39214630 bs-5500

BRITISH STANDARD

Specification for

Unfired fusion welded pressure vessels

ICs 23.020.30

BS 5500 : 1997 Incorpomting A r n d m t s Nos. 1,2, 3, 4, 5 and 6

NO COPYING WITHOUT BSI PERMISSION EXCEPT AS PERMITTED BY COPYRIGHT LAW

Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101

Not for Resale, 03/22/2009 19:40:28 MDTNo reproduction or networking permitted without license from IHS

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STD*BSI BS 5500-ENGL L997 m L b 2 4 b b 7 0 8 0 4 b 5 L 8 4 T m

BS 5500 : 1997 Issue 7, November 1999

This British Standard, having been prepared under the direction of the Engineering Sector Board, was published under the authority of the Standards Board and comes into effect on 15 January 1997

O BSI 09-1999

First published March 1976 Second edition January 1982 Third edition January 1985 Fourth edition January 1988 Fifth edition January 1991 Sixth edition January 1994 Seventh edition January 1997

The following BSI references relate to the work on this standard Committee reference PVW1

Committees responsible for this British Standard The preparation of this British Standard was entrusted to Technical Committee PW1, Pressure vessels, upon which the following bodies were represented

Air Conditioning and Refrigeration Industry Board (ACRIB) British Chemical Engineering Contractors’ Association British Compressed Air Society British Compressed Gases Association British Gas plc British Refrigeration Association Department of Trade and Industry (Mechanical Engineering Division (ME)) Electricity Association Energy Industries Council Engineering Equipment and Materials Users’ Association Health and Safety Executive Institution of Chemical Engineers Lp Gas Association Lloyds Register of Shipping Power Generation Contractors Association (PGCA (BEAMA Ltd.)) Process Plant Association Safety Assessment Federation Ltd. Society of British Gas Industries The Welding Jnstitute

The following bodies were also represented in the drafting of the standard, through subcommittees and panels:

AEA Technology Association of Consulting Engineers BEAMA Ltd. British Cryogenics Council British Iron and Steel Producers’ Association GAMBICA (BEAMA Ltd.) Institute of Refrigeration Institution of Gas Engineers Institution of Mechanical Engineers Institution of Plant Engineers M ~ h y of Defence lkmsmission and Distribution Association @EAMA Ltd.) ’hbes Inveshnents Limited University of Liverpool Welding Manufacturers’ Association (BEAMA Ltd)

Amendments issued since publication

Amd. No.

9601

Text affected Date

Indicated by a sideline in the margin May 1997

9641

9830

Indicated by a sideline in the margin September 1997

Indicated by a sideline in the margin Januitly 1998 9873

Indicated by a sideline in the margin October 1997

10093 Indicated by a sideline in the margin January 1999

ISBN O 680 27047 5 10575 Indicated by a sideline in the margin November 1999



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~

STD-BSI BS 5500-ENGL L997 m Lb2qbbS 080qb52 78b m

Issue 2, January 1997 BS 6500 : 1997

Contents

Pase

summary of pages XiV

Foreword xvii Specification Section 1. General

Committees responsible Inside front cover

1.1 1.2 1.3 1.4 1.4.1 1.4.2 1.4.3 1.4.4 1.6 1.6.1 1.6.2 1.6

Scope Inteqmtation Definitions Responsibilities Responsibilities of the purchaser Responsibilities of the manufacturer Responsibilities of the Inspecting Authority Certificate of Compliance Information and requirements to be agreed and to be documented Information to be supplied by the purchaser Information to be supplied by the manufacturer

V1 V1 m m 112 m u3 u3 116 U6 116

T h i C h e S S e S 1/10 Section 2. Materials 2.1 Selection of materials 2/1 2.1.1 General Y1 2.1.2 Materials for pressure parts 211 2.1.3 Materials for non-pressure parts m 2.2 Materials for low t e m p e m applications m 2.3 Carbon, carbon manganese and alloy steels 2/4 2.3.1 Materials covered by British Standards 2/4 2.3.2 Materials not covered by British Standards W4 Section 3. Design 3.1 General 311 3.2 Application 3/1 3.3 Corrosion, erosion and protection 3ß 3.3.1 General 3 ß 3.3.2 Additional thickness to allow for corrosion 3ß 3.3.3 Linings and coatings 3ß 3.3.4 Wear plates 3 ß 3.4 Construction categories and design stresses 34 3.4.1 Construction categories 3 4 3.4.2 Design stresses 314 3.6 Vessels under internal pressure 316 3.6.1 Cylindrical and spherical shells 316 3.6.2 Domed ends W 3.6.3 Cones and conical ends Y1 1 3.6.4 Openings and branch connections 3/15 3.6.6 Flat ends and flat plates 3/37 3.6.6 Spherically domed and bolted ends of the form shown in

figure 3.536 3/43

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3.6 3.6.1 3.6.2 3.6.3 3.6.4 3.6.6 3.6.6 3.6.7 3.6.8

3.7 3.7.1 3.7.2 3.8 3.8.1 3.8.2 3.8.3 3.8.4 3.8.6 3.8.6 3.8.7 3.8.8 3.9 3.9.1 3.9.2 3.9.3 3.9.4 3.9.6 3.9.6 3.10 3.10.1 3.10.2 3.10.3 3.10.4 3.11 3.11.1 3.11.2 3.11.3 3.11.4 3.12 3.13 3.13.1 3.13.2 3.13.3

Vessels under external pressure General Cylindrical shells Conical shells Spherical shells Hemispherical ends Torispherical ends Ellipsoidal ends Procedure by which the departure from the mean circle may be obtained Supports, attachments and internal structures General supports Bolted flanged connections General Notation Narrow-faced gasketed flanges Full-faced flanges with soft ring type gaskets Ungasketed seal welded flanges Reverse mow-face flanges Reverse full-face w e s F'ull-faced flanges with metal to metal contact Flat heat exchanger tubesheets Notation Characteristics of perforated plates Tubesheets of exchangers with floating heads or U-tubes Tubesheets of fixed tubesheet exchangers Allowable shell and tube longitudinal stresses Allowable tube joint end load Design of welds General Welded joints for principal seams Welded joints for other than principal seams Welded joints in time dependent applications Jacket construction General Jacketed cylindrical shells Welded jacket connections Compensation Manholes and inspection openings Protective devices for excessive pressure or vacuum Application Capacity of relief device(s) Pressure setting of messure relief devices

Page 3/48 3/48 3/50 3/51 W53 3/53 3153 3/53

3/54 3R3 3/73 3/73 3/74 3/74 3/79 3/81 m 3/85 3/85 3/86 3/86 31119 311 19 Y121 3/12 1 Y130 3135 W135 31139 31139 W139 3140 W140 W142 Y142 W142 W142 W143 W144 W144 W144 3/14 3/14

Section 4. Manufacture and workmanship 4.1 General aspects of construction 4.1.1 General 4.1.2 Material identification 4.1.3 Order of completion of weld seams 4.1.4 Junction of more than two weld seams 4.1.6 Localized thinning 4.2 Cutting, forming and tolerances

"

4/1 4/1 4/1 41 4/1 41

41-A

ii O BSI 041999



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h u e 3, November 1999 BS 5500 : 1997

I 4.2.1 4.2.2 4.2.3 4.2.4 4.2.6 4.2.6 4.3 4.3.1 4.3.2 4.3.3 4.3.4 4.3.6 4.3.6 4.3.7 4.4 4.4.1 4.4.2 4.4.3 4.4.4 4.4.6 4.6

Cutting of material Forming of shell sections and plates Assembly tolerances Tolerances for vessels subject to internal pressure Tolerances for vessels subject to external pressure Structural tolerances Welded joints General Welding consumables Preparation of plate edges and openings Assembly for weldmg Attachments and the removal of temporary attachments Butt joints Welding general requirements Heat treatment Preheat requirements Norm-. ferritic steels Post-weld heat treatment Methods of heat treatment Post-weld heat treatment procedure Surface finish

page 41-A 42 413 4 4

4ß-B 4ß-B 4ß-B &B 4/5B

4/6 4/6 4 6 4/6 4/7 4/7 4/7 4/7

4/8 49 4/9

Section 6. Inspection and testing 6.1 6.2 6.3 6.4 6.4.1 6.4.2 6.6 6.6 6.6.1 6.6.2 6.6.3 6.6.4 6.6.6 6.6.6 6.7

6.7.1 6.7.2 6.7.3 6.8 6.8.1 6.8.2 6.8.3 6.8.4 6.8.5 6.8.6 6.8.7 6.8.8

General Approval testing of fusion welding procedures Welder and operator approval Production control test plates Vessels in materials other than 9 % Ni steel 9 % Ni steel vessels Destructive testing Nondestructive testing General Parent m a t e d Components prepared for welding Nondestructive testing of welded joints Choice of nondestructive test methods for welds Nondestructive testing techniques for welds Acceptance criteria for weld defects revealed by visual examination and nondestructive testing General Assessment of defects Repair of welds Pressure tests General Basic requirements Hydraulic testing Pneumatic tests 'Standard' test pressure Proof hydraulic test Combined hydradidpneumatic tests Leak testing

511 5 ß 514 5 ß 5 ß 5 ß 5 ß 5/5 5/5 5 ß 516 516 5/7 5/8

5/10 5/10 5/10 5/10 5/18 5/18 5/18 5/19 5/19 5/19 5/20 5/22 5/22



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STD*BSI BS 5500-ENGL L777 W 162qbb9 UBO4b55 495

BS 6600 : 1997 Issue 3, January 1999

.8.9 Vessel nameplate 5/22 6.8.10 Find inspection 5/22 6.9 Inspection requirements for cast components 5/22 6.9.1 Examination 5/22 6.92 Defects 5/22 6.9.3 Identification and marking 5/22 Annexes A

B

C D

E F

G

H

J K

I L M

N

P

Q

R S T U V

Recommendations for design where loadings and components are not covered by section 3 Recommendations for cyhdrid, spherical and conical shells under combined loadings, includmg wind and earthquakes Requirements for the assessment of vessels subject to fatigue Requirements for fenitic steels in bands MO to M4 inclusive for vessels required to operate below O "C Recommendations for welded connections of pressure vessels An alternative design approach for compensation wing the pressure area method Recommendations for methods of calculation of stresses from local loads, thermal g~&ents, etc. Recommendations for post-weld heat treahnent of dissimilar ferritic steel joints Recommendations for pressure relief protective devices Requirements for the derivation of material nominal design strength for construction category 1 and 2 vessels Guidance on structural tolerances Guidance on safe external working pressure for cylindrical sections outside the circularity limits specified in 3.6 Requirements for vessel design and the provision of information concerning statutory obligations for the demonstration of the continued integrity of pressure vessels throughout their service life Recommendations for stajnless steel components with higher design stxesses Recommendations for preparation and testing of production control test plates Guidance on additional information for flat ends and flat plates Guidance on optional documentation for supply with vessel Recommendations for arc welded tube to tubeplate joints Guidance on the use of fracture mechanics analyses Requirements for testing and inspection of serially produced pressure vessels Worked examples for vessels under external pressure Worked examples for supports and mountings for horizontal vessels

N1

B/1 c/1

D/1 W1

F/1

G/1

W1 J/1

W1 U1

W1

N/1

P/1

W1 FU1 5/1 T/1 u/1 v/1 w/1 Y/1

Aluminium Supplement Requirements for aluminium and aluminium alloys in the design and construction of &ed fusion welded pressure vessels M 1

Requirements for nickel and nickel alloys in the design and construction of &ed fusion welded pressure vessels BB/1

Nickel Supplement

iv O BSI 1998 ~ ~



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Issue 3, November 1999 BS 6600 : 1997

ables 1.6-1 2.1-1 2.1-2

2.2-1 2.3-1

2.3-2

2.3-3

2.3-4

2.3-6

3.41 3.6-1

3.6-2 3.6-3 3.64 3.6-1 3.6-2 3.6-3 3.64 3.6-6 3.66

3.8-1 3.8-2

3.6-7

3.8-3

3.8-4

3.8-6 3.9-1

3.9-2 4.2-1 4.2-2 4.2-3 4.2-4 4.4-1 4.4-2

6.1-1

6.1-2 6.2-1 6.2-2 6.6-1 6.7-1

purchaser options and features requiring approval by the purchaser Material banding Temperature above which time dependent properties shall be considered Bolting materials for low-temperature D e s i i stmgth values (N/mm2) for nickel and nickel alloy plate conforming to BS 3072 D e s i strength values (N/mm2) for nickel and nickel alloy seamless tube conforming to BS 3074 Design strength values (Nlmm2) for nickel and nickel alloy seamless tube conforming to BS 3074 Design strength values (N/mm2) for nickel and nickel alloy seamless tube conforming to BS 3074 Design strength values @/mm2) for nickel and nickel alloy forgings conforming to BS 3076 Construction categories Values of dD X 1@ for unpierced domed ends in terms of hJD

Thickness of nozzles Design values of +t,/& Values of Ce&+,, for figures 3.59 to 3.5-11 when .&h = O Values for G and N Definition of cylinder lengths E values for ferritic and austenitic steels (Young’s modulus) Values of (oJE) for internal flat bar stiffeners Values of (aJE) for external flat bar stiffeners Derivaiion of L, values of 2’ Recommended design stress values for flange bolting materials Bolt root areas Recommended surface finish on gasket contact faces for body flanges and flanges fitted with covers Gasket materials and contact facings: gasket factors (m) for operating conditions and minimum design seating stress (y) Values of T, 2, Y and U (factors involving K ) Values of AC as a function of F, and R for all tubesheets, and C,, for U-tubesheets only Values of F, for typical tube joints Circumference Tolerance on depth of domed ends Maximum permitted peaking M a x i m m permitted peaking when special analysis is used Requirements for post-weld heat treatment of ferritic steel vessels Alternative requirements for post-weld heat treatment of ferritic steel vessels Inspection stages in the course of which participation by the Inspw Authority is mandatory Other principal stages of inspection Tensile test temperature Weld procedure tests for butt welds in 9 % Ni steel Thickness limits for examination of internal flaws Radiographic acceptance levels

and P$

Page

1/7 2/1

2/2 m 2/4

W6

2/1 1

2/15

2/17 3k

3/10 3/19 3/20 3126 3/54 3/55 3/55 3/56 3/57 3/58 3/58 3/76 3178

3/79

3/88 3/90

31122 31136

4 4 4/4 4/5 4/5

4/10

4/11

5/2 5/3 5/3 5/4 516

5/11

V Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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6.7-2

6.7-3 6.7-4

6.7-6

A.l c .1 c .2 c . 3 c.4 C.6 I D.l D.2 D.3 6 . 1 6.2 6.3 6.4 G.6 6.6 6.7 G.8 G.9 G.10 H. 1 P. 1 T. 1

W. 1 w.2 w.3 w.4 I W.6 W.6 W. 7 W.8 w.9 Y.l Y.2 Y.3 2.3-1 I 3.41 3.6-3 6.7-1 6.8-1 2.3-1

2.3-2

2.3-3

Ultrasonic acceptance levels applicable to ferritic steels and weld metals in the thickness range 7 mm to 100 mm inclusive Visual and crack detection acceptance level Radiographic acceptance levels (reassessment of category 2 construction) Ultrasonic acceptance levels (reassessment of category 2 construction) Classification of stresses for some typical cases Details of fatigue design curves Classification of weld details Values of Ml, M2 and& Weld defect acceptance levels Fatigue test factor F Impact requirements for plates, forgings, castings and tubes Design reference temperature Design reference temperature for heat exchanger tubes Values of KI and K2 Design factors KI and K2 Design factors K3 and K4 and allowable tangential shearing stresses Design factor K6 Values of constants C4, C5, K5, K7 and Ks Values of Klo and K11 Circumferential sh-es factor C1 Bending stress factor C2 Meridional stress factor C3 Branch bending &es factor C4 Classification of materials Design strength values lhbe to tubesheet joints: essential tests and the suitabiity of joint types for optional tests Design data assumed for cylindrical sections Summq of calculation for e Derivation of LJL, Design data assumed for complete vessel Key values for stiffener design Design data assumed for cylindrical sections Measured radii and departure from mean circle Values of u,, b,, and pm(,) Values of obr(,) Design data Interpolation of table G.4 for K6

Design strength values: aluminium and aluminium alloys Constsuction categories E values for aluminium alloys (Young's modulus) Acceptance levels Principal stages of inspection Design síxength values (Nhnm2) for nickel and nickel alloy plate conforming to BS 3072

summary of stresses (NIm2)

page

5/12 5/14

5/17

5/17 A/6 c16 CB

CA7 CA9 c119

DIGA DR D/7

G/11 g170 GR1 g172 Gf74 g176 G M g1b6 GB7 g187 m p11

t17 W11 W11 WB w/5 W/6 Wf7 Wf7 WB WB y11 y17

y118 aa12

M l - A M l - A

AA/9 AA4 1

BEY1 Design strength values @ h m 2 ) for nickel and nickel alloy seamless tube conforming to BS 3074 BW1 Design strength values @/mm2) for nickel and nickel alloy seamless tube conforming to BS 3074 BB/2



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h e 3, November 1999 BS 5500 : 1997

2.3-4 Design strength values (N/mm2) for nickel and nickel alloy seamless

2.3-5 Design strength values ( N h ” 1 2 ) for nickel and nickel alloy forgings

4.2-1 Maximum temperatwe for heating nickel and nickel alloys

tube conforming to BS 3074

conforming to BS 3076

4.4-1 Annealing temperature for nickel and nickel alloys Figures 1.6-1 Relationship of thiclmes definitions 3.6-1 Domed ends 3.5-2 Design curves for unpierced domed ends 3.5-3 Geometry of condcylinder intexsection without huckle: large end 3.5-4 Values of coefficient B for conelcylinder intersection without

huckle 3.5-5 3.5-6 3.6-7 3.5-8 3.6-9

3.5-10

3.5-11 3.6-12 3.5-13 3.6-14 3-6-15 3.5-15a 3.5-16 35-17 3.5-18 3.5-19 3.6-20 3.5-21 3-5-22 3.5-23 3.5-24 3.6-26 3.6-26 3.6-27 3.6-28 3.5-29 3.5-30 3.5-31 3.5-32 35-33 3.6-34 35-36

Geometry of condcylinder intersection with huckle: large end Geometry of conelcylinder intersection: small end Offset cone Positions of openings or nozzles in dished ends Design curves for protruding nozzles in spherical vessels (dD c 0.5) and for pmtruding nozzles in cylindrical and conical vessels (dD < vi) Design curves for flush nozzles in spherical shells ( d D < 0.5) and for flush nozzles in conical shells ( d D < %) Design curves for flush nozzles in cylindrical shells (O < CUD < 0.3) Design curves for flush nozzles in cylindrical shells (0.2 d/D 5 1.0) Nozzle in a conical shell Notation applicable to spheres Notation applicable to spheres Notation applicable to oblique nozzles in spheres Notation applicable to spheres Notation applicable to spheres Notation applicable to cylinders Notation applicable to cylinders Notation applicable to cylinders Notation applicable to cylinders

Flush rim Arrangement factor g Nozzle compensation Notation applicable to spheres and cylinders Notation applicable to spheres and cylinders Notation applicable to spheres and cylinders Modified flush nozzle compensation Modified protruding nozzle compensation mical welded flat ends and covers mica l non-welded flat ends and covers Flat unstayed heads: design curves Value of coefficient 2 for noncircular flat heads mical stayx areas supported by stays

Protmding rim

3.5-36 Spherically domed and bolted end I 3.ti-1 Effective lengths of cylinder

BBf2

BEY2 BEY4 BB/4

1/9 3/7 3&

3/12

3/13 3/14 3/14 3/15 3/18

3/21

m 3 3/25 3/27 3/29 3/29 3/29 3/29 3/29 3/30 3/30 3130 3/30 3/30 3/31 3/31 3/31 3/32 3/33 3/33 3/33 3/34 m5 3/38 3/39 3/41 3/42 3/44 3/45 3/59

O BSI 09-1999 vii Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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BS 6500 : 1997 h e 3, November 1999

3.6-2 3.6-3 3.6-4 3.6-6 3.6-6 3.6-7 3.6-8 3.8-1 3.8-2 3.8-3 3.8-4 3.8-6 3.8-6 3.8-7 3.8-8 3.8-9 3.8-10 3.8-11

3.9-1 3.9-2 3.9-3 3.9-4 3.9-6 3.9-6

3.9-7 3.9-8 3.9-9 3.9-10 3.9-11 3.9-12 3.10-1 3.10-2 3.11-1 3.11-2 4.2-1 6.6-1 6.7-1 A.l A.2 B.l B.2 B.3 c.1

values of E

Values of n,l Values of A Stiffening ring with unsupported section Stiffening ring details Values ofß Conical sections: typical stiffeners Loose keyed flange with mating components Forces and lever arms on loose keyed flange Location of gasket load reaction Values of I: U, YandZ Values of F (inte@ method factors) Values of V (integral method factors) Values of FL (loose hub flange factors) Values of VL (loose hub flange factors) Values off (hub stress correction factors) Ungasketed, seal-welded-type flanges Contact face between loose and stub flanges in a lap joint where diameters A2 and B2 are defined by the Same component Design curves: determination of C, Design curves: determination of F, Design curves: determination of F, Design curves: determination of fi Design curves: determination of Fi mical clamped and simply supported configurations for floating head or U-tubesheets Characteristic for perforated thin plates, e < 2P Characteristic for perforated thick plate, e r 2P Tubesheet: determination of Fq Tubesheet: determjnation of H for X, z 4.0 Tubesheet: determination of H for X , < 4.0 Determination of the buckling length Lk Butt welds in plates of unequal thickness Butt welds with offset of median lines Some acceptable types of jacketed vessels mical blocking ring and sealer ring construction Profle gauge details and application Illusiraiion of welded joints for nondestructive testing Partial nondestructive testing (NDT) category 2 constructions Stress categories and limits of stress intensity Curve for evaluation of A Stresses in a cylindrical shell under combined loading Stresses in a spherical shell under combined loading Stresses in a conical shell under combined loading Illustration of fluctuating stress

page 3/60 3/61 3/62 3/64 3164 3168 3169 3/84

3/84 3/90 3/99

31100 31100 31101 31101 W101 31102

31102 31122 31123 31124 3125 3126

3127 $128 W129 3131 W132 31133 31136 31141 3142 31143

3143-A 445-A

518 5113 N5 N8 BB W4 b15 c11

O BSI 09-1999



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Issue 3, November 1999 BS 5500: 1997

c.2

c.3

c.4

C.6 C.6 c.7 D.l

D.2

D.3

D .4 D.6 D.6

D.7

D.8 D.9 D. 10

E.l

E.2

E.3

E.4

E.6 E.6

E.7

E.8

E.9

Example of pressure vessel fatigue loading cycle and determination of stress ranges Fatigue design S-N curves for weld details applicable to ferritic steels up to and including 350 'C, austenitic stainless steels up to and including 430 "C and aluminium alloys up to and

Fatigue design S-N curves for bolting applicable to ferritic steels up to and including 350 'C, austenitic stainless steels up to and including 430 "C and aluminium alloys up to and including 100 "C I n t e d o n criteria for assessing slag inclusions Deviations from design shape at seam welds Weld toe dressing Permissible design reference temperaturdreference thicknesshnaterial impact test temperature relationships for aswelded components Permissible design reference temperaturdreference thicknesdmaterial impact test temperature relationships for post-weld heat-treated components Reference thickness: slip-on and plate flanges, tubeplates and flat ends Reference thickness: weld neck flanges, tubeplates and flat ends Nozzldshell weld compensation plate details Location of Charpy V-notch specimens in weld metal (as-welded VeSSels) Location of Charpy V-notch specimens in weld metal (stress relieved vessels) Location of Charpy V-notch specimens in heat affected zone Example of detail for avoidance of severe thermal gmhents Examples of details for attachmg noncritical components to pressure shell 'I)qical weld preparations for butt welds using the manual metal-arc process mical weld preparations for circumferential welds where the second side is inaccessible for welding Q p i d weld preparations for butt welds using the submerged arc welding process mical weld preparations for butt welds using the manual inert gas arc welding for austenitic stainless and heat resisting steels only m i d weld details for circumferential lap joints mical full penetsation joint preparations for one-sided welding only: aluminium and its alloys mical full penetration joint preparations for two-sided welding only: aluminium and its alloys mical full penelmiion joint preparations for one-sided welding with tempomy backing or permanent backing: aluminium and its

Standard weld details

including 100 "C

auoys

E.lOa) Limitations on geometry of fíllet weld applied to the edge or a part E.lOb) Dansverse and longitudinal sections of branch connections E.l l Weld details for set-in branches E.12 Set-on branches E.13 Set-on branches

Page

c14

c15

c15 Cf7

cl21 cl22

Dl2

DA3

Dl4 Dl5 Dl6

DA

DA DA

DI10

D/10

El2

E/3

W5

W6 En

E/8

E/9

W10 W14 W15 W15 W16 W17 W18



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BS 5500: 1997 h e 2, January 1999

E.14 E.16 E.16 E.17 E.18 E.19 E.20 E.21 E.22 E.23

E.24

E.26 E.26 E.27 E.28 E.29 E.30 E.31 E.32 E.33 E.34 E.36 E.36 E.37 E.38 E.39 E .40 E.41 E.42

E.43

E.44

E.46 E.46 E.47 F. 1 F.2 F.3 G.1 6.2 G.3 6.4 6.5

Set-on branches Set-on branches Set-on branches Set-n branches Set-on branches Set-in branches: fillet welded connections Set-in branches: partial penetration butt welded connections Set-in branches: full penetration connections Set-in branches: full penetration connections Set-in branches: full penelmtion connections with asymmetrical butt joints Set-in branches: full penetration connections welded from one side O d Y Forged branch connections Forged branch connections Set-on branches with added compensation rings Set-in branches with added compensation rings Set-in branches with added compensation rings Set-in branches with added compensation rings Set-in branches with added compensation rings Studded connections Socket welded and screwed connections Flanges

Flanges Jacketed vessels: typical vessevbloclung ring attachments Jacketed vessels: typical blocking rin~acket attachments Jacketed vessels: typical sealer rings Jacketed vessels: typical through connections Flat ends and covers Tubeplate to shell connections: accessible for welding on both, sides of the shell Tubeplate to shell connections: accessible for welding from outside of shell only Tubeplate to shell connections: accessible for weldmg on both, sides of shell Tubeplate to shell connections Tubeplate to shell connections Tubeplate to shell connections Maximum branch to body thickness ratio Reinforcement of openings and branches Reinforcement of non-radial branches Restriction on vessel/attachment geometry Vessel with central radial load Vessel with radial load out of centre Graph for finding Chart for finding

page W19 E520 m1 E522 m3 E524 m5 E526 m 7

E528

EX29 EX30 m1 m2 m3 m 4 m5 EX36 m 7 EX39 W40 W41 W43 W44 W44 W46 W47 W47

W50

m1

m2 m3 m5 W57 F/3 F/4

FA1 GB G/4 G/4 G/5 G/6

X O BSI 1997



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STD=BSI BS 5500-ENGL L997 m LbZ'ibb9 08011bb2 L25 M

h e 3, November 1999 BS 5600: 1997

6.6

6.7

6.8

G.9

G.10

G.11

6.12

6.13

6.14

G.16

G.16

6.17

G.18

G.19

6.20

6.21 6.22 6.23 I 6.24

6.26 6.26 6.27 6.2%) G.28b)

G.28~) G.28d)

6.29 6.30 6.318)

G.31b)

G.31~)

6.316)

Cylindrical shells with radial load: circumferential moment per millimetre width Cylindrical shells with radial load: longitudinal moment per millimetre width Cylindrical shells with radial load: circumferential membrane force per millimebe width Cylindrical shells with radial load: longitudinal membrane force per millimetre width Circumferential bending moment due to a radial line load variation round circumference Longitudinal moment h m radial line load variation round circumference Circumferential membrane force from radial line load variaiion round circumference Longitudinal membrane force from radial line load variation round circumference Circumferential bending moment due to a radial line load variation along cylinder Longitudinal moment due to a radial line load variation along cylinder Circumferential membrane force due to a radial line load variation along cylinder Longitudinal membrane force due to a radial line load variation along cylinder Maximum radial deflection of a cylindrical shell subjected to a radial load W for rlt between 15 and 100 M a x i m u m radial deflection of a cylindrical shell subjected to a radial load W for rlt between 100 and 300 Graphs for finding the square 2C1 X ZC, equivalent to a rectangular loading area 2Cx X 2C+ Circumferential moment Longitudinal moment Sector stresses Notation for external local loads at a nozzle or ahchment on a cylindrical shell Chart for finding S and u Spherical shell subjected to a radial load Deflections of a spherical shell subjected to a radial load W Meridional moment M, in a spherical shell subjected to radial lad W Circumferential moment M+ in a spherical shell subjected to a I-ddlal load W Meridional force N, in a spherical shell subjected to a radial load W C i e r e n t i a l force N+ in a spherical shell subjected to a radial M W Spherical shell subjected to an external moment Deflections of a spherical shell subjected to an external moment M Circumferential force N+ in a spherical shell subjected to an external moment M Meridional force N, in a spherical shell subjected to an external moment M C i e r e n t i a l moment M+ in a spherical shell subjected to an external moment M Meridional moment M, in a spherical shell subjected to an external moment M

Page

g17

GB

GB

g110

g112

g113

g114

g115

g117

g118

g119

g120

g121

GE2

g123

G126 GE6 GB0

GB1 GB9 g140

Gl40-A GI4 1

GI4 1-A GI4 1-B

GI4 14 g142

Gl42-A

g143

Gl43-A

Gl43-B

g14x

xi Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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BS 5500: 1997 h e 7, November 1999

6.32 6.33 6.34 6.36 6.36 6.37 6.38 6.39 6.40 6.41 6.42 6.43

6.44 6.46

6.46 6.47

6.48 6.49 G.60 6.61 6.62 6.63 6.64 G.66 6.66 6.67 6.68 6.69 G.60 6.61 6.62 6.63 6.64 6.66 G.66 J.1 L.l L.2 L.3 L.4 T. 1 T.2 T.3 T.4

Maximum stress in sphere for internal pressure (flush nozzles) Maximum stress in sphere for ink& pressure (protruding nozzles) Maximum stress in sphere for thrust loading (flush nozzles) Maximum stress in sphere for thrust loading Cprotruding nozzles) Maximum stress in sphere for moment loading (flush nozzles) Maximum &res in sphere for moment loading (protruding nozzles) Maximum stress in sphere for shear loadmg (flush nozzles) Maximum sfxess in sphere for shear loading (protruding nozzles) Shakedown values for pressure loading (flush nozzle) Shakedown values for pressure loading (protsuding nozzle) Shakedown values for thrust and moment loadings (flush nozzle) Shakedown values for thrust and moment loadings (protruding nozzle) Shakedown values for thrust and moment loadings (flush nozzle) Shakedown values for thrust and moment loadings (protruding nozzle) Shakedown values for thrust and moment loadings (flush nozzle) Shakedown values for thrust and moment loadings (protruding nozzle) Qpical brackets Qpical reinforcing plates on cylindrical shells 'Qqical ring support Qpical steelwork under ring support Leg supports for vertical vessels Qpical ring girder Qpical supports for horizontal vessels Cylindrical shell acting as beam over supports Factor for bendmg moment at mid-span Fadors for bending moment at supports Portion of shell ineffective against longitudinal bending Circumferential bending moment diagrams Saddle supports mical ring stiffeners Nozzle geometry 'hamient fluid and metal temperatures Inner surface thermal stress factors KI and kl Outer surface thermal stress factors K2 and k2 Mean temperature factors Kb and K, 'Qqical pressure km relationships Tolerances on nozzles Tolerances after erection of a vertical vessel Tolerances on saddles and supports for horizontal vessels Tolerances on saddles and supports for vertical vessels 'hbe to tubeplate connections, tube end fusion lbbe to tubeplate ~ o ~ e c t i o n ~ , castellated weld lhbe to tubeplate connections, plain fillet weld Rbe to tubeplate connections, front face bore fillet weld

Page gi48

g148

g149

g149

g150

g150

g151

Gß1 g152

Gß3 g153

g154

g154

g155

Gß5

Gß6 g159

g160

g162

g162

g162

g163

g165

g167

g168

g169

GR0 GR2 g173

GR5 GR9 g180

g181

GB2 g183

j12

u1 1ß2 1/3 u4 t11 t12 t13 t13

xü O BSI 09-1999



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Page T.6 lhbe to tubeplate co~ections, groove plus fdlet weld Tl4 T.6 Tube to tubeplate connections, groove weld TA5 T.7 lhbe to tubeplate connections, back face inset bore weld T/6 T.8 lhbe to tubeplate connections, back face stub bore weld T/7 W.l Stiffener proportions WB Y.l Internal ring stiffener in plane of saddle YE Y.2 Internal ring stiffener in plane of saddle Y B Y.3 External ring stiffeners adjacent to the saddle YB Y.4 Vessel on ring and leg support Y115 Y.6 Channel and shell as ring grder Y/16

I V

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STD-BSI BS 5500-ENGL 1997 m Lb24bb9 II804bb5 334 m


Summary of pages

The following table identifies for each page of the standard the issue which forms the authorized version of the document when assembled to include the o r i w pages and amendments identified on the inside front page.

Page no. Front cover Inside front cover 1

11

iii iv V

vi vii m ...

ix X xi xi xiii xiv xv xvi xvii xviii Section 1

Issue 7 7 2 3 3 3 3 4 3 3 3 2 3 7 6 6 4 blank 1 2

Y1 LI2

3

4 m 3 M3 3 m 1 Y6 1 lß 3 Y4 2 lß 3

2/2 243 2/4 25 3 6 to 2/13 2/14 2/15 to 2/18 2/19 2/20 to 2123 2/24 2/25 2/26 2/27 2/28 to 2/30 2/31

3 2 1 1 2 1 2 1 2 1 2 1 1 2 1 3

Page no. Issue m2tom 1 2/35 2/36 to 2/40 2/41 2/42

2 1 4 blank

Section 3 3/1 3/2 3/3 3/4 3/5 316 3/7 38 to 3/10 3/11 3/12 3/13 3/14 3/15 to 3/17 3/18 3/19 3/20 3/21 3/22 3/23 3/24 to 3/26 3/27 3/28 3/29 to 3/31 3/32 3/33 3/34 3/35 3/36 3/37 3/38 to 3/40 3/4 1 3/42 3/43 3/44 3/45 3/46 3/47 3/48 3/49 3/50 3/51 3/52

2 2 3 3 4 2 4 1 5 3 1 3 4 1 3 2 3 2 4 2 3 5 3 2 2 3 3 5 5 4 2 1 2 1 1 2 1 4 3 2 3 ?

Page no.

3/53 3/54 to 3/60 3/61 3/62 3/63 3/64 3/65 3/66 to 3/76 3/77 3/78 3/79 3/80 to 3/83 3/84 3/85 3/86 3/87 3/88 3/89 to 3/102 3/103 W104 to W106 W107 3/108 3/109 3/110 to 3/112 3/113 3/114 3/115 W1 16 3/117 W1 18 3/119 W120 W121 W122 W123 to W129 Y130 V131 to W133 Y134 Y135 Y136 W137 Y138 Y139 Y140 Y141 Y142 Y143 M43-A

Issue

2 3 2 2 3 3 4 2 1 2 3 2 1 2 3 3 2 1 3 1 2 1 2 1 2 1 1 3 3 1 2 1 2 2 1 3 1 2 2 1 1 3 1 2 2 4 4 l.

section 4 4/1 41-A 4/1-B 4/2 4/3 4/4 4/5 &A &B 4/6 4/7 4/8 to 4/11 4/12 Section 5 5/1 to 55 5/4 5/5 5/6 to 5/8 5/9 to 5/11 5/12 5/13 to 5/16 5/17 5/18 5/19 5/20 512 1 5/22 Anna A Al1 m AßtoN6 Al7 A/8

3 1 blank 3 1 2 3 1 1 1 3 1 blank

2 1 1 2 1 3 1 2 2 3 2 1 1

BB to W5 B/6 blank

C/1-B

C/3 c/4

xiv O BSI O91999



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Issue 4, November 1999 BS S600 : 1997

Issue 1 2 2 1 2 1 2 1 4 3 2 3 1 blank - 3 3 2 1 1 2 1 blank 4 2 blank 2 -

'age no. :/5 Y6 Y7 :/8 :I9 Y10 :I1 1 Y12 to c114 X 5 Y16 Y17 to Cl21 322 2/23 2/24 4nnex D W1

'age no. Y15 Y16 Y17 to GI20 ;/21 322 X23 to G129 ;ßo x31 2132 to Gß9 2/40 ;/40-A 3140-B 2141 214 1-A to G/4 1-C 2141-D 2/42 2142A 3142-B 2/43 Y43A to G/4X 3143-D 3/44 to GI46 3/47 G/& to GI55 GI56 GI57 GI58 GI59 to GI63 G/64 GI65 G/66 G/67 GI68 GI69 G170 GI71 G172 Gff2-A GI72-B Gff3 G174 GR5 to GI88 GB9 GB0 Annex H

age no. MtoM N6 u w 7

M M LAI10 LAI1 1 N12

ssue

I

l

' !

! L

>lZU-lk ! 1 >lank : 1 ]lank ? L ?lank L 1 1 3 1 2 1 3 1 3 2 1 1 2 4 2 1 blank 1 3 1 2 blank

2 3 2 1 1 2 2

V1-B blank

Ato Y4 12 ' innex M W1 12 W2 I blank 4nna N v11 W IT 3

I 3 II 1 4nnex P x

4nnex Q Dl2 DL3 Dl4 Dl5 Dl6 DIGA D/GB Dl7 Dff-A D/"-B D/8 to D,

T n m ?III mide back cover 3ack cover

I

Annex S x Annex T I /1 o Tl1 to Tl4 Tl5 Tl6 Tl7 TB

.Innex E W1 to W11 W12 W13 to W46 W47 to W49 El50 to W57

1 2 1 1 blank

Annex U u11 12 El58

Annex F FI1

I blank Annex V

FI2 F/3 FI4 to Fff F/8 F/9 FI10 FI1 1 F/12 FI13 FI14

W11 to W f f

W110 blank Annex Y YA to YI18 Il Aluminium Supplement 5 Annex G

GI1 to GB 12 G/4 to G/13 G/14 I:



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h e 1, January 1999 BS 6500 : 1997

Foreword

This British Standard has been prepared by Technical Committee wE/1. It is a new edition of the 1994 version and incorporates all technical changes up to and including Amendment No. 4 (September 1996) associated with that version.

This edition has been published, for the first time, using an electronic process which has made it necessary to amend certain aspects of the table and figure numbering. The table and figure numbers are now derived from the number of the main clause in which they are cited, not from subclause or sub-subclause numbers. This will reduce the opportunity for error in future updating. Despite the various amendments W have been made to this standard since it was íïrst published in 1976, some of the requirements can still be traced back to the proposals in ISO/DIS 2694 Pressure vessels drafted by Technid Committee 11 of the International Oqdmtion for Standardization USO) which were taken into account in preparing the original edition.

BS 5500, which covers pressure vessels manufactured from carbon, ferritic alloy, I austenitic steels, aluminium and nickel replaced the following standards

Fusion welded pressure W& for geneml purposes

Part 3 Aluminium Fusion welded pressure W& for use in W chemical, petroleum and died industries

1515 part 1 Cadon and f - tk au~y steels Part 2 Austenitic stainless steel

BS 1500 Part 1 Carbon and low auOy steels

Previous editions have stated the intention of integrating into one British Standard the requirements for design, manufactwe, testing and inspection of fusion welded pressure vessels. It is intended to keep under review the question of publishing appropriate supplements covering other types of pressure vessels.

If there is sufficient demand from industry, the standard will be extended to cover I other non-ferrous materials.

The requirements of this standard vary considerably depending upon the thickness and type of material to be used. When this combination is such as will permît satisfactmy fabrication by relatively straightforward processes, spot nondestructive testing is permitted without any penalty in design thickness; in certain cases visual inspection only is permitted with an appropriate penalty on design thickness.

The strengths that may be assumed for design purposes of materials covered by I current British Standards, as well as some materials to withdrawn standards which I are still available, are individually specified (see table 2.3-1).

Design stxengths in the creep range are given for a range of design lifetimes that may be extended, on expiry, on the basis of periodic ‘fitnessforcontinued-service reviews’ based on inspection and consideration of actual load-temperature histmy. This approach recognizes the limitations inherent in any simple design method for vessels operating in the creep range and also provides a flexible basis that may be used in cases where the design strength values which have been derived from IS0 data, are sigruficantly different from those used with success in the past. Specific requirements for these reviews are not given in this standard.

Recommendations covering aspects requiring further consideration in particular cases are given in the annexes. The British Standards Institution will be pleased to receive constructive proposals based on experience or research that may lead to improvements in these annexes.

O BSI 1998 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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Reference is made in the text to a number of standards which have been withdrawn. Such standards are identified in the list of references (see page III). Consideration is currently being given to whether replacement standards are available or are being developed, for example, in the European programme and to the implications for BS 5500 of such replacement standards. When a decision is made about any replacement standards, these will be identifed by the issue of an amendment. As with the previous editions, it is intended to keep this standard up to date by the issue from time to time of replacement pages, or additional pages where necessary. Each replacement or added page will carry an issue number (with the effective date) indicating its relationship to the original standard, the pages of which are marked 'Issue 1'.

For example Issue 1 will indicate an original page or one that has been added to the on@ standard and has not been amended since insertion;

Issue 2 will indicate a first amendment of either an original page or an added page;

Issue 3 will indicate a second amendment of either an original page or an added Page.

Sidelining on replacement pages will indicate that changes of technical or reference significance have been made at that point.

It should be noted that the effective date of amendments to this edition will usually be later than the publication date to allow users time to amend their own working procedures and documentation. The issue date on each page reflects the effective date not the publication date. The following m e s are reproduced by courtesy of the American Weldmg Research council.

Figure G.32 was originauy published as figure 2 on page 21 of WRC Bulletin 90 September 1963 Figure G.33 was originally published as figure 3 on page 21 of WRC Bulletin 90 September 1963 F'igure G.34 was originally published as figure 7 on page 24 of WRC Bulletin 90 September 1963

Flgure G.35 was originally published as figure 8 on page 24 of WRC Bulletin 90 September 1963

F'igure G.36 was originauy published as figure 9 on page 25 of WRC Bulletin 90 September 1963 F'igure G.37 was originally published as figure 10 on page 25 of WRC Bulletin 90 September 1963 F'igure G.38 was originally published as figure 11 on page 26 of WRC Bulletin 90 September 1963

Figure G.39 was ongmdly published as figure 12 on page 26 of W C Bulletin 90 September 1963

Figures G.40 to G.47 are reproduced by courtesy of the Intemational JoumaE of S o l i d s and Structures, 1967.

This standard may be referred to by the UK Health and Safety Executive (HSE) when giving guidance.

I A British Standaxd does not purport to include all the necessary provisions of a I conmt Users of British Standards are responsible for their correct application.

Compliance with a British Standard does not of itself confer immunity from legal obligations.

xviii O BSI 091999



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-

STD-BSI BS 550U-ENGL L997 S Lb2'4bb9 080'4bb9 TAT

h e 3, November 1999 BS 5500 : 1997

Section 1. General

1.1 scope 1.1.1 This British standard specifies requirements for the design, construction, inspection, testing and verification of compliance of unfired fusion welded pressure vessels. The materials of construction are specified in section 2. The term 'pressure vessel' as used in this standard includes branches up to the point of connection to the connecting piping by bolting, screwing or weldmg, and supports, brackets or other attachments directly welded to the pressure containing shell. The t em 'unfired' excludes vessels that are subject to direct generated heat or flame impingement from a fired process. It does not exclude vessels subject to electrical heating or heated process s t r e a m s .

1.1.2 In addition to the definitive requirements this standard also requires the items detailed in 1.6 to be documented. For compliance with this standard, both the definitive requirements and the documented items have to be satisfied 1.1.3 This standard applies only to pressure vessels manufactured under the survey of a competent engineering Inspecting Authority or Organization. The intent of this requirement is regarded as satisfied where inspection is canied out by competent personnel of a separate engineering inspection department maintained by the purchaser of the vessel. An inspection department maintained by the manufacturer does not &@ this requirement except:

a) that specific responsibilities may be delegated at the discretion of the Inspecting Authority or -on; or b) in the case of vessels for the manufacturer's own use and not for resale.

This standard applies only to vessels made by manufacturers who can satisfy the Inspecting Authority or Organization that they are competent and suitably equipped to fulfil the appropriate requirements of this standard. The requirements for testing and inspecting serially manufactured pressure vessels are given in annex V In all other respects the appropriate requirements in the specification apply Glass lined steel vessels require special design considerations subject to the limits imposed by the method of construction which should have the agreement of the Inspecting Authority. 1.1.4 This standard does not cover the following.

a) Storage tanks designed for the storage of liquids at near atmospheric pressures, i.e. where the pressure additional to that due to the hydrostatic head does not exceed 140 mbar') above or 6 mbar below atmospheric pressure in accordance with such standads as BS 799, BS 2594, BS 2654, BS 7777.

b) Low pressure, above ground storage tanks which have a single vertical axis of revolution designed for the storage of li uids at a pressure not exceeding 1 bar1 8 . c) Vessels in which the stresses calculated in accordance with the equations given in section 3 are less than 10 % of the design stress permitted by section 3. d) Multilayered, autofrettaged, prestressed vessels or I other special designs of vessels which may be appropriate for very high pressures. e) lkansport vessels, i.e. vessels used for transport of contents under presswe. f ) Vessels for specific applications which are covered by standards listed in the BSI Catalogue.

NOTE. The titles of the publications referred to in this standard are listed on the last page. 1.1.6 This standard does not address the nature or consequences of a fire in the vicinity of a pressure vessel. Any consideration of the effect of a fire hazard in the design of a pressure vessel would have to be under the direction of the plant owner or his responsible agent such as the plant architedengineer, with analysis of the consequences of a fire Gacent to a pressure vessel being undertaken in accordance with a comprehensive specification of the f i e conditions, impingement parameters, analytical methods and assessment criteria. 1.1.6 The standard addresses materials in various ways:

a) The main text gives requirements for steels. b) Certain other materials are covered by supplements which idenhfy either where the main text is applicable or where specific requirements of the supplement apply.

1.2 Interpretation If any ambiguity be found or doubt arise as to the meaning or effect of any part of this standard or as to whether anything ought to be done or omitted to be done in order that this standard should be complied with in full, the question shall be referred to the Pressure Vessels Technical Committee (PVE/l) of the British Standards Institution, whose interpretation of the requirements of this standard upon the matter at issue shall be given free of charge and shall be final and conclusive. Parties adopting this standard for the purposes of any contract shall be deemed to adopt this provision unless they expressly exclude it or else import an arbitration provision in terms extending to interpretation of this standard However, this provision is limited to questions of interpretation and does not confer upon the committee any power, duty or authority to audicate upon the contractual rights or duties of any person under a contract except in so far as they may necessarily be affected by the interpretation arrived at by the committee.

'11 mbar = 102 N/m' = 100 Pa. 1 bar = lo5 N/m2 = 0.1 N/mm' = 100 W a

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BS 5600 : 1997 h e 3, November 1999 %&on 1

F’indings or rulings of the committee upon all enquiries, including matters of interpretation, which are of sufficient importance that both enquiries and replies be made public as soon as possible will be published in an enquiry reply fonn for inclusion in the BS 5500 ring binder as Enquiry Cases. Their availability will be notified in BSI News. After taking into account any public comment thereon, Enquiry Cases may be incorporated, as appropriate, into the standard as amendments which will form part of the next convenient annd updating.

13 Demtions For the purposes of this British Standard the following definitions apply.

1.3.1 Purchaser The organization or individual who buys the finished pressure vessel for its own use or as an agent for the owner.

1.3.2 Manufacturer The organization that designs, constructs and tests the pressure vessel in accordance with the purchaser’s order. The design function may be carried out by the purchaser or his agent, independently from the organization that constructs and tests the vessel (see 1.4.2).

1.3.3 Inspecting Authority The body or organizahon that verifies that the vessel has been designed, constructed and tested in accordance with this standard. 1.3.4 Regulating Authority The authority in the country of installation that is legally charged with the enforcement of the requirements of the law and regulations of that country relatug to pressure vessels.

