER CMAA 70 REVISED 1988 1ILF 0 . 1 5 (0.005 x HOIST SPEED)(FT/MIN) ! 0.5 2.8 0.005 x FT/MIN 0.0459 0.3048 .'. 3) USE 15% FOR HOIST LOAD FACTOR. INERTIA FORCES FROM DRIVES (1FD) PER CMAA 1 9 7 5 AND CRANE HAND BOOK (WHITING) - LATERAL LOAD DUE TO ACCESERATION OR DECELERATION I S CONSIDERED AS 2 . 5 % OF THE LIVE LOAD AND THE CRANE BRIDGE, EXCLUSIVE OF END TRUCKS AND END T I E S , FOR CLASS "A" CRANES. - 26 -
5 . LOAD TABLE GIRDER ONE SIDE * DEAD LOAD (ONE GIRDER MIS.) : DL 5.1 2 . 7 TROLLEY LOAD (4850/2) : TL 2.325 TON LII-TED 1DAD : LL 15.15 TON (3000 3OO)/2 7.8 TON L — HOOK LOAD DEAD LOAD FACTOR : DLF 1.1 HOIST LOAD FACTOR (15%) : 1 1ILF 1.15 (CMAA 3 . 3 . 2 . 4 ) INERTIA FORCES FROM DRIVES : IFD 0.56 TONG (REFER TO PAGE 9) FORCES DUE TO SKEWING : SK 0.62 TON (REFER TO PAGE 10) SEISMIC LOAD : SF 1.57 TON (REFER TO PAGE 10) - 27 - (CMAA 3 . 3 . 2 . 1 . 1 . 4 . 1 )
IE. 1. - 'i R.ucr.n.jRyvi- I ART CALCULATION DETERMINE TROLLEY WHEEL LOAD / " 2190 (W.B) 793 fi 1Q90 1090 RA P2 2 56 TON MAIN 12.4TONH 0 0 K t 7.58 TON PI r Q-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) RB (17.42 x 793) (2.56 x 1090) -6 2190 7.58 KG RA Pi P2 - R B 17.42 2.56 - 7.58 12.4 TON (MAX. TROLLEY WHEEL LOAD TRA) - 28 -
2. LIVE LOAD MOMENT TO G - l GIRDER (LLM) SPAN L 14 3OO d 83i . . . 1359 RAj Ll 6734.5 tRB 7580 KG 6734. 5 415.5.415.- 7150 "d» 7150 DISTANCE OF RESULTANT RES x W.B d B "Q FROM NEAREST WHEEL 7 . 5 8 x 2190 — Q 830.84 831 MM 19.98 * LIVE LOAD MOMENT (LLM) (RA R B ) L I LLM — 2 19.98 x 6 7 3 . 4 5 2 6336.8 TON.CM 1430 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) 2.2725 x 6 7 3 . 4 5 Z Mdi 720.74 TON.CM 1430 - 29 -
4. GIRDER SECTIONAL PROPERTIES 600 7 r— 0 0 ID r- TOP PLATE : 12T x 590 WEB PLATE : 8T x 1176 BOTTON PLATE : 12T x 590 HORIZONTAL STIFFENER : L50 x' 50 x 6t 34 it 04 % 271 271 295 295 590 y- * 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 CM 3 - 30 -
5. GIRDER PROPORTION ( C M . A . A PARA PROPORTION 3.3.3.1) L/b b/c h/b 26.78 44.5 2.2 65 60 MAX. DOES NOr DEFINE ON ALLOWABLE WHERE SPECIFICATION ; L SPAN : 1 4 3 0 0 MM b DISTANCE BETWEEN WEB PLATE 6. : 5 3 4 MM c THICKNESS OF TOP PLATE h D1PTH OF WEB : 1176 MM t THICKNESS OF WEB : 8 MM DIAPHRAGM THICKNESS ( C M . A . A PARA 12 MM 3.3.3.1.5.5) KS S 8106-77 Ol S E 1101 - 74 30kg : ( 1 8 5 6 KG/CM 2 ) (RB 2T) t d WHERE RB WIDTH OF RAIL BASE 1 0 7 . 9 5 MM P TROLLY WHEEL LOAD : 1 0 . 8 3 5 TON T TOP PLATE THICKNESS : 12 MM td DIAPHRAGM THICKNESS (USE MIN. 6MM) (MM) 30KG RAIL 1O.835TON x 1000 .-. td (10.795 2.4) 0 . 4 4 2 CM x 1856 - 31 - 4 . 4 2 MM 6 MM O.K