1.4 Responsibilities 1.4.1 Responsibilities of the purchaser The purchaser shall be responsible for furnishing the manufacturer and the Inspectjng Authority with the information required by 1.6.1. Where the Inspecting Authority is nominated by the purchaser, the purchaser shall be responsible for ensuring that any infomation which the manufacturer is required to supply, as specified in this standar4 is made available to the Inspecting Authorim. Where necessary, it shall be the responsibility of the purchaser to ensure that the Inspecting Authority is acceptable to the Regulating Authority.

Where the purchaser elects to perform the design function for the vessel, the purchaser shall be responsible for maintaining a complete design dossier for the vessel (see 1.6.1) and for ensuring that all the information contained in it, or agreed modifications to it, comply with this standard; the purchaser shall also be responsible for the accwacy of all design calculations for the vessel.

1.4.2 Responsibilities of the manufacturer The manufacturer shall be responsible for the completeness and accuracy of all design calculations and for compliance with all applicable requirements of this standard for the whole vessel. During fabrication, unexpected factors may arise which just@ deviations from the specified requirements but which do not affect the safety as intended by this standard. Such deviations shall be submitted to the purchaser for approval and shall be recorded in accordance with 1.6.2.2e. Where the Inspecting Authority is not nominated by the purchaser, the mufacturer shall appoint an Inspechng Authority The manufacturer shall be responsible for ensuring that the Inspecting Authority is provided with any information the manufacturer is required to supply, as specified in this standard. The organization which discharges the manufacturer’s responsibilities for construction and testing shall mume overall responsibility for compliance with this standard during all related activities including part manufacture and subsequent fabrication to completion at works and/or site. It shall satisfy the Inspecting Authority, as necessary, under the general provisions of 1.1 that it is competent to ensure by appropriate control or srneillance of such activities, whether carried out by itself or by subcontractors, that all the relevant requirements of this standard are met. Examinations carried out by the Inspecting Authority do not absolve the manufacturer from his responsibility for compliance with the applicable requirements of this standard. Where the purchaser elects to perform the design function for the vessel, the manufacturer shall be responsible for ensuring that all the design infomation he requires to construct and test the vessel is provided by the purchaser and for ensuring that all construction and testing is carried out in compliance with this standard. The manufacturer shall also be responsible for the accuracy of any information he provides to enable the purchaser to W the design function.

0 BSI 09-1999



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1.4.3 Responsibilities of the Inspecting Authority The Inspecting Authority shall be responsible for v e m g :

a) that all parts of the vessel have been designed in accordance with the requirements of this standard as are applicable for the conditions specified by the purchaser according to 1.6.1; b) that the vessel has been constructed and tested in accordance with this standard and any additional requirements in respect of purchaser options covered by this standard (see table 1.51).

1.4.4 Certificate of Compliance On completion of the vessel the manufacturer shall issue Form X to certify that the vessel has been designed, constructed and tested in every respect in accordance with this standard and with any additional requirements in respect of purchaser’s options covered by this standard. Form X shall be countersigned by the Inspecting Authority as required.

Where some of the acthities covered by this standard are performed under the surveillance of a second hpecting Authority? each Inspectjng Authority shall attach a statement to Form X, countemigned as requjred thereon, confmmng which part of the total work has been canied out under its surveillance. The countersigned certificate and its attachments (if any) shall be furnished to the purchaser with a copy of the Regulating Authority if Where the purchaser or his appointed design I consultantkontsactor elects to perform the design I function for the vessel, the purchaser or his appointed I design consultadcontractor shall complete the section I of Form X which certifies that the design of the vessel I complies with this standard I NOTE. Form X may be reproduced as hard copy or by electronic means provided that such reproductions are fair copies of the original. AU copies should state ‘Reproduced from BS 5500’ with a reference to the current issue.

0 BSI 1998 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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Form X Certificate of Compliance

b e l description me. ................................................. Approx. overall dimensions ...................................................................... Approved drawing number(s) ..................................................................

I

Manufacture

Design

Year of manufacture ...................... Relevant BS 5500 edition including Amd. No(s) ......................................... Purchaser ......................................... Purchaser's serial no. ......................................................................................

Name of .ufac.r .............................................................................. Manufactwer's serial number .................................................................. (see note 1) Name of Design Organization (if not above manufacturer) ................................................................................ Name of Inspecting Authority ....................................................................................................................................

Design conditions of Design Design temp. Construction Corrosion principal components pressure category allowance (see notes 2 and 3) bar "C m

.........................................................

.........................................................

.........................................................

.........................................................................................

.........................................................................................

.........................................................................................

.........................................................................................

.........................................................................................

.........................................................................................

Other factors affecting design (e.g. weight, nature of contents, environment) (see notes 3 and 4)

.............................

.............................

.............................

.............................

.............................

.............................

.......................................................................................................................................................................................

.......................................................................................................................................................................................

Post-weld heat treat3nent Component Temperature Holding time OC h

.................................................................................................................................................................

.................................................................................................................................................................

.................................................................................................................................................................

.................................................................................................................................................................

.................................................................................................................................................................

.................................................................................................................................................................

.................................................................................................................................................................

.................................................................................................................................................................

Location

(see note 5)

Test pressure

bar

Test medium and Date temperatare

.................................................................................................................................................................................

.................................................................................................................................................................................

.................................................................................................................................................................................

.................................................................................................................................................................................

l/4 Q BSI 1998 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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* cn *

STD-DSI BS 5500-ENGL 1777 m lb24bb7 080qb73 ‘400 M o n 1 Issue 1, January 1997 BS 5500 : 1997

Form X (continued)

Certificate of Compliance (design)

We hereby certify that the design of this vessel complies with BS 5500 Date:

For manufacturer (see note 6):

Position: Name of company

We hereby confirm that we have checked the design of the above vessel and that this complies with BS 5 5 0 0 .

Date: For Inspecting Authority:

Position: Name of company:

Certificate of Compliance (construction and testing)

We hereby certify that this vessel has been constructed and tested in compliance with BS 5500. Date:

For manufacturer


We hereby confirm that the constsuction and testing of the above vessel has been carried out under our surveillance and that to the best of our knowledge and belief all aspects of this work comply with BS 5500.

Date: For Inspecting Authority:


We hereby confirm that the construction and testing of the above vessel has been carried out under our surveillance and that to the best of our knowledge and belief all aspects of this work comply with BS 5500.

NOTE 1. The Suff= ‘M’ is to be added to the serial number of each vessel for which any deviations or concessions have been authorized (see 1.6.2.2e). NOTE 2. The design conditions associated with the operational duties specified by the purchaser should be given. If a purchaser wishes to change the operational duty of a vessel, revised design conditions, consistent with the vessel scantlings, will be established separately, as appropriate. NOTE 3. Where the design covers operation below O “C the various combinations of temperature, pressure and calculated membrane stresses considered in determining the design minimum temperature (see annex D) should be stated. NOTE 4. Where appropriate, cross reference to drawings or specifications will suffice. NOTE 5. Where a vessel is tested in a different orientation to that in which it will normally operate, this should be stated. NOTE 6. This part of the Certificate to be signed by the purchaser in cases where the purchaser elects to perform the design function (see 1.4.4).

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BS 6600 : 1997 ' ' h e 1, January 1997 Section 1

I 1.5 Idormation and requirements to be agreed and to be documented 1.6.1 Information to be supplied by the purchaser The following information shall be supplied by the purchaser and shall be fully documented. Both the definitive requirements specified throughout the standard and the documented items shall be satisfied before a claim of compliance with the standard can be made and verified. a) The normal working conditions of the required vessel, together with details of any transient cyclic and/or adveme conditions in which the vessel is required to operate and any special requirements for in-service inspection. b) Any requirements relating to the various options covered by this standard (see table 1.51). c ) Any special statutory or other regulahons with which the finished vessel is required to comply d) The name of the Inspecting Authority to be commissioned by the purchaser. e) The name of the Regulahng Authority (if any). f ) The requirement to obtain copies for record purposes of any documents other than those listed in 1.6.2.2a to g (see table 1.51). ('Ib facilitate the identiticaton of such documents, a check list of optional documents is given in annex S.) Where the purchaser elects to perform the design function for the vessel, the purchaser shall supply any additional design information required by the manufacturer in accordance with 1.4.2. The design dossier maintained by the purchaser in accordance with 1.4.1 shall cover all the information (whether supplied by the purchaser or by the mufacturer) which the manufacturer would otherwise be required by 4.1.1 to submit before commencing manufacture.

1.6.2 Information to be supplied by the manufacturer The infonnation in 1.6.2.1 and 1.6.2.2 shall be supplied by the manufacturer and shall be fully documented. Both the definitive requirements specified throughout the standard and the documented items shall be satisfied before a claim of compliance with the standard can be made and verified.

1.6.2.1 Before commencement of manrCfacture The manufacturer shall submit the information specified in 4.1.1 for approval before commencement of manufacture. In submilling this information, the manufacturer shall identify, in an appropriate manner, any features of the proposed design and/or in the proposed manufacturing, inspection or test procedures which by the terms of this standard require to be approved by the purchaser. NOTE. %ble 1.51 lists and classifies such features. The features should be identified in an appropriate document such as purchase order, approved drawing or an approved working procedure (e.g. weld preparation procedure, heat treatment procedure, welding procedure etc.).

1.6.2.2 On completion of construction The manufacturer shall supply to the purchaser for record purposes a copy of the following documentation, as finally approved, for each vessel or batch of vessels.

a) A fully dimensioned drawing of the vessel, as built, together with any relevant supporting information as specified in 4.1.1 and which is not covered by items b to g. b) A list of materials (including welding consumables) used in the conslmction of the vessel with details of any special heat treatments carried out by the material supplier. NOTE. For materials specified to a British Standard the date of the standard is to be given. Where other materials are used (see 2.1.2.lb) the full specification is to be supplied. c) The welding procedures used during vessel manufacture (see 6.2.2). d) The procedures used for radiography, ultmsonic inspection and/or crack detection of welds (see 6.6.6.1 to 6.6.6.4). e) Records of any specific deviations from the requirements of this standard (see table 1.51). The manufacturer shall add the suffix 'XX' to the serial number of any vessel for which a specific deviation has been approved. f ) A Certificate of Compliance (Form X) for each vessel (see 1.4.4). g) A facsimile of the vessel nameplate (see 6.8.9). NOTE. The duration for which a manufacturer will retain all records he is required to generate during the manufacture of a vessel is influenced by a number of factors which are outside the scope of this standard.

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rable 1.5-1 Purchaser options and features requiring approval by the purchaser : see 1.5.1,1.6.2) ?urchseer option or feature requiring approval by purchaser

3equirements for additional records, documentation additional to that rpecified in 1.5.2 (1.6.1) 4ny special requirements governing the selection, heat treatment or &ing of materials (2.1.1,2.3.2.8, 3.4.2,6.6.2) &e of castings and appropriate inspection procedure (2.1.2) Use of materials other than those covered by listed British 3tandards (2.1.2.3) Design strength values for materials qualified by notes b, 1 d, f, 8,17 to ables 2.31 to 2.812 Use of increased design dresses for certain alloy steels as per note 6 to tables 2.3-1 to 2.312 Use of steels with carbon content greater than 0.25 % (2.3.2) Heat treatment of non-BS materials (2.3.2) Use of design methods other than detailed in section 3 [3.2.2,3.6.4,3.8.1,3.9) Any relaxation of the design pressure for protected vacuum vessels (3.2.3) The design lifetime for high temperature applidons (3.2.4) The service lifetime for applications where fatigue strength is a potential life-limiting factor (3.2.4) The provisions for corrosion (3.3) Contained media giving rise to &es corrosion cracking and whether associated post-weld heat treatment is required (3.3.1) The construction category for vessel or component parts (3.4.1) Properties of alloy steels used for design purposes when post-weld heat m e n t exceeds time and temperature limits given in table 4.4-1 (3.4.2) Design of nozzles and openings not covered in 3.6.4.2 (3.6.4.1) Design of reinforcing pads outside criteria (3.6.4.6.1) Use of bolt stsesses in excess of values given in table 3.81 (3.8.1) Use of plate material for flanged hubs (3.8.1) Special requirements for leak bghtaess of mes (3.8.1) Design of tubesheets outside limits specified in 3.9 Design of tubesheets with simultaneous shell and tubesheet- pressures (3.9.4.3.4) Commencement of manufacture before approval of all information specified in 4.1.1 Any modifications to information supplied in accordance with 4.1.1 Relaxation of amount of dressing on thermally cut edges of ferritic alloy steel and aluminium (4.2.1 and 4.2.1 of the Aluminium Supplement) Supplementary nondestructive testing of cut edges and rectification of defects (4.2.1) Procedures for fonning and inspection of shell sections and plates (4.2.2 and 4.2.2 of the Alumjnium Supplement)

Slassification :see 1.6.2.2e)

Purchaser option

Purchaser option

Variation Varialion

Basic requirements

Purchaser optionhriation

V&on Basic requirement Variation

Purchaser optionharktion

Basic requirement Basic requirement



Variation Variation Variation Variation Purchaser option Variation Variation

Vhklion

Formal revision of ongml dcmmentatior Variation

Purchaser optionhriation

Bask requirement

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Table 1.6-1 Purchaser options and features requiring approval by the purchaser (see 1.6.1,14.2) (continued)

~

Purchaser option or feature requiring approval by purchaser

Assembly tolerances for thicknesses > 200 mm (4.2.3) Departum h m specitied tolerances on circumference of ends, circumference, straightness and circularity of shells (4.2.4) Supplementary structural tolerance requirements (4.2.6) Commencement of production welding prior to approval of welding procedures, welders, welding operators (4.3.1); or assembly of category 3 components (4.3.1) Use of welding consumables other than those used in the welding procedure test (4.3.2 and 4.3.2 of the Aluminium Supplement) Consumables used in the welding of 9 % Ni steel (4.3.2) Preparation of aluminium plate edges (4.3.3 of the Aluminium Supplement) Use of attachments of different nominal composition to shell (4.3.6) Use of backing strips for welds (4.3.6 and 4.3.6 of the Aluminium Supplement) "him@ of welds by dressing or grinding to less than thickness shown on drawings (4.3.7) Use of single layer welds'for attachment of branch pipes in aluminiun vessels (see 4.3.7 of aluminium supplement) Approval of welding procedure (preheat requirements) (4.4.1) Modified posbweld heat treatment procedures (4.4.3,4.4.4,4.4.6) Welding carried out after final post-weld heat trealment (4.4.3) Post-weld heat treatment of aluminium (4.4.3 of the Aluminium Supplement) Repuirements for special finish (4.6) Criteria for welding procedure tests (aU weld tensile) (6.2.6) Welder to retake whole or part of approval test (6.3.3) Production test plate requirements (6.4 and 6.4 of the Aluminium Supplement) Production control testing of 9 % Ni (6.4.2) Reduction in width of standard production test plates for aluminium (6.4.2 of the Aluminium Supplement) Details of procedure, welder and production control testing of aluminium (6.6 of the Aluminium Supplement) Necessity of micro-examination of welds in aluminium (6.6) Comprehensive schedule covering nondestructive testmg requirements (6.6.1) Acceptance standards for defects reveded by nondestructive testing in parent material (6.6.2 and 6.6.2 of the Aluminium Supplement) Nondestructive testing techniques for examination of authorized repah to parent materials (6.6.2) Any relaxation in requirements for u l t r a s o n i ~ o ~ h i c nondeslmctive testing of welds, other than full penetration butt welds, in category 1 components (6.6.4 and 6.6.4 of the Aluminium Supplement)

Classification (see 16.2.2e)

Basic requirement Variation

Purchaser option Variation

Variation


Variation Variation

Specific deviation

Variation

Variation Variation Specific deviation Basic requirement

Purchaser option Basic requirement Purchaser option Purchaser option


Purchaser option

Purchaser option Purchaser option

Basic requirement

Basic requirement

VirMon

1

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STDeBSI BS 5500-ENGL 1997 D Lb211bb7 0809b77 05b W Section 1 Issue 4, January 1999 BS 6600 : 1997

Table 1.6-1 Purchaser options and features requiring approval by the purchaser (see 1.8.1.1.6.2) (continued) - . Purchaser option or feature requiring approval by pnichaser

Use of magnetic particle or penetrant methods for examination of Qpe A welds in category 1 components and categories 1 and 2 in case of aluminium vessels (6.6.4 and 6.6.4 of the Aluminium Supplement) Grouping of nozzles and branches for examination of internal flaws (6.6.4) Use of magnetic particle or penetrant methods for examinaton of category 3 components (6.6.4) Repair of aluminium welds (6.6.4 of the Aluminium Supplement) Choice of nondestructive testing technique (6.6.6,6.6.6) Method used to provide reference points for accurate location of nondestructive tesbng reports (6.6.6 and 6.6.6 of the Aluminium Supplement) Acceptance criteria for non-main construction weld (6.7.1 and 6.7.1 of the Aluminium Supplement) Weld defect acceptance criteria Werent to those in table 5.7-1 Acceptance of specific welds with defects in excess of levels specified in table 5.7-1 Repair of welds (6.7.3) Options permitted in pressure tests specifíed in 6.8 and 6.8 of the Aluminium Supplement Agreement to waive repeat test on vessel repaired after pressure test (6.8.2)

Classification (see l.6.2.2e)

purchaser optionhariation

Basic requirement

Purchaser option/tariation

Basic requirement Basic requirement Basic requirement

Basic requirement

purchaser optiodconcession Specific deviation


Specific deviation

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STD-BSI BS 5500-ENGL L177 D lb2Ybb9 0804b78 T92 m BS 6500 : 1997 &e 2, September 1997 M o n 1

1.6 Thicknesses Thicknesses are referred to in several ways in this standard in accordance with the following definitions.

a) Minimum thickness; the thickness calculated in section 3 and some design annexes, to satisfy the relevant design requirement. b) Nominal thickness, the thickness as specified on the construction drawing which includes all allowances and tolerances. c) Anal& thickness; the thickness used in design caldations and assessments, which equals the nominal thickness less corrosion allowances and less any other allowances and tolerances.

The nominal thickness, less any negative tolerance permitted by the specification to which the material is ordered, shall not be less than the minimum thickness plus any allowances specif~ed for corrosion, erosion etc.

The relationships between the defined thickn- are shown in 1.61. This figure indicates:

a) on the left hand side, that the thickness calculakd from the rules is increased by the amount of the specified allowances (for effects such as corrosion) and possibly by an unspecified margin (in considemtion, for example, of materials availability); b) on the ri&t hand side, that the nominal thickness should be reduced by any negative supply (Le. negative plate thickness) tolerance and any manufacturing (i.e. dishing) allowances as well as by the specified design allowances, to arrive at the analysis thickness. NOTE. Following the replacement of BS 1501 by BS EN 10028, it should be noted that plate conforming to this latter specification is normally supplied in accordance with BS EN 10029 class B which permits a negative tolerance of 0.3 mm for all nominal thicknesses. However, the purchaser may specify a zero negative tolerance.

Nominal thickness

Unspecified margin

Specified design allowances e.g. erosion or corrosion

Minimum

4 + Tolerance* h Actual

Nominal range thickness thickness

11 - Tolerance* 'I Specified design allowances e.g. erosion or corrosion 1

Analysis thickness

* For supply and manufacture

Figure 1.61 Relationship of thickness defmitions

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Section 2. Materials

2.1 Selection of materials 2.1.1 General 2.1.1.1 The selection of the materials of construction for pressure containing parts and their integral attachments shall take into account the suitability of the material with regard to fabridon2) and to the conditions under which they will eventually operate.

2.1.1.2 Any special limits, for example with respect to composition, heat txwtment, or nondestructive testing, which the manufacturer or the purchaser is permitted to spec@ in relation to the particular end use of material, shall be the subject of agreement between the purchaser and the manufacturer at the time of enquiry and order (see table 1.51).

2.1.1.3 For the ease of reference throughout this standard, ferritic materials, with the exception of the following, have been grouped into ‘ M bands as summarized in table 2.1-1

I

- l%Nk - martensitic stainless steel; - ferritic stainless steel; - austenitic stainless steel; - clad mate- - duplex austenitic-ferritic stainless steel; - quenched and tempered fine grain steel.

I Table 2.1-1 Material banding I 1 1 Carbon molybdenum steel

v 4 I Low alloy manganese chromium molybdenum vanadium steel I

lM5 I3ViNi I 1M6 I9Ni

I

M7 [ 1 to 1%Cr %MO M8

2WrlMo M9 %Cr%Mo%V

5Cr?4Mo M10 M11

12CrlMolV M12 9CrlMo

2.1.2 Materials for pressure parts

2.1.2.1 AU the maíerials used in the manufacture of pressure parts shall either:

a) comply with the appropriate British Standard referred to in the design strength tables of this standard, except as otherwise permitted by this sectioq or b) be agreed between the purchaser and the manufacturer ( s e e table 1.51) provided that:

1) they comply with 2.3.2 and are covered by a written specification:

i) at least as comprehensive as the British standards listed in the design strength tables of this standard for the nearest equivalent mate*, and ii) as a minimum specifying the manufacturing process, compositional limits for all constituents, deoxidation practice, heat treatment and appropriate mechanical properiies for acceptance and other purposes;

2) the nominal design stxength of matea for time independent s&sses shall be derived in accordance with the principles of K.3. The nominal design strength of materials for time dependent streses shall be derived in accordance with the principles of K.4. Consideration of whether time dependent stresses are applicable shall be given when the design temperature exceeds the values given in table 2.1-2. 3) the details of the procedure used for determination of the nominal design strength used are agreed between the purchaser and the manufacturer and are recorded. 4) An equivalent ‘M band for the material is chosen and agreed between manufacturer, inspection authority and purchaser. This ‘M banding shall be used to assist in the selection of manufàctwhg and inspection requirements of sections 4 and 5 (see 2.1.1.3).

‘)See annex G of BS 5135 : 1984 for general guidance on the susceptibility of materials to lamellar tearing during fabrication.

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STD.BSI BS 5500-ENGL L777 W Lb24bbS 0804680 b4O

BS 6600 : 1997 Issue 2, Janmuy 1999 Section 2

I

stainless steels Q p e 3 2 1 a n d m 3 4 7

560 Qpe304andQpe316

540

NOTE. Where the vessel is subject to m e , C.l.3 limits the applicability of annex C up to 360 "C for ferritic steels and 430 'C for austeNtic stainless steels.

2.1.2.2 Welding material shall comply with sections 4 and 6.

2.1.2.3 The use of castin@ for pressure parts shall be subject to agreement between the purchaser and the manufacturer (see table 1.51). An appropriate 'quality specification' for such castings shall be agreed between the manufacturer and the material supplier at the time of en-, specifyirzg the standards of inspection to be applied and of acceptance for defects. As a m i n i m u m , all accessible fillets and changes of section, etc., shall be subject to magnetic particle or penetrant inspection. 2.1.2.4 Bolts and nuts shall comply with the material specificationslistedintables3and4ofBS4882: 1973 or table 3 of ES 1473 : 1972.

2.1.3 Materials for non-pressure parts Materials for supporting lugs, skirts, bafnes and similar non-pressure parts welded to vessels shall be of established identity and shall be compatible with the material to which they are attached

2.2 Materials for low temperam applications 2.2.1 Special consideration shall be given to the selection of materials for vessels designed to operate below O "C or, where it is considered by the purchaser or manufacturer that there would otherwise be undue risk of brittle fracture in pressure testing a vessel at the temperatwe of the available test fluid.

2.2.2 W l e 2.2-1 specifies bolting &rial suitable for use at low temperature and the minimum design ternperatwe for each material.

2.2.3 The impact requirements for ferritic steels in band MO to M4 inclusive used for vessels designed to operate below O "C shall be in accordance with annex D. Annex D shall also be used as specified in 6.8.2.4 when it is agreed by the purchaser and manufacturer tocarryoutthefinalpressuretestofavesselata temperature higher than that of the available test fluid. 2.2.4 F&quirements for the use of ferritic steels m bands M5 (3% % Ni) and M7 to M10 inclusive, used for such vessels, shall be agreed between the purchaser and manufacturez 2.2.6 The impact requirements for ferritic steels in band M6 (9 % Ni) used for vessels designed to operate below O "C shall be in accordance with the British Standards listed in table 2.31 for M6 steels.

2.2.6 Austenitic stainless steels (including the high nitrogen and wann worked varieties) are not susceptible to low stress brittJe frslcture and no special requirements are necessary for their use at temperatures down to -196 "C.

2.2.7 Aluminium and aluminium alloys are not susceptible to low slress brittle fracture and no special requirements are necessary for their use at temperatures down to - 196 "C.



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l'able 2.2-1 Bolting materials for low-temperature ~ ~~~~ ~

~

Material specification Bolting grade

lateridbolting Ipecification I 4pplication Impact

requirements') Minimum design temperature OC

Jarbon steel bolting in I lccordance with BS 1768, 3S 1769, BS EN 20898-1 or 3.5 EN 20898-2

BS 3111 grade O13 BS 3111 grade 113 BS 3111 grade 1012 BS 970 grade 070M20 BS 970 d e 080M40

Hot required for BS 1769. At room zmperature for BS 1768 and BS EN 2089

- 30 B or 4.8 P or 6.8 P or 6.8 B or 4.8 P or 6.8

Huts and bolts

Nuts and bolts ,ow alloy steel bolting in lccordance with BS 1768 or 3s EN 20898-1 or 35 EN 20898-2

BS 1506 grade 630 BS 970 grade 135" BS 970 grade 708M40

- 50 6.W8.8 S or 8.8 S or 8.8

A t room temperature

~~~~~

LJW alloy steel bolting in wcordance with BS 4882

BS 1506 grade 162 2HQHM BS 1506 grade 253 4/4M BS 1506 grade 253 u 4 BS 1506 grade 630 B7/B7M BS 1506 grade 631 B7A BS 1506 grade 670 B16 BS 1506 grade 681 B16A BS 1506 grade 671 B 16B BS 1506 grade 630 L7L7M

Nuts Not required2) - 50

- 100 -50

- 100

At -100 'C At room temperature Nuts and bok

Nuts and bolt! At -100 "C

9 % nickel steel bolting in accordance with BS 4882

BS 1506 grade 509-650 BS 1506 grade 504690 1 :A

Nuts and bolt! At -196 "C - 196

AusteNtic stainless steel bolting in accordance with BS 4882

Not required') - 196 BS 1506 grade 304S31, S51, W+ S61, S71 BS 1506 grade 316531, S33, B8M+ S51, S53, S61, S63, S65, S67

BS 1506 nade 321-S31, S51 B8T+

Nuts and bolt!

Nuts and bolt

* * m

At - 196 'C - 250 BS 1506 grade 304S31, S61, M+ S71 BS 1506 grade 316S31, S33, U M + S61, S63, S65, S67 BS 1506 grade 321431 MT BS 1506 grade 3474331 L8C BS 1506 grade 2 8 W 1 L17B+ BS 3076 grade NA20 MOA

At -196 "C Precipitation hardening alloys in accordance with BS 4882

2)'Not required' indicates that the material may be used, without impact testing, down to the minimum design temperature given in column 6.



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. , -

STDmBSI BS 5500-ENGL 1777 M lJbZqbb7 OBUqb82 qL3 M

BS 6600 : 1997 Issue 1, January 1997 Section 2

23 Carbon, carbon manganese and alloy Steels

2.3.1 Materials covered by British Standards 2.3.1.1 Permissible materials complying with appropriate British Standards shall be as given in table 2.3-13). Hot testing to confirm the properties of material supplied shall not be required for materials listed in table 2.3-1. Additionally, it is permissible to use materials complying with British Standards listed in table 2.313 for the conslmction of only category 3 components provided the qualifying requirements indicated in table 2.3-13 are satisfied Nondestructive testing requirements shall be as specified in 6.6.2. Where relevant, the restrictions in 2.3.2.2 shall apply. 2.3.1.2 Nominal design strength values for materials complying with appropriate British Standards shall be as given in tables 2.32 to 2.3-13. These values are for design purposes as specified in the relevant sections of this standard only and shall not be used as a basis for acceptance or rejection of materiaL NOTE.l. Their derivation is described in annex K. NOTE 2. Values between those given in the various columns of the table may be linearly interpolated.

"able 2.3-1 Design strength values: index of steels 1 Steel plates

steel sections and bars

Steel forgings Steel castings Steel pipes and

tubes

Standard Table

BS 1501 : Part 1 2.32 BS 1501 : Part 2

2.3-5 BS 1502 2.3-4 BS 1501 : Part 3 2.3-3

number

BS 1503 BS 1504

2.3-6

2.3-9 BS 3601, BS 3602 :

2.3-8 BS 3059: Parts 1 and 2 2.3-7

BS 3603 2.39 BS 3604 : Parts 1 and 2 2.3-10 BS 3605 : Parts 1 and 2 2.3-11 BS 3606 2.3-12

Partsland2

2.3.2 Materials not covered by British Standards 2.3.2.1 Other materials as specified in 2.1.2.lb shall comply with the general requirements of 2.3.2.2 to 2.3.2.11. 2.3.2.2 The maximum allowable phosphorus and sulfur content shall not exceed 0.05 % each in the ladle analysis. For ferritic steels intended for welding, the upper limit of the carbon range (in the ladle analysis) should not normally exceed 0.25 %) but in the cases of such steels with a carbon content higher than 0.25 % intended for welding, they shall only be used subject to special agreement on welding procedures between the purchaser, the manufacturer and the Inspectjng Authority (see table 1.51). 2.3.2.3 The deoxidation practice shall be appropriate to the type of steel ordered particularly where it influences the level of elevated or low temperature properties. It is permissible to use semi-killed steel in accordance with this standard for plates, seamless and welded tubes in carbon and carbon manganese steels with an upper limit of the specified tensile strength range of 640 N/mm2 and with a thickness not exceeding 100 mm. Rimming steel shall only be used for welded tubes in carbon and carbon manganese steel types with an upper limit of the specified tensile strength range of 490 N/mm2 under service temperature conditions between O "C and 380 "C. 2.3.2.4 Mechanical properties at room temperature shall be specified for acceptance tests in accordance with BS EN 10002-14) covering G) Re (see annex K) and minimum elongation at fracture. The specified minimum percentage elongation at fracture referred to a gauge length of 5.65 G5) shall be appropriate to the type of steel with a lower limit of 16 % for plates, 15 % for castings and 14 % for tubes and forgings, unless the use of the steel is subject to special agreement (see 2.1.1.2). The rate of testing and methods of acceptance testing shall generally be consistent with appropriate British Standards for similar product forms. 2.3.2.6 For materials that will be used above 50 'C, a yield point or proof stress properties shall be specified by the manufacturer for acceptance tests in accordance with BS EN 1000M4). 2.3.2.6 Stress rupture properties shall be specified for materials which will be used in the creep range. These shall be determined in accordance with the procedure laid down in IS0 63034). The manufacturer of the vessel shall be assured that the product supplied is

3)In certain applications higher design strengths than those specified in tables 2.3-4 to 2.3-12 for common grades of stainless steel are permitted (see annex P). 4)Acceptance of properties obtained by other recognized test methods (e.g. other national standards) shall be subject to agreement between the purchaser, manufacturer and inspection authority. ')S, is the original cross-sectional area of the gauge length of the tensile test specimen.

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W o n 2 h e 2, November 1999 BS 6500 : 1997

capable of complying with the specified properties by a statement that the manufactwing processes have remained equivalent to those for the steel for which the test results were obtained.

2.3.2.7 Charpy V-notch impact test properties at appropriate temperatures shall, where necessary, comply with 2.2.3 to 2.2.6.

2.3.2.8 Materials shall be supplied in a heat treated condition appropriate to the nearest equivalent British Standard unless otherwise agreed between the purchaser, the manufacturer and the material supplier (see table 1.51).

I NOTE 1. Plates for hot forming may be supplied in any suitable condition as agreed between the manufacturer and the material supplier. NOTE 2. Normalized properties of non-BS materials may be achieved by the rollmg process where this is agreed between the purchaser, manufacturer and material supplier. The properties of the normalized rolled plates should be demonstrated to be similar to the nearest equivalent ES normalized material.

2.3.2.9 Carbon and carbon manganese steel plates for cold forming shall be supplied in the normalized condition except when their thickness is less than 25 mm, when it is permissible to supply plates asrolled if guaranteed elevated temperature properties are not required. Low alloy steel plates for cold forming shall be supplied in the normalized and tempered condition except that, where metallurgically suitable and where post-weld heat beament will suffice as the tempering treahnent, plates supplied in the nonnalized condition shall be permitted

2.3.2.10 It is permissible to use electric resistance welded or induction welded tubes in the as-welded condition provided the specified upper limit of tensile strength does not exceed 540 N/mm2 and they are not intended for service below a temperature of O 'C. 2.3.2.11 The heat treatment condition to which the specified properties relate shall be clearly stated in the material specifications. These properties can be affected by reheating during fabrication and, where necessary (see 3.4.2 or 4.4), the manufacturer shall discuss the application and proposed heating or reheating of the steel with the material supplier. However, the test plates shall be supplied and tested in a condition correspondmg to the material speciliation specifically requested by the manufacturer. The heat treatment to be given to the test pieces and the acceptance properties shall be agreed between the manufacturer and the material supplier at the time of order.



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' 1

nble 28-13 Additional materials that mas be used for category 3 construction Product form I l Plate

Plate, sheet or strip 1

laterial standards, BS references 3s EN 10025 Fe 360B FN

Fe 36OC Fe 430A Fe430B

3s 1449 : Part 1 3 7 m m 37123CR 43/25m

3s 1449 : Part 2 304 S15 310 S24

BS EN 10088: 1.4301 1.4306 1.4307 304 S11 1.4401 316 S31 1.4404 316 S11 1.4432 316 S13 1.4435 1.4436 316 S33 1.4541 321 S31 1.4550 347 S31 1.4571 320 S31

"

>ondidons for use

See note 4

I

NOTE 1. The copper content shall not exceed 0.30 9& NOTE 2. Rimming steel shall not be used. NOTE 3. The steel supplier shall provide a certificate of compliance which shall also state:

a) the ladle analysis of the material supplied; b) the results of mechanical tests on test pieces taken from samples representing the material supplied.

NOTE 4. Any negative tolerance on thickness permitted in the material standard shall be taken into account in specifying the ordering thickness (see 3.1.6). NOTE 6. The additional procedure for correction of minor defects specified in 9.2.2 of BS 4360 : 1986 only applies with the agreement of the purchaser. Specific inspection should be carried out and a certificate issued.



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Section 3. Design

3.1 General 3.1.1 The minimum thicknesses or dimensions to ensure the inte&@ of the vessel design against the risk of gross plastic deformation, incremental collapse and collapse through buckling shall be determined using the materials specified in section 2 and the calculations specified in 3.1.2 to 3.1.6 or 3.2.2. 3.1.2 Minimum thicknesses or dimensions for particular components of vessels under internal pressure ( see 3.6) shall be calculated in accordance with the subclauses identified in a) to f).

a) cylindrical and spherical vessels (3.6.1); b) domed ends (3.6.2); c) coNcal ends and trund cones (3.6.3); d) openings and branch connections (3.6.4); e) flat ends and flat plates (3.6.6); f ) spherically domed and b o l t e d ends (see figure 3.5-36) (3.6.6).

3.1.3 Minimum thicknesses or dimensions for particular components of vessels under external pressure (see 3.6) shall be calculated in accordance with the subclauses idensed in a) to f ) .

a) cylindrical shells (3.6.2); b) conical shells (3.6.3); c) spherical shells (3.6.4); d) hemispherical ends (3.6.6); e) tdspherical ends (3.6.6); f ) ellipsoidal ends (3.6.7).

3.1.4 Minimum thichesses or dimensions for bolted flange connections, flat heat exchanger tubesheets and jacketed constmction shall be calculated in accordance with 3.8,3.9 and 3.11, respectively. NOTE. Recommended methods of calculating stresses arising from local loads (on spherically or cylindrically shaped vessels) due to nozzles, supports, etc., and thermal gradients are given in annex G.

3.1.6 The thicknesses derived from the specified calculations referred to in 3.1.2 to 3.1.4 are minimum thicknesses (see 1.6) and do not include (except where indicated otherwise):

a) corrosion allowance; b) thinning allowance due to forming; c) any negabve tolerance permitted by the specification to which the material is ordered.

NOTE. Following replacement of BS 1501 by BS EN 10028 it should be noted that plate to this specification is normally supplied to BS EN 10029 class B, which permits a negative tolerance of 0.3 mm for all nominal thicknesses, however the purchaser may speafy a 'zero' negative tolerance.

3.1.6 Supports, attachments and i n t e d (non pressure parts) shall be designed in accordance with 3.7. 3.1.7 Detailed requirements to safeguard against brittle fracture of vessels, ferritic steels in categories MO to M4 inclusive, are given in annex D (see also 2.2). Detailed requirements to safeguard the vessel against fatigue failure are given in annex C.

3.2 Application 3.2.1 In the design of a vessel the following loads shall be taken into account, where relevant a) internal and/or external design pressure; b) maximum static head of contained fluid under operating conditions; c) weight of the vessel; d) maximum weight of contents under operating conditions; e) weight of water under hydraulic pressure test conditions; f ) wind loadq; g) earthquake l o w , h) other loads supported by or reacting on the vessel; i) transportation and handling to final position.

Consideration shall be given to the effect of the following loads where it is not possible to demonstrate the adequacy of the proposed design, e.g. by comparison with the behaviour of other vessels:

1) local stresses caused by supporting lugs, ring girders, saddles, inted structures or connecting piping or intentional offsets of median lines in Nacent components; 2) shock loads caused by water hammer or surging of the vessel contents; 3) bending moments caused by eccentricity of the centre of the working pressure relative to the neutral axis of the vessel; 4) stresses caused by temperature differences including transient conditions and by differences in coefficients of thermal expansion; 5) fluctuations of pressure and temperature.

Where portions of a vessel are subjected to high cyclic forcedmoments or thermal stresses in service which will not be reproduced during the pressure test specified in 6.8, the possibility of unacceptable local strain accumulating over the life of the component shall be given appropriate consideration.



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3.2.2 The adequacy of the design of each component of the vessel shall be demonstmted by one of the following methods

a) application of the design requirements6) specified in this section; b) alternatively, one of the following alternative methods shall be agreed between the purchaser and manufacturer (see table 1.5-1):

1) the use of design requirements which meet the criteria given in annex A and which are given in a document other than this standard; 2) application of one of the sets of criteria in annex A; 3) derivation of the design pressure of the vessel (or vessel component) using the results of a proof hydraulic test carried out in accordance with 6.8.6 4) comparison with other similar vessels or components, as agreed relevant by the manufacturer and purcahser.

In no case shall the minimum shell thickness for pressure loading be less than required by 3.6.1 to 3.6.3 as relevant NOTE 1. The equations in this section are based on mean diameter rules and are not necessarily applicable when the ratio of the outside diameter of the vessel to the inside diameter of the vessel DdDi exceeds 1.3. The design of such vessels should be given special consideration, taking into account that the factor of safety against gross plastic deformation will be greater than that implied by the equations in this section, and that the onset of plasticity @tally at the bore) will occur at relatively low pressure.

NOTE 2. Where the specified design strength of a material is time dependent, the design procedures covering situations where internal pressure is not a dominant form of loading (e.g. see 3.6) may not in themselves provide adequate margin against the possibility of creep deformation leading to instability or creep rupture during the agreed design lifetime. In such cases the design procedures specified in this section should, where indicated, be supplemented by appropriate analysis to confirm that this lifetime will be achieved. The design procedures included in this section do not neceSSiuily cover mechanisms (e& creep ratchetting) which can sigrdïcantly increase the deformation rate of components operating in the creep range and subject to frequent temperature cycling. Where such cycling is likely, deformation rates should be confirmed by appropriate supplementary analysis.

I 3.2.3 The design pressure (i.e. the pressure to be used in the equations for the purposes of calculation) shall be not less than:

a) the pressure which will exist in the vessel when the pressure relieving device stazts to relieve, or the set pressure of the pressure relieving device, whichever is the higher (see 3.13)

b) the maximum pressure which can be attained in service where this pressure is not limited by a relieving device.

The design pressure shall include the static head where applicable. Vessels subject to external pressure shall be designed for the maximum Merential pressure to which the vessel may be subjected in service. It is recommended that vessels subject to vacuum be designed for a full negative pressure of 1 barn unles a vacuum break valve or similar device is provided, in which case it is permissible for a lower design pressure to be used by agreement between the purchaser and the manufacturer (see table 1.51).

3.2.4 The maximum design temperature which is used to determine the appropriate n o m design strength for the selected material shall be not less than the actual metal temperature expected in service. The maximum design temperahre shall include an adequate margin to cover uncertainties in temperatwe prediction. Where different metal temperatures can confidently be predicted for different parts of the vessel, it is permissible to base the design temperature for any point in the vessel on the predicted metal temperature. An appropriate design lifetime shall be agreed between the purchaser and the manufacturer for each vessel whose maximum design temperature is such that the nominal design strength in tables 2.3-2 to 2.812 is time dependent (see table 1.51). NOTE 1. No vessel designed on this basis should remain in service beyond the agreed design lifehe unless a review is then made of its continued fitness for service based on inspection for creep damage and consideration of its temperature/stress history and the latest materials data. Particular attention should be paid, during inspection, to geometrical discontinuities and details subject to load or temperature cycling. Subject to satisfactory periodic review, it is permissible to &nd service lives beyond the original design life. An appropriate service life and design margin (as in C.1.2) shall be agreed between the purchaser and the manufacturer for each vessel of which any integral part requires a detailed fatigue analysis (as in C.2) (see table 1.51). NOTE 2. No such vessel should remain in service once the agreed service life has been completed, without a periodic review based on the inspectiodmonitoring of the part@) in question. Where, during normal operation, a vessel is subjected to more than one loa&r@) /temperature condition, the thickness shall be determined from that condition which results in the greatest thickness.

1 %'he equations in this section may be used with any consistent set of units. n1 bar = lo5 N/m2 = 0.1 N / m z = 100 kpa

@In this context, the term 'loading' means any combination of loads (including pressure loading) actjng simultaneously.

3/2 C3 BSI 09-1999 ~ ~ ~~



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Section 3 h u e 3, November 1999 BS 5500 : 1997

3.2.6 The minimum design temperature which is used to determine the suitability of the material to resist brittle fracture shall be the lowest metal temperature expeded in service. In the case of components thermally insulated extema&, the lowest metal temperature shall be taken to be the minimum temperature of the contents of the vessel at the appropriate loading condition. In the case of components not thermally insulated, the minimum temperature of the components under operating conditions and the method used for assessing the lowest metal temperature shall be subject to agreement, In cases where the calculated membrane stress can vary with the minimum design temperature, e.g. autmefrigeration during depressurisation, the various combinations of sh-ess and temperature shall be evaluated to determine the one which is most onerous for the purpose of selection of materials (see D.3.1). 3.2.6 Provision shall be made in the design to permit thermal expansion and contraction so as to avoid excessive thermal stresses.

3.2.7 Unless otherwise agreed (see 3.2.2), wind and earthquake loadings shall be calculated in accordance with annex B and the higher permissible stresses given in A.3.6 apply.

3.3 Corrosion, erosion and protection 3.3.1 General The word ‘corrosion’ as used in this standard shall be taken to mean corrosion, oxidation, scaling, abrasion, erosion and all other forms of wastage. The purchaser and the manufacturer shall give joint consideration to the likely effect which corrosion (both internal and external) will have upon the useful life of the vessel (see table 1.5-1). The purchaser shall specify where the contained media could give rise to stress corrosion cracking and whether associated post-weld heat treatment is required. In these cases the manufacturer shall review the materials used, the material hardness, residual stress and post-weld heat treatment. NOTE 1. Forms of corrosion, including the following, require consideration.

a) Chemical attack where the metal is dissolved by the reagents. It may be general over the whole surface or localized (causing pitting) or a combination of the two. b) Rusting caused by the combined action of moisture and air. c ) Erosion corrosion where a reagent that is otherwise innocuous flows over the surface at a velocity greater than some critical value. d) High temperature oxidation (scaling).

When in doubt consideration shall be given to undertaking corrosion tests to be carried out on the actual metal (including welds) or combination of metals under exposure to the actual chemicals used in service. NOTE! 2. It is very dangerous to assume that the major constituent of a mixture of chemicals is the active agent, as in many cases small traces of impurities exert an accelerating or inhibiting effect out of all proportion to the amount of impurim. Fluid temperatures and velocities should be m e n t to those met in operation. Corrosion tests should be continued for a suffíciently long period to determine the trend of any change in the rate of corrosion with respect to time.

3.3.2 Additional thickness to allow for corrosion The additional thickness specified over and above that required for design conditions shall be adequate to cover the total amount of corrosion expected on either or both surfaces of the vessel and shall be wed between the purchaser and the manufacturer (see table 1.51). It shall be at least equal in magnitude to the expected wastage due to corrosion during the specified life of the vessel and shall be a minimum of 1 mm unless a protective lining is employed. Where corrosion effects are negligible no excess thiclmess need be specified

3.3.3 Linings and coatings It is permissible for vessels to be fully or partidy lined (or coated) with corrosion-resistant material. It is permissible for lirungs to be loose, intermittently attached to the vessel base material or integrally bonded to the vessel base material. This standard does not cover linedvessels where the construction or installation of the lining imposes sigruficant additional membrane stresses on the vessel. The surface finish for coated vessels shall be agreed between the purchaser and the manufacturer (see table 1.51). Provided contact between the corrosive agent and the vessel base material is excluded, it shall not be necessary to make a corrosion allowance against internal wastage of the base material. Corrosion-resistant linings shall not be included in the computation of the specified wall thickness except in the case of clad steels, when as agreed between the purchaser and the manufacturer, the combined thiclmess of steel and cladding is permitted to be used in calculating the wall thickness (see table 1.51). The design of lining shall take into account the effects of differential thermal expansion; integral linings shall have sufficient ductility to accommodate any strain likely to be imposed on them during service.

3.3.4 Wear plates Where severe conditions of erosion and abrasion arise, consideration shall be given to fitting local protective or wear plates directly in the path of the impinging material.

0 BSI 09-1999 3/3 - ~



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BS 6500 : 1997 Issue 3, November 1999 Section 3

3.4 Construction categories and design stresses 3.4.1 Construction categories For the purposes of this standard, a construction category in accordance with table 3.41 shall be agreed between the purchaser and manuf-r for each pressure containing component of the vessel (see table 1.51). A component is defined as a part of pressure equipment whish can be considered as an individual item for the p q m e of calculation e.g. flange, head, cylindrical strake. NOTE 1. Any one of the three construclion categories in table 3.41 will provide adequate integriity for normal purposes within the material and temperature limitations specified therein. The justification for any special precautions (e.g. additional inspection andor test requirements, secondary containment) to reduce external risks in the postulated event of an escape of hazardous vessel contents involves consideration of matters by the purchaser (and regulating authority) which are beyond the scope of this standard. Any modifications to the requirements of this standard which are required for the purpose should be covered, as appropriate, under 1.6.1. NOTE 2. Construction categories, as defined in table 3.4-1 are intended to apply to components of a vessel and not necessarily only to complete vessels which may therefore comprise components in two or more categories. Category 3, however, is commonly applied to complete vessels so that design strews and inspection requirements are consistent throughout the vessel. NOTE 3. The fatigue assessment of seam welds in accordance with annex C is innuenced by the extent of nondestructive testing performed, and hence by the choice of construction category.

3.4.2 Design stresses

3.4.2.1 Categories 1 and 2 Except as quahfíed in 3.4.2, the design stresses for British Standard materials shall not exceed the appropriate nominal design strength value given in tables 2 3 2 to 2.312, etc. for the material of constsuction at the design temperature. The design &-esses of materials not covered by British s t a n d a r d s , as permitted by 2.1.2.1b, shall not exceed the values derived in accordance with 2.1.2.lb. The following points shall also be taken into account

a) Carbon and cadon k n g a w e s t e h 1) The nominal design strength given in tables 2 3 2 to 2.3-12 are intended for general use with the steels M d and acceptance tests on material heat treated with a completed vessel are not required, any reduction in properties of such steels due to post-weld heat treatment being consistent with the overall benefit obtained by stress relief of the structure. A purchaser requiring such tests, or tests on samples subject to non-standard heat txeatments, shall specify them in the supplementary specitication together with appropriate acceptance criteria (see table 1.51).

2) In designs where slight deformation is important or where the proposed post-weld heat treatment times or temperatures will significantly exceed the limits given in table 4.41, plate which will meet the properties in the material specification in the normalized plus simulated (%hour) post-weld heat treated condition is to be specified

b) AUoy steels 1) Manufacturers shall discuss the application and proposed heating or reheating of alloy steels with the material supplier before selecting the appropriate nominal design strength. 2) The nominal design strengths given in tables 2.3-2 to 2.3-12 shall be used provided the proposed post-weld heat treatment does not exceed the time and temperature limits given in table 4.41. This does not apply to the limits permitted for maximum softening and optimum creep properties for grades M7 and M9; in these and all other cases the properties used for design purposes shall be subject to prior agreement between the purchaser and the manufacturer (see table 1.51). Appropriate time and temperature limits for non-standard heat treatments shall be established at the design stage. If acceptance tests on material heat treated with a completed vessel or in a non-standard manner are required, these shall be specified in the supplementary specifidon together with acceptance criteria agreed between the purchase and the manufacturer (see table 1.51).



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STD.BS1 BS 5500-ENGL 2977 W Lb24bb7 080Vb112 837 W

Section 3 Issue 4, November 1999 BS 6600: 1997

Table 3.4-1 Construction catei Construction category

~~ ~

1

2

3

Non-destructive testing (NDT)

100 % (see 6.6.4.1)

Limited random :spot> (see 6.6.4.2)

visual only (see 6.6.4.3)

gories Permitted material (B6 6600 band)

Au

M l M2

AusteNtic steel

C & CMn steel

Austenitic steel 5432NhlmG)

Maximum nominal I TemDerature limita thicknees of component') (mm)

None, except where NDT method limits

See general note @) to tables 2.3-2 to 2.812 also note 3 1 to 3.2.2

40

30

40

133)

25

See general note @) to tables 2.3-2 to 2.3-12; also note 3 to 3.2.2

None

300 "C

300 T

Lower

See annex D ljmitations for temperatures below o "C

}=D for

temperatures below o 'C

None

o "C

None In the case of flat ends and flanges, the limitation on thickness applies to the governing dimension of the attachment weld and not

For definition of R,,, see K.2. The limit of 432 N/mm2 is not intended to apply to pipe fittings as specified in BS 3799.

This thickness shall only be exceeded if no benefit is taken of it in design.

to the thickness of the flat end or flange itself.

3.4.2.2 Category 3 The following design stress limits shall apply irrespective of the orientation of the main welded seams. Main welded seams are defíned as type A welds (see figure 5.&1).

a) Carbon and carbon manganese steel The design stress shall not exceedlo) &h. b) Austenitic steel The design stress shall not exceed 120 Nhnm2 or

120 (Et), whichever is the smaller, where t is the design temperature ("C). In cases where the specified minimum yield strength (1.0 % proof mess) is less than 230 N h 2 the design stress so calculated shall be multiplied by 0.8.

I It is permissible to include category 2 components in a category 3 vessel although all type A welds in a category 2 component, including any circumferential welds joining it to any other component, shall meet category 2 requirements.

Aweldedflatendoradishedendcanbetxeatedasa category 2 component even though the circumferential seam joining it to the vessel is category 3, provided that the cylindrical flange meets the thickness requirements for the cylinder. It is permissible to use category 1 or category 2 stresses in the calculations for the following category 3 components, provided that the components do not include materials listed in table 2.3-13.

1) Details such as nozzles and attachments remote from type A welds where remote is defined as no closer than 2.5 G. R is the internal radius of the cylinder, end or cone and e is the minimum thickness of the cylinder, end or cone calculated to 3.6.1, 3.6.2 or 3.6.3 using category 3 &esses. 2) Flanges and flanged flat heads.

3.4.2.3 Additional limit for statically cast components In the case of static castings the design strw shall not exceed 0.7 X the nominal design strength value given in tables 2.32 to 2.312, unless the quality specification (see 2.1.2.3) makes full provision for the detection and repair of potentmlly harmful defects in all critical sections (see 6.9), in which case it is permissible to take this limit as 0.9 X the nominal design strength value given in tables 2.32 to 2.312.

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~~ ~

STD*BSI BS 5500-ENGL 1997 M 1b24bb7 080'4b43 773 m

BS660: 1997 W e 2, November 1999 Section 3

3.6 Vessels under internal pressure 3.6.1 Cylindrical and spherical shells

3.6.1.1 Notation For the purposes of 3.6.1.2 and 3.6.1.3 the following symbols apply. All dimensions exclude corrosion allowances (see 3.1.6).

D i is the inside diameter of shell; Do is the outside diameter of shell; e is the minimum calculated thickness of shell

I

P b , f is the norninal design s t s e s s ; M is the longitudinal bending moment; p is the design pressure; Q is the longitudinal force in cylinder due to M

or K per unit length of inside circumference (positive if tensile); see equation (3.7);

4 is the inside radius of shell; W (for vessels with a vertical longitudinal axis only);

a) for points above plane of support: is the weight of vessels, fittings, attachments and fluid supported above point considered, the sum to be given a negative sign in equation (3.7); b) for points below plane of support: is the weight of vessels, fittings, attachments and fluid below point considered plus weight of fluid contents not supported above point considered, the sum to be given a positive sign in equation (3.7).

a, is the nett longitudinal compressive stress.

3.6.1.2 Minimum thickness for pressure loading onlg The minimum thickness for pressure loading only shall be calculated from the following equations.

a) Cylindrical sheus

or

3.6.1.3 Minimum thickness for combined loading

3.6.1.3.1 Cylindrical an& spmd sheus Where a shell is subjected to loads in addition to internal pressure (see 3.2.2) it is not possible to give explicit equations for the minimum thickness and solution by trial and error is necessary (see annex B). 3.6.1.3.2 Appmximutwn fw cylinder Where the effect of such loadings is to produce an axial load W and a bending moment M, a first approximation to the thickness required shall be determined in the following manner. The first approximation is always an overestjrn- by an amount which is greater for cylinders with larger values of e/&. NOTE 1. Where equations (3.5) and (3.6) indicate that an increase in the thickness over that given by 3.5.1.2a i s required, reference should be made to annex B to establish the minimum thidmess. The first approximation to the minimum thickness is the largest of the values given by equations (3.5) and (3.6) and by 3.6.1.2a For Q tensile:

0.25pDi + Q 0.25pDo + Q e = f - 0.w or e =

For Q compressive (ie. term '- &' having positive value):

f (3.5)

0.25pDi - Q 0.25PDo - Q e = f or e = f + 0 . 5 ~ In these equations:

Q = - k w 4 M mi iiìp

Where Q is compressive, a, given by:

(3.7)

is not to exceed the limit given in A.3.5.

These calculations shall be performed for all combinations of load expected in service. Conditions during pressure testing shall be the subject of special consideration. NOTE 2. For dealing with local stresses in the neighbowhood of the points of application of the additional loads see annex G. NOTE 3. For dealing with torsional loading, wind or earthquake loading see annex B.

e = P 4 4f - 1.2p (3-3)

or

O BSI O41999 ~



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Section 3 Issue 4, November 1999 BS 5500 : 1997

3.6.2 Domed ends

3.6.2.1 Notation (see figure 3.5-1) For the purposes of 3.6.2.2 to 3.6.2.4 the following symbols apply All dimensions exclude corrosion allowances (see 3.1.6). I D

D,

e

f h

he

P R

r

is the outside diameter of end is the outside diameter of crown section of torispherid end measured to tangent between crown and knuckle. is the minimum calculated thickness after

is the nominal design s t r e s s ;

is the outside head height, Le. external height of end measured from plane of junction of end with cylinder s w

(approximately).

is the smallest of h, D%(R + e) and 4- is the design pressure; is the inside spherical radius, for torispherical ends, is the inside knuckle radius, for torispherical ends.

dishing;

NOTE. h = R - [ (R - D/2)(R + LJ/2 - 2r)J'

NOTE. The derivation of these rules is given in Part 1 of PD 6550, the Explanatory Supplement to BS 5500.

3.6.2.2 Limitations The following design limitations shall apply to ellipsoidal and torispherical ends

a) ellipsoidal ends 0.0020 I e 5 0.120 he 2 0.1W

b) torispherical ends: 0.0020 5 e I 0.120 r r 0 . W r 2% R r D

The two relationshps in a) and the four relationships in b) shall be fulfilled simultaneously The thickness of the cylindrical or straight flange (see figures 3.10-1 and 3.10-2) of a domed end shall comply with 3.6.1.2(a).

hl I I

a) Elliptical end

b) Torispherical end

c) End with manhole (elliptical or torispherical)

Figure 3.6-1 Domed ends

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ES 6 6 0 : 1997 Issue 1, January 1997 Section 3

3.6.2.3 Unpierced ends 3.6.2.3.1 Hemispherical ends The thickness of hemispherical ends shall be determined using equations (3.3) or (3.4) in 3.6.1.2.

3.6.2.3.2 EUipsoi&al and torisphericai ends (see figure 3.52 and table 3.51) The thickness of ellipsoidal and torispherid ends shall be determined using the following procedure.

."

a) Calculate - from th& design pressure p and the

design stress of the chosen materialJ b) Enter ligure 3.52 with this value, read up to the appropriate hJD line for the proposed end shape and then across to the dD axis for the corresponding e49 value. c) Multiply by D to obtain the end thickness.

P f

Interpolation between h@ curves is permissible or, alternatively, values may be read from the next highest hJD curve. NOTE l. The thickness of the spherical portion of a torispherical end may be determined as for a hemispherical end of spherical ladius R within the area of diameter D, - 22; where:

NOTE 2. Flwe 3.5-2 may be used with values of h, and D based on internal dimensions, provided hJD < 0.27; beyond this value external dimensions are to be used.

3.6.2.4 Pierced ends lb determine the thickness of pierced ends they shall

shall be determined from 3.6.1.2b taking Do or Di

x = 0.64R x torispherical thickness

be considered as a sphere and the basic thickness

(as appropriate) as follows:

Do = D for hemispherical ends, Di = 2R for torispherical ends; Do = D X (factor obtained from the following

table) for ellipsoidal ends.

V D O. 18 O. 192 0.208 0.227 0.25 0.278 0.313 0.357 0.417 0.50

Factor

2.52 2.36 2.17 1.98 1.80 1.63 1.46 1.30 1.14 1.00

The thickness shall be assigned the value of T in 3.6.4 for the purpose of determining local compensation T, for isolated or closely grouped openings as if situated in a spherical shell of equivalent diameter as above, subject to the conditions in 3.6.4.26 and figure 3.5-8 being If T, reinforcement thickness is less than e given by 3.6.2.3, then the dome end shall have a uniform minimum thickness e. NOTE. In cases where the design strength is time dependent, these procedures should generally give adequate margins against creep rupture. However, for domed ends made from ferritic materials with a large Die(> loo), and also for domed ends made from austenitic materials, it is desirable to check that any end of life deformation that may be expected is acceptable.



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STD*BSI BS 5500-ENGL L777 9 Lb211bb7 OBOYbllb 11BZ M o n 3 Issue 1, January 1997 BS 6500 : 1997

eb

C

1.0

0.1

o o1

I Y

C

1.001

0.001 0.01

Vf

3 1.0

Figure 3.6-2 Design curves for unpierced domed ends

- O BSI 1997 3/9



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STD-BSI BS 5500-ENGL L997 m Lb2ribbS OBOqbri7 319 m BSsMw):1997 Issue 1, January 1997 Section 3

Table 3.6-1 Values of dD X 103 for unpierced domed ends in terms of hJD and p/f P@ 0.001 0.0015 0.0025 0.004 0.006 0.010 0.016 0.025 0.050 greater

values

O. 15 2.13 2.70 3.73 5.22 O. 16 O. 17 O. 18 o. 19 0.20 0.21 0.22 0.23 0.24 0.25

, 0.26 0.27 0.28 0.29 0.30 0.31 0.32 0.33 0.34 0.35 0.36 0.38

(1.95) 2.50 3.50 4.90 (1.80) 2.30 3.24 4.58 (1.65) 2.11 2.99 4.23

(1.95) '2.77 3.95 (1.80) 2.55 3.64 (1.65) 2.39 3.42 (1.52) 2.22 3.20 (1.40) 2.08 2.95

(1.92) 2.76 (1.75) 2.58 (1.64) 2.40 (1.52) 2.25 (1.41) 2.12

(2.00) (1.fm (1.71) (1.61) (1.52) (1.6)

7.20 10.9 6.70 10.2 6.30 9.6 5.80 8.8 5.43 8.3 5.00 7.7 4.75 7.3 4.45 6.84 4.12 6.30 3.83 5.90 3.56 5.50 3.34 5.15 3.12 4.80 2.93 4.50 2.73 4.20 2.54 3.95 2.41 3.80 2.30 3.65 2.20 3.50

15.4 14.3 13.5 12.6 11.8 11.0 10.4 9.7 9.1 8.5 7.8 7.35 6.80

385 XPlf

358 x plf 370 X plf

24.0 22.2 21.0 19.7 18.5 17.3 16.2 15.4 14.5 13.6

319 X pK 307 X p / f

44.5 W X P l f 41.5

650 Xvlf 33.0 695 X p!f 35.0 730 X p!f 37.0 770 X plf 39.2 810 x plf

500 x plf 475 x P& 445 x plf 425 X plf

L . ,

620 X p!f

I295 X p& NOTE 1. This table is not valid for values of e/D X 1@ < 2.00. NOTE 2. Intermediate values may be obtained by logarithmic interpolation. lNo"E 3. values in Darentheses are Drovided for D ~ O S ~ S of internolation.

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3.6.3 Cones and conical ends 3.6.3.1 General The following gives rules for cones and conical ends subjected to pressure loading. Rght circular cones are covered in 3.6.3.3, cone to cylinder htemctions where the cone and the cylinder are on the same axis of rotation are covered in 3.6.3.4 to 3.6.3.6 and offset cones am covered in 3.6.3.7. The rules do not apply to cones for which the half angle at the apex of the cone is greater than W, or for which

e c o s a D C

< 0.001

Short cones joining a jacket to a shell are not covered If construction category 3 applies, the category 3 design stress shall be used for all caldations in 3.6.3. 3.6.3.2 Notation For the purposes of 3.6.3 the following symbols apply. All dimensions are in the corroded condition ( see 3.1.6).

Di is the inside diameter of the cone; D e is the outside diameter of the cone; 9, a diameter used in cone design; Dm is the mean diameter of the cone; D, is the mean diameter of the cylinder at the

e is minimum thickness of a cone as determined

e, is minimum thickness of cylinder as determined

junction with the cone;

in 3.6.3.3

in 3.6.1.2; ej is a minimum thickness at a junction at the large

e l is minimum thickness of cylinder at junction; e2 is minimum thickness of cone and knuckle at

f is the design s t r e s s ;

II is length along cylinder = 6 12 is length along cone at large or small end =

end of a cone;

junction;

p cos a’

p is the design pressure; r is inside radius of cuLvLtture of knuckle; S is a factor defined in 3.6.3.6; a is the semi angle of cone at apex; ß is a factor defined in 3.6.3.4 PH is a factor defined in 3.6.3.6 y is a factor defined in 3.6.3.6; p is a factor defined in 3.6.3.6; T is a factor defined in 3.6.3.6.

3.6.3.3 Minimum thickness qf conieal shell The minimum permissible thickness at any point along the length of a cone is given by one of the following two equations:

Poi 1 e = - X - 2f-p cosa

or e=-X- PDe 1

2f+p cosa

(3.7a)

At the large end of a cone joined to a cylinder it is permissible to replace Di in equation (3.7a) by 9, where 4 = D, - el - Zr(lcos(a)) - 4 sin (a). NOTE 1. The thickness of the cone may have to be increased at the large and small ends to meet the requirements of 3.5.3.4,3.6.3.5 and 3.5.3.6. It may also have to be increased locally or generally to provide reinforcement at branches or openings or to carry non-pressure loads. NOTE 2. Since the thickness calculated above is the minimum allowable at that point along the cone, it is permissible to build a cone from plates of different thickness provided that at every point the minimum is achieved.

3.6.3.4 Junction between the large end qfa cone and a cylinder without an intermediate knuckle This subclause applies provided that

a) the junction is positioned more than 211 along the cylinder and 212 along the cone from any other junction or maor discontinuity, such as another condcylinder junction or a flange; b) the joint is a butt weld where the inside and outside surfaces merge smoothly with the a x e n t cone and cylinder without local reduction in thickness; c) the weld at the junction shall be subject to 100 % non-destructive examination, either by radiography or ultrasonics, unless the design is such that the thickness at the weld exceeds 1.4ej, in which case the rules for the relevant construction category shall be applied.

NOTE 1. The junction is defined as the intersection of shell centre-lines, see figure 3.53. The minimum thickness el of the cylinder dacen t to the junction is the greater of e, and ej where:

(3.7c)

(3.7d)

NOTE 2. The above is a trial and error calculation for ej. answer is acceptable if the value given by equation (3.7~) IS not less than that assumed in equation (3.7d). wure 3.54 gives ,9 directly as a function of plf.

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This thickness shall be maintained for a distance of at least 1.41 from the junction along the cylinder. The minimum thickness e2 of the cone adjacent to the junction is the greater of e and ej. This thickness shall be maintained for a distance of at least 1 . G fkom the junction along the cone. It is permissible to modify a design according to the above rule with the following procedure, provided that the requirements of 3.6.1.2 and 3.6.3.3 continue to be met: the thicknes of the cylinder may be increased near the junction and reduced further away provided that the cross-sectional area of metal provided by the cylinder within a distance 1.41 from the junction is not less than 1.4qZ1. In addition, the thickness of the cone may be increased near the junction and reduced further away provided that the cross-sectional area of metal provided by the cone within a distance 1.42 from the junction is not less than 1.4e2h.

3.6.3.6 Junction between the large end of a cone and a cylinder with an intermediate knuckle This subclause applies provided that: a) the junction is positioned more than 21 along the cylinder and & along the cone Ihm any other junction or major disconhui@, such as another condcyhder junction or a flange; b) the knuckle is of toroidal form and merges smoothly with the adjacent cone and cylinder, c) the inside radius of curvatwe of the knuckle, r I 0.30,.

NOTE 1. The jundion is defined as the meeting point between the centre-lines of cylinder and cone, extended as necessary (see figure 3.5-5). NOTE 2. This subclause does not prescribe a lower limit to the radius of cwvature of the knuckle.

The minimum thickness el of the cylinder a x e n t to the junction is the greater of e, and ej. This thickness shall be maintained to a distance of at least 1.41 from the junction along the cylinder and 0.511 from the cylinderhuckle tan-line. The minimum thickness e2 of the knuckle and the cone a m e n t to the junction is the greater of e and ej (e is to be determined at the diameter of the junction of cone and buckle). This thickness shall be maintained to a distance of at least 1.42 from the junction along the cone and 0.7h from the conelknuckle tan-he. The value of ej is given by:

where:

y = l + P

1.2 (l + Y) and

p = - 0.028r x a fi l + V + Ö i Z

(3.7e)

(3.79

where a in the numerator is in degrees. I NOTE 3. The above is a trial and error calculation for ej. The answer is acceptable if the value given by equation (3.7e) is not less than that assumed in equations (3.70 and (3.7h).

4"'

Figure 3.63 Geometry of conekylinder intersection without knuckle: large end

3/12 O BSI 1998



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m Cu

-=L

O



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STD.BS.1 BS 5500-ENGL L797 m lb24bb9 OBD45b7 U T 9 D BS 6600 : 1997 hue 3, January 1999 Section 3

Figure 3.6-6 Geometry of condcylinder intersection with knuckle: large end

3.6.3.6 Junction between the smaU end of a cone )Q and a cylinder 1 This subclause applies provided that:

a) the junction is more than 2 1 along the cylinder and %$ along the cone from any other junction or m o r discontimi@, such as another condcylinder junction or a flangq b) the minimum thickness of the cylinder el is maintained for a distance 11 and that of the cone e2 is maintained for a distance 12 from the junction (see figure 3-5-61; c) the thicknews meet the requirements of 3.6.1.2 and 3.6.3.3

d) the cylinder is subject to the full axial pressure force.

&.

Figure 3.6-6 Geometry of condcylinder intersection: small end

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Minimum thicknesses el and e2 shall be chosen so that

where:

ßH = 0.4 e (y) + 0.5 tana

(3.7i)

and

r = s F + { T w h e n s < l cos a

or

7=1+4- w h e n s r l

w i t h , i n b o t h m , s = - e2 el

NOTE 1. The above requirements do not provide values for el and e2 separately. They may be dusted relative to each other to suit the needs of the design, for example to obtain a favourable value of 11 or 12 for use in the procedure that follows. It is permissible to modify a design according to the above rule with the following procedure, provided that the requirements of 3.6.1.2 and 3.6.3.3 continue to be met the thickness of the cylinder may be increased near the junction and reduced further away provided that the crososectional area of metal provided by the cylinder w i t h a distance 11 from the junction is not less than Ilel. In addition, the thickness of the cone may be increased near the junction and reduced further away provided that the crosssectional area of metal provided by the cone within a distance 12 from the junction is not less than Z2e2. NOTE 2. When using the modification to check a given geometry, the procedure for finding el is as follows. Guess e,. Calculate 1, = a Calculate the metal area A , within a distance 1, from the junction along the cylinder. Then a better estimate of e, is given by e, = A similar procedure can be used to find e,. 11

NOTE 3. Where el = ez then a tonspherical knuckle of the same thickness may be included. 1, and L2 continue to be measured from the junction (the point where the centre lines of cone and cylinder meet). NOTE 4. The calculations in 3.6.3.6 are for minimum tlucknesses. Actual thicknesses may exceed the minima without leading to any increase in 1, or 4. 3.6.3.7 Osset cones This rule is for offset cones between two cylinders (see figure 3.57). The cylinders shall have parallel centre lines oBet from each other by a distance no greater than the difference of their radii A minimum thickness shall be calculated in accordance

with 3.6.3.4 above, for the junction at the large end A minimum thickness shall be calculated in accordance with 3.6.3.6 above, for the junction at the small end The greater of these shall apply to the whole cone. The angle (a) is taken as the maximum angle between cone and cylinder. 3.6.4 Openings and branch connections

3.6.4.1 General The amount of compensation to be provided at an opening shall be not less than that specified in 3.6.4.3 to 3.6.4.8.3.6.4.3 specifies requirements for the design of isolated openings and nozzle co~ect ions in cylinders, spheres and cones, in the form of design procedures. 3.6.4.4 specifies requirements for groups of openings and the procedure allows the checking of chosen geomew. The remainder of 3.6.4 deals with reinforcing pads, extemal pressure, nozzle pipes and studded, socket welded and screwed connections. Figures 3.513 to 3.523 and 3.526 to 3.528 show various nozzle and shell arrangements and indicate key design notation. Figures 3.5-24 and 3.525 show the notation associated with groups of nozzles and figures 3.529 and 3.5430 show the redistribution of compensation close to the opening. The design charts given in figures 3.59 to 3.512 are based on approximate analyses considering internal pressure loadmg only, but the effect of other loads shall be taken into account by the selection of an appropriate value of the factor C and using the procedure specified in 3.6.4.3. The effects of attachments and discontinuities in the proximity of openings shall be taken into account. In no case shall the thiclaess of nozzle connections be less than the thickness specified in 3.6.4.7 for branch pipes. Where it is proposed to use material for nozzles or added compensation which is dissimilar to the main shell material, the design shall be in accordance with 3.6.4.3.7. All nozzle connections, nozzles and openings outside the scope of the application of this I clause, as defined in 3.6.4.2, shall be designed on the basis of special analysis, experimental evidence, tests to the satisfaction of the purchaser (see table 1.5-1) or the altemative design methods specified in annex F.

""

T- _ _ - _

Off set -

I Figure 3.6-7 Offset cone I



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BS 6600 : 1997 h e 4, November 1999 Section 3

For the purposes of 3.6.4.2 to 3.6.4.6, a nozzle is defined as the component(s) up to the coupling point connecting the vessel to other equipment, i.e. up to the face of the first connection flange, or for welded connections up to the first weld beyond the limit of the opening reinforcement. NOTE 1. The basis on which these requirements are founded is outlined in Part 2 of PD 6560, the Explanatory Supplement to BS 6500. NOTE 2. For connection flangessee 3.8.1. NOTE 3. In cases where the design strength is time dependent, these requirements should generally give adequate margins against creep rupture. However, for vessels made from ferritic materials with a large D/e, (> 100) and also vessels made from austenitic mater ia l s , it is desirable to check that any end of life deformation that may be expected is acceptable. For the purposes of 3.6.4.2 to 3.6.4.6 the following symbols apply All dimensions are in the corroded condition (see 3.1.6) except where otherwise indiCatÆd.

2 } are the cross-sectional areas used in calculating compensation for adjacent

-. At nozzles (see figure 3.525); C is a factor to take account of external loads, D is the mean diameter of spherical or

cylindrical section of shell (2& for conical section of shell) (see figure 3.513), or in the case of domed ends, the mean diameter of the equivalent sphere derived in 3.6.2.4

diameter of a nozzle, or the bore of an opening not provided with a nozzle; in the case of noncircular openings or nozzles, see 3.6.4.3.6; in the case of oblique nozzles) see figure 3.515a;

acljacent openings being considered;

the axial direction (see figure G.49);

1

I

I d is the mean of the inside and outside

dA is the average value of d for any two

d, is half the length of a reinforcing plate in

e,

eps

e,

eab

erb

is half the length of a reinforcing plate in the circumferential direction (see QUIT G.49); is the analysis thickness of the reinforced she& is the nominal uncorroded thickness of the reinforced shell; is the required unreinforced shell thickness for pressure loading om, is the minimum reinforced thickness of shell as requmd by 3.6.4; is the analysis thickness of the reinforced nozzle; is the reqwed unreinforced nozzle thickness for pressure loading only; is the minimum reinforced thickness of nozzle as required by 3.6.4;

fs is the design stress of shell; fb is the design stress of nozzle or of rim

reinforcement;

g is the arrangement factor (see figure 3.5-24);

K2 i are compensation ratios;

L S is the distance along shell w i t h which shell thickening is assumed to Contribute to reinforcement of opening;

nozzle thickening is assumed to contribute to reinforcement of opening;

of two openings along mid-thickness of shell;

at opening (see figure 3.513);

mid-thickness line, between the bores of aqjacent openings not provided with nozzles or between the mean diameters of adjacent nozzles (see figure 3.525);

(see figure 3.513);

L b is the distance along nozzle within which

P is the pitch measured between centre lines

R, is the mean radius of conical shell section

S is the shortest distance, measured along the

a is the onehalf apex angle of cone

P is a nondimensional design parameter.

3.6.4.2 Application The requirements in 3.6.4 are valid for the design of circular and obround openings and nozzles (including oblique nozzles), arranged singly or in groups, in spherical, cyhdrical, domed and conical shells, positioned to comply with 3.10.1.2, provided that the following conditions a) to d) are satisfied.

a) Sph.erìcd SW 1) Openings and nozzles ruyrmal to SM su?j¿we

i) The major axis (mean dimension or, where no nozzle is fitted, the bore) of the opening does not exceed onehalf of the diameter of the shell. ii) The ratio of the major to minor axes of the opening shall not exceed 2.

2) Obligue nozzles The nozzle is of circular cross-section conforming to a)l)i) and the angle between the axis of the nozzle and a line normal to the shell d a c e shall not exceed 50".

3/16 O BSI 09-1999



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b) Cylindric& sheus 1) Openings and m& runrnal ta ULe sheu su?$ixce The ratio of the mqjor to minor axis of the opening shall not exceed 2. 2) Oblique nozzles The nozzle shall be of circular crosssection and the angle between the axis of the nozzle and a line normal to the shell surface shall not exceed 50".

(d - %b) shall not exceed onethird of the mean diameter of the shell. 4) Flush mz& (d - epb) shall not exceed onethird of the mean diameter of the shell if DI& > 200. If Dl% 5 200, no limit is placed on the permissible diameter of a flush nozzle.

1) Openings and vwxzles nmnd to the sheU =?3m

3) protruding ?zoz;zles

c) conical shells

i) The major axis (mean dimension or, where no nozzle is fitted, the bore) of the opening shall not exceed onethird of the diameter of the shell. ii) The ratio of the major to minor axes of the opening shall not exceed 2.

2 ) Obligue no& The nozzle shall be of circular cross-section conforming to c)l)i) and the angle between the axis of the nozzle and a line normal to the shell surface shall not exceed 50".

1) Openings and mz& nmnd to the sheU suqme

i) The major axis of the opening shall not exceed onehalf of the diameter of the sphere for a hemispherical end or onehalf of the diameter of the equivalent sphere (obtained from 3.6.2.4) for a torispherical or semi-ellipsoidal end. ii) The ratio of the major to minor axes of the opening shall not exceed 2. iii) Openings and nozzles in torispherid and semi-ellipsoidal ends shall be positioned to conform to figure 3.58. Where reinforcement is provided by means of pads or local thickening of the head plate, the distance L, shall be measured from the edge of the weld or taper nearest the outside of the vessel. Where a dished end has uniform thickness, the distance L, shall be measured from the outside of the nozzle or rim of the opening.

d) Domed ends

I

I 2) oblique nozzles The nozzle shall be of circular cross-section conforming to d)l)i) and the angle between the axis of the nozzle and a line normal to the shell surface shall not exceed 50".

3.6.4.3 Design of isolated openings and nozzle connections 3.6.4.3.1 G d Where external loads are negligible, as with a manway, the factor C shall be taken as not more than 1.1. Where external loadings are not negligible, stresses shall be calculated (for example using annex G ) and evaluated in accordance with annex A. It is permissible to omit this calculation if the value of factor C is taken as 1.0 and if it is possible to demonstrate the adequacy of the design by comparison with similar existing designs. For vessels operating in the creep range, the factor C shall be taken as not more than 1. 3.6.4.3.2 Openings not fitted with '1u)Z;zle connections

If p = - -5 0.1, no further reinforcement is

required. lb calculate h, the minimum reinforced shell thichess, carry out the following iterative procedure

D d F 2e,

stages a) to €9. a) Calculate ep,, the required unreinforced thickness of the unpierced shell for pressure loading;

eps = p D / ( 2 f ) for a cylinder, ep, = pD/(4fs - 0.2~) for a sphere; eps = pD/(2fs cos(a)) for a cone.

b) Select a value of k, the minimum reinforced shell thickness, not less than eps. c) Calculate the mean shell diameter D using the selected thickness. d) Determine d, the bore of the opening. e) calculate parameter p = (CUD) 4- , if p 5 0.1 no further reinforcement is required. f ) For larger values of p, determine Ce,.&,, using figures 3.510 or 3.511 or table 3.5-4 with e,+,/% = O. g) Thking C = 1.1, calculate a new e, from the value of C d % , obtained in f). If this e, is less than or equal to e, selected in b) then reinforcement is sufficient. If not, then repeat from step b) selecting an increased value of h.

To check an existing geometry cany out steps a) to g) above using e , in place of h. The value of e, I calculated in step g) shall not exceed e,.



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~

STDOBSI BS 5500-ENGL 1777 m LbZqbbS 0809573 52T D

L 3 Dl10

D (mean diameter 1

a) Reinforcement is provided by means of pads (or local thicknening of shell)

b) No local reinforcement is provided

Figure 3.6-8 Positions of openings or nozzles in dished ends (for weld details see annex E)



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~ ~ ~~

STD-BSI BS 5500-ENGL L997 m LbZqbb9 0804574 4bb m Section 3 Issue 3, November 1999 BS 6500 : 1997

3.6.4.3.3 Upenings fittad wìul nozzle connections It is permissible to reinforce nozzle connections by means of an increase in shell thichess or nozzle thickness or by a combhation of such increases, subject to the nozzle thickness limits specified in 3.6.4.3.4~ and exkmal pipework loads. To calculate the minimum reinforced shell and nozzle thicknesses cany out the following iterative procedure stages a)

J). a) Calculate eps, the required unreinforced thickness of the unpierced shell for pressure loading:

eps = pD/(2fs) for a cylinder, eps = pD/(4fs - 0.2~) for a sphere; eps = pD/(2& cos(a)) for a cone.

b) Select a value of G, the minimum reinforced shell thickness, not less than eps. c) Calculate the mean shell diameter D using the selected thickness. d) Calculate %b, the minimum required thickness of the nozzle wall for pressure loading using 3.6.1.2a). e) Select a value of Gb, the minimum reinforced nozzle thickness, not less than %b-

f) Calculate d , the mean nozzle diameter using this selected thickness. g) Calculate the parameter p = (CUD) -./x) and obtain a value of C from 3.6.4.3.1. h) Calculate Ced%, and dD, then use the relevant figures 3.59, 3.510 or 3.511 to obtain a value for e,.tJ% and thus using the value ers selected in step b). In the case of flush nozzles in cylindrical vessels, i€ dlD > 0.3 use figure 3.512 to obtain a value of e,+, directly, or where 0.2 c dD c 0.3, a value of erbl shall be derived using figure 3.511 and a value of qb2 shall be derived from figure 3.512, then +b shall be obtained as f 0 k W :

%b = %bl -+ 1o(dD - 0.2)(%b2 - erbl). i) If +b differs from the value selected in step e), select a new value and repeat from step e) until the iteration has converged. Check that % is not greater than (2 - CUD)%. If it is, select a larger value of e, and repeat from step b). See 3.6.4.3.7 if nozzle design stress fb, is less than the shell design stress Is. j) From the calculated select the nominal nozzle thickness and thus the analysis thickness ea . Check that eab is not less than the thickness given in table 3.52. If it is, select a larger value of e, and repeat from step b).

lb check an existing geometry carry out steps a) to h) above using eat, and e, in p k e of q-b and respectively The value of obtained in step h) from figures 3.59, 3.510 or 3.511 shall not exceed e,b.

Extrapolation of figures 3.59 to 3.511 is not permitted. Ifthecalculatedvalueofpisgreaterthanthelimitfor the relevant figure then e, shall be increased in order to reduce p to an acceptable value. NOTE 1. If the calculated value of Cedep is greater than the value from the appropriate figure at the calculated value of p and with G e m = O, then no reinforcement is required in the nozzle and the thickness can be chosen from table 3.52. NOTE 2. Ffgures 3.59 to 3.3-11 are provided for ease of application in mual calculations. Definitive values from these figures are obtained by linear interpolation from the data given in table 3.53. lb assist in the interpolation for small values of e&= tabulated values of Cedep against p are given in table 3.6-4. Figure 3.5-12 gives both curve and data for manual calculation.