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 ( D U D WL MOMENT DUE TO GIRDER VT WHERE " L " x DLF ( 1 . 1 ) I S SPAN 7 . 8 x 1430 DLM x 1.1 1533.68 TON.CM MOMENT FOR INERTIA FORCES FROM DRIVES : (IFD) FOR C U S S " A " CRANE USE 2.5% 10.2 IFD 2.5% x ( 2 . 3 2 5 15.15 ) 0.56 TON 2 0.56 x 673.452 IFDM 1430 177.61 TON-CM - 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-CM 1430 - CODE 1988 VERSION OF UNIFORM BUILDING CODE (UEC) SECTION 2312 - Z SEISMIC ZONE FACTOR AS SET FORTH IN TABLE NO. 23- I . Z T 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 CP - WP 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 WHEEL BASE 460 RATIO .-. SKEWING FACTOR : Ssk 3.11 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 1430 - 33 - 196.64 TON-CM
11. SUMMATION OF MOMENT (ONLY GIRDER ONE SIDE) CASE 1. VERTICAL MOMENT DEAD LOAD MOMENT (DLM) 1533.68 LIVE LOAD MOMENT (LLM) 6336.8 720.74 IMPACT LOAD MOMENT (nidi) 177.61 INERTIA FORCE FROM DRIVE LOAD MOMENT (IFDM) TOTAL El4i LATERAL MOMENT 8591.22 TON-CM 177.61 TON-CM CASE 2. VERTICAL MOMENT DEAD LOAD MOMENT (DLM) 1533.68 LIVE LOAD MOMENT (LLM) 6336.8 LATERAL MOMENT 720.74 IMPACT LOAD MOMENT (mdi) INERTIA FORCE FROM DRIVE LOAD MOMENT (IFDM) 177.61 SKEWING FORCE MOMENT (SKM) 196.64 TOTAL SM2 8591.22 TON-CM 374.25 TON-CM CASE 3 VERTICAL MOMENT DEAD LOAD MOMENT (DLM) 1533.68 LIVE LOAD MOMENT (LLM) 6336.8 SEISMIC LOAD MOMENT (SFM) TOTAL SM3 LATERAL MOMENT 497.94 7870.48 TON-CM - 34 - 4 9 7 . 9 4 TON-CM
12. SUMMATION OF BENDING STRESS (ONLY GIRDER ONE SIDE) CASE 1. (DEAD LOAD MOM. * LIVE WAD MOM. IMPACT LOAD MOM.) SECTION MODULUS OF "Zxx" IFO MUM. Zyy 12-1) TENSION OR COMPRESSION STRESS ( f b i ) 8591.22TON-CM fb, 177.61TON-CM 11941 CM3 0 . 7 2 0 TON/CM2 0.029 TUN/CM7 1440 KG/CM2 6077 CM3 720KG/CM2 29KG/CM2 749 KG/CM2 0. K CASE 2. (DEAD LOAD MOM. LIVE LOAD MOM. IMPACT LOAD MOM.) (IFD MOM. SKM MUM.) fbz SECTION MODULUS OF "Zxx" 12-2) Zyy COMBINED STRESS ( f b 2 ) 8591.22 TON-CM fb 2 3 7 4 . 2 5 TON-CM 3 3 11941 CM 0.720T0N/CM2 " 0.0S2TON/CM2 6077 CM 720KG/CM2 62KG/CM2 732 KG/CM2 1584 KG/CM7- O.K CASE 3 . (DEAD LOAD MOM. LIVE LOAD MOM.) fb 3 SEISMIC MOM. SECTION MODULUS OF "Zxx" 12-3) Zyy COMBINED STRESS ( f b 3 ) 7870.48 TON-CM fb 3 4 9 7 . 9 4 TON-CM 11941 CM3 659KG/CM2 82KG/CM2 O.659TON/CM2 0.082TON/CM2 6077 CM3 741 KG/CM2 - 35 - 1800 KG/CM2 O.K