rable 3.6-2 Thickness of nozzles Nozzle nominal size nm

15 20 25 32 40 50 65 80

100 125 150 200 250 300 350 400 450 500 600 NOTE 1. It is recommen

dinimum analysis thickness m

2.4 2.4 2.7 3.1 3.1 3.6 3.9 4.7 5.4 5.4 6.2 6.9 8.0 8.0 8.8 8.8 8.8

10.0 10.0 i that nozzles of UD U, 80 mm nomina I dec

size in aluminium vessels should be forged o; machined from wrought material, as indicated in figure E.33, types (i), (ii) or (ii), in preference to pipe connections welded directly to the shell. NOTE 2. These tabular values incorporate a margin of smngth, suggested by experience, to cover additional loading by connected pipework of the order nonnally to be expected with properly designed and supported piping arrangement. The use o1 table 3.52 is described in 3.6.4.m.



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STDmBSI BS 5500-ENGL L997 m lbZL(bb9 08011575 I T 2

BSsM10:1997 Issue 2, January 1999 Section 3

Table 3.63 Desim values of &h/& ~~

a) Associated with figure 3.6-9

Cedep

3.2 3.1 3.0

2.9 2.8 2.7 2.6 2.5 2.4 2.3 2.2 2.1 2.0

1.9 1.8 1.7 1.6 1.5 1.4 1.3 1.2 1.1 1.0

P

2.0 1.8 1.6 1.4 1.2 1.0 0.9 0.8 0.7 0.6 0.6 0.4 0.3 0.2 0.1

.o4

. 11 . " .-

.15 .O6 .II

.19 .13

.22 .17 .O7

.25 .21 .13

.29 .24 .17 .O6

.33 .28 .21 .13

.36 .31 .25 .18 .O4

.40 .35 .29 .22 .13

.45 .39 .33 .26 .18 .O0

.49 .44 .37 .30 .23 .12

" ,.a... . .

.55 .49 .42 .35 .B .19 .ll

.61 .54 .46 .39 .32 .25 .20 .10

.68 .61 .52 .45 .37 .30 .26 .19

.75 .68 .59 .51 .42 .35 .31 .26

.85 .77 .68 .58 .49 .40 .36 .31

.95 .88 .79 .68 .58 .47 .43 .37 1.08 1.00 .91 .80 .68 .56 .51 .45 1.22 1.14 1.04 .93 .81 .68 .61 .55 1.37 1.29 1.19 1.08 .96 32 .75 .67

.O7

.17 .O4

.25 .15 .O2

.32 .24 .15 .O1

.39 .33 -25 .14

.48 .41 .34 .25 .14

.58 .51 .43 .35 .25 .O9 1.53 1.44 1.35 1.24 1.13 .99 .91 .81 .71 .62 .52 .44 .34 .21 .O6

3/20 O BSI 1998



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Figure 3.6-9 Design curves for protruding nozzles in spherical vessels (dD < 0.5) and for protruding nozzles in cylindrical and conical vessels ( d D !h)



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"-I

" .


Table 3.63 Design values of +dh (continued) b) Associated with figure 3.6-10

P

Cedew .5 .38 .27 .14 4.0

4.0 3.6 3.0 2.6 2.0 1.8 1.6 1.4 1.2 1.0 0.9 0.8 0.7 0.6 0.6 0.4 0.3 0.2 0.1

3.9 3.8 3.7 3.6 3.5 3.4 3.3 3.2 3.1 3.0

2.9 2.8 2.7 2.6 2.5 2.4 2.3 2.2 2.1 2.0

1.9 1.8 1.7 1.6 1.5 1.4 1.3 1.2 1.1 1.0

.53 .41 .30 .17

.56 .44 .33 .2l

.59 .47 .36 -..%i€.. .OO

.63 .51 .38 .27- .09

.67 .54 .42 .29 .14

.72 .58 .45 .32 .17 .O6

.78 .62 .48 .36 .21 .12

.86 .67 .52 .38 .24 .17 .O2

.96 .73 .56 .41 .27 .21 -10 1.12 .80 .61 .45 .30 . 24 .16

" .

1.42 .W .66 .49 .33 .27 2 0 .O7 2.00 1.01 .72 .53 .36 .30 .24 .14

1.20 .m .58 .40 .33 2 7 .19 .o0 1.52 .90 .64 .43 .36 .30 .23 .10 2.00 1.04 .71 .47 .40 .33 .26 .16

1.26 .SO .53 .44 .37 .30 .21 .O4 1.68 .91 .60 .49 .41 .33 .25 .12 2.08 1.09 .66 .55 .45 .37 .29 .18 .10

1.34 .76 .62 .50 .42 .33 .23 .17 .O6 1.68 .90 .72 .56 .46 .37 .27 .22 .L5

2.00 1.10 .S4 -65 .52 .42 .32 .27 .20 .10 1.36 1.02 .77 .60 .47 .37 .31 .26 .18 .O4

.-I: 1.68 1.26 .96 .71 .M .42 .36 .31 .24 .14 .O0 ... - I - '- 2.00 1.58 1.22 .90 .65 .49 .42 -36 .N .22 .11

.82 .59 .50 .42 .36 .29 .20 .O7 1.09 .73 .61 .51 .43 .36 .27 .17 .O2

2.15 1.80 1.46 .M .78 .65 .53 .43 .34 .25 .12 2.13 1.80 1.30 1.06 .85 .66 .52 -42 .33 .22 .08

2.09 1.72 1.38 1.16 .86 .69 .52 .42 .31 .17 .O 2.12 1.69 1.44 1.16 .93 .67 .50 .39 .25 .10

3l22 O BSI 1998



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W o n 3 Issue 4, November 1999 BS 5500 : 1997



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BS 6500 : 1997 W e 2, January 1999 Section 3

Table 3.6-3 Design values of ezde,s (continued)

cers%,

3.1 3.0

2.9 2.8 2.7 2.6 2.5 2.4 2.3 2.2 2.1 2.0

1.9 1.8 1.7 1.6 1.5 1.4 1.3 1.2 1.1 1.0

P

4.0 3.5 3.0 2.6 2.0 1.8 1.6 1.4 1.2 1.0 0.9 0.8 0.7 0.6 0.6 0.4 0.3 0.2 0.1

.61 .49 .36 .24 .O4 -66 .M .40 .B .10

.71 .58 .44 . 3 € . .15 .O7 .~

.76 .63 .49 .= .19 .13

.85 .69 .54 .38 23 .17 .O7 1.02 .76 69 .43 .27 22 .13 1.32 .85 .65 .48 .31 26 .18 .O5 2.00 1.02 .72 .M .35 .30 .22 .12

~ "

1.30 .SO .60 .40 .34 .27 .18 .O6 1.78 .95 .68 .45 .39 .32 .24 .15

1.20 .77 .50 .44 .38 .30 .21 .O6 1.56 .92 .56 .49 .44 .36 .27 .16 .O5

2.00 1.15 .64 .56 .49 .42 .33 .23 .14 .O5 1.46 .75 .63 .56 .48 .39 .28 .21 .14 .O3

.W .74 .64 .54 .44 .33 26 .21 .12 1.16 .90 .74 .62 .50 .39 .32 .27 20 .ll 1.44 1.12 .89 .72 .59 .46 .38 .33 .26 .20 .O7 1.90 1.40 1.09 .84 .69 .65 .46 .40 .33 -27 .17 .O3

1.71 1.34 1.02 .M .67 .57 .50 .41 .34 26 .15 1.64 1.26 1.05 .85 .72 .61 .51 .42 .34 .26 .13 2.00 1.59 1.33 1.11 .95 .79 .65 .52 .43 .35 25 .O9

1.96 1.68 1.42 1.22 1.04 .82 .66 .M .45 .M .22 .lo

3/24 0 BSI 1998 ~



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STD=BSI BS 5500-ENGL L977 D Lb24bb7 08Uq580 7hT


, . . . O 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 1.2 1.4 1.6 1.8 2.0

NOTE. For values of dl3 0.2 d/D < 0.3 see 3.6.4.3.3. Figure 3.6-11 Design curves for flush nozzles in cylindrical shells (O c UD < 0.3)



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Table 3.6-4 Values of CeJ%, for figures 3.6-9 to 35-11 when &h = O

P

o. 1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9

1.0 1.2 1.4 1.6 1.8

2.0

T %&pu

1.04 1.16 1.29 1.41 1.51 1.63 1.74 1.87 1.99

Figure 3.6-9

2.10 2.32 2.54 2.76 2.94

3.14

Figure 3.6-10

1.10 1.27 1.42 1.56 1.70 1.83' -

1.98 2.14 2.28

2.44 2.70 2.95 3.22 3.46

3.70

1 Figure 3.6-11

1.05 1.16 1.29 1.42 1.56 1.70 1.82 1.94 2.04

2.15 2.36 2.54 2.76 2.94

3.14



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3.00 2.67 2.45 2.24 2.02 1.94

1.74 1.60 1.48 1.42 1.34 1.26 1.19 1.12 1 .O6 1 .o0

1 .a2

0.1 2 0.1 5 0.18 0.22 0.28 0.30 0.35 0.38 0.46 0.54 0.60 0.68 0.78 0.90 1 .O5 1.20 1.40

. .- o 0.1 0.2 0.3 0.4 o s 0.6 0.7 0.8 0.9 1.0 1.1 1.2 1.3 1.4 Y

NOTE 1. This figure may be represented by the following expression which may also be used for CeJ+ values greater than 3

64 [4CeJep, + 0.8 + (16(CeJewjL - 12.8CeJep, + 0.64)".5]2 Y =

NOTE 2. For 0.2 < cVD < 0.3 see3.6.4.3.3.

Figure 3.6-12 Design curves for flush nozzles in cylindrical shells (0.2 < dD 5 1.0)

O BSI 09-1999 ~~



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".

3.6.4.3.4 Limits ím reinforcement The reinforced shell and nozzle thicknesses shall satisfy the following.

a) For reinforcements provided as in figures3.515, 3.516, 3.517, 3.519, 3.520 or 3.521, e,, shall not be reduced to a thickness less than E+),, within a distance Lb measured from the relevant surface of the shell of thickness h, where

b) For reinforcements provided as in figures3.414, 3.517,3.518,3.521 or 3.526, e, shall not be reduced to a thickness less than G, within a distance L, measured from the outer surface of the nozzle of thickness % where L, = 6 or a72 whichever is the smaller. c) It is permissible to modify the distribution of reinforcement so as to concentrate the material close to the opening, as shown in figures 3.529 and 3.530, provided the following requirements are met.

i) For flush nozzles, half the cross-section area of the nozzle falling within distance Lb shall not be

ii) For protrudmg nozzles, half the cross-section area of the nozzle falling within distance shall

shall be approximately equally disposed about the shell mid-thicknes. iii) For shell thickening, half the total cross-section asea taken between the outermost extremity of the dimension L, on one side of the nozzle and a similar point on the opposite side of the nozzle, but excluding any area included in i) or ii) shall not be less than %(Ls + e&).

For these calculations Lb and L, shall be established as in a) and b) before local thickening of the nozzle and shell respectively. d) The nozzle thickness e,.t, (except for studded pads, see 3.6.4.8) shall not exceed (2 - dD)e , . For local thickening, as permitted in c), E+b and e, shall be taken as the modified thickness at the opening. e) The transitions between sections of shell or between sections of nozzle or nozzle connections of different thicknesses shall be achieved by means of a smooth taper. The requirements of 3.10.2 shall apply in the case of shell sections.

Lb =&.

1- than LbQb.

I not be less than &!,b%b and the reinforcement

3.6.4.3.6 Rim reinforcements and set-in nozzle

Reinforcement for smooth profiled reinforcement shall be derived from the following procedures.

a) protruding rim (see figure 3.522). i) Using figure 3.5-9 and the procedure given in 3.6.4.3.3, determine & and h. ii) Calculate Lb and Ls from 3.6.4.3.4a) and b). iii) One half of the total cross-section area falling w i t h the outermost extremities of Lb and L, shall not be less than:

forsinss

[ z b % b %(Ls + %b)l (fdfb). I b) Rush rim (see figure 3.523).

i) Using figures 3.5-10,3.511 or 3.512 and the procedure given in 3.6.4.3.3, determine t+b and h. ii) Calculate Lb and L, fiom 3.6.4.3.4a) and b). iii) One half of the total cross-section area f a h g within the outennost &mities of Lb and Ls Shall not be 1- [Lb% + h(& + %b)l(fdfb)* I

NOTE. The cross-sectional area of the rim required in these derivations will vary depending on the particular combination of e, and e,. A trial procedure using different combinations of e, and e, may be employed to establish the minimum area required. For the protruding rim, the cross-sectional area should be equally disposed about the shell mid-thickness.

3.6.4.3.6 Obround, diptical openings and oblique nozzles Noncircular openings and oblique nozzles shall meet the same requirements as circular openings and nozzles normal to the shell except for the following:

a) For cylindrical and conical shells, dimension d shall be measured along the opening axis which is parallel to the centre line axis of the shell. b) For shells other than cylinders or cones, dimension d shall be measured alow the mdor axis of the opening. c ) In determining dimensions Lb and L,, the value of d shall be as given in a) or b). d) In the case of multiple openings the value of dA used in 3.6.4.4.1 shall be determined using d as given in a) or b).

3.6.4.3.7 Dissimilar materials The design procedure normally mumes the use of similar materials in the nozzle and shell but dissimilar materials may be used provided that the design strength of the nozzle, fb, is within the range 0.6 fs to 1.5 fs. The following ShiLU apply

a) IfO.Sf, < fb <fs then the value of e,.b calculated in 3.6.4.3.3 shall be inCreaSed in the M O Of (fdfb). Having thus determined %b it is not necessary to cany out any further reiteration in the procedures of 3.6.4.3.3 or 3.6.4.3.4. b) Iffb fs, there shall be no reduction in %.

NOTE 1. When reinforcement is concentrated near the opening, see also figures 3.5-29 and 3.530. NOTE 2. For forged nozzle inserts, the procedure in 3.6.4.3.6 includes the necessary thickening correction factor.



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'W Figure 3.6-13 Nozzle in a conical shell

Figure 3.6-14 Notation applicable to spheres


I d = ( d i + e r b cos a

I /'

/'

Figure 3.6-16a Notation applicable to oblique nozzles in spheres

, "" -




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BS 6 6 0 : 1997 h e 3, January 1999 Swtion 3

\ D


' D

Figure 3.6-18 Notation applicable to cylinders

Fignre 3.6-19 Notation applicable to cylinders


' D


50 0 BSI 1998 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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I

The dimensions e,, Ls, e,,, and Lb refer to the design of a nozzle connection using components of constant thichess from which the design of the profiled rim is derived on an area basis. Figure 3.6-22 Protruding rim Figure 3.5-23 Flush rim

Spherical vessels Cylindrical vessels P

g = 1

F-7

""Q ____t

Axial direction

-% - f.. along ax:l direction

g = (I + cos2 e)/z For holes arranged

( P = P, ), g = 1 For horesarranged along the transverse direction P = PT, g = 0.5

Cylindrical tube sheets

Take g = 1 or

g = A x - P P - d x 1 +cos2e P 5 - d 2

whichever is larger NOTE. For elliptical and oblique nozzles the value of d is the dimension of the opening in the direction of the relevant pitch.

Figure 3.6-24 Arrangement factor g

0 BSI 1998 3/31 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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P

I I I

Total area shaded D = A Total area shaded = A n

Figure 3.6-26 Nozzle compensation



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Section 3 Issue 2, J a n w 1999 BS 6600 : 1997

i

Figure 3.6-26 Notation applicable to spheres and cylinders


L




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BS 6600 : 1997 Isme 3, November 1999 Section 3

r

r) Set-in

Area of weld metal may be add to either area above m

Area of weld metal may be added to either area above m

L5 t

b) Sebon

Figure 35-29 Modified flush nozzle compensation



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STD.BSI BS 5500-ENGL L997 B lb2LILb9 SlB0'4570 bo7 W ,


n

+

Area of weM metal m y be added to either area above

I L

Figure 3.6-30 Modified protruding nozzle compensation



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3.6.4.4 Design of groups of openings and nozzle connections When S is less than 3 @i& the compensation available between the bores of a a c e n t openings shall be calculated and adjusted in accordance with 3.6.4.4.1 or 3.6.4.4.2. 3.6.4.4.1 Calculation method

a) Using figure 3.524 calculate g, the arrangement factor, for the adjacent openings. Using figure 3.525 calculate areas An, A, and At. For &-in or &-through nozzle, A, and An shall be aqiusted accordingl~? When nozzkmaterial is weaker than shell material, An and Atshall be reduced in the ratio of the &rial design strengths. b) Calculate reinforcement in accordance with 3.6.4.3, assuming isolated openings and that the width L, is not reduced by the proximity of the adjacent opening. c) If S less than 2 6 , the reinforcement calculated in b) shall be increased if required so that, for each ligament A, + A,, - At 2 gP%, (see figures 3.5-24 and 3.525). d) Where the distance, S lies between 2 6 and -, the reinforcement calculated in b) shall be increased if required so that, for each &ament using the dimension determined in b),

where A, +An - At 2 KzgpeP,

A, + A, - At and KI = , T or 1.0,

whichever is the smaller. In the equation for Ki, A,, An and At shall be I calculated using e,, ea , Ls and Lb as derived for isolated openings in b). e) The thickness of the nozzle, e,b, shall be less than (2 - d/D)e, . f) The transitions between sections of shell or between sections of nozzle or nozzle C O M ~ O I U of different thickness shall be achieved by means of a smooth tape^ The requirements of 3.10.2 shall apply in the case of shell sections.

3.6.4.4.2 Ligament efficiency Where openings, such as tube holes, are drilled in a defmite pattern, a ligament efficiency can be determined and used in accordance with BS 1113. NOTE. In BS 1113 the ligament efficiency used in the calculation is the minimum of the efficiencies of the longitudinal, diagonal, and circumferential m e n t patterns. 3.6.4.6 Reiqforcing pads 3.6.4.6.1 Pressure c o n s m t w n s It is permissible for the requirements in 3.6.4.1 to 3.6.4.4 for the design of integral reinforcement to be used for reinforcement of penetrations or openings incorporating pads, doubling plates, or studded, socket welded and screwed connections (see 3.6.4.8) but all of the following conditions shall be observed

a) The &I) ratio shall not be greater than: onethird for double-sided pads, onequarter for singlesided pads.

b) The width of the pad shall not be less than L&. c) The thickness of a pad shall not exceed 40 mm or the asbuilt shell thickness, whichever is the lesser. d) The thickness of the pad shall not be less than

The amount of compensation to be provided shall be equal to the amount which would have been necessity had the compensation been ink@. The design of reinforcing pads for nozzles where one or more of the criteria in a) to d) are not satisfied shall be the subject of special consideration and the agreement of the purchaser (see table 1.51). The adequacy of the proposed design shall be demonstrated either by experience or by hydraulic proof test in accordance with 6.8. 3.6.4.6.2 Non-pressure colzsùïerations Conditions a) to d) of 3.6.4.6.1 do not apply to reinforcing pads which are used to limit the local stresses due to mechanical loads on nozzles, supports or mounting. However, the maximum thickness of a pad which can be counted as effective reinforcement of a nozzle for pressure 10- shall be limited to the value given in 3.6.4.6.1~. If the thickness of the reinforcing pad is greater than the vessel shell thickness, its size (dv X d, in figure G.49) shall be such that the design leg length of the attachment welds to the vessel shell does not exceed the vessel thickness (see 6.2). 3.6.4.6.3 Geneml Reinforcing pads are permitted to have one ventilation hole which shall remain open during welding andor post-weld heat trealment. Reinforcing pads shall not be used under conditions where severe corrosiodoxidation is possible or where there is the possibility of severe temperature gradients occurring, in service, across the thiches of the shell. 3.6.4.6 Vessels subject to externul pressure 3.6.4.6.1 Compensation of openings in singlewalled vessels subject to external pressure shall be designed in accordance with the requirements for vessels subject to internal pressure specified in 3.6.4.1 to 3.6.4.6, using an i n t e d design pressure equal to the external design pressure. 3.6.4.6.2 Compensation of openings in each shell of a doublewalled vessel shall conform to 3.6.4.6.1 for the shell, subject to extemal pressure, and with the requirement for vessels subject to inkrnal pressure, specified in 3.6.4.1 to 3.6.4.2, irrepective of whether there is a common nozzle connection rigidly attached to both shells or not. 3.6.4.7 Nozzle and nozzle pipe minimum thicknesses Nozzle pipes shall be designed to sa&@ the following CIik l ia .

a) They shall be able to withstand design pressure. For this purpose the minimum thickness of a nozzle pipe shall be calculated in accordance with 3.6.1 for cylindrical shells.

ep44.

3/36 0 BSI 09-1999



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Section 3 lssue 5, November 1999 BS 5500 : 1997

b) They shall be able to withstand superimposed loading by connected pipework or fittings, whether operational or nokoperatonal. Notwithstanding the required minimum thickness specified in a) or the requirements specified in 3.6.4.3, the nozzle, and its connection to the vessel, shall either be analysed to demonstrate the abiity to withstand all relevant loads or the nominal thickness of a nozzle intended for connection to external piping shall be not less than the smaller of:

1) the value given in table 3.52 increased by the amount of any required Corrosion and any manufactwing tolerances; 2) the nominal thicknes of the main portion of the vessel shell. The thickness of the nozzle need not be increased if the nominal thickness of the shell is increased for plate availability reasons.

c) They shall be suitable for the recommended forms of nozzle to shell attachment welds (see annex E). NOTE. In the case of stainless steel pressure vessels for the food industry where the thickness to meet 3.6.4.7a is less than 2.6 m m , and where nozzle connections are formed by belling out as typified in figure E.2.25a, the minimum nozzle thickne~~ may be less than the thickness of the vessel, provided that the compensation requirements of 3.5.4 are satisfied, and that the minimum thickness is not less than the minimum thickness specified in BS 4825 for stainless steel pipes and fittings for the food ind-.

36.4.8 Studded, socket welded and screwed connections Construction of studded, socket welded and screwed connections shall be in accordance with figures E.32 and E.33. Where required by 3.6.4 appropriate reinforcement shall be incorporated. The thread forms on which joints are to be made shall conform to BS 21 unless otherwise specified (see 3.2.2) and shall not exceed the 1% thread size designation unless taperhaper thread joints are used. lhperhper thread joints shall not be used with thread size designations greater than the following:

2% where pressure I 1.25 NmUn2; 3 where pressure I 1.05 Nhnmz; 4 where pressure S 0.90 N/mm2.

Irrespective of thread form, screwed connections in excess of the 1 % thread size designation shall not be used when the design temperature exceeds 260 "C. If parallel threads are used, a collar and a facing around the hole shall be arranged to provide a joint face. Welded sockets conforming to BS 3799 or of equivalent form are permitted. The maximum diameter of holes tapped in plates shall not exceed the thickness of the plate before addition of the corrosion allowance. Stud holes shall straddle the centre line of the vessel where practicable and shall be tapped to a depth of

The corroded thickness of a studded connection shall be not less than the largest of the following:

a) %, the minimum thickness required for compensation (see 3.6.4.3.2); b) t , the minimum thickness required for a flange (see 3.8.3); c) the minimum thickness as given above for tapped holes.

3.6.6 Flat ends and flat plates 3.6.6.1 Notation For the purposes of 3.6.6.2 the following symbols apply All dimensions exclude corrosion allowances unless otherwise stated (see 3.1.6). I

is the smallest dimension of rectanguh, elliptical or obround end; is the greatest dimension of rectangular, elliptical or obround end; is the factor as given in figures 3.5-31a and 3.532% b and d or, in the case of welded flat ends or plates (e.g. figures 3.53113 and c), C is determined from figure 3.533, is the diameter of an opening (inside diameter of a branch); is the mean diameter of the two openings; is the diameter measured as in figures 3.5-31 and 3.5-32; is the dimeter measured as in figure 3.5-31; is the minimum thickness of end or plate, is the analysis thickness of cylindrical shell;

ecylo is the minimum thickness of cylindrical shell

ep is the calculated minimum thickness of end with

F is the total bolt load, f is the nominal design stress NOTE. In cases where the design strength is time dependent, components designed by the procedure specified in this section should be reviewed to ensure that creep deformation (local or general) will be acceptable throughout the agreed design lifetime.

G is the gasket diameter, as defined in 3.8.2, for

eCy10 = P D m

OP-@;

blind flanges with gasket entirely within the bolt circle (see figure 3.532~);

H is the total hydrostatic end force; p is the design pressure; R is the distance of centre of circular opening from

the centre of the circular end P - is the distance between centre of two openings;

not le& than the diameter of the stud plus 3 nÜn. There r is the coLner radius (see figure 3.531); shall be a minimum of 6 mm of metal between the bottom of the stud hole and the pressure retaining u is the distance between flat end and end of surface of the vessel before the addition of the thickness reduction rjïgure 3.531a); corrosion allowance.

o MI 09-1999 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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STD-BSI BS 5500-ENGL L997 m L b 2 q b b 7 08011593 318 H

BS 6 6 0 0 : 1997 Issue 4, January 1999 Section 3

W is the minimum length of shell of thickness ecyl in figure 3.531b and c: W 5 m + ecyl)ecy1

2 is the coefficient for rectanguh, elliptical or obround ends given in figure 3.5-34.

r L Twice the nominal thickness of end or plate,

C "

Y

b) Dotted lines indicate alternative profdes.

c = 0.36

i f u 2 T + [1.1 - o.* p$]@ Otherwise, C = 0.41.

k W

" I

r 2 5 mm or eCy,/4. The end may be undercut as shown to make provision for the radius T or to improve access for nondestructive testing of the weld (see figure E.41) provided that T < e,,, and the thickness of the end is nowhere less than eCj.

NOTE 1. The analysis thickness of the cylinder, eWl need only be maintained over a distance W from the end. The analysis thickness of the cylinder may be increased above e, , (but not so as to exceed e) local to the end and be reduced to a value not less than ewls at more distant points provided that t ie total cross-sectional area of the shell walls falling wih the distance W from the end IS not less than we,,. C is determined from figure 3.533. NOTE 2. In w e s 3.531b) and c), D = mean diameter of cylinder.

Figure 3.6-31 Qpical welded flat ends and covers (for typical weld joint details, see figure E.41)

3/38 O BSI 1998



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STD.DSI BS 5500-EMGL L777 m l b2qbb7 0804574 254

Section 3 hue 4, January 1999 BS 6600 : 1997

00

P

a) Flat cover with a full face gasket C = 0.41 b) Blind flange with a full face gasket C = 0.41

c) Blind flange with gasket entirely within the bolt circle

Circular end plates Non-circular end plates

ande, = - {T or e, = 4- whichever is the greater

where

G being measured along the shorter axis

Or = - whichever is the greater

G, W,,,,, h,, and SFO axe as defined in 3.8.2; where el is the minimum thickness at and beyond gasket

m is the minimum bolt spacing; n is the number of bolts,

Figure 3.6-32 vpical non-welded flat ends and covers



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STDmBSI BS 5500-ENGL L997 Lb2‘4bb9 080’4595 L90

B!3 6 5 0 : 1997 Issue 4, January 1999 Section 3

d) Cover with self-sealing joint

where F is the total bolt load, H is the total hydrostatic end load.

Figure 3.6-32 mica l non-welded flat ends and covers (continued)

3.6.5.2 Flat unstayed heads12) 3.6.6.2.1 calculations The minimum thickness of an unstayed flat end without an opening shall comply with the following: - circular head: e = CD@J - rwbnguk, elliptical or obround end: e = CZu@J - for blind flanges with the gasket entirely within the bolt circle, the minimum thickness shall be calculated in accordance with the formulae given in figure 3.532~. The minimm thickness e of the blind flange shall take into account el and any grooves and steps, at and beyond the gasket. Thickness e shall not be less than el.

For a blind ilange with full f&e gasket, bolt spacing shall not exceed:

2 X bolt 0.d + (El200 000)o.25 X W(m + 0.5) where

E is the modulus of elasticity of m g e material, at the design temperature, given in table 3.6-3 (in N/mm2);

m is the gasket factor given in table 3.8-4.

If necessary the blind flange thicknes shall be increased to enable this requirement to be met. For blind flanges to figure 3.532c, reinforcement shall be ded out, even if edge bolting controls the thiCknW3.

u) For supporting hformation, see annex R.

Flat heads with openings where dl) or u%u c 0.5 shall be provided with reinforcement as follows.

a) Where reinforcement of a circular end is obtained by increasing the thickness of the whole end, the minimum thickness is the greater of:

ep = e {D - - R for flat en& in accordance

with figure 3.5-31 or 3.5-32a) or b) (1)

ep = e jG - - R for flat ends in accordance with figure 3.532~) (2)

and

Holes &-e&d up to the inside of the shell if the end is welded or the inside of the gasket if the end is bolted. b) Where reinforcement of a long rectangular flat plate (Mu > 3) is obtained by increasing the thickness of the whole en4 the minimum thickness is the greater of:

and

Equation (5) does not apply if the lines joining the centres of the two holes are perpendicular to the axis of the end Holes may extend up the inside of the shell if the plate is welded or the inside of the gasket if the end is bolted. c) For all other cases: Every opening shall be provided with reinforcement of 0 . W axisymmetriw disposed about the centre of the opening. The thickne of material considered as reinforcement shall not increase away fiom the opening. The limit on branch material that may be included as reinforcement is the lesser of the two values 2.5b and 2.5T,. where

ta is the branch nominal thickness; Ta is the flat plate nominal thichess.

There is no limit on the extent of reinforcement acms the surface of the plate except the edge of I the plate itself, or the inside of the gasket if bolted. The same piece of metal shall not be used to reinforce more than one opening. I NOTE 1. In no case is there a limit on the number of openings NOTE 2. Obround openings for which the ratio of the major and minor axes does not exceed 2, may be replaced for purpose of calculation by a circumscribing circular opening (which need not be concentsic).



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Section 3 Issue 2, May 1997 BS 6600 : 1997

o O o CI

o



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Ratio o l b

NOTE. In the case of long flat ends (where ah 0.2) other than as shown in figure 3.5-32, a minimum value of CZ equal to 0.71 should be used in accordance with 3.6.6.2.1 to detemine the thickness required.

Figure 3.6-34 Value of coefficient 2 for noncircular flat heads



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Section 3 Issue 2, September 1997 BS6500 : 1997

Where an opening of diameter greater than D2 is present, the flat head shall be designed in accordance with the basic principles used in 3.8 for

I flange design. If, in the case of welded enddcovers, the nominal design stress of the cylinder and endcover are Merent, the lower value shall be used in every case. This ensures that at the junction with the cylinder, the cylindrical end of the flat head is not thinner than the gacent cylinder (see figure 3.531a). 3.6.6.2.2 Additional loads Where the external load on the end (or the loading due to reverse pressure) can exceed 10 % of the load due to design pressure, or where, in the case of welded enddcovers, the temperature Merence between the end/cover and the vessel branch exceeds 50 "C (30 "C for austenitic steel), the design shall be given special consideration.

3.6.6.3 Flat stayed plates without openings 3.6.6.3.1 Plate t h i ~ h s The thickness of stayed and braced carbon and carbon manganese steel and aluminium plates shall be calculated in accordance with the following:

-

e = K D - $ where

D is the diameter of a circle drawn through at least three points of support pitched at reasonably regular intervals circumferentiall~

e is the minimum calculated thickness; f is the design s t r e s s ; K is a constant dependmg on method of

attachment of stay to plate (see figure 3.5-35). K shall be a mean value when more than one type of support is involved;

p is the design pressure.

Designs in which plate deflection andor differential expansion are sigmficant shall be given special consideration.

3.6.6.3.2 Methods of support The method of support shall be chosen from the typical methods shown in figure 3.5-35a to f. NOTE. When it is undesirable to drill a plate for the attachment of stays, e.g. when the plate is to be lined, the use of stays of the type shown in figure 3.5-35a orb is recommended.

3.6.6.3.3 Stags The design stress of stays, calculated on the least cross-sectional area, shall be not greater than the following:

for solid staybars: 0.75f for staytubes: 0.70f for staybolts: O.&f

wheref is the design stress from tables 2.3-2 to 2.3-12 or 3.8.1.4, as appropriate. For the purposes of calculation, the gross area supported by each stay shall be as shown in figure 3.5358. In the case of stays of the type shown in figure 3.535b it is permissible to use the nett area supported in the equations. The design stress in attachment welds shall not exceed 0.5f in met welds and 0.6fin penetration welds. Stays shall be of welding quality wrought materials complying with section 2 and shall be compatible with the material of the plates which they support. Stays shall not be welded, except at the point of attachment. Where nec-, long stays shall have additional support to prevent sagging.

3.6.6.3.4 Tube to tubeplate ccmnecticms The central line of tubes that are to be expanded shall not be closer together than 1.12W + 12.7 mm, measured at the tubeplate, where d is the outside diameter of the tube in millimetres. NOTE. This subclause does not apply to tubeplates covered in 3.9.

3.6.6 Spherically domed and bolted ends of the form shown in figure 3.6-36 3.6.6.1 General Except as specified as follows for bolted ends of the form shown in figure 3.5-36, conical and domed and bolted ends shall be designed by beating the domed end and the bolted flange as two separate components in compliance with the relevant clauses of this standard. NOTE. The method of determining the thickness of the flange ring involves assessing the final thichess in order to arrive at the location of the centroid and hence the value of h, and is thus a 'trial and error' calculation. These equations are approximate in that they do not take account of the structural continuity that exists at the junction of the head and flange. A more exact (and often less conservative) analysis is given by so ehren^'^). The stresses calculated using this approach should be assessed in accordance with annex A.

13) J. E. SOEHRENS. The design of floatingheads for heat exchangers. Pressure Vessel and F'iping Design. CoUected Papers 1927 to 1959, ASME.



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BSSMW) : 1997 h u e 1, January 1997 Section 3

a) K = 0.55

C) K = 0.50

diameter

Inside diameter of stay tube is greater than its length

b) K = 0.55

d) K = 0.50

2112 t o r r whichever is the lesser

I c c

e) K = 0.45

f) K = 0.45

Figure 3.636 Typical stays: areas supported by stays

Jacket



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~~

STD.BS1 BS 5500-ENGL L997 Lb29bbS O B O 9 b O O 388

Section 3 Isme 1, January 1997 BS 6600 : 1997

Equally spaced

S) NOTE. For weld details see annex E.

Figure 3.6-36 Spica1 stays: areas supported by stays (continued)

tube as in ( b )

Full penetration

n as welded th weld sides

Use any suitable type of gasket

Figure 3.6-36 Spherically domed and bolted end

O BSI 1997 ~



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STD*BSI BS 5500-ENGL 1997 m LbZqbb9 0804bO1 219 W

BS 5500 : 1M W e 2, November 1999 Section 3

For the purposes of 3.6.6.2 and 3.6.6.3 the following symbols apply AU dimensions exclude corrosion allowances (see 3.1.6).

A is the outside diameter of flange or, where slotted holes extend to outside of flange, the diameter to bottom of slots;

B is the inside diameter of flange; CF is the bolt pitch correction factor (see 3.8.2); f is the nominal design stress for material of

HD is the hydrostatic end force on area inside of spherical crown sectioq

flange (ie. force applied via connection to flange) = 0.785B2p;

HG is the gasket load; H, is the radial component of membrane force

developed in spherical crown section, acting at

HT is the hydrostatic end force due to pressure on edge;

flange face, = H - HD, where H is defined in 3.8.2

h~ is the radial distance from bolt circle to circle on which HD acts; is the radial distance from gasket load reaction to bolt circle = (C - G)E where C and G are as defined in 3.8.2;

crown sedion at edge to centsoid of flange ring crosssection; is the radial distance h m bolt circle to circle on which HT acts;

k, is the axial distance from mid-surface of

P R1

SFA

T Tfo

B1

is the total moment acting upon flange for gasket sealing conditions; is the total moment acting on flange for operating conditions; is the design pressure; is the inside radius of cm- of spherical crown sectioq

is the nominal design stress for flange material at atmospheric pressure from table 2.3-2 to 2.312; -. . ,

is the nominal stsess for flange material at design temperature (operating conditions) from table 2.3-2 to 2,312; is the minimum flange ring thickness; is the flange minimum thickness required for operating condition; is the flange minimum thickness required for bolting-up condition; is the minimum thickness of spherical crown section; is the angle between tangent to domed crown section at its edge and a plane parallel to flange face.

3/46 O BSI 041999



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Section 3 Issue 1, January 1997 BS 5 5 0 : 1997

3.6.6.2 Suwect to internal pressure (concave to pressure) 3.6.6.2.1 Crown section The minimum thickness of the spherical crown section shall be:

@R1 tc = - (3.8) 6f

3.6.6.2.2 Range ring The bolting area required, the bolt loads and the gasket width check shall be calculated in accordance with 3.8. 3.6.6.2.3 Range ring thichxess The minimum thickness, r of the flange ring shall be the greater of Tfo or T ~ A determined as follows, but shall be not less than twice the crown thickness, i.e. T 2 2tc. 3.6.6.2.3.1 N a m w faced gashzted $!unge

a) Operating condition:

where

NOTE. The product Hrhr may be negative if the sense of this moment is opposite to the moments H&,, HGhcand H&. This negative sense is indicated in figure 3.536. The absolute values of p and Mop should be used in the equations for F and JO.

b) Bolting up condition:

(3.10)

3.6.6.2.3.2 FuU faced &nga

where HD, hD, HT, hq HG, h, and h~ are defined in 3.8.4.1 and H, and k, are defined in 3.6.6.1. Bolt loads and areas shall be in accordance with 3.8.4.2. Flange design shall be in accordance with 3.8.4.3. Flange thickness shall be checked so that

T > W ( A - B - 2 d A - B ) where

A and B are defined in 3.6.6.1. d is the diameter of the bolt holes. F is determined from 3.6.6.2.3.1.

3.6.6.3 Subject to external pressure (convex to pressure) The crown section and flange ring shall comply with the following.

a) Cmwn section The minimum thickness of the spherical crown section shall be the greater of:

1) thickness determined in accordance with 3.6.6.2.1; 2) thickness of a spherical shell of radius R1 under external pressure determined in accordance with 3.6.4.

b) Bange ring The thickness of a narrow faced gasketed flange ring shall be determined in accordance with 3.6.6.2.3.1 except that Mop = HD@D - k) + HT(~.T - h> -

NOTE. The gasket should be checked against excessive deformation under the action of the bolt load and the external pressure thrust. The thickness of a full faced flange ring shall be determined in accordance with 3.6.6.2.3.2 except that



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3.6 Vessels under external pressure 3.6.1 General Shells subject to external pressure shall conform to the requirements of 3.6. These requirements apply to stiffened and unstiffened cylinders and cones, spherid components and dished ends. Where other loadings listed in 3.2.1 are present, support shall be provided, if necessary, by increasing the shell thickness or by other means. The thickness of a component subject to external pressure shall not be less than the thickness calculated to the relevant equation of 3.6.1, 3.6.2 or 3.6.3 using a design internal pressure equal to the design external P” The allowable deviation from the shape assumed in design shall be specified on the drawing or in the associated documentation. (See 3.6.2.1 and 3.6.4.) NOTE 1. In cases where the design strength is time dependent, components designed by the procedure s p d e d in this clause should be reviewed to ensure that creep deformation (ld or general) will be acceptable throughout the agreed design lifetime. NOTE 2. For more information on the background to this section see proceedings of 1.Mech.E. Conference, 7 December 1972, on Vessels under Buckling Conditions, and in particular the following Papern.

a) C187l72, Buckling under mternul pressure of cylinders with either torìsphmkd OT laem.ispherical end closure, by G.D. Galletly and R.W. Aylward. b) C190172, Collapse of s t i f f e d cylinders u& extemal pressure, by S.B. Kendrick c) ClQV72, Collapse of domes under external p r e s s u r e , by C.N. Newland.

NOTE 3. The derivation of these rules is given in PD 65503, the explanatory supplement to BS 5500. The rules generally give a safety factor of 1.5 on the lower bound of experimental collapse results. NOTE 4. Some worked examples for the design method are given in annex W. 3.6.1.1 Notation For the purposes of 3.6.2 to 3.6.7 the following major symbols apply. All dimensions are in the corroded condition (see 3.1.1). A is the modified area of stiffener [see equation I (3.6.24)];

I eEw=of shell = (As + eLe); I A, is the cros-sectiona~ area of stiffener;

is the ‘onal area of M e n e r plus

B is a parameter in the intersMener collapse equation [see equation (3.6.2-5)];

b is the width of stiffener in contact with shell; C is a parameter dependent on M e n e r - proportions (see figure 3.6-6); d is the distance to the extremity of a Mener

[see equation (3.6.2-16)]; d is the radial heght of stiffener between flanges,

if any ( s e e figure 3.6-6); E is the modulus of elasticity of material of part

under consideration at design temperature (see table 3.6-3);

is the analysis thickness of shell plate; is the analysis thickness of flange of stiffener section (see figure 3.6-6); is the analysis thickness of web of Mener section (see figure 3.6-6); are the nominal design strengths from tables 2.3-2 to 2.3-12 for shell and stiffener respectively; is a parameter in the inte&iffener collapse equation [see table 3.61 or equation (3.6.23)]; is the int~rnal depth of a dished head, is the second moment of area öf the composite stiffener cross-section and effective length (Le) of shell acting with it about axis parallel to cylinder axis passing through the centroid of the combined section [see equation 3.6.2-12)]; is the second moment of area of stiffener cross-section about axis through centroid parallel to cylinder axiq is a stiffener fabrication factor:

= 1.8 for fabricated or hot formed stiffeners (iie. low residual stress); = 2.0 for cold formed stiffeners @.e. high residual stress);

is the effective unsupported length of shell (see figure 3.61 or table 3.62); is the distance between heavy Meners (see figure 3.61); is the total length of the cone; is the cylinder length between tangent lines (see figure 3.61); is the effective length of shell acting with Mener (see table 3.6-6); are components of Le;

is the distance between light stiffeners (see figure 3.61); is a parameter of the intmstEener collapse equation [ s e e table 3-61 or equation (3.6.22)); is an integer used in stiffener design Calculations; is the node number for the minimum buckling pressure (see figure 3.6-3); is the required external design pressure; is the elastic instability pressure for collapse of spherical shell [ s e e equation (3.6.42)]; is the elastic instability pressure for collapse of cylindrical shell [see equation (3.6.2-8)]; is the elastic instability pressure for collapse of conical section between &enem [see equation (3.6.%2)];

3/48 O BSI 09-1999



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STD-BSI BS 5500-ENGL L997 D lb24bb9 DB04b04 T23 D

Section 3 h e 3, November 1999 BS 5500 : 1997

I

taken b’ be 1.4 for &bon, carbdn manganese I and ferritic alloy steels and 1.1 for austenitic

wf is the outstanding width of flange of stiffener

q’, W;’ are part widths of stiffener in contact with the

steels’4);

I ( s e e figure 3.6-6);

I shell (see figure 3.6-6);

I instability [see equation (3.6.2-13)];

I equation (3.6.2-lo)];

is a parameter in the calculation of elastic

2 is a parameter for strain calculation [see

is the elastic instabiity pressure of stiffened shell [ s e e equation (3.6.2-11) for cylinder and equations (3.6.3-3) or (3.6.3-6) for cone]; is the pressure at which mean circumferential stress in cylindrical shell midway between stiffeners reaches yield point of material [ s e e equation (3.6.2-7)]; is the pressure at which mean circumferential stress in conical section between stiffeners reaches yield point of matehl [see equation (3.6.3-l)]; is the pressure causing circumferential yield of stiffener [see equation (3.6.2-14) for cylinders and equation (3.6.34) for cones]; is the pressure at which membrane stress in spherical shell reaches the yield point of material [see equation (3.6.41)]; is the mean radius of cylindrical, conical or spherical shells or sections, or crown radius of torispherical ends, is the radius of standing flange of stiffener ( s e e figure 3.6-6); is the radius of centroid of ring stiffener cross-section (see figure 3.6-6); is the maximum conical radius for a check on interstiffener collapse (see figure 3.6-8); is the maximum conical radius for a check on overall collapse (see figure 3.68);

Gem is the mean conical radius for a check on interstiffener collapse (see figwe 3.6-8);

Kmean is the mean conical radius for a check on overall collapse (see figure 3.6-8);

r is the mean knuckle radius of torispherical ends,

ri is the inside radius of stiffener (see figure 3.6-6); S is the factor relating f to effective yield point of

materiak for the ~wmoses of 3.6. S shall be

2’

a

ß

A

&

e A

0,

V

Y

is a parameter in the approximate calculation of

is a dimensional parameter [ s e e equatbn @6.%1)]; is a parameter for stiffened cylinders (see figure 3.67); is a parameter used in calculating the required external design pressure (see figure 3.6-4); is the mean elastic circumferential strain at collapse [see figure 3.6-2 or equation (3.6.2-9)]; is the semi-angle to the axis of a conical shell; is a parameter = +1 for internal stiffeners, - 1 for external stiffeners; is the maximum stress in a light stiffener [see equation 3.6.2-15) for cylinders, or equation (3.635) for cones]; is Poisson’s ratio (to be taken as 0.3); is a stiffener parameter [ s e e equation (3.6.2-6)].

Le (S= table 3.6-7);

3.6.1.2 Definitions For the purposes of 3.6.2 to 3.6.7 the following definitions apply. 3.6.1.2.1 heavy stiffener dished head, girth flange, diaphragm or other similar substantial support which resists external collapse

3.6.1.2.2 light stiffener ring, tee, angle or I-section which M e n s a shell to resist extemal collapse

3.6.1.2.3 interstiffener collapse collapse of a section of shell between two stiffening rings, or between a stiffening ring and a shell end 3.6.1.2.4 overall collapse collapse of a section of shell which includes a light or heavy stiffener 3.6.1.2.6 stiffener tipping sideways tmstmg of a stiffener about its point of connection to the shell

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14) It is permitted for carbon, carbon manganese and ferritic alloy stcels to take sf as 1.4Rd1.5 or 1.4ReCr)ll.5 (whichever is the lower) for applications and temperatures where time dependent properties in tables 2.3-2 to 2.3-12 do not govern the values off.

O BSI 09-1999 3/49 ~~ ~~~ ~



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3.6.2 Cylindrical shells NOTE. Annex W illustrates, in examples 1 and 2, calculations for cylinders and light stiffeners subject to ext~mal pressure.

1 3.6.2.1 Cylinder thickness The thickness of unstiffened cylinders, or cylindrical lengths between points of support, shall not be less than that determined by the following procedure. This procedure only applies to cylinders that are circular to within 0.5 % on the radius measured from the true centre. A procedure to calculate the departure h m the mean circle is given in 3.6.8. NOTE 1. For cylinders outside this tolerance, p may be estimated by the procedure given in annex M.

a) Estimate a value for e, not less than that required for internal pressure (see 3.6) and calculate py as follows.

I a = q 1.28 (3.6.2-1)

I N = (Co& aL - cos a L ) ( S i n h a L + S i n a L )

I (see also table 3.6-1) (3.6.22) I L is determined fimm figure 3.81 or table 362

I G = sinhaL+sinaL (3.6.23)

W a(A + be) I B =

(3.6.24)

(3.6.26)

I A(l - V&) = (A + k)(l + B ) ;

I = O when no stiffeners are fitted (3.6.2-6)

(3.6.27)

NOTE 2. It is permissible to use the approximation y = O to simplify the calculation of equation (3.6.2-7) but this may lead to an underestimation of the allowable pressure p . I b) Calculate p , as follows using the same value for e assumed in calculating py

I The value of E is obtained h m table 3.6-3.

(3.6.2-8)

The value of E is obtained directly h m figure 3.6-2 or calculated from:

e = 1

X ?acy: - 1 + c 2

where I ncyl is an integer 2 2 obtained h m figure 3.6-3

so as to minimize the value of h; m a d z = - L (3.6.2-10)

c) Calculate p,,,/py and determine phy from curve a) of figure 3.6-4. d) Calcul* the allowable pressure p . If this value is less than required, the assumed value of e shall be increased or the spacing of the stiffeners, if any, shall be aus ted until the required value of p is obtained

3.6.2.2 Stwening rings for cylindrical shells, general requirements Any stiffening rings assumed to act in the derivation of p shall comply with 3.6.2.2 and 3.6.2.3. NOTE. The size of the light stiffeners'@ (acting at L.& necessary to comply with these requirements will depend significantly upon the use that is made of occasional heavy stiffeners or diaphragms (acting at L,) to control the effective length and overall collapse of the stiffened cylinder. Stiffening rings and other features used as stiffeners shall, where practicable, extend and be completely attached around the circumference; any joints shall be so designed as to develop the full stiffness of the ring (see also 3.10). Stiffening rings arranged with local spaces between the shell and the ring, as shown in fgwe 3.6-5, shall be subject to special consideration, but in no case shall the length of the unsupported shell plate exceed the d u e : (circumference), where ncyl is derived from figwe 3.63. f3tmctural members used as stiffeners, which may be attached internally, externally or partblly internally and externally, are detailed in figure 3.6-6. Rings for supporting trays, etc. in fractioning columns and similar constructions may be used as stiffeners provided it can be demonstrated that they are adequate for the duty and that they conform to 3.6.2.3. Welds attaching stiffening rings to the shell shall be designed in accordance with 3.10. Intermittent welds shall not be used where crevice corrosion may occur.

An approximate fmt estimate of the size of stiffener likely to be required can be obtained by designing each stiffener with a cross-section of 10 % of the cross-section of the shell wall between Meners. A full calculation shall be subsequently &ed out to check design adequacy

3/50 O BSI 09-1999



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M o n 3 Issue 3, November 1999 BS 5500 : 1997

To ensure lateral stability and resistance against 3.6.2.3.1.2 S t i f f i marirnum shws I stiffener tripping, Meners shall conform to the a) Calculate pys wing: following.

I a) The proportions of stiffeners (other than flat bar stiffeners) shall be such that: (3.6.2-14) I

A

1) C > sf@/Eb; 2) for Meners flanged at the edge remote from the vessel shelk

either d/e, I 1.1 a, or dfh I 0.67 d-; also either W& I 0.5 m, or wp'ef 5 0.32 d-.

b) For flat bar Meners:

p * , where o, is obtained from table 3.6-4

or table 365, depending on whether the stiffener is internal or external, using the value of ncyl from figure 3.6-3.

hfs

3.6.2.3 Stwener design To resist overall collapse, the design of each stiffener shall be checked using the relevant puadum 3.63.3.11 to 3.6.2.3.2.2. 3.6.2.3.1 Light s t i # k n e ~ ~ NOTE. It is permissible to use the simplifications #3 = O and n = 2 in 3.6.2.3.1 but this will lead to a conservative design.

3.6.2.3.1.1 Design against elastic instabditg a) Calculate pn for values of n = 2,3,4,5 and 6 using:

(3.6.2-11)

where P is obtained from figure 3.&7 and

I, = - + Is +A[& + A ( . - - m2 (3.6.2-12) $Le 3

and X, = {g L, + &[e2 + L(R - R31}kc (3.6.2-13)

Le is obtained from table 3.66 for values of L&7r'R 5 0.1. For

- > 0.1, (and approximately for 0.07 5 - 5 0.1) 2rcR 2- LS L,

I

where a =- L S 27rR

and x is the value of LJLS in table 3.6-6 at a = 0.1, and 2' is the value fi-om table 367. NOTE 1. It is always safe to use the approximation L, = Z R to determine L,. L, is obtained from table 3.62. NOTE 2. Enquiry Case 5500/116 provides a calculation approach as an dternative to table 3 . M to obtain values for L,. b) Check that n = 2,3,4,5 and 6, p , 2 kp. If not, increase cylinder thickness or stiffening.

NOTE. It is permissible to use the simplification A = O in equation (3.6.2-14) but this will result in a larger stiffener section.

b) Calculate os for n = 2 to n = 6 with the relevant value of P, for each n, using: I

0, = QSfs - '' (n2 - 1N*w5b} (3.6.2-15) 1 PYS +x{ p n - b

whm = max ([A@ - I+) - X, + &];X,) (3.6.216) I c) Check that for n = 2, 3,4, 5 and 6, sfs 2 o, > O. If not increase cylinder thickness or stiffening. I

3.6.2.3.2 Heavy stiflèners I 3.6.2.3.2.1 Design against elastic instability I

a) Calculate p n using equation (3.6.2-11), taklng the firsttermaszen>andn=2.Intheuseoftable3.66 to determine the value of Le for heavy Menem, L, shall be used instead of &. Where stiffeners are spaced unequal distances apart, Le shall be taken as the average of two values of Le, calculated using the lengths of bays on either side of the stiffener under consideration. b) Check that pn 2 kp. If not, increase cylinder thickness or stiffening.

3.6.2.3.2.2 StiJkwr marimum stress I a) CalcLI" pys using equation (3.6.2-14). l b) Calculate os for n = 2 using equation (3.6.2-15). I c) Check that gS 2 0, > O. If not, increase cylinder thickness or stiffening.

3.6.3 Conical shells I The procedures specified in 3.6.3.1 to 3.6.3.3 shall be used to determine the thickness of conical shells where the semi-angle at the apex 8 5 75" and to check the dimensions of any associated stiffeners.

3.6.3.1 Conical thickness I The thickness of unstjffened cones, or conical lengths between points of stiffener support (see figure 3.-), shall not be less than that determined by the following procedure.

a) Assume a value for e and calculate pyc as follows: I (3.6.31) I

NOTE 1. This equation is the same as equation (3.6.2-7), substituting (e cos 0) for e, R,,,= for R and taking y = O. I

sfe cos 8 Pyc = &ax



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BS 5500 : 1997 W e 2, November 1999 M o n 3

b) Cdculak hc as follows: E a cos3 8

Pmc = n (3.6.3-2) %em

E is determined íì-om Sgure 3.62 using ( w e m COS B) in place of (UR) and (%ea cos @e) in place of

NOTE 2. This equation is the same as equation (3.6.2-8), substituting (e cos B) for e, (R,,,- cos2 9 for R, (e r o s 4 6') for E and (L cos 8) for L. c ) Calculate hJpyc and determine p / b C from curve a) of figure 3.6-4.

(uve>.

d) Calculate the allowable pressure p. If this value is less than required, the assumed value e shall be increased or the spacing of the &eners (if any) shallbeadjusteduntiltherequiredvalueofpis obtained.

I 3.6.3.2 Stwener &sìgn for conical shells The requirements for stiffening ring proporlions to resist stiffener tripping, given for cylinders in 3.6.2.2 shall apply without modifidon.

3.6.3.2.1 Constant conical SM tkGcW, s t i f l w size and spacing (see Sgure 3.6-8b) The alternative methods of assessment for stiffened cylinders in 3.6.2.3.1 or 3.6.2.3.2 shall apply except that P,,, pys and as shall be determined h m the following equations (3.6.3-3)' (3.6.34) and (3.6.3-5) respectively.

I where

ß is determined &m figure 3.67 taking

r, is the second moment of area of composite crosssedion including stiffener and effective length (L,) of shell acting with it (see

I For the purposes of evaluating c, the effective length

figure 3.6-6e).

I of each bay on either side of the stiffener under consideration shall be taken as onehalf of Le as

I derived from table 3.6-6 takirg

I ofmand ez 2* cos e in place of - 27r R' where R, is

I

the cone mean radius measured in the plane of stiffener under consideration. The value of Le shall then be obtained by taking the appropria& value of L$Ls from table 3.6-6 and multiplying it by L&os 8.

I Pys = 2 2 7 : %) [l + be A + 'O6 2Ndd e ] (3.6.34)

I where a' = 1.28 E I

l NOTE. It is permissible to use the simplification A = O in equation (3.6.3-4) but this will result in a larger stiffener section.

where a' = X, + @ (see figure 3.6-6e).

3.6.3.2.2 Varying conical sheU thichmss, stvfm size or spacing (see figure 3.Mc) The minimum shell thickness for any length between planes of substantial support shall be determined using 3.6.3.1. It is permissible to use the alternative methods of assessment for stiffened cylinders in 3.6.2.3.1 or 3.6.2.3.2 with equationS(3.6.3-3), (3.6.3-4) and (3.6.3.5) with any of the following.

a) Where the stiffener pitch and size is constant, use the minimum thickness anywhere along the length of the section under consideration (ie. el in figure 3.64~) in cala P,, and f i s , take as defined in c). b) Consider each stiffener separately using the appropriate minimum shell thickness and R,,,= for the two half bays on either side of the M e n e r and ß = O (i.e. ignoring the first term in equation (3.6.3-3) in the calculation of P,,).

c ) Consider each stiffener separately using the appropriate minimum shell thickness and &,= for the two half bays on either side of the Mener.

Where n > 2, calculate pn as in b) i.e. with ß =O, and where n = 2, calculate pn fi-om the following equation:

E ~ ~ c O S ~ ~ + ~ C O S ~ ( ~ ~ - 1) x Pn =

&em LC

where I e is the m-um thickness in total cone length; I ß is determined from iïgure 3.67 taking

(L&em cos 13) in place of (L@); R . is the cone mean radius in plane of stiffener ' under consideration at axial distance Xi from

N is the number of bays between light stiffeners in

ci is the combined second moment of area of

-

small end of the cone;

length L,;

stiffener and shell at axial distance Xi from the small end of the cone using Le as determined in 3.6.2.3.2 and taking values for e separately for each bay



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I 3.6.3.3 Condc~hder ìntersections The junction of a cylinder to cone intemedion subject to external pressure shall be checked to the requirements of 3.6.3.3.1 to 3.6.3.3.3. If a torispherical knuckle is used at this junction, the same requirements shall be checked takmg the l e m of the cone and cylinder as measured from their projected intersection (see NOTE 1 to 3.6.3.4). 3.6.3.3.1 planes of substantial support The intersection belmeen a cone and a cylinder (at both large and small ends) shall be considered a plane of substantial support if:

a) 2 30"; and b) ncyl [the node numbex for the minimum b u c m pressure obtained from figure 3.6-3, or when light stiffeners are present by applying equation (3.6.211)] does not equal 2 for either cone or cylinder.

If all of the above conditions are met, the distance L between planes of substantial support, shall be considered to extend up to the intemedion of the cone and cylinder and it follows that the cone and cylinder are treated separately. If any of the above conditions are met, the distance L between planes of substantial support, shall be the sum of the effective unsupported length@) of the cylinder(s) plus the axial length of the cone (see figure 3.61b). The thickness of the cone and the small cylinder shall be not less than the small end cylinder thickness required by 3.6.2.1. If there are light Mener s they shall be applied to the cone and small cylinder as well as to the large cylinder, at the pitch and size determined in 3.6.3.2.

I 3.6.3.3.2 Reinforcement of hrge end intersection It is not necessary to provide additional thickening or local stiffening at this intersection, for external pressure considerations.

I 3.6.3.3.3 Reinforcemat of sr na^ end intersection Reinforcement in the form of additional thickening and/or local stiffening shall be provided, if necessary, to keep the maximum local hoop stress at the small end of the cone w i t h acceptable limits, as follows. The maximum hoop stsess, oz, shall be cal- according to the following equation:

(3.6.37)

The maximum hoop stress, q , at the junction without reinforcement, shall be calculated using thickness e. NOTE. No simple equation is available for the calculation of the local hoop stress at the junction and a stress analysis technique is required.

I If 01 5 02 then no reinforcement is required.

If 01 > 02, then reinforcement shall be provided by one of the following methods:

a) inWuce additional material such as a ring stiffener, or a transition piece, such that q , when recalculated, is less than or equal to 02; or b) recalculate with an increased thickness for a I design pressure of , applied to both cone and I small cylinder. I

3.6.4 Spherical shells The thickness of a speherical shell shall be not less than that given by the following procedure.

a) Assume a value for e and calculate pyss as follows:

%fe Pyss ="- (3.6.41)

b) Calculate pe as follows (using the same value for e assumed in calculating l)yss).

1.2lEe2 P e = 7 (3.6.42)

c) Calculate p,JpFS and determine p/pyss from curve b) of figure 3.64. d) Calculate the allowable pressure p . If this value is less than required, the assumed value of e shall be increased until the required value of p is obtained.

The design curve in figure 3.64 applies only to spheres thataresphericaltowi~l%ontheradiusandin which the radius of curvature, measured over an arc length of 2.44=, does not exceed the nominal value by more than 30 %. NOTE. Enquiry Case 5500/33 gives guidance on verification of shape of vessels subject to external pressure. For applications in which this criterion for applicability cannot be met, possibly due to diffculties of manufacture and measurement, it is permissible to divide the pressure obtained from the above procedure by the factor (&,ax/l.3R)2 where Rmax is the maximum local radius of curvature either measured or estimated conservatively

3.6.6 Hemispherical ends I Hemispherical ends shall be designed as for spherical shells. 3.6.6 Torispherical ends I Torisphericd ends shall be designed as spherical shells of mean radius R equal to the external dishmg or crown radius. The shape limitations in 3.6.2 shall

3.6.7 Ellipsoidal ends I Ends to true semi-ellipsoidal form shall be designed as spherical shells of mean radius R equal to the maximum radius of the crown, i.e. @/&. The shape limitations in 3.6.2 shall apply.

apply. I



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STDmBSI BS 5500-ENGt L777 W Lb24bb9 0804527 b4T

BSSMW): 1997 hue 3, November 1999 Section 3

3.6.8 Procedure by which the departure from the mean circle may be obtained (see 3.6.2) Where di€ficdty is experienced in determining the departure from the mean circle by more direct methods, use of the following procedure is permitted. Radii are measured at 24 equally spaced intervals around the circumference. This can be done either by swinging an arm int~rnally or by external measurements with the cylinder mounted in a M e . It is necessary to rotate the i n t e d arm or cylinder about an axis near to the hue centse of circularity of the section under consideraton16). The radial measurements need to be corrected for the mean and for the error in positioning the cenlre. This is done by Snding the coefficients bo, al and bl in the Fourier series expansion:

Z $ = b o + ~ l s h ~ + b l c o S ~ + m

I + & @ V + b , ~ W ) @@W n=2

where & are the radial measurements from the assumed centre at location r.

For 24 equally spaced measurements: r = O, 1, 2, ... 23

and: = 1 5 O , the increment angle of the measurements,

"

(3.6.82)

(3.6.83)

r 0.8 1.0 1.2 1.4

' I

' I

6 ' ' ' ' I

1.6 1.8 1.0 1.2 1.4 1.6 1.8 3.0

G

1.000 1.OOO 1.OOO 0.999 0.996 0.990 0.979 0.961 0.935 0.899 0.852 O. 795 0.728 0.653 0.573 0.492

"

The departme from the mean circle at any point r is E, where:

= R , - bo - al sinqo - bl COST (3.6.85)

...

I I Table 3.6-1 Values for G and N N

O o. 100 0.200 0.300 0.400 0.497 0.593 0.685 0.772 0.851 0.921 0.979 1.025 1.058 1.078 1.088

aL

3.2 3.4 3.6 3.8 4.0 4.2 4.4 4.6 4.7 (4.73) 4.8 5.0 5.2 5.4 5.5 > 5.5

G

0.411 0.335 0.264 0.200

I 0.144 0.095 o. o54 0.019 0.004 0.o00 0.o00 0.o00 0.000 0.o00 O. o00 0.o00

N

1.090 1.085 1.077 1.066 1.054 1.042 1.032 1.023 1.019 1.018 1.015 1.009 1.005 1.001 1.OOO 1.0o0

See also Enquiry Case 550003.

3/54 O BSI O41999



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1

Table 3.6-2 Definitions of cylinder lengths 7”

t - 1

-

-

”

- NOTE 1. Where alternative cylinder lengths are given, the greatest value shall be used in the relevant calculations.

~~~

Cylinder witb li& stiffeners ~~

For each bay sep-, see 3.6.2.1; Cylinder with light and heavy stiffeners

For each hght stiffener separately, see 3.6.2.1; L = (L; - W;‘) + 0.4‘; or L = L” - W! - W”; or S 2 2 L =L;;‘ -W$

For each light stiffener separately, see 3.6.2.3.1.1; L, = (Li + O.%’ + Ls’)L!; or L, = (L; + L p 2

For the purpose of evaluating B, see 3.6.2.3.2.1; L, = L; + O.&’; or L, = L;

For each heavy stiffener separately, see 3.6.2.3.2.1;

L, = (L;+ O.&’ + L i@; or L, = (L; + L p 2

L = (L.. - Wï) + O.&’; or - wi - W;

For each light stiffener separately, see 3.6.2.3.1.1; L, = (L: + O.&’ + Lip; or L, = (L$’ + L p 2

L, = Lcyl + O.*’ + O.&” For the purpose of evaluating B, see 3.6.2.3.1.1;

NOTE 2. Dimensions h’, L; L;, etc. are indicated in figure 3.6-1 and Wï, W& W;, W S are indicated in figure 3.6431.

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Table 3.63 E values for ferritic and austenitic steels (Young’s modulus) -

Ferritic materials N/ItUn2

210 x 103 209 x 103 202 x 103 199 x 103 191 x 103 181 x 103 174 X 103 162 X 1@

Temperature “C

O 20

150 200 300 400 500 600 700 800

Austenitic materials N/rNll2

203 X 1@ 200 x 103

185 x 103

168 x 103

193 X 103

176 X 103

159 X 103 151 X 103 142 X 1@

134 x 103



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l’able 3.6-4 Values of (aJE) for internal flat bar stiffeners - a

- 2 3 4 5 6 7 8 9

LO 11 L2 L3 L4 L5 L6 L7 L8 19 10 VOTE due.

-

#R 0.01

0.0119 0.0239 0.0395 0.0577 0.0778 0.0981 o. 119 O. 139 o. 158 0.176 O. 193 0.209 0.224 0.237 0.249 0.260 0.270 0.279 0.287 1.

0.02

0.0236 0.0461 0.0734 O. 103 O. 132 o. 160 o. 186 0.210 0.231 0.249 0.266 0.280 0.293 0.304 0.314 0.324 0.332 0.339 0.346

0.04

0.0466 0.0865 O. 130 0.171 0.208 0.240 0.268 0.290 0.310 0.328 0.343 0.356 0.368 0.379 0.389 0.399 0.409 0.418 0.427

0.06

0.0691 O. 123 O. 176 0.223 0.262 0.294 0.322 0.345 0.365 0.383 0.400 0.416 0.431 0.446 0.461 0.476 0.493 0.507 0.522

0.08

0.0913 O. 156 0.216 0.266 0.306 0.340 0.369 0.394 0.417 0.440 0.461 0.483 0.502 0.527 0.551 0.575 0.599 0.623 0.652

0.10

O. 114 O. 187 0.252 0.304 0.347 0.382 0.415 0.445 0.474 0.502 0.531 0.560 0.594 0.628 0.662 0.696 O. 734 0.773 0.816

IS limited to a maximum value of 1.14, values

0.12

o. 135 0.217 0.286 0.341 0.387 0.427 0.465 0.502 0.536 0.575 0.614 0.657 O. 700 O. 749 0.797 0.850 0.903 0.961 1.019

0.14 - -

- the expression should

O. 157 0.247 0.319 0.378 0.428 0.474 0.517 0.565 0.614 0.662 0.715 0.768 0.831 0.894 0.961 1.034 1.106

0.16

o. 180 0.276 0.353 0.416 0.472 0.527 0.580 0.638 0.696 0.758 0.831 0.903 0.981 1.068

lot be

0.18

0.202 0.305 0.386 0.456 0.517 0.580 0.647 O. 720 O. 792 O. 874 0.966 1.058

extrapolated 1

0.20

0.225 0.334 0.42 1 0.498 0.570 0.643 0.725 0.812 0.903 1.010 1.121

that

V O T E 2. For intermediate values of dlR, use logarithmic interpolation.

3XAMPLE For n = 2, the value of (uJE) is required for #R = 0.05. hen: . . . -. ..

(uJE) = antilog {log(O.O466) + [log(0.0691) - log(O.O466)] 1:::; I = 0.0567

3/56 O BSI 09-1999 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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STD*BSI BS 5500-ENGL L777 II lb2qbb9 0804530 L3q a Section 3 h e 3, November 1999 BS MOO : 1997

o ò



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BS 6600 : 1997 Issue 3, November 1999 M o n 3

I I I

I I I I I I I I I I I I I

I I I I I

I I I I I I I

I I I

I I I I I I

I

I

I I

I I I I I I

I I I I I I I

l

Table 3.6-6 Derivation of L, Table 3.6-6 Derivation of Le (continued)

2 10-4 e2 m = 10-6

L&, A 21dl

O 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09 o. 1

T &. n 2m 2

O 1.0980 0.01 1.0823 0.02 1.0663 0.03 1.0504 0.04 0.9907 0.05 0.8976 0.06 0.7921 0.07 0.6866 0.08 0.6111 0.09 0.5355 o. 1 0.4600

e2 = 10-5

n 2

1.0980 1,0663 0.8276 0.5252 0.3740 0.2960 0.2661 0.2362 0.2063 O. 1763 o. 1464

3

1.0980 1.0823 1.0504 1.0027 0.9231 0.8276 0.7298 0.6321 0.5630 0.4940 0.4249

4

1.0980 1.0663 1.0265 0.9549 0.8515 0.7512 0.6609 0.5707 0.5088 0.4470 0.3852

6

1.0980 1.0663 0.9947 0.9019 O. 7838 0.6716 0.5871 0.5025 0.4480 0.3935 0.3390

6

1.0980 1.0504 0.9629 0.8435 0.7082 0.5952 0.5143 0.4343 0.3877 0.3410 0.2944

3

1.0980 1.0504 0.8196 0.5199 0.3700 0.2928 0.2632 0.2336 0.2040 O. 1744 o. 1448

4

1.0980 l. 0504 0.8037 0.5146 0.3661 0.2897 0.2604 0.2311 0.2018 O. 1725 o. 1432

6

1.0980 L W 0.7878 0.5040 0.3621 0.2865 0.2575 0.2285 0.1996 O. 1706 0.1416

6

1.0980 1.0345 0.7719 0.4934 0.3541 0.2801 0.2521 0.2241 O. 1961 0.1681 O. 1401

ez = 10-7

W B

4s 2rrR

O 0.01 0.02 0.03 0.04 0.05 0.06 D.07 D.08 D . 0 9 3.1

1 T T n 2

1.0980 0.9072 0.4297 0.2759 0.2207 0.1655 O. 14% O. 1324 O. 1159 0.0993 0.0828

n 2

1.0980 1.0823 1.0345 0.9019 O. 7242 0.5602 0.4483 0.3752 0.3263 0.2920 0.2578

3

1.0980 0.9072 0.4297 0.2759 0.2207 o. 1655 O. 1487 0.1318 0.1149 0.0980 0.0812

4

1.0980 0.8913 0.4218 0.2759 0.2207 O. 1655 O. 1487 0.1318 O. 1149 O. O980 0.0812

6 6 3

1.0980 1.0823 1.0186 0.8807 0.7003 0.5411 0.4350 0.3661 0.3163 0.2847 0.2531

4

1.0980 1.0663 0.9947 0.8541 0.6724 0.5220 0.4218 0.3547 0.3084 0.2775 0.2467

6

1.0980 1.0504 0.9311 0.7639 0.5929 0.4647 0.3793 0.3206 0.2805 0.2525 0.2244

6

1.0980 1.0663 0.9629 0.8117 0.6326 0.4934 0.4005 0.3388 0.2964 0.2660 0.2355

O 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09 o. 1

1.0980 0.8913 0.4218 0.2759 0.2191 O. 1623 o. 1461 o. 1299 o. 1136 0.0974 0.0812

1.0980 0.8913 0.4218 0.2759 0.2191 O. 1623 O. 1461 o. 1299 O. 1136 0.0974 0.0812

NOTE 1. For intermediate values of m use logarithmic

interpolation for constant values of n.

NOTE 2. For intemediate values of & use linear interpolation.

e¿

Table 3.6-7 Values of 6 I e2

I 6 6 4 3 m 2 I n

2

I 0.087 0.089 0.090 0.090 0.091 lov6 I 0.140 0.147 0.154 0.157 0.159 lov5 I 0.180 0.207 0.235 0.257 0.273

0.051 0.051 0.051 0.051 I 0.051

3/58 O BSI 09-1999 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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""""_. in

NOTE for cone/cylinder intersechs see 3.6.3.3 b)Cylinderwithheadandcone

""""_

I

hi c) CyUnder with light Meners

""""_

a) Q h d e r with light and hemy Menem . .

Figure 3.6-1 Effective lengths of cylinder

O BSI 09-1999 359 ~~ ~~



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~~

STD-BSI BS 5500-ENGL L997 I Lb24bb7 0804533 9q3 m :


Figure 3.6-2 Values of E

D BSI 09-1999

. .i



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STD-BSI BS 5500-ENGL L997 LbZ'Ibb9 OAU'I535 71b W


3/62 O BSI 09-1999



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STD-BSI ES 5500-ENGL 2777 Lb24bb7 0804537 597 m


a- r

I / -Stiffener

Unsupported Length not to exceed value specified in 3.6.2.2

Figure 3.6-6 Stiffening ring with unsupported section

a) External stiffener with symmetrical flanges at both ends b) External stiffener with symmetrical flange at one end of web. of web.

Figure 3.6-6 Stiffening ring details

3/64 0 BSI 091999



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I For stiffeners a), b) and d)

de; +se& C = q[6d'ew + 12ept(2d + er)]

For stiffener c)

CG,: centroid of stiffener

CG,: centroid of stiffener plus effective length of shell - Le

For unequal spacing of stiffeners, L, shall be taken as the average value using table 3.61 for the two adjacent bays.

I t I

Centroid composil

o f 'e section

e) Structural members

where

Af is the area of flange; A,,, is the area of web; If is the second moment of area of flange about its own centroid I,,, is the second moment of area of web about its own centroid.

Figure 3.6-6 Stiffening ring details (continued)



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BS 6500 : 1997 h e 2, November 1999 M o n 3

"

"

L , or L,

Axes of elastic centre of effective

2- "-

h

L

NOTE. A, of one flange M be taken as the shaded area minus e(ew + Le). Combined A, and I , of both flanges shall be taken when evaluating their adequacy as stiffeners, in accordance with 3.6.3.2. f) Bolted flanges

g) Stiffening ring with drainhole (mousehole)

NOTE. Remaining notation as a).

i) Asymmetric flange ¡i) Symmetric flange

Figure 3.6-6 Stiffening ring details (continued)



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I I

""- "-"

I

I I

Figure 3.6-6 Stiffening ring details (continued) I h) Stiffener with flange attached to cylinder

O BSI 09-1999 367 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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STD.BS1 BS 5500-ENGL 1997 W lt2qbb9 l ' I B O q 5 t l l TIT - . .~ .


ß =

F'igure 3.6-7 Values of B

1

{n2 - 1 + 0.5(27}{nz($7 + l)a

3/68 0 BSI 09-1999 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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STDoBSI BS 550U-ENGL L997 m Lb24bb9 0804542 95b m

section 3 lssue 2, November 1999 BS 5500 : 1997

b See 3.6.3.3

A I I

a) Unstiffened lengths (see 3.6.3.1)

Figure 3.6-8 Conical sections: typical stiffeners

o BI 09-1999 3/69 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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I /

E 4

see

Íi 4

b) Stiffened conical shells (see 3.6.3.2.1)

Figure 3.6-8 Conical sections: typical stiffeners (continued)

W70 O BSI O41999 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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c) Stiffened conical shells with varying thickness and stiffener pitch (see 3.6.3.2.2)

Figure 3.6-8 Conical sections: typical stiffeners (continued)

O BSI 09-1999 3/71



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I Suggested working form " -

Cylindrical shell external pressure Simplified hand calculation. Method A for light stiffeners to 3.6.2

shell check Material: Young's modulus E= Design stress f = Stress factor S=

c " ""- ""

T T (1.4 for femtic steels 1.1 for austentic steels) Mean radius R = Corroded thickness Poisson's ratio v = 0.3 1 e = .

" " - .

With no stiffeners (figure 3.61) For stiffeners (figure 3.62) Unsupported shell length L = A = (= cl for internal stiffeners or = -1 for external

stiffeners) maximum distance between stiffeners L, =

Allowable external pressure Assuming y = O and L =L, Required f = Corroded assumed thickness e= m = W e = From figure 3.6-2 E =

PY = sfe/R =

Pm = E d R = p/pY(from &we 3.6-4) =

~~

Stiffener check Material:

fs = k = 3/12R2 = L&RR = a = 1.2W@ = a L =

Stiffener centroid

N = from table 3.61

l.fL&rcR 50.1 withn=2 1 I l

from table 3.6-6 LJL, - > i - Hence L, = L b: 4

If L&nR > 0.1 withn=2 from table 3.6-7 2' = NOTE. Use logarithmic interpolation, see annex W.1.3.

L, = Z'R Radius (see figure 3.M) Flange radius (see figure 3.6-6) Rf 2nd moment of area

I Modified area = R2A& A Ac=As +de - - X, = (O.&& + AS[0.5e + I(R - Ra]) 14 - - 'c = 2LJ3 + I , + AJO.% + L(R - - A& - -

% s = p j p [ l + b e + 3, = 3EIJ$Ls NOTE. p, to be > k-p 1 = greater of I(R - Rf) - X, + ef2 and X,

= I ;heck stiffener proportions comply with 3.6.2.2. Upn Icp or o, > sfs see 3.6.2.3.1.1 late Calculation by Checked by

3/72 O BSI 09-1999



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3.7 Supports, attachments and internal structures 3.7.1 General Supports, attachments and internal structures shall be designed to withstand all loadings likely to be imposed in service due to pressure, weight of vessel and contents, machinery and piping loads, wind, earthquake, etc. NOTE. Deformations likely to occw under such loads and rapid changes in temperatwe can give rise to sigr&icant stresses in supports and attachments and will require particular consideration. For vessels designed to withstand external pressure, the support arrangements should distribute loadings as evenly as practicable and should avoid points of high load concentmtion. The effects on the shell of a pressure vessel of local forces and moments which may come from typical attachments and supports are covered in some detail in annex G. Criteria for the assessment of the stresses caused are given in that annex and more generally in annex A. It is permissible to weld or stud bolt supports, etc. to the shell of a pressure vessel. Weld design shall comply with 3.10. In the design of stud COMCW~OIE, particular attention shall be given to fatigue loading and to the specification of attachment methods which will consistently meet the design du@ Where sgnificant tensile stresses are likely to be developed through the thickness of a shell plate as a result of a local attachment, suitable tests shall be specified by the manufacturer at the design stage (to be carried out as in 4.2.2.6) to check that the shell material is locally suitable for such loads. The materials for attachments co~ec ted direct to the shell comply with 2.1. The welding of all attachments shall be carried out by welders and procedures approved in accordance with section 5. 3.7.2 Supports 3.7.2.1 Design The design of supports shall enable inspection and maintenance to be carried out during the life of the vessel. Care shall be taken that the temperature &radlents in external structures immediately a x e n t to the shell do not produce stresses in excess of those laid down as permissible. If nece-, lagging shall be applied to limit the temperature gradient to a value producing acceptable stresses. Loads arising from differential thermal expansion of the shell and the supporting structure in general shall not produce stresses in either in excess of those permitted by the appropriate specification. NOTE. External stays or internal framing which support internal parts may be used to provide a stiffening effect on the shell where external supports are attached. Steel supporting structures that do not form part of the vessel should comply with BS 449 or BS 5950. When such supports are to be constructed in reinforced concrete, BS 8110 should be consulted. In cases where the design strength is time dependent, components designed in accordance with this clause should be reviewed to ensure that creep deformation (local or general) will be acceptable throughout the agreed design lifetime.

3.7.2.2 Vertical vessels 3.7.2.2.1 Bmcket support Where vertical vessels are supported on lugs or brackets attached to the shell, the supporting members under the bearing attachments shall be as close to the shell as clearance for insulation will permit. NOTE. The choice between a number of brackets and a ring m e r will depend upon the condition for each individual vessel. 3.7.2.2.2 Column support Vertical vessels supported on a number of posts or columns shall, if nec-, be provided with baclang or stiffening by means of a ring girder, internal partitions or similar devices in order to resist the forces tending to buckle the vessel wall. 3.7.2.2.3 slcirt support Skirt supports (for typical details see annex G) shall be notlessthan6mmthickOpeningsshallbemadein the side of the skirt to pennit inspection of the bottom of the vessel, if it is not readily visible through the supporting framework. All such openings shall be reinforced if nec-. Where the product of skirt diameter (in millimetres), thickness (in millimetres), and temperature at the top of the skirt above ambient (in "C) exceeds 1.6 X lo7 ( i mm2."C), account shall be taken of the discontinuity stresses in both skirt and vessel induced by the temperature gradient in the upper section of the skirt

by the methods of references (1) and (2)18) and assessed by the NOTE. It is recommended that these stresses should be calculated

criteria of annex A. 3.7.2.3 Horizontal vessels Where practicable, only two supports shall be provided for horizontal vessels. NOTE. Horizontal vessels may be supported by means of saddles, equivalent leg supports or ring supports (see annex G). For thin-walled vessels where excessive distortion due to the weght of the vessel may be expected, ring supports as shown in figure G.52 are recommended. Vessels designed to withstand external pressure should be supported close to the ends or alternatively at stiffeners. Horizontal cylindrical vessels that are provided with vertical external tower-like extensions shall, where necessary, have the extensions supported independently of the vessel with suitable provision to ensure that loads imposed on the vessel due to thermal expansion or contraction are acceptable. 3.7.2.4 Internal structures 3.7.2.4.1 As far as practicable, i n t e d structures and fittings shall be arranged to avoid imposing local concentrated loads on the walls of the vessel, consideration being given to the necessity for a corrosion allowance and avoidance of crevices where corrosion may start. 3.7.2.4.2 Where possible, local loads from interd structures, or from vessel contents, shall be carried by means of appropriate stiffeners and/or spacers, directly to the vessel supports and thus to the foundations without stressing the vessel walls or ends.

(1) Weil, N.A. and Murphy J.J. Design and analysis of welded pressure vessel supports. %m. ASME J. .%g. for Z n d . 1960, February: 1. (2) Bergman, D.J. Temperature gradients for skirt supports of hot vessels. %m. MME J. Eng. for Ind. 1963, May: 219.

O BSI 09-1999 3/73 _ _ _ _ ~ ~ ~ ~~~~ ~



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BSsM)o: 1997 Issue 2, January 1999 Section 3

3.8 Bolted flanged connections 3.8.1 General NOTE 1. Working forms. Suggested working forms with sketches covering the following types of flanges are provided at the end of 3.8.4. The sketches show the loads and dimensions as defined in 3.8.2.

1) Narrow-face flange design: smooth bore; 2) Narrow-face flange design: stepped bore; 3) Narrow-face flange design: s l i p n hubbed type; 4) @type joint loose flange with hub; 5) @type joint: loose flange without hub; 6) Narrow-face flange design: smooth bore (extemal pressure case); 7) Narrow-face flange design: stepped bore (external pressure case); 8) Narrow-face flange design: slipon hubbed type (external pressure case); 9) Reverse nmw-face flange design: flange diameter = shell outside diameter; 10) Reverse narrow-face flange design: slip-in type; 11) Reverse narrow-face flange design: flange diameter = shell outside diameter (external pressure case); 12) Reverse narrow-face flange design: slip-in type (external pressure case); 13) Full-face flange design with soft ring type gasket; 14) Reverse full-face flange design to 3.8.7.2; 15) Reverse full-face flange design to 3.8.7.3; 16) Full-face flange design with metal to metal contact

Circular bolted flanged connections used in the construction of vessels to this specification shall either:

a) comply with an appropriate British Standard for pipework flanges (e.g. BS 1560, BS 4504 or ES EN 1092), and be of appropriate rating; or b) comply with the requirements for bolted flanged connections specified in 3.8.

I NOTE 2. For the application of flanges coupling to ANSI B16.5, see Enquiry Case 5500/58. NOTE 3. The recommendations for the surface finish of the gasket contact surface given in the note to 3.8.1.6 apply to all body tlanges and flanges fitted with covers, whether standard or special.

Where a standard pipework flange mates with a piping flange the surface finish shall be the Same as that specified for the mating pipework flange. NOTE 4. A flange is attached to and supported by a nozzle neck, pipe, or vessel wall, which will be referred to as the shell.

NOTE 5. The design rules have been derived from considerations of strength. Where operation for long periods of time at high temperature is required, without the need for bolt retightening, special consideration may be needed in the design, taking into account the possibility of reduction in gasket load due to creep of the bolts and the flanges. In the design of large diameter flanges special consideration should be given to the choice of gasket, size and pitch of bolts and sequence of bolt tightening when closing the joint Where operation requires a specific degree of leak-tightness, this should be identified by the purchaser. Although rules for leaktightness cannot be given in this standard, the manufacturer and gasket supplier need to accommodate any relevant requirements of the purchaser. Special consideration should also be given to applications where flanges are subject to significant additional loading.

3.8.1.1 Bolting-up condition The bolting-up condition shall apply when the gasket or joint contact surface i s seated during assembly of the joint at ambient temperature and with the only loading coming from the bolts. NOTE. The minimum bolt loading to achieve a satisfactom joint is a function of the gasket and the effective gasket area to be seated.

3.8.1.2 Operating condition The operating condition shall apply when the hydrostatic end force due to the design pressure tends to part the joint and the bolt load has to maintain sufficient pressure on the gasket to ensure a tight joint NOTE. The minimum bolt load under this condition is a function of design pressure, gasket material and the effective gasket contact area to be kept tight under pressure. More than one operating condition may require consideration. In the case of external pressure there is no minimum bolt load but flange stresses still require consideration.

3.8.1.3 Classmeation For the purposes of 3.8, flange connections shall be classified as follows.

a) Narrcnu-faced jlunges These are flanges where all the face contact area lies inside the circle enclosed by the bolts. Narrow-faced flanges with ring-type gaskets shall comply with 3.8.3 and those with ungasketed sed welded flanges with 3.8.6. b) Fuu-faced&qes These are flanges where the face contact area, either directly or via a gasket or spacer, extends outside the circle enclosing the bolts. Full-faced flanges with soft ring-type gaskets shall comply with 3.8.4 and full-faced flanges with metal to metal contact shall comply with 3.8.8.

These are flanges where the shell is attached at the outer edge, rather than the inner edge, of the flange. Narrow-face reverse flanges with gaskets shall comply with 3.8.6. F'ull-face reverse flanges with soft ring-type gaskets shall comply with 3.8.7.

c> -emv=

O BSI 1998



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3.8.1.4 General requirements for bolting If steel bolts or studs smaller than 12 mm are to be used, the bolting material shall have a design stress at 50 "C as given in table 3.81 of more than 160 Nhnm2. If aluminium bolts or studs are used, special attention shall be given to the risk of fracture through overtightening. NOTE 1. In the case of small diameter bolts it may be necessary to give consideration to the use of torque spanners or other means for preventing the application of excessive load on the bolt NOTE 2. Table 3.8-1 gives recommended bolt stresses for determining the minimum bolt area in 3.8.3.2. The values in table 3.8-1 may be increased by 20 % if controlled bolt tensioning is used. Bolt design stresses may be multiplied by 1.5 for test conditions. These stresses are nominal insofar as they may have to be exceeded in practice to provide against all conditions that tend to produce a leaking joint However there is sufficient margin to provide a satisfactory closure without having to overload or repeatedly tighten the bolts. It is permissible to use higher values than those given in table 3.8-1 in specific cases based on known operating experience or more rigorous analysis, by agreement between the purchaser and the manufacturer (see table 1.51).

Special means are required to ensure that an adequate preload is obtained on tghtening large diameter bolts and this aspect shall be considered when the nominal bolt diameter is greater than 38 mm.

For threaded portions of bolt, root areas for use in the I calculalion of Ab shall be determined as follows: I

a) for metric bolting to BS 3643 the root area is based on the minor diameter d3 as defined in A.3 of BS 3643 : Part 1 : 1981; b) for inch series bolting to BS 1580 the root area is the 'section at minor diameter' as tabulated for unified coasse thread series (LJNC) in column 8 of table 15 and for unified &thread series (8 UN) in column 8 of table 20 of BS 1580 : Parts 1 and 2 : 1962.

NOTE. Table 3.8-2 gives bolt root areas for some commonly used bolt sizes.



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1

E

3 3 VI VI

34'6 O BSI 1997 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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STD*ßSI BS 5500-ENGL L977 lb2Vbb9 0804550 T22 m Section 3 h e 1, January 1997 BS 5500 : 1997

L

Y

S E S E

a

x -

2

U

2



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Table 3.82 Bolt root areas Metric bolting to BS 3643 Nominal size mm

M10 X 1.5 M12 X 1.75 M14 X 2 M16 X 2 M18 X 2.5 M20 x 2.5 M22 X 2.5 M24x3 M27x3 M30 X 3 M 3 3 X 3 M36 X 3 M 3 9 X 3 UNC bolting

T

"

i

to BS 1580

Root area m m 2

52.3 76.25

104.7 144.1 175.1 225.2 281.5 324.3 427.1 544 675.1 820.4 979.7

Nominal size mm

M42 X 3 M45X4 M48X4 M52 X 4 M56 X 4 M64X4 M70 X 4 M72 X 4 M76 X 4 M82 X 4 M90X4 M95 X 4 Ml00 X 4

Root area m m 2

1153 1262 1458 1742 2050 2743 3328 3535 3969 4668 5687 6375 7102

Vominal size

199.4 !% 363.2 1 133.5 H 276.8 x 83.3 v2

m m 2 in m m 2 n Root area Nominal size Root area

1 UN bolting to BS 1680

363.2 478 609 756 919

1097 1290

1% 2 2% 2% 2% 3 I 1503

1729 2226 2787 3419 4103

3.8.1.6 Where flanges are constructed by welding, weld dimensions shall be in accordance with annex E. Flange construction shall be of one of the following forms as applicable:

a) face and back welded flange (see figure E.34a); b) bore and back welded flange (see figure E.34b); c) welded neck flange (or taper hub flange) (see figure E.35a) or parallel hub (long forged weld neck) type; d) weldmg neck flange fabricated from plate (see figure E.35b); e) lapped type (see figure E.35~); NOTE. This form is known as a lapjoint. The bolt load is transmitted indirectly through a loose backing flange to a narrow lap or stub h g e . The loose flange may have a hub. The stub flange incorporates the gasket contact face. It may be attached to the shell by any of the arrangements permitted for other flange constructions, not just that shown in figure E.35~. f) Slip-on hubbed flange (see figure E.%); g) Fillet welded flange (see figure E.36b).

NOTE. For design purposes a distinction is made between the flanges listed in a) to d), in which the bore of the flange coincides with the bore of the shell, and those with a fillet weld at the end of the shell and in which the two bores are different. They are known as smooth bore and stepped bore flanges respectively Any Met radius between flange and hub or shell shall be not less than 0.259, and not less than 5 mm. Hub flanges shall not be made by machining the hub directly from plate material without special approval by the purchaser (see table 1.51). Fillet welds shall not be used for design temperatures above 370 "C. 3.8.1.6 Machining "he bearing surface for the nuts shall be parallel to the flange face to within 1". Any back facing or spot facing to accomplish this shall not reduce the flange thickness nor hub thickness below design values. The diameter of a spot facing shall be not less than the dimension across corners of the nut plus 3 mm. The radius between the back of the flange and the hub or shell shall be rnahtajned. NOTE. The surface finish of the gasket contact face should be in accordance with the gasket manufacturers' recommendations if any, or should be based on experience or should follow the recommendations given in table 3.83. The flatness of the flange faces should also be in accordance with the gasket manufacturer's recommendations or based on experience.



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~

STD=BSI BS 5500-ENGL L997 m Lb24bb9 0804552 8T5 m Section 3 Issue 3, November 1999 BS 5600 : 1997

Table 3.83 Recommended surface finish on gasket contact faces for body flanges and flanges fltted with covers Type of gaskets

Compressed asbestos fibre (CAF) Fibrous substitutes for CAF Polytetrafluoroenylene (PTF'F,) Exfoliated graphite sheet Rubber and reinforced rubber sheet Exfoliated graphite sheet Spiral wound filled with:

CAF (R); or F-llm ( S )

Rubber and reinforced rubber sheet Flat metal .iacketed asbestos filled (R)

Solid flat me& ring (S) Octagonal or oval metal ring (R)

Metallic solid or hollow 'O rings including Willis type rings (Et) Fully trapped rubber 'O' rings of rectangular section ')Ra and R, are defined in BS 1134 : Part 1.

Required surface texture range

grade no.2)

12.5 to 6.3 N10 to N9 50 to 25

6.3 to 3.2 25 to 12.5 N9 to N8

I I

3.2 to 1.6 I N8 to N7 I 12.5 to 6.3 1.6 to 0.8 6.3 to 3.2 N7 to N6

0.8 to 0.4 N6 to N5 3.2 to 1.6

*)Roughness grade no. is extracted from IS0 1302 : 1978.

NOTE. (R) or (S) indicates a preference for the rougher or smoother end of the range respectively

Machining de-

Continuous spiral groove or concentric groove finish

Continuous spiral groove or concentric groove finish

Produced by a variety of tool shapes showing no d a t e tool markings to the eye

3.8.2 Notation b For the purposes of 3.8.3 the following symbols apply All dimensions are in the corroded condition

I (see 3.1.6). NOTE. Further and modified notation is given in subsequent subclauses.

C is the outside diameter of the flange or, where slotted holes extend to outside of flange, the CF diameter to bottom of slots; is the outside diameter of the contact face between loose and stub flanges in a lapjoint; is the actual total cross-sectional area of bolts at the section of least diameter under load, D is the total required crosssectional area of d bolts, taken as the greater of Aml and A d ; is the total crossectional area of bolts required for operating conditions, = wml/sb;

is the total cross-sectional area of bolts required for gasket seating, = W&/&; is the inside diameter of flange; is the inside diameter of the contact face between loose and stub flanges in a lapjoint; is the basic gasket or joint seating width, = N42 with the exception of the ring-joint for which bo = N/€$

is the effective gasket or joint seating width: b = bo when bo < 6.3 mm b = 2.52 when bo > 6.3 nun (this expression is valid only with dimensions expressed in millimetres); is the bolt circle diameter, is the bolt pitch correction factor, - bolt spacing

(2 X bolt outside h e t e r ) + 6t/(m + 0.5) where 'bolt spacing' is the distance between bolt centre lines (if calculated value < 1, CF = 1); is the inside diameter of shell; is a factor, for integral method flange design

-

for loose method flange design



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BS 6500 : 1997 h u e 2, September 1997 Section 3

is a factoq for integral method flange design

F - _. - h,’

for loose method flange design

- - B. ho’

is a factor for integral method flange design (from Sgure 3.8.5); is a factor for loose hubbed flanges (from

is the hub stre.ss correction factor for integral method flange design from figure 3.89 (for values below limit of fígure usef= 1); is the assumed diameter of gasket load reaction. When bo 6.3 mm, G = mean diameter of gasket contact face, when bo > 6.3 mm, G = outside diameter of gasket contact face less 2b; is the diameter of location of load reaction between loose and stub flanges in a lapjoint, normally assumed to be the mean diameter of the contact face between them; is the analysis thickness of hub at small end is the analysis thickness of hub at back of

is the total hydmstatic end force = 0.785@p;

is the hydrostatic end force applied via shell to flange = 0.785B2p;

is the hydrostatic end force due to pressure on flange face = H - HD; is the compression load on gasket to ensure tight joint = 2b X 3.140mp; is the hub length;

figure 3.87);

flange;

= a; is the radial distance h m bolt circle to circle on which HD acts = (C - B - gl>n except for slip-on hubbed and stepped bore flanges for

is the radial distance from gasket load reaction to bolt circle = (C - G)B, is the radial distance from bolt circle to circle on which load reaction acts for the loose flange in a lapjoint = (C - G1)/2; is the radial distance from bolt circle to circle

Whkh hD = (c - m;

O n W h k h ~ ~ a d S = ( 2 C - ~ - G ) / ~ NOTE. For the stub flange in a lap joint C is replaced by G , in the definitions of h,, hG and

K = MB except for reverse flanges where K = B/A; M = M&Cr;v’B (bolting-up condition), or

= MopCF/B (operating condition);

is the total moment acting upon flange for bolting-up condition; is the total moment acting upon flange for operating condition; is the gasket factor given in table 3.84, is the contact width of gasket, as limited by gasket width and flange facing: is the design pressure; is the extend design pressure; is the bolt nominal design stress:at atmospheric temperature given in table 3.81; is the bolt nominal deign sixes at design temperature given in table 3.81; is the design stress of flange material at atmospheric temperatwe given in table 2.3-1; is the design stress of flange material at design temperature given in table 2.3-1; is the lower of design strm of hub and shell materials at atmospheric temperature from tables 2.3-2 to 2.3-12; is the lower of design stresses of hub and shell materials at design temperature given in tables 2.3-2 to 2.3-12; is the calculated longitudinal stress in hub; is the calculated radial sh-ess in flange; is the calculated tangential stress in flange; is a factor from íigure 3.84 is the minimum allowable flange thickness, measured at the thinnest &on; is a factor from figure 3.84; is a factor for the integral method, from figure 3.86, is a factor for the l o o s e hubbed flanges, from figure 3.86, is the minimum required bolt load for operating conditions = HG + H; is the minimum required bolt load for gasket sealing = 3.14bGy; is the flange design bolt load = 0.5(Am + &)Sa;

is the nominal gap between the shell and the loose flange in a lapjoinc is a factor from figure 3.84, is the gasket or joint contact d a c e seating pressure; is a factor from figure 3.84;



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3.8.3 Narrow-faced gasketed flanges 3.8.3.1 General One of the three following design methods shall be applied to circular narrow face flanges with ring type gaskets or joints under inkmal pressure, takjng account of the exceptions given.

a) Integral method (in which account is taken of support from the shell and the &esses in the shell are evaluated and compared with allowable stresses). The integral method shall not be applied to the slip-on hubbed flange (see íïgure E.&) or to the loose flange in a lap joint (see suggested working forms (1) and (2)). b) Loose method (in which the flange is assumed to get no support in bending from the shell and correspondingly imposes no bending stresses on it). The loose method shall only be applied, except for loose flanges in lap joints (see figure E.&), if all of the following requirements are met:

l)go I 16mm

2)- S 300 B go

3 ) p 5 2 N h 2 4) operatmg tempemure S 370 "C (see suggested working forms 1,2 and 5).

c) Luose hubbed flange method, which shall be applied to the slip-on type of hubbed flange and the loose hubbed flange in a lap joint (see suggested working forms 3 and 4).

The face and back welded flange, bore and back welded flange, parallel hub flange, weldmg neck flange and fillet welded flange may all be designed by either of the loose or integral methods (see figures E.34, E.% and E.% for these types of flanges). The design methods allow for a taper hub, which may be a weld; the hub assumed for purposes of caladalion shall have a slope of not more than 1 : 1, i.e. g1 5 h + go. NOTE 1. In more unusual shapes of hub it may be necessary to choose values of g1 and h defining a simple taper hub fitting within the profile of the actual assembly NOTE 2. There is no minimum value of h for a slip-on hubbed flange. NOTE 3. The rule for calculating the moment M is independent of the method being used.

3.0.3.2 Boit loads and areas Bolt loads and arem shall be calculated for both the bolting-up and operating conditions.

a) Bolting-up condition The minimum bolt load, W&, shall be 3.14.b- b) Operating condition The minimum bolt load, Wml, shall be H + HG.

The required bolt area Am shall be the greater of Aml

The actual bolt area, Ab, shall be not less than A,. and A d .

NOTE. Recommended values for the gasket factor, m, and the gasket seating pressure, y, are given in table 3.84 for various gaskets.

3.0.3.3 Flange moments Flange moments shall be calculated for both the bolting-up and operating Conditions.

a) Bolting-up condition The total flange moment shall be:

b) Operating condition The total flange moment shall be:

& t m = w h c

MW = H&D + H& + H G ~ For flange pairs having Merent design conditions, as for example when they trap a tubesheet, bolt loads shall be calculated at bolting-up and operating conditions for each kgdgasket combination

greater of the two calculated values. For the flange on which Wml was the lower calculated value, the value Of HG shall be increased a~ follow

separately. Wml and W, shall then be taken as the

HG Wml - H 3.8.3.4 Flange stresses and stress limits 3.0.3.4.1 f i n g e stnmes Flange stresses shall be determined for both bolting-up and operating conditions from the moment, M, as follows, where:

B M=M~-andM=MopBresped ive ly CF CF

a) Integral method

longitudinal hub stress SH = 7 m 1191

radialflangestrmsR= (1.333te + l)M Atz

tangential flange strm ST = m - ZSR

b) Loose method

tangential flange stress ST = m F S R = S H = 0

c) Loose hubbed flange method

longitudinal hub stsess SH = M

radial flange stress S R = Atz (1.333te + 1)M

tangential flange stress ST = - ZSR m

I

Q BSI 1997 3/81 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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BSSMW): 1997 Issue 2, January 1999 Section 3

3.8.3.4.2 Stress limits Flange design stnsses are the nominal design stxength values given in 2.3 except that t hes values shall be dividedbyafactorKifD>lOOOm.

X=(1+D/2000)X2/3if1OoO<D<2000. K = 4 f 3 i f 2 0 0 0 < D .

NOTE.1. The effect of the rule is that for D > ZOO0 mm the flange design stress will nonnaUy be yieldt2. The flange stnsses as calculated in 3.8.3.4.1 shall not exceed the following values, using design sh'esses at ambient temperature for the bolting-up condition and design &reses at design temperature for the operating condition: SH 5 the smaller of 1 . sS~o or 1.5Sm, or SH 5 the smaller of 1.Wm or 1 . 5 9 ~ ~ ; SR and & 5 Sm Or SF& 0 .5 (S~ + SR) I Sm or SFA; 0 .5 (S~ + 2+) I Sm or SF,.

N m 2. ho and h, the hub design stresses, are the design stresses of the shell material except for the case of welding neck or slipon hubbed construction.

3.8.3.6 Namw#mejtanges subject to external pressure (See suggested working forms 6,7 and S.) If the flange is subject to both internal and external pressure it shall be designed for both conditions, except that external pressure need not be considered where the external design pressure p e is less than the internal design presrmrep. The design of flanges for external pressure shall be in accordance with 3.8.3 except that:

Pe replaces P Mop = HD@D - h) + H T ( ~ - h) Wml = Ami = O

Where the flange for external pressure is one of a

shall be that calculated for the other member of the pair and Mop shall be the greater of Mop as calculated

3.8.3.6 Lap-jofnts (See suggested working forms 4 and5.) The stub fiange may take any of the forms listed in 3.8.1.6 and either the narrow-faced (see 3.8.3) or full-faced (see 3.8.4) method shall be applied Separate caldations shall be carried out for the stressesinthelooseandstubilanges. NOTE 1. The two alternative methods for the stub flange make merent conservative assumptions about the way the flange canies the load on it and therefore give Merent results. The narrow faced method assumes resistance to rotation comes h m the flwge itself, therefore it tends to give a thicker flange. The full face method assumes resistance to rotation comes from the flange acting as a simple lever, the necessary reaction at the edge of the îlange has to be balanced by an increased bolt load. Bolt loads and areas shall meet the requirements of 3.8.3.2 or 3.8.4.2 as appropriate. Bearing stress at the contact face between the two flanges shall be determined for both bolting-up and operathg conditions using the following equation.

flange pair having different design conditions, Wml

in 3.8.3.6 and W m l b .

If the diametem A2 and B2 are defined by the Same component, as shown in figure 3.811, then X = O. The bearing &res shall not exceed 1.5 times the lower design stress of the two flanges, using design sbresses at ambient temperature for the bolting-up condition and design stresses at design temperature for the operating condition. The diameter of the load reaction between stub and loose flanges shall be as follows:

G1 = (A2 + unless otherwise agreed with the purchaser. The stub flange shall meet the requirements for a flange loaded directly by the bolts as given in 3.8.3.4 or 3.8.4, except that the bolt load is assumed to be imposed at diameter GI, which therefore replaces C in the calculations. The diameter of the bolt holes, d, requred in 3.8.4, shall be zero. The moment m on the loose flange for all components of load shall be hL where hL = (C - G1)E such that

Mop = Wml X h~ and Mam = W, X hL

The loose flange stsesses and stress limits shall meet the requirements of 38.3.4. NOTE 2. The option to use integral or loose design method applies to the stub flange. I 3.8.3.7 Split ringjlanges It is permissible to split the loose flange in a lapjoint across the diameter to make it removable from the node neck or vessel. The design shall be in accordance with 38.3.6 modified as follows.

a) When the flange consists of a single split ring, it shall be designed as if it were a solid flange (without splits), using 200 % of the moment M required in 3.8.3.6. b) When the flange consists of two split rings, each ringshallbedesignedasifitwereasolidflange (without splits), using 75 % of the moment M requred in 3.8.3.6. The pair of rings shall be assembled so that the splits in one ring are 90" h m the splits in the other ring. c) The splits shall be located midway between bolt holes. d) Where the loose split flange is keyed into the back of the mating component, as shown in figure 3.81, the following design method shall be used. The following symbols are in addition to, or m e , those given in 3.8.2.



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STDaBSI BS 5500-ENGL 1717 Lb24bb7 080455b L(L(0 m .


is the outside diameter of the contact face; is the bearing s t r e s s ; 5 1.5f cf for the weaker of flange or mating component); is the shear s t r e s s ; 5 0.5f cf for the flange material); is the radial component of the contact face force = W t a n u ; is the contact face force = W;, is the lever arm for Hh (see figure 3.82). NOTE. 4 may be negative if the line of action of H,, lies above the centroid of the flange cross section;

is the lever arm for H, (see figure 3.82); is the lever arm for W (see figure 3.82); is the flange thickness at the outer diameter, is the minimum flange thickness ( s e e figure 3.82); is the key slope (see figure 3.82).

The centroid position is based on the area of the total

Determine flange stresses using the e o n s given in 3.8.3.4.113 with

flange ring.

M = for a single split flange

M = M*~ if m g e i~ not split

B

B where CF may be taken = 1.0

For the purpose of determining factor Y ( s e e figure 3.84 and table 3.85, K shall be taken as A/(A - 2g0) (see figure 3.82). In no case shall the dimension tl be less than the greater of the values given by the following equations:

B = A - 2go (SIX fim 3.8-2)

W tl = (A - 2go%o



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BS 6500 : 1997 Issue 1, January 1997 ' Section 3

Figure 3.8-1 Loose keyed flange with mating components

Centroid

\-

W

I

D, = Outside diameter o f contacting surfaces

1 I I I

A t.= ..

Figure 3.8-2 Forces and lever arms on loose keyed flange



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3.8.4 Full-faced flanges with soft ring type gaskets (see suggested working form 13) F'ull-faced flanges with non-metallic gaskets not less than 1.5 mm thick and extending beyond the circle enclosing the bolt holes shall be in accordance with the requirements of 3.8.4. 3.8.4.1 Additional and m o w e d notation for 3.8.4 For the purposes of 3.8.4 the following symbols are in addjtion to or modify those given in 3.8.3.

Al

b0

b'

2b"

d

6 E

G

GO

H

HG

HR

h G

h R

h

M

n

is the inside diameter of gasket or inside diameter of flange face, whichever is greatq is the basic gasket seating width effective under initial tightening UP = G, - C;

is the effective gasket seating width = 4 g; NOTE. This expression is valid only with dimensions expressed in millimetres.

is the effective gasket pressure width, taken as5mm; is the diameter of bolt holes; is the bolt outside diameter, is modulus of elasticity of flange material at design temperature from table 3.W, is the diameter at location of gasket load reaction

is outside diameter of gasket or outside diameter of flange, whichever is less; is the total hydrostatic end force = 0.785(C - d)2p; is compression load on gasket to ensure tight joint = 2b" X 3.14Gmp; is the balancing reaction force outside bolt circle in opposition to moments due to loads inside bolt circle; is radial distance from bolt circle to circle on which HG acts = (d+ 26")/2; is radial distance from bolt circle to circle on

is radial distance from bolt circle to circle on

is balancing radial moment in flange along line of bolt holes; is number of bolts.

= c - (d + 2b9;

which HR acts = (Go - C + d)/4;

Which HT = (c + d + 2b" - @/4;

3.8.4.2 Bolt loads and areas Bolt loads shall be calculated in accordance with 3.8.3.2, taking:

W , ~ = H + H G + H R where

HR =

W, = 3.14cb'y

H D ~ D + H T ~ + H G ~ G hR

3.8.4.3 Flange The flange thickness shall be not less than the value of t from the following equation:

y"" Sm(3.14C - nd)

where M = HRhR

The bolt spacing shall not exceed:

where E is expressed in N h 2 . If necessary the flange thickness shall be increased to enable this requirement to be met. The minimum spacing shall be d e t e h e d by consideration of the space necessary to apply a spanner to the nuts and possible interference fÌom gussets and other obstructions. 3.8.6 Ungasketed seal welded flanges Ungasketed seal welded flanges (see figure 3.810) shall be designed with 3.8.3, except W

a) only the operating condition is to be considered b) G = & where & is outside diameter of seal weld

zd, + (EBm 000)0.25 x 6t/(m + 0.5)

lip; C) HG = 0.

3.8.6 Reverse narrow-face flanges 3.8.6.1 Reverse raarrow-faceflanges under internal pressure (see suggested w o r m forms 9 and 10) Reverse flanges with narrow-face gaskets under internal pressure, shall be designed in accordance with 3.8.3 except that: a) the limits on go and B/go to the application of the loose flange option do not apply; b) A is the inside diameter of the flange; c) B is the outside diameter of the Ilange; d) HD = 0.785@; e) HT = HD - H where HT is the net pressure load on the flange faces; f) kq- = (2C - G - D)/$ g) h D = (B - C - g@. If the flange is slipped into the shell with a fillet weld on the outside, so that (B 5 D), hD becomes instead:

h D = (B - c)n h) Mop = Hl% + H&D; i) K = HA; j) M = (Matm or Mop)C~IA

NOTE.1. The sign of h,,, which may be negative, has to be respected. NOTE 2. The moment due to gasket reaction is taken as O for the operating condition since this assumption gives higher stresses.



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STDOBSI BS 55OD-ENGL L997 W Lb2YbbS 08011559 157’ M


3.8.6.2 Reverse narrow#mejlanges under external pressure (see suggested working forms 11 and 12) Revene narrow-face flanges under external pressure shall be designed according to the rules of 3.8.6.1 together with the modifications of 3.8.3.6 except that the formula for Mop in 3.8.3.6 shall be replaced by Mop = HD@D + hc) + H T ( ~ - h). 3.8.7 Reverse full-face flanges (see suggested working forms 14 and 15)

3.8.7.1 General For internal pressure, the design method shall be in accordance with 3.8.7.2 or 3.8.7.3 as appropriate. For both design methods, the bolting loads at the ambient condition and the gaskets shall be in accordance with 3.8.4. NOTE. Two alternative design methods are provided for reverse full-face flanges. The first follows the approach of 3.8.3 at the operating condition and assumes resistance to rotation comes from the flange itself; the second follows 3.8.4 and requires a larger bolt area For external pressure, because of the balance of forces, bending moments and thus flange stresses are minimaL However the bolt spacing criteria of 3.8.4.3 shallstillapplyandthismaybeusedtoobtaina minimum flange thickness.