13. MAX. ALLOWABLE DEFLECTION SPAN AMAX. : 1430 800 13-1. AMAX. (TECH* SPEC 4 . 5 . 2 . l . b ) 1.79 CM 1 7 . 9 MM 800 DEAD LOAD DEFLECTION ( D L A ) * FIND EQUIVALENT UNIFORM DEAD LOAD " W " S.W.L 3 THEN, DEAD LOAD DEFLECTION 384 El 5.W.L3 "DLA" 5 x 8580 x 1430 3 3 8 4 El 3 8 4 x 2 . 1 x 10 6 x 71S483 0 . 2 1 7 CM WL LET DEAD LOAD MOMENT, 8M W 8x1533.68 L M L 8.58 TON 1430 DEAD LOAD MOMENT 1533.68 TON-CM SPAN 1430 CM Ix M MOMENT OF INERTIA (VERTICAL DIRECTION) 716483 CM4 - 36 -
13-2. LIVE LOAD DEFLECTION (IXA) FIND EQUIVALENT CUNCENTRATED LIVE LOAD " P " PL3 THEN, LIVE LOAD DEFLECTION 48EI 17730 x 14303 A 43 x 2.1 x 10* x 716483 70 — PL LET LIVE LOAD MOMENT " M " 4 WERE, P EQV. LIVE LOAD & L IS SPAN IN CM 6336.8 x 4 p 1 7 .73 TON ( E Q V . LIVE LOAD) 1430 13-3. TOTAL DEFLECTION "DLA" "LLA" 0.217 0 . 7 2 0.937 CM 1.79 CM - 37 - (ALLOWABLE) OK
14. BRIDGE WHEEL LOAD 1150 13150 1397 1G50 T S RAIL T"H G1 GIRDER . i 12 400 KG 2190 . Mil 7580 G-2 GIRDER L. B SPAM 14 300 SPAM 14 3 0 0 2190 RA-.124OOKG RB-7580 13150 LEFT SIDE - 38 -
STATIC LIVE LOAD ON GIRDER CORNER : LL 19.98 x 13150 LL 18.37 TON/CORNER 14300 STATIC DEAD LOAD ON GIRDER CORNER : DL CRANE TOTAL WEIGHT WITHOUT TROLLEY WEIGHT DL x 1.1 4 22.21 - 4 . 6 5 xl.l 4 . 8 5 TON/CORNER 2 3 . 2 2 TON 4 LOAD OF ONE SIDE OF GIRDER LL DL 18.37 4.85 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 o LOAD OF ONE SIDE OF GIRDER .". 4.85 TON/CORNER LR DL 17.67 4 . 8 5 22.52 TON BRIDGE WHEEL LOAD OF RIGHT SIDE OF GIRDER (B) 2 2 . 5 TON/WHEEL - 40 -
15. KAIL CLAMP fJULT CAI.CUUTION STUD POL/Rr TRAVELLING RAU.- - TRAVELLING RAIL ' ! ? [ -rM4?1-S: - " J RAlLo-ll (Kh CLAM1 HULT TOTAL WT:22.21 TON W.8 4 60O L y FV TOP QF T.LRAIL : MAX. WHEEL LOAD 23.22 TUN (MAX. WHEEL LOAD PAGE 1G) 4. ''VHf.F.1 LOAD ?.0Z) DATA PmJ» Pt : 2.32?. TON 6- l 10%) Sf PH l ]oflS «V 4 - - 1.57 1UN (SEISMIC LOAD PAGE 10) PI SF. (PH) PH P t Sf 2.322 1.57 * CRANE WHEEL CENTER d 7]e) lO o SL 7f 3.892 TON 46OOMM 4 '*\ \] H20 CLAMP B0LT7]- 500MM ' J z j i S . 1 BOLT ? 4--& 20% ] 2M J-a] BOLT o I] "J HI Q j .,V 1 . 27ila] BOLT - S - J L 2) BOLTs] ?A 4 7 ]AV V PH WHERE ; V 2A M20 BOLTS) t c v -n-i 'd 3.892 2 . 8 3 TON CM2 0.84T0N/CM2 A 3.14 2 x 3.14 0.62 TON/CM2 0.84 TON/CM2 - 41 - O.K