3.8.7.2 Design following method cf 3.8.3 Design for the operating condition shall be in accordance with 3.8.3 with the following modifications. a) A is inside diameter of flange; b) Al is inside diameter of gasket or contact face, whichever is greater, c ) B is outside diameter of flange; d) D is the shell inted diameteq e) d is the diameter of the bolt holes;

g) Go is the outside diameter of the gasket or contact face whichever is the lesser;

f ) N = (C - Al@;

h) H = 0.785p(C - e, i) HG = 2b X 3.14Cmp; j) HD = 0.785pS; k) H‘T = HD - o.785pAl2; 1) HT = 0.5(H - HD + HIT); m) h D = (B - g1 - c)n; except for the slipin type flange (B =D) , for which:

h D = (B - m; n) h’T = (2c - D - Al)/% o)hT=(2C+d--2A1) /6 ;

P) Mop = H D ~ D + H T ~ ’ T - H& S> K = B/A, r) M = MopCF/A.

NOTE 1. The sign of hlT, which may be negative has to be respected. NOTE 2. The moment due to gasket reaction is taken as O for the operating condition since this assumption gives higher stresses.

3.8.7.3 Design following method of 3.8.4 Design for the operating condition shall be in accordance with 3.8.4 with the following modifications. a) A is inside diameter of flange; b) Al is inside diameter of gasket or contact face, whichever is the gr-, c) B is outside diameter of flange; d) Go is outside diameter of gasket or contact face, whichever is the lesser, e) HD = 0.785po2; f) HC = HD - 0.785-p@; where H, is the hydrostatic force on the flange-face outside the bolt circle diameter,

..

g) hD = (B - c - h) h, = (D - C)/$ i) M1 =H& - Hchc j) M = Ml; k) Wml shall be calculated a~ follow.

h R = (C - Al + @I4

HR = M/hR W m l = HR + HD - Hc.

NOTE. The moment due to gasket reactions is taken as O for the operating condition since this assumption gives higher stresses.

3.8.8 Full-faced flanges with metal to metal contact (see suggested working form 16) These rules shall be applied when there is metal to metal contact both inside and outside the bolt circle before the bolts are tightened with more than a small amount of preload and the seal is provided by an O-ring or equivalent. The rules shall also be applied when the flange is bolted to a flat cover. Manufacturing procedures and tolerances shall ensure thattheflangeisnotdishedsoastogiveinitial contact outside the bolt circle. NOTE 1. The rules are conservative where initial contact is at the bore. NOTE 2. It is assumed that a self-sealing gasket is used approximately in line with the wall of the attached pipe or vessel and that the gasket seating load and any axial load from the sed may be neglected. NOTE 3. With relevant agreement, 3.2.2 pennits the use of alternative requirements or sets of rules. For full face flanges with metal to metal contact a suitable altemative would be appendix Y of ASME VI11 division 1. The BS 5500 requirements neglect the support against rotation the flange gets from the cylinder. In ASME this support is taken into account and the stresses in the cylinder are calculated and assessed. Normally the thicknesses calculated to ASME are slightly less than those calculated to BS 5500, but at the expense of a much more complicated calculation.

I

3/86 ~



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* rn *

STD*BSI BS 5500-ENGL L997 Lb2qbb7 080Y5b0 7 7 1 Section 3 Issue 3, January 1999 BS 6600 : 1997

3.8.8.1 AdditZonal and rnod#Zed notation For the purposes of 3.8.8 the following symbols are in addition to or modify those given in 3.8.3

d G HR

hR

M

n

is the diameter of bolt holes; is the mean diameter of gasket; is the balancing reaction force outside the bolt circle in opposition to moments due to loads inside the bolt circle; is the distance h m the bolt circle to the circle on which & acts = (A - c)n; is the balancing radial moment in the flange along line of bolt holes; is the number of bolts.

I 3*8.8.2 Bolt loads shall be calculated in accordance with 3.8.3.2 taking:

W , ~ = H + H R where

HR = M ~ R and M = HDhD + H* w,=o

The flange thickness shall be not less than:

Where two flanges of Merent internal diametem, both designed in accordance with this d o n , are to be bolted together to make a joint, the following additional requirements appb

a)thevalueofMtobeusedforbothmesshall be that calculated for the smaller intemal diameteq b) the thickness of the m e with the smaller bore shallbenotlessthan:

3.14S&(A - B) where M1 and M2 are the values of M calculated for the two flanges.

Q ES1 1997 3/87 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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Table 3.8-4 Gasket materials and contact facings: gasket factors (m) for operating conditions and minimum design seating stress (y) NOTE. This table gives a list of many commonly used gasket materials and contact facings with suggested design values of m and y that have generally proved satisfactory in actual service when using the methods of 3.8. The design values and other details given in this table &e suggested only and are not mandatmy Gasket material

Rubber without fabric or a high percentage of asbestos') fibre: %elow 75O BS and IRH 75' BS and IRH or higher

Asbestos') with a suitable 3.2 mm thick binder for the operathg conditions

1.6 mm thick 0.8 mm thick

Rubber with cotton fabric inseaon

Rubber with asbestos') fabric insertion, with or without wire reinfomment

Vegetable fibre

Spiral-wound metal, asbestos') Stainless or monel filled Carbon

Com metal, asbestos') inserted or Cormgated metal, jacketed asbestos') med

Soft aluminium Soft copper or brass Iron or soft steel Monel or 4 to 6 % chrome

I stainlm steels Corrugated metal Soft aluminium

Soft copper or brass Iron or soft steel Monel or 4 to 6 % chrome stainless steels

Flat metal jacketed asbestos') Soft aluminium 6lled Soft copper or brass

Iron or soft steel Monel 4 to 6% chrome stainless steels

Gasket factor m

0.50 1.00

2.0 2.75 3.50

1.25

2.25

2.50

2.76

1.75

2.50 3.00

2.50 2.75 3.00 3.26 3.50 2.75 3.00 3.25 3.50 3.75 3.25 3.50 3.75 3.50 3.75 3.75

Min. design seating

Sketches

stress y N/mm2

O 1.4 a 11.0 25.5 44.8

a €3

2.8

16.2

20.0 a 25.5 c 9

a m

25.5 A6535iP

7.6

To suit appli~ation~)

20.0

31.0

44.8 37.9

dizw 25.5

44.8 37.9

Ø & v 31.0

62.4

65.1

62.0

Dimensi01 N (min.)

mm 10

')New non-asbstos bonded fibre sheet gaskets are not necessarily direct substitutes for asbestos based materials. In particular pressure, temperature and bolt load limitations may be applied. Use within the manufacturer's current recommendations.

L

z)See BS 903 : PartA26. BS 3381 : 1989. Advice should be sought from the gasket manufacturer on design seating stress.

NOTE 1. In selecting gasket materials for use with aluminium d o y flanges account should be taken of the relative hardness values of h e gasket and flange m a t e r i a l s . NOTE 2. Advice should be sought from the gasket manufacturer on the ability of a gasket to resist the maximum load resulting from bolt load and possibly vacuum load.



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STDOBSI BS 5500-ENGL L777 W Lb2Libb7 080115b2 71111 m Section 3 h u e 1, January 1997 BS 5600 : 1997

Table 3.8-4 Gasket materials and contact facings: gasket factors (m) for operating conditions and minimum design seating stress (y) (continued) NOTE. This table gives a list of many commonly used gasket materials and contact facings with suggested design values of m and y that have generally proved satisfactory in actual service when using the methods of 3.8. The design values and other details given in this table are suggested only and are not mandatory.

Grooved metal

Rubber O-rings: below 75" BS between 75" and 85" BS and IRH

soft aluminium Soft copper or brass Iron or soft steel Monel or 4 to 6 % chrome Stainless steels soft aluminium Soft copper or brass Iron or soft steel Monel or 4 to 6 % chrome Stainless steels Iron or soft steel Monel or 4 to 6 % chrome Stainless steels

Rubber square section rings: below 75" ES and IRH between 75' and 85" BS and IRH

Rubber T-section rings: below 75" BS and IRH between 75" and 85" BS and IRH

Gasket factor m

3.25 3.50 3.75 3.75 4.25 4.00 4.75 5.50 6.00

6.50 5.50 6.00

6.50 ~

O to 0.25

O to 0.25

O to 0.25

Ilin. design ,eating ,tress y

Mnm2 17.9 14.8 i2.4 i2.0 8.5 jo.6 39.5 124 150 L 79 L24 150 179

O. 7 1.4

1.0

2.S5)

1.0 2.8

ketches hens ion (min.)

un D

4)b = NI8 5hlus value has been calculated.



--`,``,````,```,``,`,`,,`,,``,,`-`-`,,`,,`,`,,`---


0.D.contact face * I I Gasket 1

NOTE. The gasket seating width factors bo and b shown apply only to flanges joints in which the gasket is contained entirely within the inner edges of the bolt holes.

Figure 3.8-3 Location of gasket load reaction

Table 3.8-6 Values of T, 2, Yand U (factors involving K ) K T

1.001

1.91 1.004 1.91 1 .O03 1.91 1.002 1.91

1.91 1.005

1.006

1.91 1.009 1.91 1.008 1.91 1.007 1.91

1.91 1.010

1.011 1.91 1.012 1.91 1.013 1.91 1.014 1.91 1.015 1.91

1.016

1.020 1.90 1.019 1.90 1.018 1.90 1.017 1.90

1.90

z U Y

1OOO.50 500.50

2078.85 1899.43

421.72 383.67 200.50 525.45 478.04 250.50 700.70 637.56 333.83

1052.80 951.81

167.17 143.36

351.42 319.71

211.19 192.19 100.50 234.42 213.42 111.61 263.75 239.95 125.50 301.30 274.11

91.41

141.33 128.61 67.17 151.30 137.69 71.93 162.81 148.06 77.43 176.25 160.38 83.84 192.13 174.83

63.00

53:531 1:Ol:l 111.781 118.00 107.36 56.06 124.81 111.98 59.33 132.49 120.56

106.30

Table 3.86 Values of T, 2, Yand U (factors involving K ) (continued) K U Y Z T

1.021

1.90 1.024 1.90 1.023 1.90 1.022 1.90

1.90 1.025

1.026

1.030 1.90 1.029 1.90 1.028 1.90 1.027 1.90

1.90

1.031

1.035 1.90 1.034 1.90 1.033 1.90 1.032 1.90

1.90

1.036 1.90 1.037 1.90 1.038 1.90 1.039 1.90 1.040 1.90

48.12 45.96 43.98 42.17 40.51

38.97 37.54 36.22 34.99 33.84

32.76 31.76 30.81 29.92 29.08

28.29 27.54 26.83 26.15 25.51

92.21 88.04 84.30 80.81 77.61

74.70 71.97 69.43 67.11 64.91

62.85 60.92 59.11 57.41 55.80

54.29 52.85 51.50 50.2 1 48.97

101.33 96.75 92.64 88.81 85.29

82.09 79.08 76.30 73.75 71.33

69.06 66.94 63.95 63.08 61.32

59.66 58.08 56.59 55.17 53.82

I I I I I



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- ~

, STD.BS1 BS 5500-ENGL L777 D Lb24bb7 OBO95b4 517 M

Section 3 Iswe 1, January 1997 BS 6500 : 1997

L’able 3.86 Values of T 2, Y and U

I I I

1.041 1.042 1.043 1.044 1.045

1.046 1.047 1.048 1.049 1.050

1.051 1.052 1.053 1.054 1.065

1.056 1.057 1.058 1.059 1.060

1.061 1.062 1.063 1.064 1.065

1.066 1.067 1.068 1.069 1.070

1.071 1.072 1.073 1.074 1.075

1.90 1.90 1.90 1.90 1.90

1.90 1.90 1.90 1.90 1.89

1.89 1.89 1.89 1 .m 1.89

1.89 1 .m 1.89 1.89 1.89

1.89 1.89 1 .89 1.89 1.89

1.89 1.89 1.89 1.89 1.89

1.89 1.89 1.89 1.88 1.88

24.90 24.32 23.77 23.23 22.74

22.05 21.79 21.35 20.92 20.51

20.12 19.74 19.38 19.03 18.69

18.38 18.06 17.76 17.47 17.18

16.91 16.64 16.40 16.15 15.90

15.67 15.45 15.22 15.02 14.80

14.61 14.41 14.22 14.04 13.85

47.81 46.71 45.64 44.64 43.69

42.75 41.87 41.02 40.21 39.43

38.68 37.96 37.27 36.60 35.96

35.34 34.74 34.17 33.62 33.04

32.55 32.04 31.55 31.08 30.61

30.17 29.74 29.32 28.91 28.5 I

28.12 27.76 27.8 27.04 26.6s

J

53.10 51.33 50.15 49.05 48.02

46.99 46.03 45.09 44.21 43.34

42.51 41.73 40.96 40.23 39.64

38.84 38.19 37.56 36.95 36.34

35.78 35.21 34.68

34.17 33.65

33.17 32.69 32.22 31.79 31.34

30.92 30.51 30.11 29.72 29.34

Fable 3.8-6 Values of T, 2. Yand U

1.076 1.077 1.078 1.079 1.080

1.081 1.082 1.083 1.084 1,085

1.086 1.087 1.088 1.089 1.090

1.091 1.092 1.093 1.094 1.095

1.096 1.097 1.098 1.099 1.100

1.101 1.102 1.103 1.104 1.105

1.106 1.107 1.108 1.109 1.110

1.88 1.88 1.88 1.88 1.88

1.88 1.88 1.88 1.88 1.88

1.88 1.88 1.88 1.88 1.88

1.88 1.88 1.88 1.88 1.88

1.88 1.88 1.88 1.88 1.88

1.88 1.88 1.88 1.88 1.88

1.88 1.87 1.87 1.87 1.87

13.68 13.56 13.35 13.18 13.02

12.87 12.72 12.57 12.43 12.29

12.15 12.02 11.89 11.76 11.63

11.52 11.40 11.28 11.16 11.05

10.94 10.83 10.73 10.62 10.52

10.43 10.33 10.23 10.14 10.05

9.96 9.87 9.78 9.70 9.62

26.36 26.03 25.72 25.40 25.10

24.81 24.52 24.24 24.00 23.69

23.44 23.18 22.93 22.68 22.44

22.22 21.99 21.76 21.54 21.32

21.11 20.91 20.71 20.51 20.31

20.15 19.94 19.76 19.58 19.38

19.33 19.07 18.90 18.74 18.55

J

28.98 28.69 28.27 27.92 27.59

27.27 26.95 26.65 26.34 26.05

25.57 25.48 25.20 24.93 24.66

24.41 24.16 23.91 23.67 23.44

23.20 22.97 22.75 22.39 22.18

22.12 21.92 21.72 21.52 21.30

21.14 20.69 20.77 20.59 20.38



--`,``,````,```,``,`,`,,`,,``,,`-`-`,,`,,`,`,,`---


_ _ _ _ _ ~ ~~~~

Table 3.86 Values of T, 2, Y and U (factors involving K ) (continued) I K

1.111 1.112 1.113 1.114 1.115

1.116 1.117 1.118 1.119 1.120

1.121 1.122 1.123 1.124 1.125

1.126 1.127 1.128 1.129 1.130

1.131 1.132 1.133 1.134 1.135

1.136 1.137 1.138 1.139 1.140

1.141 1.142 1.143 1.144 1.145

T

1.8i 1.87 1.87 1.87 1.87

1.87 1.87 1.87 1.87 1.87

1.87 1.87 1.87 1.87 1.87

1.87 1.87 1.87 1.87 1.87

1.87 1.87 1.86 1.86 1.86

1.86 1.86 1.86 1.86 1.86

1.86 1.86 1.86 1.86 1.86

18.42 20.25 9.46 9.38 9.30 9.22

9.15 9.07 9.00 8.94 8.86

8.79 8.72 8.66 8.59 8.53

8.47 8.40 8.34 8.28 8.22

8.16 8.11 8.05 7.99 7.94

7.88 7.83 7.78 7.73 7.68

7.62 7.57 7.53 7.48 7.43

18.27 18.13 17.97 17.81

17.68 17.54 17.40 17.27 17.13

17.00 16.87 16.74 16.62 16.49

16.37 16.25 16.14 16.02 15.91

15.79 15.68 15.57 15.46 15.36

15.26 15.15 15.05 14.95 14.86

14.76 14.66 14.57 14.48 14.39

20.08 19.91 19.75 19.55

19.43 19.27 19.12 18.98 18.80

18.68 18.54 18.40 18.26 18.11

17.99 17.86 17.73 17.60 17.48

17.35 17.24 17.11 16.99 16.90

16.77 16.66 16.54 16.43 16.35

16.22 16.11 16.01 15.91 15.83

Table 3.8-6 Values of T 2, Yand U (factors involving K ) (continued) K Y z T

1.146 7.38 1.86 1.147 1.148 1.149 1.150

1.151 1.152 1.153 1.154 1.155

1.156 1.157 1.158 1.159 1.160

1.161 1.162 1.163 1,164 1.165

1.166 1.167 1.168 1.169 1.170

1.171 1.172 1.173 1.174 1.175

1.176 1.177 1.178 1.179 1.180

1.86 1.86 1.86 1.86

1.86 1.86 1.86 1.86 1.86

1.86 1.86 1.86 1.86 1.86

1.85 1.85 1.85 1.85 1.85

1.85 1.85 1.85 1.85 1.85

1.85 1.85 1.85 1.85 1.85

1.85 1.85 1.85 1.85 1.85

7.34 7.29 7.25 7.20

7.16 7.11 7.07 7.03 6.99

6.95 6.91 6.87 6.83 6.79

6.75 6.71 6.67 6.64 6.60

6.56 6.53 6.49 6.46 6.42

6.39 6.35 6.32 6.29 6.25

6.22 6.19 6.16 6.13 6.10

14.25 14.2( 14. If 14.0: 13.9:

13.g 13.7: 13.6s 13.61 13.54

13.4 13.3; 13.3C 13.24 13.1E

13.05 13.M 12.92 12.E 12.7s

12.71 12.64 12.58 12.51 12.43

12.38 12.31 12.25 12.18 12.10

12.06 12.00 11.93 11.87 11.79

I I I

U

15.71 15.61 15.51 15.42 15.34

15.23 15.14 15.05 14.96 14.87

14.78 14.70 14.61 14.53 14.45

14.36 14.28 14.20 14.12 14.04

13.97 13.89 13.82 13.74 13.66

13.60 13.53 13.46 13.39 13.30

13.25 13.18 13.11 13.05 12.96



--`,``,````,```,``,`,`,,`,,``,,`-`-`,,`,,`,`,,`---

* * m

rable 3.8-6 Values of T 2, Yand U factors involving. K i

1.181 1.182 1.183 1.184 1.185

1.186 1.187 1.188 1.189 1.190

1.191 1.192 1.193 1.194 1.195

1.196 1.197 1.198 1.199 1.200

1.201 1.202 1.202 1.204 1.20E

1.2M 1.20i 1.2w 1.20s 1.21c

1.211 1.212 1.21: 1.214 1.21:

r 1.85 1.85 1.85 1.85 1.85

1.85 1.85 1.85 1.85 1.84

1.84 1.84 1.84 1.84 1.84

1.84 1.84 1.84 1.84 1.84

1.84 1.84 1.84 1.84 1.84

1.84 1.84 1.84 1.84 1.84

l.% 1.82 1.82 1.82 1.82

. .

!

6.07 6.04 6.01 5.98 5.95

5.92 5.89 5.86 5.83 5.81

5.78 5.75 5.73 5.70 5.67

5.65 5.62 5.60 5.57 5.55

5.52 5.50 5.47 5.45 5.42

5.40 5.38 5.35 5.33 5.31

5.29 5.27 5.24 5.22 5.20

I

11.76 11.70 11.64 11.58 11.50

11.47 11.42 11.36 11.31 11.26

11.20 11.15 II. la ll .OE 1l.M

10.95 10.N 10% 10.8C 10.7E

10.7C 10.6f 10.61 10.5t 10.52

10.47 10.4: 10.3 10.3 10.3(

10.2f 10.21 1o.u 10.1: 1o.a

12.92 12.86 12.79 12.73 12.64

12.61 12.54 12.49 12.43 12.37

12.31 12.25 12.20 12.14 12.08

12.03 11.97 11.92 11.87 11.81

11.76 11.71 11.66 11.61 11.56

11.51 11.46 11.41 11.36 11.32

11.27 11.22 11.17 11.12 11.09

kble 3.8-6 Values of T 2. Y and U i

1.216 1.217 1.218 1.219 1.220

1.221 1.222 1.223 1.224 1.225

1.226 1.227 1.288 1.229 1.230

1.231 1.232 1.233 1.234 1.235

1.236 1.237 1.238 1.239 1.240

1.241 1.242 1.243 1.244 1.24

1.246 1.247 1.2# 1.249 1.250

1.83 1.83 1.83 1.83 1.83

1.83 1.83 1.83 1.83 1.83

1.83 1.83 1.83 1.83 1.83

1.83 1.83 1.83 1.83 1.83

1.82 1.82 1.82 1.82 1.82

1.82 1.82 1.82 1.82 1.82

1.82 1.82 1.82 1.82 1.82

5.18 5.16 5.14 5.12 5.10

5.07 5.05 5.03 5.01 5.00

4.98 4.96 4.94 4.92 4.90

4.88 4.86 4.84 4.83 4.81

4.79 4.77 4.76 4.74 4.72

4.70 4.69 4.67 4.65 4.64

4.62 4.60 4.59 4.57 4.56

10.04 10.00 9.96 9.92 9.89

9.84 9.80 9.76 9.72 9.69

9.65 9.61 9.57 9.53 9.50

9.46 9.43 9.39 9.36 9.32

9.29 9.25 9.22 9.18 9.15

9.12 9.08 9.05 9.02 8.99

8.95 8.92 8.89 8.86 8.83

I I

11.03 10.99 10.94 10.90 10.87

10.81 10.77 10.73 10.68 10.65

10.60 10.56 10.52 10.48 10.44

10.40 10.36 10.32 10.28 10.24

10.20 10.17 10.13 10.09 10.05

10.02 9.98 9.95 9.91 9.87

9.84 9.81 9.77 9.74 9.70

"



--`,``,````,```,``,`,`,,`,,``,,`-`-`,,`,,`,`,,`---


c

Table 3.86 Values of T, Z, Yand U (factors involving K ) (continued) K I T

I

1.251 1.252 1.253 1.254 1.255

1.256 1.257 1.258 1.259 1.260

1.261 1.262 1.263 1.264 1.265

1.266 1.267 1.268 1.269 1.270

1.271 1.272 1.273 1.274 1.275

1.276 1.277 1.278 1.279 1.280

1.281 1.282 1.283 1.284 1.285

1.8: 1.82 1.82 1.82 1.82

1.82 1.82 1.81 1.81 1.81

1.81 1.81 1.81 1.81 1.81

1.81 1.81 1.81 1.81 1.81

1.81 1.81 1.81 1.81 1.81

1.81 1.81 1.81 1.81 1.81

1.81 1.81 1.80 1-80 1.80

z 4.54 4.52 4.51 4.4s 4.G

4.4 4.E 4.42 4.42 4.40

4.3$ 4.37 4.36 4.35 4.33

4.32 4.30 4.29 4.28 4.26

4.25 4.24 4.22 4.21 4.20

4.18 4.17 4.16 4.15 4.13

4.12 4.11 4.10 4.08 4.07

Y

8.8C 8.77 8.74 8.71 8.G

8.65 8.62 8.59 8.W 8.53

8.51 8.49 8.45 8.42 8.39

8.37 8.34 8.31 8.29 8.26

8.23 8.21 8.18 8.15 8.13

8.11 8.08 8.05 8.03 8.01

7.98 7.96 7.93 7.91 7.89

9.67 9.64 9.60 9.57 9.54

9.51 9.47 9.44 9.41 9.38

9.35 9.32 9.28 9.25 9.23

9.19 9.16 9.14 9.11 9.08

9.05 9.02 8.99 8.96 8.93

8.91 8.88 8.85 8.82 8.79

8.77 8.74 8.71 8.69 8.66

Fable 3.8-6 Values of T, 2, Yand U (factors involving K ) (continued) K I T I z I Y

1.286 1.287 1.288 1.289 1.290

1.291 1.292 1.293 1.294 1.295

1.296 1.297 1.298 1.299 1.300

1.301 1.302 1.303 1.304 1.305

1.306 1.307 1.308 1.309 1.310

1.311 1.312 1.313 1.314 1.315

1.316 1.317 1.318 1.319 1.320

1.80 1.80 1.80 1.80 1.80

1.80 1.80 1.80 1.80 1.80

1.80 1.80 1.80 1.80 1.80

1.80 1.80 1.80 1.80 1.80

1.80 1.80 1.79 1.79 1.79

1.79 1.79 1.79 1.79 1.79

1.79 1.79 1.79 1.79 1.79

4.06 4.05 4.04 4.02 4.01

4.00 3.99 3.98 3.97 3.95

3.94 3.93 3.92 3.91 3.90

3.89 3.88 3.87 3.86 3.84

3.83 3.82 3.81 3.80 3.79

3.78 3.77 3.76 3.75 3.74

3.73 3.72 3.71 3.70 3.69

7.& 7.& 7.8: 7.7! 7.7'

7.7: 7.7: 7.7( 7.61 7.a

7.6: 7.61 7.M 7.5; 7.5E

7.5: 7.5( 7.41 7.4 7.44

7.42 7.40 7.38 7.36 7.34

7.32 7.30 7.28 7.26 7.24

7.22 7.20 7.18 7.16 7.14

ü-! 8.64 8.61 8.59 8.56 8.53

8.5 1

8.48 8.46 8.43 8.41

8.39 8.36 8.33 8.31 8.29

8.27 8.24 8.22 8.20 8.18

8.16 8.13 8.11 8.09 8.07

8.06 8.02 8.00 7.98 7.96

7.94 7.92 7.89 7.87 7.85



--`,``,````,```,``,`,`,,`,,``,,`-`-`,,`,,`,`,,`---

Section 3 hue 1, January 1997 BS 6600 : 1997

l'able 3.8-6 Values of I: 2, Yand U :factors involving K ) (continued)

1.321 1.322 1.323 1.324 1.325

1.326 1.327 1.328 1.329 1.330

1.331 1.332 1.333 1.344 1.335

1.336 1.337 1.338 1.339 1.340

1.341 1.342 1.343 1.344 1.345

1.346 1.347 1.348 1.349 1.350

1.351 1.352 1.353 1.354 1.355

1.79 1.79 1.79 1.79 1.79

1.79 1.79 1.78 1.78 1.78

1.78 1.78 1.78 1.78 1.78

1.78 1.78 1.78 1.78 1.78

1.78 1.78 1.78 1.78 1.78

1.78 1.78 1.78 1.78 1.78

1.78 1.78 1.77 1.77 1.77

3.68 3.67 3.67 3.66 3.65

3.64 3.63 3.62 3.61 3.60

3.59 3.58 3.57 3.57 3.56

3.55 3.54 3.53 3.52 3.51

3.51 3.50 3.49 3.48 3.47

3.46 3.45 3.45 3.44 3.43

3.42 3.42 3.41 3.40 3.39

7.12 7.10 7.09 7.07 7.05

7.03 7.01 7.00 6.98 6.96

6.94 6.92 6.91 6.89 6.87

6.85 6.84 6.82 6.81 6.79

6.77 6.76 6.74 6.72 6.71

6.69 6.6€ 6.M 6.65 6.62

6.61 6.K 6.M 6.57 6.55

7

7.83 7.81 7.79 7.77 7.75

7.73 7.71 7.69 7.67 7.65

7.63 7.61 7.59 7.57 7.55

7.53 7.51 7.50 7.48 7.46

7.44 7.42 7.41 7.39 7.37

7.35 7.33 7.32 7.30 7.21

7.27 7.25 7.22 7.21 7.1E

Fable 3.8-6 Values of I: 2, Y and U

1.77 1.77 1.77 1.77 1.77

1.77 1.77 1.77 1.77 1.77

1.77 1.77 1.77 1.77 1.77

1.77 1.77 1.77 1.77 1.77

1.77 1.77 1.76 1.76 1.76

1.76 1.76 1.76 1.76 1.76

1.76 1.76 1.76 1.76

1.356 1.357 1.358 1.359 1.360

1.361 1.362 1.363 1.364 1.365

1.366 1.367 1.368 1.369 1.370

1.371 1.372 1.373 1.374 1.375

1.376 1.377 1.378 1.379 1.380

1.381 1.382 1.383 1.384 1.385

1.386 1.387 1.388 1.389 1.390 I

3.38 3.38 3.37 3.36 3.35

3.35 3.34 3.33 3.32 3.32

3.31 3.30 3.30 3.29 3.28

3.27 3.27 3.26 3.25 3.25

3.24 3.23 3.22 3.22 3.2 1

3.20 3.20 3.19 3.18 3.18

3.17 3.16 3.16 3.15 3.15

6.53 6.52 6.50 6.49 6.47

6.45 6.44 6.42 6.41 6.39

6.3 6.37 6.3E 6.34 6.32

6.31 6.3( 6.3 6.2; 6.2E

6.24 6.2; 6.2 1 6.1; 6.U

6.1: 6.U 6.14 6.1: 6.1:

6.1: 6.U 6.04 6.0' 6.0t

7.17 7.16 7.14 7.12 7.11

7.09 7.08 7.06 7.04 7.03

7.01 7.00 6.98 6.97 6.95

6.93 6.91 6.90 6.89 6.87

6.86 6.84 6.82 6.81 6.80

6.79 6.77 6.75 6.74 6.73

6.72 6.70 6.68 6.67 6.66



--`,``,````,```,``,`,`,,`,,``,,`-`-`,,`,,`,`,,`---

BS 5600 : 1997 Issue 1, Janua~y 1997 W o n 3

Table 3.86 Values of T, 2, Y and U (factors involving K ) (continued)

1.761 1.392 1.393 1.394 1.395

1.396 1.397 1.398 1.399 1.400

1.401 1.402 1.403 1.404 1.405

1.406 1.407 1.408 1.409 1.410

1.411 1.412 1.413 1.414 1.415

1.416 1.417 1.418 1.419 1.420

1.421 1.422 1.423 1.424 1.425

1.76 1.76 1.76 1.76

1.76 1.76 1.75 1.75 1.75

1.75 1.75 1.75 1.75 1.75

1.75 1.75 1.75 1.75 1.75

1.75 1.75 1.75 1.75 1.75

1.75 1.75 1.75 1.75 1.75

1.75 1.75 1.75 1.74 1.74

3.14 3.12 3.12 3.12 3.11

3.11 3.1C 3.10 3.09 3.m

3.08 3.07 3.07 3.06 3.05

3.05 3.04 3.04 3.03 3.02

3.02 3.01 3.01 3.00 3.00

2.99 2.98 2.98 2.97 2.97

2.96 2.96 2.95 2.95 2.94

6.04 6.02 6.01 6.00

5.99 5.98 5.96 5.95 5.94

5.93 5.92 5.90 5.89 5.88

5.87 5.86 5.84 5.83 5.82

5.81 5.80 5.78 5.77 5.76

5.75 5.74 5.72 5.71 5.70

5.69 5.68 5.67 5.66

6.63 6.61 6.60 6.59

6.58 6.56 6.55 6.53 6.52

6.50 6.49 6.47 6.46 6.45

6.44 6.43 6.41 6.40 6.39

6.38 6.37 6.35 6.34 6.33

6.32 6.31 6.29 6.28 6.27

6.26 6.25 6.23 6.22

Table 3.86 Values of T, 2, Yand U [factors involving K ) (continued)

,

1.427 1.428 1.429 1.430

1.431 1.432 1.433 1.434 1.435

1.436 1.437 1.438 1.439 1.440

1.441 1.442 1.443 1.444 1.445

1.446 1.447 1.448 1.449 1.450

1.451 1.452 1.453 1.454 1.455

1.456 1.457 1.458 1.459 1.460

1.74 1.74 1.74 1.74

1.74 1.74 1.74 1.74 1.74

1.74 1.74 1.74 1.74 1.74

1.74 1.74 1.74 1.74 1.74

1.74 1.73 1.73 1.73 1.73

1.73 1.73 1.73 1.73 1.73

1.73 1.73, 1.73 1.73 1.73 ~

z U Y

2.941 2.93 2.92 2.92 2.91

2.91 2.90 2.90 2.89 2.89

2.88 2.88 2.87 2.87 2.86

2.86 2.85 2.85 2.84 2.84

2.83 2.83 2.82 2.82 2.81

2.81 2.80 2.80 2.80 2.79

2.79 2.78 2.78 2.77 2.77

5.64 5.63 5.62 5.61 5.60

5.59 5.58 5.57 5.56 5.55

5.54 5.53 5.52 5.51 5.50

5.49 5.48 5.47 5.46 5.45

5.44 5.43 5.42 5.41 5.40

5.39 5.38 5.37 5.36 5.35

5.34 5.33 5.32 5.31 5.30 I

6.20 6.19 6.17 6.16 6.15

6.14 6.13 6.11 6.10 6.09

6.08 6.07 6.05 6.04 6.03

6.02 6.01 6.00 5.99 5.98

5.97 5.96 5.95 5.94 5.93

5.92 5.91 5.90 5.89 5.88

5.87 5.86 5.85 5.84



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Fable 3.8-6 Values of I: 2, Y and U

1.461 1.462 1.463 1.464 1.465

1.466 1.467 1.468 1.469 1.470

1.471 1.472 1.473 1.474 1.475

1.476 1.477 1.478 1.479 1.480

1.481 1.482 1.483 1.484 1.485

1.486 1.487 1.488 1.489 1.490

1.491 1.492 1.493 1.494 1.495

1.73 1.73 1.73 1.73 1.73

1.73 1.73 1.72 1.72 1.72

1.72 1.72 1.72 1.72 1.72

1.72 1.72 1.72 1.72 1.72

1.72 1.72 1.72 1.72 1.74

1.72 1.72 1.72 1.7í 1.72

1.7; 1.72 1.71 1.71 1.71

. .

z IY

2.76 2.76 2.75 2.75 2.74

2.74 2.74 2.73 2.73 2.72

2.72 2.71 2.71 2.71 2.70

2.70 2.69 2.69 2.68 2.68

2.68 2.67 2.67 2.66 2.66

2.66 2.65 2.65 2.64 2.64

2.64 2.63 2.63 2.62

5.29 5.28 5.27 5.26 5.25

5.24 5.23 5.22 5.2 1 5.20

5.19 5.18 5.18 5.17 5.16

5.15 5.14 5.14 5.13 5.12

5.11 5. 10 5.10 5.09 5.08

5.07 5.w 5.w 5.0E 5.04

5.02 5. Oí 5.oí 5.01

2.621 5.M

5.82 5.80 5.79 5.78 5.77

5.76 5.74 5.73 5.72 5.71

5.70 5.69 5.68 5.67 5.66

5.65 5.64 5.63 5.62 5.61

5.60 5.59 5.59 5.58 5.57

5.56 5.55 5.55 5.54 5.53

5.52 5.51 5.51 5.50 5.49

Fable 3.8-5 Values of I: 2, Yand U factors involving K ) (continued)

L

1.496 1.497 1.498 1.499 1.500

1.501 1.502 1.503 1.504 1.505

1.506 1.507 1.508 1.509 1.510

1.511 1.512 1.513 1.514 1.515

1.51E 1.517 1.51€ 1.515 l. 52C

1.521 1.522 1.522 1.524 1.52E

1.52t 1.527 1.528 1.52E 1.M

r 1.71 1.71 1.71 1.71 1.71

1.71 1.71 1.71 1.71 1.71

1.71 1.71 1.71 1.71 1.71

1.71 1.71 1.71 1.71 1.71

1.71 1.71 1.71 1.7C 1.7C

1.7t 1.7C 1.7C 1.7C 1.7C

1.7C 1.7C 1.7( 1.7( 1.7t

2.61 2.61 2.60 2.60

2.60 2.59 2.59 2.58 2.58

2.58 2.57 2.57 2.57 2.56

2.56 2.56 2.55 2.55 2.54

2.54 2.54 2.53 2.53 2.53

2.52 2.52 2.52 2.51 2.51

2.51 2.50 2.50 2.49 2.49

4.98 4.98 4.97 4.96

4.95 4.94 4.94 4.93 4.92

4.91 4.90 4.90 4.89 4.88

4.87 4.86 4.86 4.85 4.84

4.83 4.82 4.82 4.81 4.80

4.79 4.79 4.78 4.78 4.77

4.77 4.7e 4.7E 4.75 4.74

;r

5.48 5.47 5.47 5.46 5.45

5.44 5.43 5.43 5.42 5.41

5.40 5.39 5.39 5.38 5.37

5.36 5.35 5.35 5.34 5.33

5.32 5.31 5.3 1 5.30 5.29

5.28 5.27 5.27 5.26 5.25

5.24 5.23 5.23 5.22 5.2 1

- . "



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BS5500:1997 Issue 1, January 1997 Section 3

I’able 3.8-6 Values of T, 2, Yand U [factors involving K) (continued)

1.531 1.532- 1.533 1.534 1.535

1.536 1.537 1.538 1.539 1.540

1.541 1.542 1.543 1.514 1.545

1.546 1.547 1.548 1.549 1.550

1.551 1.552 1.553 1.554 1.555

1.70 1.70 1.70 1.70 1.70

1.70 1.70 1.69 1.69 1.69

1.69 1.69 1.69 1.69 1.69

1.69 1.69 1.69 1.69 1.69

1.69 1.69 1.69 1.69 1.69

2.45 2.a 2.a 2.48 2.47

2.47 2.47 2.46 2.46 2.46

2.45 2.45 2.45 2.45 2.44

2.44 2.44 2.43 2.43 2.43

2.42 2.42 2.42 2.41 2.41

Y

4.73 4.72 4.72 4.71 4.70

4.69 4.68 4.68 4.67 4.66

4.66 4.65 4.64 4.64 4.63

4.63 4.62 4.62 4.61 4.60

4.60 4.59 4.58 4.58 4.57

5.20 5.19 5.19 5.17 5.17

5.16 5.15 5.15 5.14 5.13

5.12 5.11 5.11 5.10 5.09

5.08 5.07 5.07 5. o6 5.05

5.05 5.04 5.03 5.03 5.02

Table 3.8-6 Values of T, 2, Yand U (factors involving K ) (continued) K IT ) z I Y lu

1.556 1.557 1.558 1.559 1.560

1.561 1.562 1.563 1.564 1.565

1.566 1.567 1.568 1.569 1.570

1.571 1.572 1.573 1.574 1.575

1.576 1.577 1.578 1.579 1.580

1.69 1.69 1.69 1.69 1.69

1.69 1.69 1.68 1.68 1.68

1.68 1.68 1.68 1.68 1.68

1.68 1.68 1.68 1.68 1.68

1.68 1.68 1.68 1.68 1.68

2.41 2.40 2.40 2.40 2.40

2.39 2.39 2.39 2.38 2.38

2.38 2.37 2.37 2.37 2.37

2.36 2.36 2.36 2.35 2.35

2.35 2.35 2.34 2.34 2.34 I 4.42 I

4.57 4.56 4.56 4.55 4.54

- 4.54 4.53 4.52 4.51 4.51

4.50 4.50 4.49 4.48 4.48

4.47 4.47 4.46 4.46 4.45

4.44 4.44 4.43 4.42

5.02 5.01 5.00 4.99 4.99

4.98 4.97 4.97 4.96 4.95

4.95 4.94 4.93 4.92 4.92

4.91 4.91 4.90 4.89 4.89

4.88 4.88 4.87 4.86 4.86

3/98 0 BSI 1997 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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STD-BSI BS 5500-ENGL L997 W lb29bb9 080q1190 728 m Section 3 Issue 1, January 1997 BS 5500 : 1997

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BS 5500 : 1997 Issue 1, January 1997 W o n 3

F

0.9

0.8

0.7

0.6

0.5 1 1.5 2

91' go

Figure 3.85 Values of F (integral method factors)

2.5 3 3.5 4 4.5 5

O -6

0.5

0 . 4

V 0 . 3

o. 2

0.1

O

-0.1 o -0 .1 2 " 0 . 1 4 -0 .16 -0.18 - 0 . 2 0

"o. 2 5

-0 - 3 0 - 0 . 3 5 - 0 . 4 0 - 0 . 4 5 - 0 . 5 0 -0 .60

'0 .80 - 0 .70

t I 1 1.5 3 3.5 4 4.5 5y;::'O

2 .o0 2 2 .S

9 1 'go

Figure 3.86 Values of V (integral method factors)



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STD*BSI BS 5500-ENGL L777 m Lb24bb7 080q472 5T0 D

Section 3 Issue 1, Janwy 1997 BS 6500 : 1997

1 5 0.0 S 0.06 0.07 0.08 1 0

9 0.09 8 0.10 7 0.1 2 6 0.1 4

0.1 8 5 0.16

L 0.2 o

3" I 0.25

FL I I 0.3 O

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0.5 o 0.4 5

0.6 O 0.7 o 0.8 o 0.9 O 1.00

1.50 2.0 o

0 . L I 1 I I I I 1.0 1.5 2.0 3.0 4.0 5.0

9, 'go Figure 3.8-7 Values of FL (loose hub flange factors)

* cn *

1 0 0 8 0 6 0 40 30 20

1 0

6 a

L 3 2

v, 1 0.0 0.6 0.4 0.3 0.2

8:8 B 0.06 0.04 0.03 0.02 0.01 I I I I I y

0.10

0.1 2

O . IL 0.16

0.16 0 . 2 0

0 . 2 5

0.30 0.3 5

0.40 0.6 5 0.5 o 0.6 O

0.7 O 0.8 o 0.9 O 1.00

1.50 2.0 o

1 .o 1.5 2.0 3.0 4.0 5.0 9 1 'go

Figure 3.8-8 Values of VL (loose hub flange factors)

f

2 5

2 0

1 5

1 0 9 B

I

6

5

L

3

2.5

2

1.5

1

O 0.0 5 0.1 o 0.1 5 0.2 o 0.2 5 0.3 O 0.3 5 0.L o 0.1 5 0.50

0.6 O

0.7 O

0.8 o

0.9 o

1.0 o

1.1 o

1.2 o

1.3 O

;

Figure 3.8-9 Values off (hub stress correction factors) .



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Bs 5600 : 1997 Isme '1, January 1997 Section 3

Figure 3.8-10 Ungasketed, seal-welded-type flanges

1 Figure 3.8-11 Contact face between loose and stub flanges in a lap joint where diameters A2 and B2 are defined by the same component



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3.9 Flat heat exchanger tubesheets D is the outside diameter of shell; The minimum thickness of flat heat exchanger tubesheets shall be calculated in accordance with 3.9.1 to 3.9.6, the analyses used to obtain the equations being based on the following assumptions.

a) The tubes are of uniform size. b) Where the exchanger has a pair of tubesheets, they are both of the same thickness. c) The tubesheet is of constant thicknm across the specified diameter. d) The tubed area is uniformly perforated and nominally circular (untubed partition lanes in multipass units are accepted). e) Any untubed annular ring is sutficiently narrow to be treated as a ring whose CFOSS section rotates without appreciable distortion (i.e. D1 and 0 2 5 Do + 6e). f ) The tubesheet thickness (less corrosion allowance) is not less than:

0.75 X tube 0.d for tubes 25 mm 0.d and less; 22 mm for tubes 30 mm 0.d and less; 25 mm for tubes 40 mm 0.d and less; 30 mm for tubes 50 mm 0.d and less.

I Alternative methods shall be used (see 3.2.2), for I tubesheets not covered by a) to f ) and the design

method shall be agreed by the manufacturer, the purchaser and the Inspecting Authority (see table 1.51). When tubes are expanded into the tubesheet and not welded, the total thickness of the tubesheet minus the corrosion allowance in the area of the expansion shall be not less than the tube 0.d Where leakage cannot be tolerated, the minimm thickness of tubesheets with expanded only tubejoints shall be 35 mm, unless satisfactory performance has been demonstrated with thinner tubesheets. The minimum thickness, including corrosion allowance, SM in no case be less than 19 mm. NOTE 1. The derivation of these rules is given in Part 4 of PD 6550, the Explanatory Supplement to ES 5500. NOTE 2. The definitions and descriptions of heat exchanger components, such as channel, floating head etc., are given in BS 3274. 3.9.1 Notation For the purposes of 3.9.2 to 3.9.4 the following major symbols apply AU dimensions exclude corrosion

I allowances (see 3.1.6), except where otherwise I indicated

C = Co + AC design factor to be derived from figure 3.9-1 in conjunction with table 3.9-1;

Co is the basic design factor to be derived from figure 3.9-1 as a function of U 4 or from table 3.9-1 for U-tubesheets (Um = O);

AC is the corrective design factor to be derived from table 3.9-1 as a function of actual value of F, and R ,

d is the outside diameter of tubes; dh is the tube hole diameter in tubesheet;

Do is the diameter of outer tube limit circle; D1 is the diameter to which shell fluid pressure is

exerted; D2 is the diameter to which tube fluid pressure is

exerted Dj is the effective pressurized diameter of

expansion joint bellows as determined by bellows manufacturer or otherwise agreed;

D* is the flexural rigidity of the tubesheet as given in 3.9.4.2;

e is the minimum tubesheet thickness exclusive of corrosion allowance and parhtion grooves;

e, is the channel analysis thickness (including any corrosion allowance) for a minimum distance of l.=,

es is the shell analysis thickness (including any corrosion allowance) for a minimum distance

is the tube thickness (nominal); of 1 . G ;

E is the elastic modulus of tubesheet material at design temperature;

E, is the elastic modulus of channel material at design temperature;

Es is the elastic modulus of shell material at mean metal temperature;

Et is the elastic modulus of tube material at mean metal temperature;

f is the nominal design strength; NOTE. In cases where f is time dependent, components designed by the procedure specified in this clause should be reviewed to ensure that creep deformation (local or general) will be acceptable throughout the agreed design lifetime.

f ’ is the reduced design strength to calculate revised tube stresses in floating head exchangers using nominal tubesheet thickness;

F, is the tubesheet factor given in figure 3.49; F, is the factor for outer tube load given by

figures 3.42 and 3.43, Fi is the factor for inner tube load given by

F, is the effective ‘solidity’ of perforated figures 3.44 and 3.9-5;

tubesheet, value between x1 and 9 depending on estimated effect of tube wall thickness: unless experimental results are available, a value equal to (x1 + x2)E should be used;

H is the tubesheet factor given in figure 3.9-10 or or 3.9-11;

J is the expansion joint strain factor, = 1.00 for

shell without expansion joint, = 1

for shell with bellows joint (where bellows stiffness is known), = O for thin wall bellows joint;

1+ (RDE,eG)IL

O BSI 09-1999 3119 ~ ~~ ~



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STD-BSI BS 5500-ENGL 1997 m 1bZqbb9 08011511 282


k

K

Kc

KS

Ke

L

N P P Pl P'l

P2 P'2

Pd

is the axial modulus of the tube bundle (full length) as given in 3.9.4.2; is the mean strain ratio, tube bundlelshell given by equation in 3.9.4.2; is the edge moment required to rotate the channel through unit angle as given in 3.9.4.2; is the edge moment required to rotate the shell through unit angle as given in 3.9.4.2; represents the combined edge restmint due to the channel and shell as given in 3.9.4.2 is the tube length between inner faces of tubesheets, is the number of tube holes in tubesheet; is the tube pitch (spacing between cenh) ; is the tubesheet design pressure (see 3.9.3.1); is the shell side design pressure; is the effedive shell side design pressure for k e d tubesheets given by equations in 3.9.4.3.1; is the tube side design pressure; is the effective tube side design pressure for fixed tubesheets given by equations in 3.9.4.3.2; is the effective Merential design pressure given by equation in 3.9.4.3.4;

NOTE. AU these design pressures are gauge pressures and algebraic signs should be observed.