Ill . 1. I'AliT CALCULATION DESIGN DATA o CAPACITY : MAIN 30TON.AUX. : 5 TON » LIFT : MAIN 16.2 MR., SPAN : 14.3 MR. o SPEED o o 2. MECHANICAL MAIN HOIST : 0.28-2.8 M/MIN, TROLLEY DRIVE : 7 BRIDGE DRIVE : 10 M/MIN AUX. : 17.3 MR AUX. : 0.56-5.6 M/MIN M/MIN WEIGHT : 0.05 TON 0.3TON,AUX. HOIST BOTTOM BLOCK : MAIN TROLLEY : 4.65 TON CRANE TOTAL Wt : 22.21 TON TROLLEY : DIA. 250 x 4EA : DIA. 630 x 4EA WHEEL DIA & QUANTITY BRIDGE WIRE ROPE 1) MAIN HOIST * REQUIRED BREAKING STRENGTH OF WIRE ROPE : LM TLJ 1M TM x S — — N WHERE, : 30.3 LM : WORKING LOAD N : NO. OF PARTS OF 6 WIRE ROPE DIA. : 22.; S : MIN. REQUIRED SAFETY FACTOR : - 42 - 5 TON
30.3TON x 5 TM 25.25 TON 6 USE, / ?.2.4 MM ( 6 x F i 2 5 ) MIN. BREAKING STRENGTH : IWRC B-f- ZZL d. 3 3 . 7 TON SAFETY FACTOR OF WIRE ROPE 33.7TON x 6 s - 3 0 . 3 TON 2) 6 67 O.K 5 AUX. HOIST LM x S TM N WHERE, LM : WORKING LOAD N NO. OF PARTS OF : WIRE ROPE DIA. S : : 5 . 0 5 TON' 2 : » 1 6 : 5 MIN. REQUIRED SAFErY FACTOR 5.O5TON x 5 TM USE, 4 16 MM ( 6 x F i 2 S ) MIN. BREAKING STRENGTH 1 2 . 6 2 5 TON IWRC Bf- Z : 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 V KW 6.12 x E WHERE, L H WORKING LOAD : 30.3 TON V HOIST SPEED E MECHANICAL EFFICIENCY E Eg" x Es m WHERE, KW USE 2) : 2.8 H/MIN Eg GEARING EFFICIENCY n NO. OF GEAR REDUCTION Es REEVING EFFICIENCY m 0.973 x 0.997 30.3T0N.X 2 . 8 M/M1N : : 6.120 x 0.851 16.31 KW 17KW x 8P AUX. HOIST x V LH : KW 6.12 x E WHERE, LH WORKING LOAD : 5.05 TON V HOIST SPEED : 5.6 E MECHANICAL EFFICIENCY M/MIN : 0.85 5.O5TON x 5.6 M/MIN KW 6.12 x 0.85 USE 5.5KW x 6P - 44 - 5 . 4 4 KW 0.851
3) TROLLEY DRIVE W x V KW - x f1 x E 6.12 WHERE ; W RATED LOAD TROLLEY W.T : V TROLLEY SPEED : 7 P MOTOR FACTOR : 2.5 F FRICTION FACTOR : 3 4 . 9 5 TON M/HIN 0.0068 (FROM CMAA TABLE 5 . 2 . 9 . 1 . 2 . 1 - D BASE ON 2 5 0 MM WHEEL DIA. 34.95TON x 7M/MIN KW x 2 . 5 x 0.0068 6.12 USE 4) 0 . 6 8 KW 0.6KW x 8P - 2SETS BRIDGE DRIVE W x V KW x P x F 6.12 WHERE ; W RATED LOAD C/R TOTAL W.T V BRIDSE SPEED : 10 M/MIN P MOTOR FACTOR : 2.5 F FRICTION FACTOR : 52.21 TON 0.0054 (FROM CMAA TABLE 5 . 2 . 9 . 1 . 2 . 1 - D BASE ON 063OMM WHEEL DIAMETER) 52.21TON x 10M/MIN KW x 2 . 5 x 0.0054 6.12 USE 1.152 KW 2EA - 1.8KW x 8P - 45 -
4. CALCULATION OF WHEEL 1) TROLLEY WHEEL LOAD : MAX. TROLLEY WHEEL LOAD : P 1 2 . 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) DUN) 1600 x DUN) x W(IN) P(LB) WHERE ; 1600 x W(IN) W : EFFECTIVE WIDTH OF RAIL ( b - 2 r ) P(KG) 30 kg D(CM) 112.5 x (b-2r) 12400 112.5 x ( 6 . 0 3 3 - 2 x 0.8) 2) 24.86 CM 248.6 MM USE DIA 250 WHEEL BRIDGE WHEEL . MAX. BRIDGE WHEEL LOAD : Pmax 23.22 TON/WHEEL (STRUCTURE PART CALCULATION PAGE 16) WHEEL DIA (USE 37KG/M RAIL) ( ( - — 62.71—- PUG) D(CM) KS B 8 1 0 6 - 83 J I S E 1101 74 37 k g Ml "I BY CMAA METHOD T to !W *l 112.5 x (b-2r) 23200 .5 C C T:}'i3.J9 -r'-. c 112.5 x (6.27 - 2 x 0.8) en CO 13' 40.28 CM 402.8 MM «? USE 630 DIA WHEEL - 46 - 1.59" -122.24