Pe

PBt

PBS

S

R

U

V

W,

is the effective pressure due to restmined Merenh l thermal expansion given by equations in 3.9.4.3.3 is the equivalent bolting pressure for operating condition given by equation in 3.9.4.3.6; is the equivalent b o l t i n g pressure for bolting-up condition given by equations in 3.9.4.3.6; is the spring rate for bellowsdeflectionhnit force; = D~IDo when pl > pz, = DZ/D, when pz > p l , = the greater of DIIDo and D21Do when Pl = P2;

6ED H = [ 1.35 3 1 factor for use in figures 3.91 to 3.95;

= gJ factor for use in fígures 3.91 to 3.95;

is the maximum effective tube stress for inner tube;

is the maximum effective tube stress for outer tube;

= 1 - N r - 7 d - 2% L Do J

is the factor, calculated in 3.9.4.2, which quantifies the elastic characteristic of the bundle and tubesheet; is the factor, given in 3.9.4.2, dependent on the edge restsaint due to both channel and shell; is the thermal expansion Coefficient of shell material at mean metal temperature; is the thermal expansion coefficient of tube material at mean metal temperature; is a tubebundle factor, given in 3.9.4.2, dependent on the tubesheet f l e d rigidity and the tubebundle axial modulus; = (x2 - 51) = 4Nq(d - @/Do2; is the flexural efficiency of tubesheet and tube walls given by figure 3.97 or 3.98; is the mean shell metal temperature less 10 'C; is the mean tube wall metal temperature less 10 O C ;

is the ligament efficiency of tubesheet in shear given by equations in 3.9.2.1; is the &ament efficiency of tubesheet and tube walls in bending given by equations in 3.9.2.1; is Poisson's ratio for unperforated plate; is the Poisson's ratio for the channel; is the Poisson's ratio for the shell; is the design stress factor = 2. This factor allows for the fact that the stress calculated using these requirements is the average bending stress across the ligament at the surface of the plate, and the permissible value is higher than the n o d design stress, is the design stress for shear; in absence of definition of design stress for shear in section 2, z should be taken as 0.5J

."

Y120 O BSI 1997



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STD-BSI BS 5500-ENGL 3777 m 3b24bb7 0809532 117 Section 3 Issue 2, Janua~y 1999 BS 6500 : 1997

3.9.2 Characteristics of perforated plates

3.9.2.1 Ligament a i e n c g The ligament efficiency shall be calculated from:

where the following conditions apply: a) tubes are not expanded into the tubesheet for the full depth of the tubesheec or b) tubes are welded; or c) tubes have sgniiïcantly lower elastic modulus than the tubesheet material, i.e. non-ferrous tubes in ferrous tuMeet"

Where the tubes are expanded for the full depth of the tubesheet or are explosion-bonded to the tubesheet, it is recognized that the effective ligament efficiency is increased and in such cases the ligament efficiency shall be calculated hm:

NOTE. Intermediate values of p between those given by the foregoing equations may be used by agreement between manufacturer and purchaser.

3.9.2.2 Wective elastic constant The effective elastic constant for the tubesheet, u, shall be taken from figure 3.9-7 or 3.48:

for thin plates, where e c U: use figure 3.9-7; for thick plates, where e 2 U: use figure 3.98.

3.9.3 Tubesheeta of exchangers with floating heads or U-tubes For the purposes of 3.9.3.1, floating heads are denoted as those completely immersed in the shell side flui@ for such heatexchangers, both tubesheets shall have the same thickness.

3.9.3.1 Design equations The tubesheet design pressure shall be derived giving due consideration to loss of either pressure:

The minimum thickness of a tubesheet within the outer tube limit circle shall be the m of the values given by the following equations:

P = lP2 - Pl1

C is dependent on clamped or simply supported edge conditions for the tubesheet, see Sgure 3.9-6 for typical edge conditions. Where the tubesheet is extended to provide a flange for bolting (as in figures 3.46C13.9-6d, 3.9-6e), the thicknm of the extension between the gasket position and the outside diameter of the tubesheet shall be determined in accordance with figure 3.532~. I The maximum effective tube stsesses for an inner, W,, and an outer, W,, tube, as given by the following equations, shall be checked in accordance with 3.9.6, where a positive value denotes tension and a negative value compression. The two equations will usually, but not necessarily, give values of opposite sign, and both shall be considered in assessing the possibility of loss of tube staying action:

The maximum absolute value of the tube end joint load shall be checked against that permitted in 3.9.6. NOTE. Where the nominal tubesheet is thicker than the minimum required, account can be taken when calculating the tube longitudinal stresses. The tubesheet design stress f can be lowered tof ' where:

f ' =f x minimum required tubesheet thickness ( tubesheet nominal thickness

as defined in 3.9.1, should then be recalculated usingf' and the new fadors obtained from figures 3.9-2 to 3.9-5. From this, the revised tube longitudinal stresses may be calculated.

Q BSI 1998 3/12 1 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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BS 660: 1997 Issue 2, May 1997 Section 3

Table 3.9-1 Values of AC as a function of F, and R for all tubesheets, and Co for U-tubesheets only (for other types of tubesheets Co is obtained from figure 3.9-1) R Stationary tubesheet - simply supported Stationary tubesheet - clamped

Co Ac CO AC

Fs = 0.45 Fs = 0.80 F, = 0.60

1.0

+0.040 O -0.040 0.660 O 0.433 1.30 +0.025 O -0.025 0.625 O 0.433 1.20 +0.010 O -0.010 0.592 O 0.433 1.10 +om2 O -0.002 0.576 O 0.433 1.05 O O O 0.560 O 0.433

NOTE. Figure 3.9-6b shows a simply supported U tubesheet and figure 3.9-6e shows a clamped U tubesheet

I ' O

1.0

O. 9

O. 0

0.7

O. 6

0.5

0.4

O, 3

0.2

0.1 1 2 3

u/ v For floating tubesheets simply supported or clamped, no distjnction is made.

NOTE. Solid lines apply to construction b) + a) and b) +c) as shown in figure 3.9-6. Broken line applies to construction d) + a) and d) + c) as shown in figure 3.9-6. Figwe 3.9-1 Design curves: determination of C,

. ..

W122 Q BSI 1997 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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1c

9

8

7

6

5

4

3

2

1

imply supported, both ends Stationary tubesheet, clamped,

1 2 3 4 5 6 7 8 9 1 0

I u / v

1 NOTE 1. For U-tubesheets, F, = 1

NOTE 2. Solid lines apply to construction b) + a) as shown in figure 3.96. Broken line applies to construction d) + a) as shown in figure 3.96 and also to conswuctions d) + c) or e) + c) as shown in figure 3.9-6.

Figure 3.9-2 Design curves: determination of F,



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I BS 6500 : 1997 Issue 1, January 1997 Section 3

I 10

9

8

7

6

F,

1

oating tubesheet, clamped

2 3

u / v

NOTE 1. For U-tubesheets, F,, = 1.

NOTE 2. Applies to construction b) + c) as shown in figure 3.9-6.

Figure 3.9-3 Design curves: determination of F,

4 5 6 7 8 9 1 0



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A and 0 t -

2.0

1 .o 0.9

0.8

0.7

6 0.6

o. S

0.4

0.3

o. 2

0.1 3

u/v 4 5 6 7 8 9 1 0

NOTE 1. For U-tubesheets, Fi = - 1. NOTE 2. Solid lines apply to construction b) + a) as shown in figure 3.9-6. Broken line applies to construction d) + a) as shown in figure 3.9-6.

Figure 3.9-4 Design curves: determination of Fi J

- O BSI 1997 31125



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4.0

3.0

'I

2.0

1.0

0.9

0.8

0.7

F. I 0.6

O. 5

O. 4

0.3

o. 2

0.1

L

A and O pitch Stationary tubesheet, simply supported, floating tubesheet. clamped

I u/ v

NOTE 1. For U-tubesheets, 4 = -1.

NOTE 2. Applies to construction b) + c) as shown in figure 3.9-6 and also to constructions d) + c) or e) + c) as shown in figure 3.94. Figure 3.9-6 Design curves: determination of F;



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* m *

" ~ -~ - ~~

~~

STD=BSI BS 5500-ENGL 1997 1b24bb9 0804518 b37


44- a) Simply supported

" l e k -

b) Simply supported

b I I 44"

c) Clamped

1 " c l e l œ -

d) See note 2 below

4 e) Clamped

NOTE 1. Where a full faced gasket is used the tubesheet is clamped.

NOTE 2. If either shell or channel is welded to a U-tubesheet then:-

U-tubesheet is simply supported if +

4.30* + 0.65 DlKe ~ 2 . 3

U-tubesheet is clamped if 4 . 3 P + 0.65 DlKo <2.3 1.3O* + O.5DlK,9

where D* and KO are calculated in accordance with 3.9.4.2. For KO, Kc is zero if the channel is gasketted to the tubesheet and Ks is zero if the shell is gasketted to the tubesheet.

Figure 3.9-6 Typical clamped and simply supported configurations for floating head or U-tubesheets

O BSI 1997 W127 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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BS 6600 : 1997 Issue 1, Jan- 1997 Section 3

P Figure 3.9-7 Characteristic for perforated thin plates, e c 2P



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~~ ~

STD=BSI BS 5500-ENGL L777 m l b 2 9 b b 7 0809520 275 m Section 3 h e 1, January 1997 BSSM)O:1997

D Figure 3.9-8 Characteristic for perforated thick plate, e 1 2P

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3.9.4 %besheets of flxed tubesheet exchangers For the purposes of 3.9.4.1 to 3.9.4.4 fixed tubesheet heat exchangers shall be considered as those having tubesheets fixed to both ends of the shell, with or without a shell expansion joint except as limited by 3.9.6. Both tubesheets in a fixed tubesheet exchanger shall have the same thickness.

3.9.4.1 Design consìderat2ons The thickness of the tubesheets shall be the greater of the values given by the equalions in 3.9.4.2. While this thickness will be adequate for the tubesheets it is possible that the temperature differential between tubes and shell may result in ovemtmssing of the shells, tubes or tubetutubesheet joints. This shall be checked in accordance with 3.9.4.4 and, where necessary, suitable provision shall be made for expansion and /or conlraction Where the tubesheet is extended to provide a í-lange for bolting (as in figure 3 . M ) the thickness of the extension between the gasket position and the outside diameter of the tubesheet shall be not less than el as given in ligure 3.6-3212, second equation. If the tubesheet has a large unpierced annular gap between the tube bundle and the shell, its thickness shall be checked in accordance with 3.6.6.3.1. N U E . "wsheet design is usually based on the corroded condition of all components. Because of the increased edge constraint from the shell when new, the c o d e d case may be less conservative than the new case. The effect is generally not sigrWicant, but when specified by the purchaser, the design should be checked for the new condition.

3.9.4.2 Desun equattons The minimum thickness of the tubesheet shall be the greater of the values given by the following equations

where p'l and p'2 are the effective shell and tube design pressure determined in accordance with 3.9.4.3.1 and 3.9.4.3.2; or, where design on the basis only of simultaneous action of both shell and tube side pressure is specifícally permitted (see table 1.51):

where

Pd is the effective Merential design pressure determined in accordance with 3.9.4.3.4;

Ec(ecF5 [12(1 - vc2)]0.76 (02 + e 3 5

Kc =

NOTE 1. Kc is zero when the channel is gasketed to the tubesheet

ES(esF5 Ks = [12(1 - (Dl + es)0.5

KO = Kc + Ks

NOTE 2. In a given design, the minimum tubesheet thickness is obtained when z = 0.5, and this may be achieved by altering either e, or e,.

4

ß =

K = Eses@ - es) E&Nd - e3

The calculation is an iterative one. A value shall be assumed for e and the calculation made. If e calculated is less than e assumed, it is permissible to make the tubesheet of thickness e assumed. For minimum tubesheet thickness, the iteration should be repeated untik

0.985e assumed < e calculated c 1.OOOe assumed. 3.9.4.3 Wective sheU and tube design pressure

3.9.4.3.1 The effective shell side design pressure, p'l, shall be calculated from:

where

PIS = Pl + K(1.5 + fs)] - (%! (3 - 1)

(1 + J Q q ) 1 NOTE. Equations containing the term ph are not applicable for use in the shear equations in 3.9.4.2.

W130 Q BSI 1998 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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I Z =

6.0

Fs

4.0

2.0

O

*a

Fg

14.0

12.0

10.0

8.0

6.0

4.0

2.0

O

O 0.1 0.2 0.4 0.5 0.8 1 .o $8 !if0 and above

O

o. 1 0.2

8:9 0.8 1 .o 2.0 4.0 8.0 40.0 and above

.O

NOTE. Linear interpolation should be used for values of z lying between those given.

Figure 3.9-9 Tubesheet: determination of F,



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BS 5500 : 1997 Issue '1, January 1997 Section 3

Z =

0.5

0.4

0.8 0.2

?:¿ O

2.0

4.0 8.0 40.0 and above

NOTE. Linear interpolation should be used for values of z lying between those given.

Figure 3.9-10 Tubesheet: determination of H for X, > 4.0



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H

z = 0.5 4.0

z = 0.2 z = 1.0

3.0

z = 0.0

z = 4.0

2.0 z = 40.0

1 .o

O O 1 .o 2.0 3.0 4.0

&l

Note. Linear interpolation should be used for values of z lying between those given Figure 3.9-11 Tubesheet: determination of H for X, < 4.0



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3.9.4.3.2 The effective tube side design pressure, p'2, shall be cal- from:

0.667(P't + p ~ t + Pe l or greater absolute 1 whichever has the "

(P't + PBt) value when P', is positive

0.667 (P't - P', + p ~ t + P,) whichever has the 1 greater b l u t e value when P', is I negative

where 1 + O.UK(1.5 + f . [ (1 + Jmq) 1

NOTE. Delete the term p g t in these equations for use in the shear equations in 3.9.4.2.

3.9.4.3.3 The pressure due to Merential thermal expansion, pe, shall be calculated from:

UEses(%es - ate3 = (D - 3e&l + J . q )

3.9.4.3.4 The effective differential design pressure, Pd, shall be calculated from:

whichever has the greatest absolute value

Pd allows only for the simultaneous action of both shell and tube side effective design pressures and it is onlypermissibletobeusedasadesignbasiswith specifíc agreement between the manu.hclmw and the purchaser (see table 1.51). NOTE 1. It is not permissible to enter the equations in 3.9.4.3.1 with (pl - pz) in place of pvs or the equations in 3.9.4.3.2 with (pl - p2) in place of pPt to determine an effective shell side or tube side design pressure for fíxed tubesheets. NOTE 2. Equations containing the tem pat or P, are not applicable for use in shear equations in 3.9.4.2.

3.9.4.3.6 m e n t bolting pressures, when fixed tubesheets are extended for bolting to heads with ring type gaskets, shall be calculated from:

PBt = 2@0

where

Mop is the total moment acting upon extension under operating conditions (see 3.8 for the determination of the bolt loads required to calculate this moment);

Matm is the total moment acting upon extension under bolting-up conditions (see 3.8 for the determination of the bolt loads required to calculate this moment);

Where full faced gaskets are fitted p ~ t = p~~ = O. NOTE. The load on the gasket trapped between a tubesheet and any paspartition plate may be neglected in the calculation of bolt load and tube plate thickness. 3.9.4.4 Shell and tube longitudinal stresses The maximum effective shell and tube stsesses ca lcued as follows shall be checked in accordance with 3.9.6. The stresses shall be calculated with and without the effect of shell and tubesheet corrosion Ci applicable) using the n o m tubesheet thicknesses. The effective longitudinal shell stress shall be calculated from:

4% where

PS* = Y@', + P2 - P't - Pel

PS* = P I S + P2 - P't or

or

or

or pS* = Y@ - P't - Pel

PS* = P2 - P't

PS* = P's

or

or

where

Y = 1.0 if the algebraic sign of ps* is negative, or

= 0.5 if the algebraic sign of ps* is positive. NOTE. When the design is based on simultaneous differential pressure (see 3.9.4.3.4) only the first three equations for P,* apply.

(B BSI 1998 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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* * u]

The effective longitudinal tube stress shall be calculated from:

F@: 4 M%@ - e t )

where

or *

P t = P4 - P 5

or

or *

Pt = -P5

or

where

= 1.0 if the algebraic sign of pt * is negative, or

= 0.5 if the algebraic sign of pt * is positive;

P 4 = Pt"P2 ( ' :q 1

NOTE. When the design is based on simultaneous differential pressure (see 3.9.4.3.4) only the first three equations for p,l apply

The maximum absolute value of the tube end joint load shall be checked against that permitted in 3.9.6. 3.9.6 Allowable shell and tube longitudinal stresses Tensile shell and tube stresses calculated in accordance with 3.9.3.1 and 3.9.4.4 shall be checked to ensure that they do not exceed the allowable values in section 2.

Compressive shell stresses shall be limited to the allowable value given in A.3.6. Compressive tube stresses shall be limited to:

$6Et when C I - r Lk

or

S r where

r is the radius of gyration of tube

Lk is the buckling length (see figure 3.912); I f is the design stress from tables 2.3-2 to 2.3-12; S' is the factor 1.4 for femtic s t e e l s , or 1.1 for

Et is the elastic modulus of tube m a t e w

= 0.25.\kzL +(d - 2et)'

austenitic steels,

S is the safety factor = 3.25 - 0.5F0 for floating head and U-tube exchangers, and = 3.25 - 0.5Fq for fixed tubesheet exchangers.

The safety factor S shall be not less than 1.25 and shall not exceed a value of 2.0.

3.9.6 Allowable tube joint end load For joints a, b and c the tube joint end load shall be limited to: tube crosssectional area X tube design !&-es X F, For joints d, e and f the tube joint end load shall be limited to: tube cross-sectional area X tube design stress X Fe X X F r X Q where

F, is the reliability factor from table 3.9-2 Fe is the expansion factor (not greater than 1.0)

= 1 for grooved holes = 1 for explosion expandedwelded tube ends - - expanded length for plain holes

tube 0.d. Q is the material factor (not greater than 1.0)

- tubesheet design stress tube design stress

-

"

O BSI 1997 Y135 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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1 3

4, is the larger of: a b "

&'fi

4, is the largest of: a b "

& ' & ' c

4, is the largest of:

4, is the largest of:

JOTE. For U tubes, L is the straight length between tubesheet md bend

figure 3.9-12 Determination of the buckling ength Lk

Table 3.9-2 Values of Fr for typical tube Joint

a Welded with minimum weld throat 2

b Welded with minimum weld throat <

c Expanded and welded with minimum

d Expanded and welded with minimum

e Expanded only f Explosion expandedhvelded

tube thickness

tube thickness

weld throat 2 tube thickness

weld throat < tube thickness

b i n t s

These values of F, can be increased if the procedure is approved and checked with a pull out test. In the case of welded tube ends, the procedure is to be in accordance with BS 4870 : Part 3. NOTE. Qpical examples of arc welded tube to tubeplate joints are given in annex T

F:)

0.80

0.55

0.80

0.55

0.50 0.80



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STDOBSI BS 5500-ENGL 3997 9 lbZ' lbb9 080q411b bLO

Section 3 Issue 1, January 1997 BSSM10:1997

Suggested working form - floating head or U-tube tubesheet design Lmd m e :

reference Consistent units. dimensions H ; p/f/r/E = m

Clame

I Shellside I 'lbbeside I U-tube tubesheet thickness 33.3 Design pressure I Pl I P2 I Pressure acting on

~ _ _ _ _

Corrosion allowances H Tubesheet dwign temperatures

3.9.3.1 P = lP2 - Pl1

Tubesheet material Allowable swess at design temperature

f bending R = DlID, i f P , >pz shear =DzlD, if P2 > Pl 7

= max. of above i f p , = p2 Design stress factor (3.9.2.3)

AC E tubesheet Young's modulus CO

C = C o + A C tubes Bending e, = CDoV Et

Ligament efflzciacy ref. 3.9.2.1 If tubes expanded to fulldepth and E1 2 E

p = I , = [P - (d,, - e J ] P = Min. acceptable thickness e

Otherwise,

shear e, ar

= greater of e values I p = A [P - dh]/P = Pressure factors ref. 3.9.1

Floating head tubesheet thickness X, = 1 - w ( d - ZeJ/Do]2 =

'hbesheet thickness = e + allowances - -

x, = 1 - N ( ~ D & ~ = Pressure acting on s = x , - x , = :. P = Ipp - P,l = F, = O.5(X1 + X,) =

"able 3.9-1 "able 3.9-1

3.9.3.1

3.9.3.1

h u m e e 2 or 2P í%besheet edge su& v Figures

3.9-7 or

-?

e, 4 =

n.

Hole dia. in tubesheet d , = t tu ber

on P = A 0 pitch expanded / welded

~

C O A m e 3.9-1 AC C = Co +AC

"able 3.9-1

Bending e, = CDoV

Shear e, =

3.9.3.1

greater of e values Min acceptable thickness =

3.9.3.1

Check e 2 or c 2P

O. 155D9 IT

'hbesheet thickness = e + allowances - -



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I BS5500:1997 Issue 3, January 1999 section 3

Suggested working form - fixed tubesheet design Loadcase: Assume thickness + e

D* = tlE2/12(1 - 8) Consistat units: dimensions ß = 4 @ m

I Shellside I lhbeside X= = ßD112

Metal temperature I 0,

If tubes expanded fulldepth and (C) P B ~ Deflection efficiency Ligament efficiency (ref. 3.9.2.1) @> P', 4 I

and 3.48) (ref. figures 3.9-7 (4 0.667 (P's - 2%- P d

2 " m 5t L 5

(e) 0.667 (PS, + P=) p = A = [ P - ( d , , - e d l P =

plB = greater abs. of (a) to ( f ) Otherwise, (0 (P's - P'& e c 2 P o r e r 2 P

p = A = [ P - d , , Y P = pl, = greater abs. of (a) to @) tl= tl= Pressum.factors (ref. 3.9.4.3.1, 3.9.4.3.2)

Shear e,, = 0.155D&&~ I lhbeside loading ref. 3.9.4.2 and 3.9.4.3.2

Jfactor (ref 3.9.1) (a) If P', positive 0*667(P't +PBt + Pel

shell without bellows + J = 1

Bellow to shell diameter D = ;spring rate S =

Shell with thin wall-bellows + J = O -

Shell with bellows of known + J =

Kc = Ec(ec.5 /([12(1 - v:)]o.76(D2 +eJo.6)=

pZs = (a) or @) as applicable Edge support factor (ref 33.4.2)

p z ~ = (a) or @) as applicable

4 = Es(eJ2.6 /{(12(1 - v,2)]0.76(Dl + e,)o.6) = %B = (Dz/@% (-1

spring rate

bplt OMIT P, tem

Bending

Shear ea = 0.156D,,pz$An

If agreed,combined loading ref 3.9.4.2 and 3.9.4.3.4

&min factor (ref. 3.9.4.2) (a) 03't - P', + PBS I



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* * m

Suggested working form - fixed tubesheet design (CmLClwled)

N: tubes

Hole dia. in A O pitch tubesheet expanded /welded

3.10 Design of welds 3.10.1 General 3.10.1.1 Vessels shall be designed with the minimum practical number of seams with adequa&! access for the deposition and inspection of weld metal to comply with sections 4 and 5. As far as possible seams shall be positioned clear of supports, etc., so as to be readily visible in service after removing any insulation. When openings occur in welded seams or within 12 mm of any main seams additional inspection requirements shall apply (see 5.6.4.2). Where more than two weld seams meet at one point, consideration shall be given to the desirability of intermediate post-weld heat treatment (see 4.1.4) 3.10.1.2 It is permissible to weld nozzles, pads, branches, pipes and tubes and non-pressure parts to pressure parts, provided that the strength and charackristics of the material of the pressure part are not influenced adversely Attachments of non-pressure parts by welds which cross, or for which the minimum nominal distance between the edge of the attachment weld and the edge of the existing main welds or nozzle welds, is less than the smaller of twice the nominal thickness of the pressure part or 40 mm, shall be avoided; if this is not possible, such welds shall cross the main weld completely rather than stop abruptly near it in order to avoid stress concenlxation. Full penelxation butt welds shall be used for any radial joints in stiffening rings and in other similar members used for stiffening and support purposes. The soundness of all such welds shall be demonstrated on completion by appropriate radiographic or ultrasonic inspection, unless the attachment of these members to the shell is designed to preclude the possibility of a defect in the radial joint propagating into the shell. Corner joints with íillet welds only shall not be used unless the plates forming the corner are properly supported independently of such welds.

i

pdB = greater abs. of (a) to (g) pds = greater abs. of (e) or (f) If pa results from term containing p , then B = 1.5, otherwise Sa = 2. Sa = Bending

Shear e,,- = 0 .155D,~dhr edB = CDd@@(-

Min. acceptable thickness = greater of above e values

Check e assumed /e is within 1.5 %

Tubesheet thichess = e + allowances =

3.10.2 Weld joints for principal seams NOTE. mical forms of weld preparation for the principal seams of vessels covered by this standard are indicated in annex E.

Where plates of different thicknesses are joined by means of butt weldmg, a tapered transition shall be provided as shown in figure 3.10-1. Where the design requires intentional offsets of median line, and meets the requirements of C.3.4.6.4, special consideration of additional stresses (see 3.2.1) shall not be required provided the offset of adJacent parts is faired by means of a taper as shown in figure 3.10-2 and, in the case of longitudinal joints (or circumferential joints in spherical vessels), the intentional offset does not exceed 10 % of the nominal thickness of the thinner plate. The design of principal sem where the deposited weld metal will have a yield strength (or proof stress) less than either of the materials being joined (see 4.3.2) shall be the subject of special consideration and, if required, shall be justified by the manufacturer. The ductility of the heat affected zone shall be taken into account as necessary. The location of such seams where they may be subject to high bending stresses shall be avoided.



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STD-BSI BS 5500-EN6L 1777 Lb24bb9 08011449 32T M BS 6500 : 1997 h e 2, September 1997 W o n 3

3.10.3 Welded joints for other than principal seams NOTE l. Recommended forms of weld prepamtion for branches, studded connections, flanges, jacketed vessels, tube to tubeplate C O M ~ C ~ ~ O ~ S , tubeplate to shell connections and flat end connections are detailed in annex E. It is important to note that the intention of annex E is to exemplify sound and commonly accepted practice and not to promote standardization of connections that may be regarded as mandatoy, or to restrict development in any way. Forms of weld preparation in accordance with annex E shall be acceptable for vessels complying with this standard subject to both a) the appropriate requirements of sections 4 and 6 b e i met; b) the use of established British practice as conveyed by the information in annex E.

NOTE 2. In the design of weld details, consideration should be given to the nondestructive testing requirements in 6.6.4. It is accepted, however, that the most suitable detail for a particular service condition may not necessarily be the most amenable to radiographic andor ultrasonic inspection. Where the welding of heavy scantlings is involved, details should be selected to minimize the local restraint imposed on the weld during c00ling'~) NOTE 3. The recommended shapes of fillet welds, partial penetration welds and full penetration welds are given in the relevant figures of E.2. These weld shapes and dimensions are linked to the thickness of one of the welded components and are based upon sound and commonly accepted practice. NOTE 4. For guidelines on arc welded tube to tubeplate joints see annex T. Bolt holes chilled in flange rings that are fabricated from bar or stock plate which is rolled and butt welded to form the ring, should be drilled to avoid the weld joint Where this is not possible then surface and volumetric nondestructive testing shall be carried out at the weld location in accordance with 6.6.4. sh.esses in welds subject to fatigue loading shall be assessed in accordance with annex C.

3.10.4 Welded joints in time dependent applications In cases where the design strength is time dependent, due consideration shall be given to the importance of achieving ad- long term ductility of the weld material and heat affected zones, as well as that of the parent-

W See annex G of BS 5135 : 1984 for general guidance on the susceptibility of materials to lamellar tearing during fabrication.

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~~ - ~

STD-BSI BS 5500-ENGL L777 Lb24bbS 0804450 04L m


Tapers may include weld if desired

4 L Paral le l length

Internal and external offsets need not be symmetrically disposed

a) Plates of unequal thickness

b) End thicker than shell median plane approximate coincident

"

c) End thinner than shell

Figure 3.10-1 Butt welds in plates of unequal thickness (see annex E for details of weld preparation)



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STDOBSI BS 5500-ENGL L777 Lb24bb7 08044511 T88 I


4 1-Parallel length

Taper may include weld i f desired

Offset may be internal or external Taper may include weld I f desired

Parallel length

I

laper may be inside vessel or outside a) plates of unequal thickness b) End thicker than shell median plane offset

Figure 3.10-2 Butt welds with offset of median lines (see 3.10.2)

3.11 Jacket construction 3.11.1 General 3.11.1.1 Jacketed vessels, excluding jacketed troughs, shall be designed in accordance with the requirements for each element stated elsewhere in this standard The inner vessel shall be designed to mist the full Merentid pressure that may exist under any operathg condition, including accidental vacuum in the inner vessel due to condensation of vapour contents where this circumstance can arise. F'articular attention shall be given to the effect of local loads and differential expansion. 3.11.1.2 Where the inner vessel is to operate under vacuum and the hydraulic test pressure for the jacket is correspondingly increased to test the inner vessel external& care shall be taken that the jacket shell is designed to withstand this extra pressure (see 6.8). NOTE. In cases where the design strength is t h e dependent, components designed by the procedure specified in this section should be reviewed to ensure that creep deformation (local or general) will be acceptable throughout the agreed design lifetime. 3.11.2 Jacketed cylindrical shells (see figures 3.11-1 and 3.11-2)

I 3.11.2.1 Stayed jackets Where jackets are retained with stays they shall be calculated as flat surfaces, unless an alternative design basis can be justified by detailed analysis of local dresses dacen t to the support points. Where leakage past a stay would be dangerous, such as in certain chemical processes, the plates shall not be perforated for the supporting stay.

I 3.11.2.2 External pressure design for inner I jacketed cylinder I The thicknes of the cylinder, when subject to external I pressure, shall be determined as follows. I a) Where the design conditions for the inner cylinder I include external pressure (ie. jacket pressure) but I do not include vacuum, this cylinder shall be I checked to 3.6 using a cylindrical length equal to the I distance between the jacket blocking rings or sealing I rings. These rings shall not be considered as I stiffeners for this calculation and are not checked as I stiffeners to 3.6.2.2.

b) Where the design condition for the inner cylinder is a vacuum, the whole cylinder shall be checked to 3.6 and in this case the jacket blocking rings or sealing rings can be considered as stiffeners. c) Where the design conditions for the inner cylinder include internal vacuum plus external jacket pressure the following procedure shall be used:

1) Calculate the permissible jacket pressure (Pd) acting alone on the inner cylinder in accordance with a) above. 2) Calculate the permissible vacuum (P,.dl) acting alone on the inner cylinder in accordance with b) above. 3) The inner cylinder thickness is adeqW when: P , + P l l P e d Pd

where

pe = design vacu~m; p = design pressure in jacket.

3.11.3 Welded jacket connections Requirements given 3.11.3.1 and 3.11.3.2 are applicable to vessels in non-cyclic service and not subject to thermal transients. For vessels in cyclic service or subject to t h e d transients the alternative methods of 3.2.2b) shall be applied. NOTE. Typical recommended forms of the various attachments for types 1 and 2 jackets are illustrated in annex E, figures E.37 to E.39. 3.11.3.1 Notation

I I I I I I I I I l I I I

For the purposes of 3.11.3.2 and the figures referred to in the note to 3.11.3 the following symbols apply AU dimensions exclude corrosion allowances (see 3.1.6). I

e, is the minimum thickness of the vessel at the

ej is the analysis thickness of jacket (in mm); e, is the minimum thickness of blockinghealer ring

D is the i.d of jacket (in mm); d is the 0.d. of vessel (in mm); p is the design pressure of jacket (i Nhnm2); f is the design stress (in N/mm2) (see 3.4).

junction with the blocking/sealing ring (in mm);

(in mm);

O BSI O41999



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3.11.3.2 Blocking and sealing rings The thickness of blocking and sealing rings, attached to a cylindrical shell, for jackets of type 1 and type 2 shall be determined as follows. In the case of type 1 jackets, thermal stressing that could arise h m differences in metal tempemure, expansion coefficients, etc, shall be taken into account, as these are not allowed for in the equations.

a) The thickness of a blocking ring shall not be less I than %j or the following, whichever is the greater,

for type 1 jackets, e, = 0.433 (D - d)

for type 2 jackets, e, = 0.866 FCDi b) The thickness of a sealing ring shall not be less than ej or the following, whichever is the greatq

for type 1 jackets, e, = 0.433 (D - d)

for type 2 jackets, e, = 0.75 F

The thicknes of sealing and blocking rings attached to the dished end, as shown in fígure 3.11-2a and with a ring diameter no larger than O B , shall not be less than the wall thickness of the Gacent jacket

For a blocking or sealmg ring of type 2, the vessel cylinder thickness for a distance of 1.4 dm on either side of the junction with the ring shall not be les than e, where:-

e, = 0.612

NOTE. Outlet branches are designed as follows. a) Through connections Typical constructions in which the outlet passes through the jacket space are shown in figure E.40a and b. b) M b l e construction Where considerable expansion and movement are anticipated, the bottom outlet pipe can be arranged to pass through a stuffing-box mounted on the outside of the jacket bottom plate.

3.11.4 Compensation Where reinforcement is required it shall be in accordance with 3.6.4.

/ """

".

-J ' r - I i ! i l

I

I

l I l

I I

I * t,- ",7 ""

Jacket of any length confined Jacket covering a portion of entirely to cylindrical shell cylindrical shell and one head

Type 2 Jacket covering a portion of cylindrical shell and one head, with bottom outlet

Figure 3.11-1 Some acceptable types of jacketed vessels



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""""""- "-""""" Sealer ring

" """"""_ "

"---"-"""

e

Stays

/ Blocking ring

""""

""""

For thickness of sealer ring see 3.11.3.213 For thickness of b l o c h g ring see 3.11.3.b For thickness of jacket section retained with stays, see 3.11.2

a) Without stays b) Altemalive, with stays

Weld profiles are diagrammatic only

Figure 3.11-2 Typical blocking ring and sealer ring construction

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.STD*BSI BS 5500-ENGL 1997 II Lb24bb9 0804454 797 m BS 660 : 1997 Issue 1, January 1997 Section 3

3.12 Manholes and inspection openings Attention is dmwn to the Factories Act 1961, W o n 30. All vessels required by Statutory Regdations to have openings, and all vessels subject to corrosion shall be provided with inspection andor access openings so located as to permit a complete visual examination of the interior of the vessel. Manholes and inspection openings shall comply with BS 470. NOTE. A range of standardized davits for branch covers of steel pressure vessels is given in BS 5276 : Part 1.

3.13 Protective devices for excessive pressure or vacuum 3.13.1 Application 3.13.1.1 Every pressure vessel shall be protected from excessive pressure or vacuum by an appropriate protective device, except as provided for in 3.13.1.2. Each compartment of a subdivided vessel shall be M as a separate vessel and suitability connected to a protective device. Where a vessel is provided with an impeMous movable partition, as in a gas loaded hydraulic accm*r, protective devices have to be provided for the spaces on both sides of each partition. Safety valves and bursting discs shall comply with BS 6759 or BS 2915. The installation and other safety devices shall comply where appropriate with BS 1123, BS 2915 or BS 6769. NOTE 1. other proteciive devices may be accepted provided they are proved to be suitable for the purpose and reliable. Where these depend on outside sources of energy for their operation, there should be at least two independent sources, and at least two such devices, each having at least 76 % of the required discharge capacity, should be provided.

3.13.1.2 When a vessel is fated with a heating coil or other element whose failure might increase the pressure of the fluid in the vessel above the design level, the designed relieving capacity of the protective device shall n o m be adequate to limit this increase to the maximum value specified m 3.13.2. However, when the source of pressure (or temperature) is external to the vessel and is such that the pressure cannot exceed the design pressure, it is permissible for a pressure protective device not to be provided on the vessel NOTE 1. Examples are the generation of pressure by a compressor or pump whose maximum output pressure cannot exceed the design pressure, or heatjng by steam or other fluid whose temperature cannot exceed the design temperature. NOTE 2. Vessels connected together in a system by piping of adequate capacity, free from potential blockages and which does not contain any valve that can isolate any vessel may be considered as a system of vessels for the application of pressure relief.

NOTE 3. The use of a bursting disc as a pressure relieving device may be applicable in the following cases:

a) where pressure rise may be so rapid that the inertia of a relief valve would be a disadvantage; b) where even minute leakage of the fluid cannot be tolerated; c) where service conditions may involve heavy deposits or gumming up such as would render a relief &e inoperative.

NOTE 4. A register of all protective devices fitted to each vessel or system should be maintained by the user. The register should relate the location and service conditions of each device to its individual identification markings. Where the total capacity of the devices necessary to protect an installation from oveTpressure requires appropriate account ta be taken of operating and fault conditions, the register should also include a record of the relevant calculations.

3.13.2 Capacity of relief device(s)

3.13.2.1 The total capacity of the pressure relief device or devices fitted to any vessel or system of vessels shall be suflicient to discharge the maximum .

quantity of fluid, liquid or gaseous, that can be generated or supplied without occurrence of a rise in vessel pressure of more than 10 % above the design pressure. NOTE 1. The safety valve standards only cover liquid or gaseous fluids. For applications where the valve@) may be required to discharge a twephase mixture, the type and capacity of proposed safety valves should be discussed with the valve manufacturer. NOTE 2. Any requirements for additional safety valve capacity to prevent excessive pressure in the event of fire should be speutied by the purchaser after due consideration of potential fire risks and resulting hazards.

3.13.3 Pressure setting of pressure relieving devices 3.13.3.1 Safety valves shall normally be set to operate at a nominal pressure not exceeding the design pressure of the vessel at the operating temperature. However, if the capacity is provided by more than one safety valve, it is permisible for only one of the valves to be set to operate in this way and for the additional valve or valves to be set to operate at a pressure not more than 5 % in excess of the design pressure at the operating temperatte, provided it complies with the overall requirements of 3.13.2.1. 3.13.3.2 Bursting discs fitted in place of, or in series with,safetyvalvesshallberatedtobwstata maximum pressure not exceedmg the design pressure of the vessel at operating temperature at the temperature of the disc coincident with vessel operating temperature. Where a bursting disc is fitted downdream of a safety valve, the maxjmum bu&@ pressure shall also be compatible with the pressure rating of the discharge system (see annexC of BS 2916 : 1984). NOTE. In the case of bursting discs fitted in parallel with valves to protect a vessel against rapid increase of pressure (e& see note 3 to 3.13.1.2) the bursting discs should be rated to burst at a maximum pressure not exceeding 1.25 times the design pressure of the vessel at operating temperature at the temperature of the disc coincident with vessel ope- temperature.

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STD.BSI BS 5500-ENGL L997 II Lb29bbS 0809955 h23

h e 3, November 1999 BS 6500 : 1997

Section 4. Mannfacture and workmanship

4.1 General aspects of construction 4.1.1 General Before commencing manufacture, the manufacturer shall submit for approval by the purchaser a fully dimensioned drawing showing the pressure portions of the vessel and carrying the following information (see 1.6.2).

a) A statement that the vessel is to be constructed in accordance with this standard. b) Speciication(s) with which materials shall comply c) Welding procedures to be adopted for all pa& of the vessel. d) Large-sde dimensional details of the weld prepamtion for the longitudinal and circumferential seams, and details of the joints for branch pipes, seatings, etc., and the position of these seams and other openings. e) Heat treatment procedure. f) Nondestructive testing requirements. g) %st plate requirements. h) Design pressure(s) and temperature(s) and major s t r u ~ l o a d l n g s . i) Test pressure(s). j) Amount and location of corrosion allowance.

I k) Minimum dished head thickness after forming I (see 3.6.2.1).

By agreement between the purchaser and the manufacturer, it is permissible to commence the manufacture of individual parts of the vessel before approval of the drawings of the complete vessel (see table 1.51). No modifications shall be made to the approved design except with prior agreement between the purchaser and the manufacturer (see table 1.51). 4.1.2 Material identification The manufacturer shall maintain, to the satisfaction of the Inspecting Authority, a positive system of identifkalion for the material used in fabricalion in order that all material for pressure parts in the completed work can be traced to its origin. The system shall incorporate appropriate procedures for venfylng the identity of material as received from the supplier via the material manufacturer’s test certificates and/or appropriate acceptance tests. In laying out and cutting the material, the material identification mark shall be so located as to be clearly visible when the pressure part is completedzo). Where the material identification mark is unavoidably cut out during manufacture of a pressure part, it shall be transferred by the pressure part manufacturer to another part of this component. The transfer of the mark shall be witnessed by the manufacturer’s inspection department (see table 5.1-1).

Records of applicable batches of welding consumables shall be retained.

4.1.3 Order of completion of weld s e w s Where any part of a vessel is made in two or more coumes, the longitudinal seams shall be completed before commencing the adjoining circumferential seam(s) and, where practicable, the longitudinal seams of a x e n t courses shall be staggered by 4e or 100 mm, whichever is the greater, measured from the toe of the welds.

4.1.4 Junction of more than two weld seams Where more than two weld seams meet at one point, consideration shall be given by the manufadurer to the desirability of intermediate stress relief.

4.1.6 Localized thinning I Localized thinning, below the nominal thickness, I resulting from cutting, fonning, weld preparation or I weld dresing shall not result in a thickness less than I the minimum thickness plus specified allowances I (see 1.6), except where all the following conditions I ase fulfilled I

a) Thickness reduction shall not exceed the smaller I of &O and 5 mm. I b) Area of thickness reduction shall fit in a circle of I diameter equal to the smaller of e and 60 mm. I c) Any two areas of thickness reduction shall be at I least @e apart. I d) The total area of thickness reduction shall be not I greater than 2 % of the total vessel area I e) Area of thicknes reduction shall not be in the I knuckle area of a dished end. I f ) Details of thickness reductions shall be recorded I in the final documentation (see 1.6.2.2). I

Where I

D is the internal diameter; I e is the nominal thickness, of the component I

under consideratiofi I

Localized thinning that does not satisfy the above conditions shall be referred to the designer for consideration.

20) For vessels required to operate at low temperature, see D.4.2.



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STD.BS1 BS 5500-ENGL L777 m l b 2 4 b b 7 0801445b 5bT M

BS 6600: 1996 Issue 1, November 1999 Section 4

4.2 Cutting, forming and tolerances 4.2.1 Cutting of material 4.2.1.1 Method All material shall be cut to size and shape preferably by thermal cutting or machining. However, for plates less than 25 mm thick, it is permissible to use cold shearing provided that the cut edges are dressed back mechanically by not less than 1.5 mm to provide a suitable surface to permit a satisfactory examination of the edges prior to welchg. It is permissible for plates less than 10 mm thick, which are cold sheared, not to be dressed where the cut edges are to be subsequently welded. NOTE. Where preheat is specified for welding the type of material being cut by a thermal process, it may also be necessary to preheat during cutting.

Surfaces which have been thermally cut shall be dressed back by machumg or grinding to remove severe notches, slag and scale. Slight oxidation of the cut edges of MO and M l type steels produced by machine thermal cutting shall not be regarded as detrimental. The cut edges of ferritic alloy steel, which are cut by a thermal process, shall be dressed back by grinding or machining for a distance of 1.5 mm unless the manufacturer can demonstrate to the satisfaction of the Impding Authority that the mated has not been adversely affected by the cutting process (see table 1.51).

. .

U1-A O BSI 09-1999



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4.2.1.2 Examination of cut edges Before carrying out further work, cut surfaces and heat affected zones shall be examined for defects, including laminations, cracks and slag inclusions. Independent examination by the Inspecting Authority may be required in the case of category 3 components (see table 5.1-1). V d methods may be supplemented by appropriate nondestructive testing techniques when agreed between the purchaser and the manufacturer (see 6.6.3 and table 1.51). Major defects shall be notified to the Inspecting Authority and the method of their rectifícation agreed between the purchaser and the mufacturer (see table 1.51). Any material damaged in the process of cutting to size and preparation of edges shall be removed by machining, grinding or chipping back to undamaged metal.

4.2.2 Forming of shell sections and plates

4.2.2.1 General Prior to fonning, a visual examination of all p l a h shall be carried out, followed by measurement of the thiCkness. As far as practicable, all hot and cold forming shall be done by machine; local heating or hammering shall not beused. By agreement between the purchaser and the manufacturer, it is permissible for the manufacturer to be required to demonstrate that the forming and heat treatment operations will not significantly alter the material properties from those assumed in design (see table 1.51). Heavy scale remaining after any hot forming operation shall be removed by a suitable descalhg process which will not impair the quality of the material or have an &em effect on the corrosion resistance of the exposed surfaces. NOTE. D.4.3 gives recommendations for forming and heat treatment of carbon and carbon manganese steel vessels designed to OperatÆ below o "C.

4.2.2.2 Plates welded prior to hot or cold forming It is permissible to but& weld plates together prior to forming provided that the joint is nondestmctively tested after forming by a method agreed between the purchaser and the manufacturer (see table 1.51). Since welds in items subjected to hot forming temperatures, or normalized, will generally suffer significant strength reduction, the manufacturer shall ensure that the filler metal used will salx@ the weld joint design requirements after such heat treatment.

4.2.2.3 Cold forming 4.2.2.3.1 Ferritic steel If the inside radius of curvature of a cold formed cylindrid pressure part is less than 10 times the nominal thickness in the case of carbon and carbon manganese steels, or 18 times the nominal thickness in the case of all other ferritic materials, an appropriate post forming heat treatment shall be applied to restore properties to levels which will ensure that the material properties are not significantly altered from those assumed in design. Au domed ends which have been cold formed shall be heat treated for the same purpose unless the manufacturer demonstrah that the cold formed properties are adequate and the material properties are not significantly altered from those assumed in design. 4.2.2.3.2 Austenitic steel Cold formed austenitic steels do not require a subsequent softening heat txeahnent (as described in 4.2.2.4.2) when the minimum design temperature is - 196 "C and above and any of the following conditions a) or b) or c) are satisfied, unless particulas corrosion resistance or other purchase requirements are specified

a) When the specified minimum elongation at break A 2 30 % and a level of 15 % cold deformation is not exceeded O r , the residual elongation after cold forming is demonstrated to be 2 15 %. This can be assumed to be demonstrated in the case of material where the specified minimum value for elongation at break A is less than 30 %, but the actual elongation as measured in the material acceptance certificate is 1 30 M b) With levels of cold forming above 15 %, proof is provided in individual cases that the residual elongation at break A after cold forming is at least 15 O h

c) For cold formed heads (semi-elliptical, torispherical and hemispherical ends) the acceptance certificate for the base material (prior to cold forming) shows the following values for elongation at break A: 2 40 % for wall thickness 5 15 mm; I L 46 % for wall thickness > 15 mm.

NOTE 1. It is expected that for such head material there will be at least 15 % residual elongation after cold forming. This can be checked using the following formula for level of deformation in dished end forms. NOTE 2. A, the elongation at break, is fully defined in

For conditions a) and b) the level of deformation shall be determined for shell and cone forms by

BS EN 10002-1

deformation % = - 1 - - R, ""( 2J

where

e is the nominal thickness of the initial produ@ R, is the mean radius of the final product; Go is the mean radius of the initial produd,

.. .

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and for dished end forms by:

deformation % = 100 In - 43 De -2

where

e is the nominal thichess of the initial product; 4 is the diameter of the blank or the diameter of

De is the extemal diameter of the final product; In is the natural logarithm.

the interma product;

Where the preceding conditions a) or b) or c) do not exist , cold formed austenitic stainless steels shall be softened after cold forming by a softening treatment as described in 4.2.2.4.2.

4.2.2.4 Hot forming

4.2.2.4.1 Ferritic steel Fonning procedures involving plate heating shall be agreed between the purchaser and the manufacturer (see table 1.51). The forming procedure shall specify the plate heating rate, the holding temperature, the temperature range and time in which the forming takes place and shall give details of any heat treatment to be given to the formed part When required by the purchaser or Inspecting Authority the manufacturer shall provide data to support his procedure (see table 1.51).

4.2.2.4.2 Austenitic steel Austenitic steel plates to be heated for hot working shall be heated uniformly in a neutral or oxidizing atmosphere without flame impingement, to a temperature not exceeding the recommended hot working temperature of the material. Deformation shall not be carried out after the temperature of the materials has fallen below 900 "C. Local heating shall not be applied. After hot working is completed the material shall be heated to the agreed softening temperature for a period not less than 30 min. The softening temperatures and period for warm worked, high proof material shall be agreed between the purchaser and the manufacturer (see table 1.51). After softening, the surface shall be descaled.

4.2.2.6 Man@àcture of shell plates and ends Shell plates shall be formed to the correct contour to ensure compliance with tolerances specified in 4.2.3. Where practicable, head plates and ends shall be made from one plate. Dishing and peripheral flanging of end plates shall be done by machine, flanging preferably being done in one operation. Sectional flanging is permitted provided that it is agreed between the purchaser and the manufacturer (see table 1.51). The flanges shall be cylindrical, of good surface and free from irregularities

4.2.2.6 Examination @formed plates AU plates, after being formed and before canying out further work upon them, shall be examined visually and checked for thickness. Where required by 3.7.1 additional examination by suitable nondestructive testing methods shall also be carried out (see table 1.51).