( 3O ) TON HOOKO.I oi ; n oil O U i p X *j SF5O 55 ' Q M § 5 g 30000 kg h b l 2b2 el 1) * (CM) 3 b l b2 16.5 1 1 . 5 2 * 3 . 4 „ % 3 e2 h - 1 —b I D 11.5 el 16.5 - 3.4 6.76 9.74 (CM) b l b2 2} Cl- Oi W 1— h 1 -- U . 5 CM b2 - 3 . 4 CM —1 A h * ii -r- - — — ( PM**" 9 \ Oil C. I 2 11.5 3.4 16.5 * 123 2 3) IT 3 ( b l b 2 ) " 2 2 *bl*b2 I (CM"4) b l b2 36 16.5" 3 (11.5 3.4 )"2 2*ll. 11.5 t 3.4 36 2514 I 4) 2514 — el — " IT) 0 ( 0 „-, 6.76 2514 258 ZII e2 CM" 3 9.74 M Q * ( e l ) (KG-CM) 2 16 30000 x ( 6 . 7 6 ) 442800 2 SEE DWG NO. B 0 4 - 5 O 8 - 47 - 5*3.4
6) M ZI Q 4 4 2800 30000 A 372 123 1434 KG/CM"2 i 1600 KG/CK"2 M q -4 42800 30000 ZII A 258 123 -1473 KG/CK"2 HI r- b l b2 h —a - IV O 11.5 4.7 14.4 16 1600 KG/CH"2 cm era cm era r ' 1 0 . 2 cm 1) h bl e l 2b2 * 3 (CM) b l b2 14.4 11.5 2*4.7 * 6.2 3 11.5 4.7 e2 h - e l (CM) 14.4 - 6.2 8 . 2 2) b l b2 h * 2 14.4 * SEE DWGN0.BO4-508 3) h"3 I ( b l b 2 ) " 2 2bl * b2 * 36 14.4 3 . 36 (CM"4) b l b2 ( 1 1 . 5 4 . 7 T 2 2 * 11.5 * 4 . 7 11.5 4.7 - 48 - 1808 (CM r 2) ( 11.9 4.7 i . — — U6.5 2,
I Z HI 1898 el I Z IV 306.1 (CM'3) 6.2 1898 e2 232 (CM"3) 8.2 * tan 60 " * r 1 (KG/CM) H — 2 30000 * tan 6 0 * 10.2 265004 2 6) M C7 e t t O b 265004 ZIII M a ec -C7b 866 KG/CM'2 265004 ZIV 1600 KG/CM 2 306.1 -1143 KG/CM"2 232 0 ES - 49 - O.K 1600 KG/CM"2
(5)TON HOOKS-I Oil [ SF50- 55 M § o ( g 5000 kg bl 5.JCM b2 2.2CM T3 2 h h 9 C M 8.4CM b l 2b2 el * (CM) 3 b l b2 8.4 5.4 2 * 2 . 2 3.61 3 5.4 2.2 e 2 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 * 31.92 2 3) 2 ! h"3 I - * 36 bl 8.4*3 (5.4 2.2) 2 2*5.4*2.2 36 5.4 2 . 2 176.6 4) I ZI 176.6 48.92 CM 3 . e1 3.61 176.6 ZII 36.87 CM"3 4.79 5) S PI a «! e a M Q * ( — e l ) (KG/CM) 2 9 5000 x ( - - - 3 . 6 1 ) 40550 2 - 50 - (CM 4) b2
6) I - II 2 O et to b O I Q M — T ZI 40550 5000 48.92 31.92 — A 986 KG/CM" 2 1200 KG/CM" 2 G ec -O b O t M Q 11 A -40550 5000 36.87 31.92 — -943 KG/CM" 2 1200 KG/CM* 2 IV 0 iOi A-J r bl 5.4 CM r' 5.86 CM b2 2.2 CM h 8.4 CM - a h el — 3 CM 9 bl f 2b 2. * (CM) b l b2 8.4 5.4 2 * 2 . 2 * 3 5.4 2.2 e2 h - e l (CM) 8.4 - 3.61 4.79 2) i b l b2 A h * (CM"2) 2 5.4* 2 . 2 - 8.4 * 31.92 2 3 J 2J "3 ( b l b2) 2 2bl * b2 * I 36 (CM"4) b l b2 .4"3. ( 5 . 4 2.2) 2 2 * 5.4 * 2.2 36 5.4 2.2 - 51 - 3.61
4) I 176.6 Z III el I Z IV 176.6 e2 5) s 48.92 (CM"3) 3.61 36
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 .
Nuclear Chemistry What we will learn: Nature of nuclear reactions Nuclear stability Nuclear radioactivity Nuclear transmutation Nuclear fission Nuclear fusion Uses of isotopes Biological effects of radiation. GCh23-2 Nuclear Reactions Reactions involving changes in nucleus Particle Symbol Mass Charge
Guide for Nuclear Medicine NUCLEAR REGULATORY COMMISSION REGULATION OF NUCLEAR MEDICINE. Jeffry A. Siegel, PhD Society of Nuclear Medicine 1850 Samuel Morse Drive Reston, Virginia 20190 www.snm.org Diagnostic Nuclear Medicine Guide for NUCLEAR REGULATORY COMMISSION REGULATION OF NUCLEAR MEDICINE. Abstract This reference manual is designed to assist nuclear medicine professionals in .
Global Nuclear Energy Partnership (GNEP), a centrepiece of its predecessor's international nuclear energy approach. At the same time, he intends to emphasize other concerns, such as enhancing nuclear safety, security and safeguards, and linking an effort against nuclear terrorism more tightly to his international nuclear energy policies.
Any nuclear reactor or radiological accidents involving equipment used in connection with naval nuclear reactors or other naval nuclear energy devices while such equipment is under the custody of the Navy. DoD's Definition of Nuclear Weapon Accident An unexpected event involving nuclear weapons or nuclear
the nuclear have-nots who insists the nuclear haves refuse to live up to their disarmament commitment.3 The new Treaty on the Prohibition of Nuclear Weapons (PNW or Nuclear Weapons Ban Treaty), goes beyond the NPTs commitment from 1968. Here the nuclear have-nots ambitiously seeks to make nuclear
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safety of next-generation nuclear technologies On nuclear security, developing joint projects to secure potentially dangerous radioactive sources and nuclear materials in Central Asia, to prevent illicit trafficking of nuclear and radioactive materials, to improve nuclear security education and training resources, and to expand nuclear security
Nuclear energy will cause a proliferation of nuclear weapons. Truth. Commercial plants do not have bomb-grade materials . It is easier to enrich natural uranium. Nuclear Myths: Nuclear Weapons. 18. Nuclear Myths: High Operating Cost. Nuclear is the lowest of all (except hydro) Myth.