4.2.3 Assembly tolerances

4.2.3.1 Middle line alignments The root faces of the welding preparations shall be aligned within the tolerances permitted by the welding procedure specification and the components shall be aligned as indicated on the drawings within the following tolerances. The tolerances shall be applied to the intended position of the middle lines of adjacent components whether coincidentally or intentionally Offset .

a) For longitudinal joints in cylindrical components and joints in spherical components, the middle lines of a x e n t plates shall be aligned within the following tolerances.

For plate thickness e 1 mm. up to and

For plate thickness e 10 % of thickness or over 10 mm up to and 3 m m , whichever is the

For plate thickness e dl6 or 10 mm, over 50 mm up to whichever is the smaller. 200 mm For plate thickness e tolerances are to be over 200 mm agreed between the

including 10 mm

including 50 mm smaUec

purchaser and the manufacturer (see table 1.51).

b) For circumferential joints, the middle lines of ascent plates shall be in alignment within the following tolerances.

For plate thickness e 1 mm. up to and including 10 mm For plate thickness e 10 % of thickness of over 10 mm up to and W e r part plus 1 mm, including 60 mm or 6 mm, whichever is

For plate thickness e 10 % of the thickness of over 60 mm up to thinner part. 200 mm For plate thickness e tolerances are to be over 200 mm agreed between the

the smaller.

purchaser and the manufacturer (see table 1.51).

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fSTD-BSI BS 5500-ENGL L777 D lb29bb7 0809957 279 m BS 5500 : 1997 Issue 2, November 1999 Section 4

4.2.3.2 Sur$ace alignment The misalignment at the surface of the plates for plate thickness e shall be as specified in a) and b). If this mblignment is exceeded, the surface shall be tapered with a slope of 1 : 4 over a width that includes the width of the weld, the lower surface being built up with added weld metal, if nec-, to provide the

I mquiredtaper. a) For longitudinal joints in cylindrical components and joints in spherical components, the surfaces of adjacent plates shall be aligned withjn the following tolerances.

For plate thickness e 44. up to and including 12 mm For plate thickness e 3 mm. over 12 mm up to and including 50 mm For plate thickness e the lesser of e/16 or over 50 mm 10 mm.

b) For circumferential joints, the surfaces of adjacent plates shall be aligned within the following tolerances.

For plate thickness e d4. up to and including 20 mm For plate thickness e 5 mm. over 20 mm up to and including 40 mm For plate thickness e the lesser of e/8 or over 40 mm 20 mm.

4.2.3.3 Attachments, nozzles and $ïfittings All pads, reinforcing plates, manhole frames, lugs, brackets, Meners, supports and other attachments shall fit closely, and the gap at all exposed edges to be welded shall not exceed 2 mm or onetwentieth of the thickness of the attachment at the point of attachment, whichever is greater. Except where specific dimensions are shown on the fully dimensioned drawing, the maximum gap between the outside of any branch or shell and the inside edge of the hole of the shell, flange, reinforcing ring or backing ring shall not exceed 1.5 mm for openings up to 300 mm, and 3 mm for openings over 300 mm. lb achieve this gap it is permissible to machine over a sufficient length of the outside diameter of the vessel or nozzle to accommodate the attachment to which it is to be welded. This machined length shall not extend

I beyond the toes or edges of the attachment welds. I

4.2.4 Tolerances for vessels subject to internal pressure

4.2.4.1 lblerances for ends 4.2.4.1.1 C i m m f m e Unless otherwise agreed between the purchaser and the manufacturer (see table 1.5-1), the external circumference of the completed end shall not depart from the calculated circumference (based upon nominal inside diameter and the actual plate thickness) by more than the amounts shown in table 4.21.

Table 4.2-1 Circumference Outside diameter (nominal inside Circumferential diameter plus twice actual plate thickness)

tolerance

Up to and including 650 mm fg mm Over 650 mm %.25 % of

circumference

4.2.4.1.2 Circularity (Out-Of-rOUn&neSS)

The difference between the maximum and minimum inside diameters of the straight flange shall comply with the requirements for shells (see 4.2.4.2.3).

4.2.4.1.3 Thiclcnes The thickness shall be taken as the thiclmess of the end after manufacture and shall be applicable over the whole area of the end Variatons in thickness (thinning) arkiig during manufacture shall be gradual.

4.2.4.1.4 profile The depth of d i s h i n g , measured from the plane passing through the point where the straight flange joins the knuckle radius, shall in no case be less than the theoretical depth, nor shall this depth be exceeded by more than the values given in table 4.2-2. Variations of the profile shall not be abrupt but shall merge gradually in the specified shape. The knuckle radius shall not be less than specified, and shall have common tangents with both the straight flange and the dished profile, at each join.

Table 4.2-2 Tolerance on depth of domed ends Diameter of end Permissible increase

in depth of dishing

Up to and including 3000 mm 1.25 % of diameter Over3000mm upto and %mm including 7600 mm Over 7600 mm 0.5 % of diameter

I



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Section 4 h e 3, Janua~y 1999 BS 6M)o : 1997

4.2.4.2 lblerances for cylindrical shells The shell sections of completed vessels shall comply with 4.2.4.2.1 to 4.2.4.2.3. 4.2.4.2.1 C i m m f m e The tolerances on circumference shall comply with 4.2.4.1.1. 4.2.4.2.2 Stmightness Unless otherwise agreed between the purchaser and

deviation of the shell from a stsaight line shall not exceed 0.3 % either of the tofal cylindrical length or of any individual 5 m length of the vessel. Measurements shall be made to the surface of the parent plate and not to a weld, fitting or other raised part.

I 4.2.4.2.3 Circularity (out-of-mun&ness and peaking) The tolerance on the circularity of the shell shall be as follows:

I the manufacturer (see table 1.&1), the maximum

a) The Merence between the maximum and minimum intemal diameters measured at any one crosssection, expmsed as a percentage of the nominal shell outside diameter, D (ii mm), shall not exceed:

(0.5 + 7) % or 1 % whichever is the smaller

Measurements shall be made to the surface of the parent plate and not to a weld, fitting or other raised Part. For vessels fabricated from pipe the permissible variation in diameter (measured externally) shall be in accordance with the specification governing the manufiuAwe of the pipe or tube. At node positions a greater out-of-roundness is permitted if it can be justified by calculation and is agreed between the purchaser and the manufacturer

There shall be no discernible flats. Any local deviation from circularity W be gradual. In the case of vessels to be inshlled in the vertical position, which are to be checked in the horizontal position, the checks shall be repeated after turning the shell through 90" about its long axis. The measurements shall be averaged and the amount of out-of-roundness calculated from the values so determined. The cold roh@, of a welded shell to rectify a small departure from circularity is permitted, provided an approved nondestructive testing method is carried out after the departure from circularity has been remedied b) Where irregularities in the prolile OCCUIS at the welded joint and is associated with "flats" aqiacent to the weld the irregularity in prolile or "peal&-& shall not exceed the values given in tables 4.2.3 and 4.2.4 except in cases covered by c) below. The method of measurement (covering peaking and ovality) shall be by means of a 20" profile gauge (or template). The use of such a profile gauge is ill- in figure 4.2-1. %o readings shall be

I (see table 1.51).

taken, P1 and P2 on each side of the joint, at any patticular location, the maximum peakmg is taken as being equivalent to 0.25 (Pl + Pz). Theinsideradiusofthegaugeshallbeequaltothe nominal outside radius of the vessel. Measurements shall be taken at approximately 250 mm intervals on longitudid seams to determine the location with the maxjmum peaking value. Other types of gauges, such as bridge gauges or needle gauges, may be used. The maximum peaking value, when not supported by special fatigue analysis, shall be in accordance with table 4.2.3.

Table 4.2-3 Maximum permitted peaking I Dimensions in mm I

lVessel wall thickness e IMaximnm permitted peaking I I 1.5 2.5 3.0 e/3

Peaking values in excess of the above are only permitted when supposed by special fatigue analysis but in any event shall not exceed the values specified in table 4.2.4.

a

Table 4.2-4 Maximum permitted peaking when special analysis is used

Dimensions in mm I I Vessel ratio wall Maximum permitted peaking thickness e to diameter D

le/D 0.025 110 or ce

c) Irregularities in profile, for vessels which have been constructed of steel having a specified minimum yield strength, Re, exceeding 400 N h 2 , shall not exceed 2 % of the gauge length when checked by a 20" gauge. Thatis: 6 = < 0.00111 D where

S is the maximum local irregularity; D is the shell outside diameter

This maximum value may be increased by 25 % if the length of the irregularities does not exceed one quarter of the length of the shell part between two circumferential joints with a maximum of 1 m. Greater irregularities requjre proof by calculation or strain gauge measurement that the stresses are pennissible.



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STD=BSI BS 55UO-ENGL L997 Lb24bb9 OBUqqbL 927 BS 6600 : 1997 Issue 1, January 1999 Section 4

Cut out to dear weld reinforcement

\

4 a) Inward peaking /

NOTE. Excessive cut-out will lead to an underestimate of maximum peaking.

Figure 4.2-1 Profile gauge details and application

&A d BSI 1998 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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4.2.5 Tolerances for vessels subject to external pressure Tolerances shall be within those specified in 3.6.

4.2.6 Structural tolerances

I NOTE. Requirements for tolerances, supplemental to 4.2.8, 4.2.4 and 4.2.6 may be specified by the purchaser (see table 1.5-1). For guidance on general structural tolerances, see annex L

4.3 Welded joints 4.3.1 General No production welding of joints shall be commenced, except by specific agreement between the purchaser and the manuEdctLver (see table 1.51), untik a) the welding procedures proposed have been approved in accordance with 5.2 b) welder/operators have been approved in accordance with 6.3; c) where stjp?ulated by the purchaser, production control test plate requirements have been agreed; d) any examination required by the Inspecting Authority on the assembly of category 3 components has been undertaken (see table 5.1-1).

4.3.2 Welding consumables 4.3.2.1 Welding consumables (e.g. wire, electrodes, flux, shielding gas) shall be the same type as those used in the welding procedure. By agreement between the purchaser, the hspedhg Authority and the manufacturer altemative consumables are permisible within the limits specified in BS EN 288-3 (see table 1.51). To ensure that no unacceptable deterioration OCCUIX, the storing and handling of welding consumable shall be controlled in accordance with procedures written on the basis of the makers’ infomation. The manufacturer of the vessel shall provide evidence that the deposited weld metal is suitable in all respects for the intended duty and has tensile properties derived from the weld procedure tests not less than those specifíed for the parent materia l , except in the case of 9 % Ni (M6) steels which shall comply with 4.3.2.2 to 4.3.2.4.

Q BSI 1998 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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4.3.2.2 Although ferritic consumables are suitable for certain 9 % Ni applications, their selection shall have particular regard to toughness requirements of the weldment. Weld metal properties and thickness limits for welded joints made with a ferritic filler shall be the subject of agreement between the purchaser and the man- (see table 1.51).

4.3.2.3 For plates of 9 % Ni and of thickness 20 mm and above, circular section all-weld metal tensile test pieces shall be used to measure the 0.2 % proof strength (Q.2). For plates of 9 % Ni and less than 20mmthick,Rp0.2shallbemeasuredfromatransverse tensile test piece m accordance with the method given inannexBofBS7?7":Part2. NOTE 1. Nickel based and some austenitic filler materials will undermatch the parent material yield strength and may also undermatch the parent metal tensile strength. The weld metal properties of these consumables should satisfy a minimum 0.2 % proof strength of 360 N/mm2. NOTE 2. The tensile strength of the transverse tendes should meet a minimum value of 655 Nhnm2 (equivalent to 95 % of minimum parent metal properties).

4.3.2.4 It is permissible when welding 9 % Ni materials to use austenitic stainless steel consumables down to -196 'C, but for temperatures below -101 "C this is only by agreement between the purchaser and the man- (see table 1.51).

4.3.3 Preparation of plate edges and openings

4.3.3.1 Weld preparations and openings of the required shape shall be formed in accordance with 4.2.1.

4.3.3.2 The profile of the weld preparation shall be as specified in the approved welding procedure (see 6.2).

4.3.4 Assembly for welding 4.3.4.1 Joints shall be fiUed in accordance with the dimensional tolerances specified in the welding procedure specification and 4.2.3.

4.3.4.2 It is permissible to use tack welds and incorporate them in the final weld but they shall be sound and have been made to an agreed and approved welding procedure (see 6.2).

4.3.6 Attachments and the removal of temporary attachments

4.3.6.1 Attachments Attachments welded directly to the shell shall be of the same nominal composition as that of the shell immediately unlm otherwise agreed between the purchaser and the manuf'r (see table 1.51), and the welding procedures and operators shall be appmved in accordance with section 6. Welds of

examined by appropriat~ nondestructive testing methods (see 5.6). 'lkrnpomy attachments welded to the pressure parts shall be kept to a practical minimum.

permanent attachments to pressure paas shall be

4.3.5.2 Removal sf attachments Temporary attachments shall be removed prior to the h t pmsurhtion unless they have been designed to the same quality as permanent attachments. The removal technique shall be such as to avoid, as far as practicable, impairing the integrity of the pressure containment and shall be by chipping and grinding or thermal cutting followed by chipping or grindug. Any rectification necessary by welding of damaged regions after removal of attachments shall be undertaken in accordance with an approved welding procedure (see 6.2). The area from which temporary attachments have been removed shall be dressed smooth and examined by appropriate nondestructive testjng methods. NOTE. Attention is also drawn to the requirements of 4.4.3.1 and 4.4.3.2 which apply to vessels subject to post-weld heat treatment.

4.3.6.3 Attachments of dissimilar metal It is permissible to attach dissimilar metal attachments to intkrmm pieces, in turn connected directly to the shea Compatible welding materials shall be used for dissimilar metal joints. NOTE. General recommendations for welding consumables and postweld heat treatment of dissimilar femtic steel joints are given in annex H.

4.3.6 Butt joints 4.3.6.1 Butt welds between plates of unequal thickness Where a butt welded seam is required between plates of different thicknesses, the thicker plate shall be reduced in thickness by one of the methods shown in figures 3.10-1 and 3.1(1.2. The thicker plate shall be trimmed to a smooth taper for a distance of not less than four tjmes the offset including, where necessary, the width of the weld If necessary it is permissible to add weld metal beyond the width of what would otherwise be the edge of the weld, to obtain the required taper. 4.3.6.2 Backing strips For construction category 1, with the exception of materials and thicknesses pennated for construction category 2, permanent backing ships shall not be used In all other cases it is permissible to use permanent backing strips when the second side is inaccessible for welding, subject to agreement between the purchaser and the manufacturer (see table 1.51) and provided that nondestructive testing can be salisfWrily carried out where applicable. Only by agreement between the purchaser and the manufacturer, is it permissible for circumferential butt joints in tubes to be welded with tempo-, permanent or consumable backing rings (see table 1.51). Whereabackingshipistobeused,thematerialshall be such that it will not adversely influence the weld Unless otherwise agreed between the purchaser and the manufactureq backing strips shall be carefully removed prior to any special nondestructive tests on the joint (see table 1.51).



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~ ~. ~ - ~~

STD-BSI BS 5500-ENGL 1997 m Lb24bb9 OBOqqbq b3b m


4.3.7 Welding: general requirements

4.3.7.1 All surfaces to be welded shall be thoroughly cleaned of oxide scale, oil or other foreign substances to a clean metal surface and for a distance of at least 12 mm h m each welding edge.

4.3.7.2 Distortion due to welding shall be minimized by suitable attention to the welding sequence.

4.3.7.3 Each run of weld metal shall be thoroughly cleaned and all slag removed before the next run is deposited.

4.3.7.4 The second side of joints welded from both sides shall be cleaned back to sound metal before depositing weld metal at the second side, unless the agreed welding procedure (see 6.2) has demonstrated that satisfactory fusion and penetration are obtained. In the case of category 3 components, an independent examination of the second side of such joints may be required by the Inspecting Authority (see table 5.1-1).

4.3.7.6 Stray arcing is to be avoided Where it does occur the area affected shall be dressed by grinding and surface crack detected

4.3.7.6 Designs required for welds are given in 3.10. NOTE. The relatively high residual magnetism of 9 % Ni steel can disrupt the welding arc. To avoid this potential problem it is generally advisable to ensure that the item to be welded has a low residual magnetism and to avoid practices that will cause magnetic induction, such as the use of magnetic handling devices and magnetic particle inspection.

4.4 Heat treatment 4.4.1 Preheat requirements 4.4.1.1 The manufacturer shall state the proposed preheat temperature to avoid hard zone cracking in the heat affected zone, for each type of weld including those for all attachments and tack welds. No welding shall be carried out when the temperature of the parent metal within 150 mm of the joint is less than 5 "C. Austenitic steels do not require preheat for welding. The preheat temperature shall depend upon the composition and thickness of the metal beiig welded and upon the weld process and arc energy being used. NOTE 1. Guidance on the selection of preheat temperature to suit particular combinations of plate composition and thickness for processes with different arc energies and diffusible hydrogen content for carbon and carbon manganese steel can be made by reference to:

a) BS 5135; b) 'Welding steels without hydrogen cracking' by F R Coe, the Weldmg Institute, 1973.

NOTE 2. For guidance on preheating for arc welded tube to tubeplate joints, see annex T.

4.4.1.2 The preheat requknents for welding shall be established between the purchaser and the manufacturer at the time of approval of the welding procedures (see table 1.M). 4.4.1.3 The temperature shall be checked during the period of application. The methods to check temperature shall be thermocouples, contact pyrometers or temperature indicabng crayons. 4.4.1.4 Where preheat is specifled welding shall continue without interruption. If, however, continuity is affected, preheat shall be maintained or the joint shall be slowly cooled under an insulation blanket Before recommencing welding preheat shall be applied. 4.4.2 Normalizing: ferritic steels 4.4.2.1 Hot formed parts of vessels shall receive a normalizing or grain refining heat treatment, either before or after welding, unless the process of hot forming was performed within such a temperature range and followed by cooling in such a manner as would provide this treaîment for the material concerned (see 2.3.2.8). 4.4.2.2 Where normalizing is undertaken, the parts shall be brought to normalizing temperatwe at a suitably controlled rate and shall be maintained at the temperature long enough for thorough soaking. Actual heating rates are not critical but shall be controlled to the extent necessary to avoid any possibility of mechanical damage to the parts in question during the heating process. They shall then be uniformly cooled at the appropriate rate. NOTE. This is generally achieved by coollng freely in still air. Where the geometry of the parts is such that the cooling rate will not be the same throughout, the necessity for a further &es relieving treatment shall be considered with particular attention being paid to a slow rate of cooling. In the case of alloy steels, the range of cooling rates experienced shall not result in mechanical properties different from those specified. 4.4.3 Post-weld heat treatment 4.4.3.1 Post-weld heat treatment in accordance with 4.4.6 shall be carried out following completion of all welding in the following cases.

a) Ferritic steel vessels designed to operate above O "C where the thickness at any welded connection exceeds that listed in table 4.41 (see table 1.51) unless otherwise agreed between purchaser, manufacturer and Inspecting Authority to permit a greater thichess based upon fracture mechanics analyses in accordance with annex U. b) Femtic steel vessels designed to operate below O "C when post-weld heat treatsnent is necessary in accordance with annex D c) Vessels intended for service with media liable to cause stress corrosion cracking in service, where, following the review required by 3.3.1, it was felt that this cracking was still a risk with the vessel. d) Where specified by the purchaser (see table 1.51).



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In special circumstances, and by agreement between the purchaser and the manufacturer, welding is permithl to be carried out on lightly loaded and non-pressure parts of the vessels previously subjected to heat-treatment, without subsequent reheat trealment, provided suitable tests and controls are instituted to establish that the material will not be advexsely affeckd (see table 1.51). Where pressurized components contain fillet welds only the thickness to be used when applying the requirements for post-weld heat treatment in 4.4.3 shall be the same as that specified in 4.4.3.3a for two components butt welded together. NOTE 1. Recommendations for post-weld heat treatment of dissimilar fenitic steels are given in annex H. NOTE 2. For guidance on post-weld heat treatment for arc welded tube to tubeplate joints, see annex T.

4.4.3.2 The heat treatments apply specifically to the fínal post-weld heat treatment to be carried out on the vessel. In cases where intemediate stress relieving treatments are necessaq consideration shall be given to carrying these out at lower tempemtures. 4.4.3.3 Where the vessel contains welded joints connecting parts which differ in thickness, the thickness to be used in applying the requirements for -weld heat trealment shall be:

a) the thinner of the two parts butt welded together, b) the thickness of the shell in connection to flanges, tube plates or similar connections; c) the weld throat thickness of the shell or end plate to nozzle weld in nozzle attachment welds; d) the base material thickness in material integrally clad with an austenitic or nickel base corrosion resistance material (clad plate); e) the base material thickness divided by four where an austenitic or nickel based corrosion resistance material is weld deposited on the base material surface.

4.4.3.4 When additional welds or weld repairs have been made to a vessel after post-weld heat m e n t , a further heat trealment shall be carried out in accordance with 4.4.4. The thickness to be used in defining the time reqmed at this further heat treatment temperatwe shall be the thickness of the weld applied after the original post-weld heat treatment

4.4.3.6 For austenitic steels the details of any post-weld heat treatment shall be agreed between the purchaser and the manufacturer (see table 1.51).

4.4.4 Methods of heat treatment

4.4.4.1 Wherever possible, the vessel shall be heat treated by heating as a whole in an enclosed furnace. Where it is impracticable to heat treat the whole vessel in a furnace it is permissible to adopt the methods described in 4.4.4.2 to 4.4.4.6, but it should be noted that they may not ensure the same degree of immunity from susceptibility to stress corrosion cracking.

4.4.4.2 It is permissible to heat treat the vessel in sections in an enclosed furnace, providing the overlap is at least 1500 mm or m, whichever is the greater. Where this method is used the portion outside the furnace shall be shielded so that the longitudinal temperature gradient is such that the distance between the peak and half peak temperature is not less than 2.5 J&, where R is the internal radius. 4.4.4.3 It is permissible to heat treat circumferential seams in shells locally by heating a shielded band around the entire circumference. The width of the heated band shall be not less than m, the weld being in the centre. Sufficient insulation shall be fitted to ensure that the temperature of the weld and its heat affected zone is not less than that specified and that the temperature at the edge of the heated band is not less than half the peak temperature. In addition, the adjacent portion of the vessel outside the heated zone shall be thermally insulated such that the temperature gradlent is not harmful. NOTE. A minimum total insulated band width of lo@, is recommended for the purpose of complying with this requirement.

4.4.4.4 It is permissible to heat treat locally branches or other welded attachments by heating a shielded circumferential band around the entire vesseL In such cases eithec

a) the requirements of 4.4.4.3 shall apply with the exception that the width of the heated band shall cover a minimum distance of 2.5@ in each direction from the edge of the weld which connects the nozzle or attachment to the vessel; or b) modifications shall be agreed between the purchaser and manufacturer where the requirements in a) cannot be strictly applied (see table 1.51).

4.4.4.6 It is permissible to heat the vessel internally, for which purpose it shall be fully encased with thermal insulatjng material

4.4.4.6 It is permissible to post-weld heat treat vessels of different thicknesses (not exceeding a ratio of 2 : 1) in the same furnace charge according to the heat treatment requirements for the thickest vessel in the charge.



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4.4.6 Post-weld heat treatment procedure

4.4.6.1 Post-weld heat treatment temperature and time at temperature shall be as given in table 4.41 or table 4.4-2. NOTE. It is acceptable to use either table 4.41 or 4.42. The use of table 4.42 is likely to result in residual stresses higher than those resulting from the use of table 4.41, with implications on, for example, any defect analysis or stress corrosion crackmg. It should be noted that table 4.42 is anticipated to be the requirements in the proposed European Standard for Pressure Vessels (see also 6.2.4).

In cases where the requirements in either table 4.41 or 4.4 2 cannot be strictly applied, modifications shall be agreed between the purchaser and the manufacturer (see table 1.51). For vessels made from materials of grades other than MO or Ml , the temperature range is only advisory The validity of any given case shall be decided by the manufacturer and the requirements modified as nec-. This shall be by agreement between the purchaser and the manufacturer (see table 1.51).

4.4.6.2 Furnace post-weld heat treatment of vessels or components shall comply with the following.

a) The temperature of the furnace at the time the vessel or component is placed in it shall not exceed:

1) for ferritic materials, 400 "C for vessels or components of less than 60 mm thickness and not of complex shape. 300 "C for vessels or components of 60 mm thickness or over or of complex shape; 2) for austenitic materials, 300 "C.

b) The rate of heating from the temperaime in a) for ferritic materials shall not exceed the following:

1) 240 " C h for vessel or component thicknesses not exceeding 25 mm; 2) 6000 " C h divided by the thickness in millimetres for vessel or component thicknesses exceedmg 25 mm.

c) The rate of heating from 300 "C for austenitic materials shall not exceed

1) 220 " C h for vessel or component thicknesses not exceeding 25 mm; 2) 200 " C h for vessel or component thicknesses exceedq 25 mm.

d) During the heating and cooling periods, variation in temperature throughout the vessel or component shall not exceed 150 "C within 4500 mm and the temperature gradlent shall be gradual. Above 500 'C, this variation shall not exceed 100 "C. e) During the heating and holding periods, the furnace atmosphere shall be so controlled as to avoid excessive oxidization of the surface of the vessel or component. There shall be no direct impingement of flame on the vessel or component.

f ) When the vessel or component has attained a uniform holding temperature as given in table 4.41 the temperature shall be held for the period given in table 4.41. g) Vessels or components in ferritic material shall be cooled in the furnace to temperature not exceeding 400 "C at a rate not exceeding the value for heating in b). NOTE. Below 400 'C the component may be cooled in still air. h) Vessels or components in austenitic materials shall be rapid cooled from the solution treatment temperature. NOTE. Rapid cooled may be in air or quenched. Intergranular corrosion can occur if the cooling rate is not sufficiently rapid to avoid inter-granular chromium carbide precipitation. The same requirement applies to locally solution-txeated welds. In these cases inkr-granular corrosion is not necessarily readily visible by inspection.

4.4.6.3 Local post-weld heat treatment of vessels or components shall comply with the following.

a) The rate of heating from the temperature given in 4.4.6.2a shall not exceed that given in 4.4.6.2b or 4.4.6.2~ as appropriate. b) The rate of coolmg down to 400 "C for ferritic materials shall not exceed that given in 4.4.6.28. NOTE. Below 400 "C lagging may be shipped. c) The rate of cooling down for austenitic materials shall be the Same as 4.4.6.2h.

4.4.6.4 The temperature specified shall be the actual temperature of any part of the vessel or zone being heat t r e a d , and shall be determined by thermocouples in effective contact with the vessel.

4.4.6.6 A sufficient number of temperatures shall be recorded continuously and automatically Several thermocouples shall be applied to ensure that the whole vessel, or zone, being treated is within the mnge specified and additional Pyrometern utilized to check that undesirable thermal gmbents do not occur.

4.6 Surface finish 4.6.1 Except where otherwise agreed between the purchaser and the manufacturer, the whole of the internal surface of the vessel shall be cleaned and shall be free from loose scale, grit, oil and grease (see table 1.51).

4.6.2 When special types of finish are to be provided, on the inside or outside surface of the vessel, e.g. degree of polish, they shall be specified by the purchaser at the time of order (see table 1.51).



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Table 4.4-1 Requirements for post-weld heat treatment of ferritic steel vessels I Poet-weld heat I Post-weld treatment conditions I Materi

Grade Temperature range ('C) min. to max. Time at temperature (see notes 1 and 2)

thickness

MO and M l

Carbon and carbon manganese steels

Optional (see 4.4.3.1) Required

(see 4.4.3.11 540 Optional

580 to 620

2 '/i 90 580 to 620 2 Y2 60 Carbon and .carbon

manganese steels (mh KCV of 27 J at -20 "C) Required

Optional (see 4.4.3.1)

2% 100 630 to 6701) 2% '60

2% 60

630 to 6701) 2% -

M 2 Carbon molybdenum steel

Required

Optional (see 4.4.3.1)

M4 Low alloy manganese chromium molybdenum vanadium steel >15 I Re&ired * 580 to 6201) 3 %Ni Optional within thickness l i m i t s

agreed between purchaser and manufacturer, otherwise required

T 9Ni Not required - -

Required 630 to 6701) (optimum high 2% 60 temperature properties) 650 to 7001) (max. softening)

Required 680 to 7201) 2% 180 Required 630 to 6701) (high tensile) 2% 60

680 to 7201) (max. creep 180 resistance) 710 to 7501) (max. softening) 180

Required 710 to 7501) 2% 120

M7 lCrHMo 1 %Cr%Mo

All thicknesses

M8 MCr'hMo'kV All thicknesses

All thicknesses M9

2WCr1Mo k M10 5Cr %Mo All t h i C k n ~ S L '1 This range is advisory only (see 4.4.6.1). '1 P-weld heat treatment is not required for joints welded with Ni base and other austenitic filler metals up to a thickness of 50 mm. '1 For femtic weld metals and for joints in excess of 50 mm, the basis for acceptance should be agreed between the purchaser and the manufacturer. Post-weld heat treatment of this material should be avoided where possible because of the high degree of conmol zeeded to ensure that the parent metal properties are not degraded. V O T E 1. By agreement large vessels in MO and Ml steels may be heat treated by following the equivalent time temperature formuk

U + - > L b 2

d e r e uisthenumberofminutesinrange580"Cto620"C; 6 is the number of minutes in range 550 "C to 580 "C; t is the time in minutes muired bv this table.

WTE 2. For maximum heat& and &ling rates see 4.4.6.2 and 4.4.6.3.



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~

STD-BSI BS 5500-ENGL L977 m bb24bb9 0804qbA 281

M o n 4 Issue 1, January 1997 BS 5500 : 1997

Fable 4.42 Alternative requirements for post-weld heat treatment of ferritic steel vessels 1 Ti aeferenee I Heat 1 Post-weld heat treatment Haterial Haterial

POUP recording to BS EN 2883

keel group )r type

Jnalloyed rtr.t4s

Weldable IOrmaliZed ine grain 3tÆels

16Mo3

13CrMo4-5

10CrMo9-10 11CrMo9-10

16CrMo20-5

EN Temperature

'C IL I min.

3t 1 30

40 + 0.5rn 'r, - 5

MO and M 1

M2

M7

M10

Carbon and carbon manganese Steel

Carbon molybdenum steel

1002a2 N or 102161 to 5 N and T 10217-1 to 5 10222-2 10028-3 102lGfg 10217-fg 10222-4

100282 N or 102162 Nand T 10217-2, 4 10222-2

55o-m'

550-620 f St 2

~

st 1

st 5

5353)

40 + 0.5t,, "

"

"

1021G2 10222-2

A

2.5t >12 560 A 10216-2 30 c12 N andT 10216-2

>60 90 + t, -.

-.

-.

- 100284

102 1 7-5 stantlard 10216-3

Normally welded with austenitic filler See material metal. In view of possible carbon

102223 diffusion, post-weld heat treatment should be avoided.

550-620 10222-2 40 + 0.5¿, >loo QandT 10028-2 N or

10222-2 10217-2, 4

30 >13515 Q and T 102182 30 S 134)

>15160

As specified for 10216-2

60 + t , >60 2 X t

or steel 13CrMo4-5 10217-2, 4 Q and T 10222-2 10216-2 NandT 10222-2 or

QandT

100282 N andT

1CrHMo 1 "YhMo

2'kCrlMo

5CrHMo

630-680

670-720

700-750

I 700-750

740-780 -

9CrMo

12CrMoV St 6

3%Ni s t 7

M11 XllCrMoS-1

M12 X20CrMoNi Vl-1-1

10216-2 10222-2 l N a n d T As specified for steel

XllCrMo9-1 730-770

535 30

M5

M6

MnNi and Ni steel except X8Ni9

X8Ni9

10028-4 102163 102173,5 N

10222-3 >35 5 90 >90

tn- 5 40 + 0.5h

530-580 100284

102223 Q and T 10217-3, 5 or 10216-3 NandT

I N normalized or air quenched Q quenched T tempered

*) Nominal thickness is that required by 4.4.3.3 or 4.4.3.4 3, For thickness < 35 mm, post-weld heat treatment is only necessary in special cases (e.g. to reduce the danger of stress corrosion cracking or hydrogen cracking (sour gas)). 4, ribes with diameters < 102 mm and a wall thickness < 13 mm and components with such a thickness and intended for operating at design temperatures over 490 "C need not be post-weld heat treated.



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Section 5. Inspection and testing

6.1 General I

Each pressure vessel shall be inspected during construction. Sufficient inspections shall be made to ensure that the materials , construction and testing comply in all respects with this standard. Inspection by the Inspecting Authority shall not absolve the manufacturer from his responsibility to exercise such quality assurance procedures as will ensure that the requirements and intent of this standard are satidid W l e 5.1-1 summarizes the inspection stages covered in sections 4 and S in the course of which the Inspeding Authority is required to check by direct participation in, or witnessing of, particular activities that the manufacturer's quality assurance procedures are effective. Otherwise the manner in which the Impedhg Authority performs its surveillance of the manufacturer and discharges the responsibilities defined under 1.4.3 is a matter on which it shall exercise its discretion in the light of its knowledge and experience with the quality system and associated working procedures used by the manufacturer to comply with this standad

The other principal inspection stages covered in sections 4 and S are summarized in table 5.1-2. The hpecthg Authority shall have access to the works of the manufacturer at all times during which work is in progress, and shall be at liberty to inspect themanufactureatanystageandtorejectanypartnot complying with this standard The Inspecting Authority shall have the right to require evidence that the design complies with this standard. The hpecthg Authority shall noti@ the manufacturer before construction begins regarding the stages of the construction at which special examinatioIls of materialswillbemade,andthemanufactumrshallgive reasonable notice to the Impedhg Authority when such stages will be reached, but this shall not preclude the Inspecting Authority from making m o n s at any other stages, or from rejecting material or workmanship whenever they are found to be defective.

* m *



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STD*BSI BS 5500-ENGL 1777 m l b 2 4 b b 7 0804470 73T m BSsMlo:1997 Issue 2, September 1997 Section 5

I Table 6.1-1 Inspection stages in the c o m e of which participation by the Inspecting Authority is mandatory (seë 6.1)

-

Inspection stage

Correlation of materhl certificates with matmiah and check for conformity with material specification Identification of material and witnessing of transfer of identifícation marks in manufacturer's works

I

I affectedzones I Examination of material cut edges and heat

I I I Approval of weld procedures

Approval of welders and operators

I

I weld prepamtions, tack welds, etc. I including dimensiod check, e o n of I Examination of set up of seams for welding,

i l I

I

hspection of second side of weld preparations

I I

after h t side is completed and root cleaned I

Examine nondestructive test repom and check compliance with agreed procedure and acceptability of any defects Examine heat treatment records and check compliance with agreed procedure

Witness the pressure test and where necessary record the amount of permanent set Examine completed vessel before despatch- Check marking

Clause No.

4.1.2

4.1.2

4.2.1.2

4.3.1 6.3

4.3.1 5.3

4.3.1

4.3.7.4

6.6.6.7

4.4.3

6.8

6.8.9 6.8.10

1 Bemarks

The manufacturer is required to make the certificates available to the Inspecting Authority for independent checking Origin of material to be demonstrated h m available records to the satisfaction of the Inspectjng Authority. Any transfer of identification marks to be witnd by the manufacturer's inspection department. NOTE. Examination of material at product maker's works witnessing of acceptance, tests, etc. by the Inspecting Authority is not required unless specified by the purchaser (see 1.6.1)

For category 3 components the Inspecting Authority should not normally perform this m o n on every joint of each component but shall exercise its discretion consequent to the results of examination carried out. The Inspecting Authority is required to witness tests unless the procedures are already approved The Inspecting Authority is required to witnes tests unless the welders and operators are already approveed For category 3 components the Inspecthg Authority should not nonnally perform this exammahon on every joint of each component but shall exercise its discretion consequent to the results of examination carried out. For category 3 components the hspectq Authority should not normally perform this e m o n on weqy joint of each component but shall exercise its discretion consequent to the results of e m o n carried out. The man-r is required to make the reports available to the Impeding Authority for independent checking The manufacturer is required to make the records available to the Inspectjng Authority for independent checking

. .

on all categories

on all categories

5i2 8 BSI 1997 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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1 'Igble 6.1-2 Other principal stages of inspection I - - - Inspeetion stage

Visual examination of material f or tlaws, hminations, etc. Thickness checking W~tnessing of production weld tests (if specified) Examination of welded joints after forming Examinaton of plates after forming

Clanse No.

4.2.2.1

4.2.2.2

4.2.2.6

6 8 Approval testing of h i o n welding procedures 5.2.1 Approval testing of welding procedures shall be conducted, recorded and reported in accordance with BS EN 2883 or BS 4870 : Part 3 as appropriate (see annex T) as modified by 5.2.3 to 5.2.6 inclusive. 6.2.2 The manufacturer shall supply a list of all the weldmg pmedures required in the fabrication of the

I vessel, which shall also identify the applicable weld I procedure test/approval report or record. est pieces I shall be provided which are representative of the I variousthicknessesandmaterialstobeusedin I applying each weld procedure, except that, in cases

where the manufacturer can furnish proof of previously authenticated tests and results on the same type of joint and material within the pennitkd variables of BS EN 2883 or BS 4870 : Part 3, he is not required to perform any further tests.

I The production and testing of any test pieces shall be I witnessed by the purchaser or the Inspecting Authon@ All welding shall be performed in accordance with a welding procedure specification or other work instruction which conforms to BS EN 2882.

6.2.3 Additional testing shall be carried out as specified in 6.2.3.1 to 5.2.3.6 as appropriate.

6.2.3.1 In addition to the requirements given in table 1 of BS EN 2 8 8 3 , for butt welds in plate over 10 mm thick, one all weld metal tensile test shall be carried out.

I The all-weld tensile test shall be carried out in I accordance with BS EN 876. Depending on which

parameter the design criteria are based, the tensile and/or yield strength shall be not less than the corresponding specified minimum values for the parent metal. Due account shall be taken of special cases where undematchmg weld metal has to be employed. The elongation shall be not less than 0.8 times the specified minimum value for the parent metal.

6.2.3.2 'bts shall be conducted at room temperature except for either of the following applications.

a) Applications where the design temperature exceeds the relevant tem- aiven in table 5.2-1. In such cases the all weld tensile &t as required by 6.2.3.1 shall be carried out (or be referred to a previous test carried out) at any temperature within the range given in table 5.2-1. The yield stsess value obtained in this test shall be not less than the specified minimum yield stress value for the parent material at the corresponding temperature. b) Applications operating below O "C. Annex D gives details for the impact testing of weld procedure test plates for steels in bands MO to M4.6.2.6 gives requirements for steels in band M6).

Table 6.2-1 Tensile test temperature r -

Material Design temperature

"C

C and CMn steels (icluding MO, M l and

250

1HCrHMo 350 2WCrHMo 350 5CrSMo

400 stainless steel 350

W )

Tensile test temperature

"C

250to350

350to450 350to450 350to500 400to550

6.2.3.3 Either of the following tests shall be carried out on branch connections.

a) A welding procedure test on a branch connection (seefigure4ofBSEN2883)willonlyqualifyaweld procedure specification for welding a branch connection in accordance with BS 5500 when mechanical properties of the joint have been established by an equivalent butt weld (see figures 1 and 2 of BS EN 2883).

I

l

I

b) A weld procedure approval test on a butt joint in I plate or pipe (see Sgures 1 and 2, respectively, of BS EN 2883) shall give approval for pipe branch connections and nozzle to shell connections, where:

1) the joint details and geometry for the branch connections have been accepted by the contracting parties, and 2) a welded branch connection using the same joint details and geometry has been previously demonstrated as sound in any steel, on the basis of volumetric and W a c e nondestructive exanunahon. . .



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STDDBSI BS 5500-ENGL L977 M Lb2'4bbS 080q'472 702 D I

BSsM)o:1997 Issue 1, January 1997 Section 5

6.2.3.4 A p n ' '. tg weld procedure test performed in accordance with Bs 4870 : Part 1, previously acceptable to an Inspecting Authority, shall remain acceptable providing it salisfies the intent of the technical requirements of BS EN 288-3. However, the range of approval of such a test shall be in accordance with the ranges in BS EN 2883 except as moditied by 6.2.3. NOTE. Existing pmedures conforming to BS 4870 : Part 1 are considered technically equivalent to those specified in BS EN 2883 when similar types of tests have been carried out. Thus the bend tests specified in BS 4870 : Part 1 are considered equivalent to those speclfed in BS EN 2883 even though the exact number and bend angie differ. Similarly visual, radiographic, ultrasonic, surface crack detention, transverse tensile, hardness, macro and impact tests are considered equivalent Where BS EN 288-3 calls for a type of test to be performed that has not been carried out on the preexisting BS 4870 : Part 1 p d u r e qualiiìcation tests, additional tests, as described in clause O of BS EN 2 8 8 3 , should be carried out. For example, if impact tests have not been carried out on the Bs 4870 : part 1 test plate it is only necessary to do an additional set of impact tests on a test piece made in accordance with BS EN 2883.

6.2.3.6 The alternative methods of approval of welding procedures addressed in BS EN 2881 are not permitted for welding on pressure vessels made in accordance with BS 5500. 6.2.4 The preheat, inteqms tempemture, intermediate and post-weld heat treatments of test plates shall be the Same as for production welding, except for the following.

a) As permitted within the requirements of BSEN2883orBS4870: Part3. b) It is permissible to increase the preheat temperature used during fabridon by up to 100 "C without reapproval c) Welding procedure qualification tests that have been poseweld heat treated for time and tempex-atums in accordance with the requirements in table 4.41 shall clualify for vessel heat treatments in accordance with the lower temperahms andor shorter times in table 4.42, but not vice versa

NOTE. The time at temperature as applied to a pressure vessel may be increased up to two times that applied to a welding procedure a p p d test plate (see also 4.4.4). Conversely, the time at temperature may be reduced from that applied to the welding procedure approval test plate, down to the minimum time allowed for a pressure vessel in accordance with table 4.4-1.

6.2.6 For the all weld tensile test, the amount by which the tensile stmngth or yield stress is permitted to exceed the specified minimum value for the parent metal shall be subject to agreement between the purchaser and the manufacturer (see table 1.51).

6.2.6 Where 9 % Ni steels are concerned, the requirements of 4.3.2 shall apply and additionally those given in table 6.2-2.

5.3 Welder and operator approval 6.3.1 Approval testing of welders and operatom shall be conducted, recorded and reported in accordance with BS EN 287-1, except as rnodiííed by 6.3.6 or with BS 4871 : Part 3, as appropriate (see annex T). 6.3.2 All welders and welding machhe operators engaged on the welding of pressure parts of vessels fabricated in accordance with this standard shall pass the welder approval tests which are designed to demonstrate their competence to make sound welds of the types on which each is to be employed 6.3.3 Welders who have passed the specified tests shall be approved for welding on all vessels within the limits of the procedure provided they remain in the employ of the Same manufacturer A welder who welds successfully all the test pieces required for a welding procedure test in accordance with 6.2 shall not normally be required to undertake sepa" welder approval tests. If a welder has not been engaged on the fabrication of vessels using the process and equipment appropria& to the procedure for a period of more than 6 months, or if there is any reason to doubt his ability to make satisfactory production welds, the purchaser is permitted, at his discretion, to require him to retake the whole or part of the approval test (see table 1.51). NOTE 1. The approval tests of a welder, when completed to the satisfaction of a recognized Inspection Authority, may be accepted by other Inspecting Authorities, subject to mutual agreement prior to the commencement of welding and unless otherwise stated in the enquiry and order. NOTE 2. The welder's qualification should be endorsed by an Inspecting Authority every 2 years in accordance with 10.2 of BS EN 287-1.

I Table 6.2-2 Weld procedure tests for butt welds in 9 % Ni steel I l Operating I Butt welds: weld procedure mechanical test for jointe up to M) mm thickness temperature

All weld metal (see

(10 mm to 60 mm) metals (see note 3) note 2) (see note 1) note 1) Impact tests for weld Bend testa (see Transverse tensile

All 3 test specimens: To BS EN2883 2 2 27 J average value

NOTE 1.0.2 % proof strength d u e of the filler metal shall be demonskated as required in 4.3.2. NOTE 2. For undermatching strength filler metals, longitudinal bend tests may be used in lieu of root and face or side bend tests. NOTE 3. Where non nickel-base austenitic filler metals are used, the weld fusion boundary is to be impact tested and is to comply with the same requirements as the weld metal. The location of the Charpy V-notch on the fusion boundary will be dependent upon the weld preparation and welding process and is to be agreed with the Inspectjng Authority. Weld procedure test records should indicate their location by means of a sketch.



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~

STDeBSI BS 5500-ENGL L777 m Lb24bb7 0804473 b47 D

section 5 Issue 1, January 1997 BS 6600 : 1997

6.3.4 A list of welders and opemtoxs, together with records of their approval tests, shall be retained by the manufacturer. NOTE. The manufacturer may be requjred to submit to the purchaser evidence of approval of any welder or welding machine operator engaged in the fabrication of a vessel.

6.3.6 Welders who previously held approvals in accordance with BS 4871 : Part 1 are considered to be approved to work with the following provisos.

a) The range of approval of the welder is in accordance with BS EN 287-1. b) Welder approval t&s in accordance with BS 4871 : Part 1 are considered technically equivalent to B!3 EN 287-1 except that for all MIG and MAG welding, bend tests should have been carried out. If bend tests for the processes have not been carried out during the BS 4871 : Part 1 test, reapproval in accordance with Bs EN 287-1 should be performed. c) The prolongation of a ES 4871 : Part 1 approval test should be made at six-monthly intervals by the employerhnanufacturer, in accordance with 10.2 of BS EN 287-1, for the period of two yeam from the date of effect of BS EN 287-1, ie. h m 1 May 1992. d) The prolongation of a BS 4871 : Part 1 approval test in excess of the initial two year period @.e. after 1 May 1994) shall be made in accordance with 10.2 of BS EN 287-1 in conjunction with an hspectmg Author&

6.4 Production control test plates 6.4.1 Vessels in materials other than 9 % Ni steel Production control test plates shall not be required unless specified by the purchaser at the time of order ( see 1.6.1) or as detailed in annex D. In such cases the number of test plates to be provided and the detailed tests to be made on these, incluchg acceptance criteria, shall be agreed between the purchaser and the manufacturer (see table 1.51). NOTE. Recommendations covering the preparation and testing of production test plates, when these are required, are given in annex Q, and in annex T in the case of arc welded tube to tubeplate joints. 6.4.2 9 % Ni steel vessels Production control test plates shall be provided until such time as the manufacturer has demonstrated that production welding produces satisfactory weld properties. The number of test pieces provided and the detailed tests to be made on these shall be agreed between the purchaser and the manufacturer taking account of the special requirements for 9 % Ni steel procedure tests specified in 5.2.6, the acceptance value being in accordance with 4.3.2 (see table 1.51).

6.6 Destructive testing Destructive testing shall not be required

6.6 Non-destmctive testing 6.6.1 General The nondestructive testing of welded joints for final acceptance purposes (see 6.6.4) shall depend on the collstsuction category of the component as determined by table 3.41, or as otherwise agreed (see 3.4.1). Nondestructive testing of parent plate is also required, as appropriate, at the following stages: a) examination of plate welded prior to hot forming (see 4.2.2.2); b) examination of areas subject to significant through thickness tensile stress (see 4.2.2.6 and E.2.6.9).

V ì examination shall accompany all nondestructive testing and this examhation shall be recorded. Unless otherwise specified by the purchaserl a comprehensive schedule shall be prepared by the manufacturer covering the nondestructive testing requirements for vessels, identifying the following (see table 1.5-1).

1) The stages during the manuf- of the vessel (and its components) at which nondestructive testhgasrequiredbythisstandardwillbecanied out This shall include any supplementary nondestructive testing required under the provkions of 4.2.1.2, 6.6.4.1.2 and 6.6.4.3. 2) The choice of nondestmctive testing method and relevant procedure to be used 3) The acceptance criteria.

NOTE. It is recommended that this schedule should similarly cover any additional nondestructive testing used by the manufacturer as part of his quality control process. Nondestmctive testing personnel shall hold an appropriate certificate of competence (e.g. Personnel Ceficalion in Nondestructive lbting (PCNy1)) which is recognized by the Inspedhg Authoriw, otherwise the hspedng Authority shall sali& themselves as to the competence of such personnel. 6.6.2 Parent materials When nondestructive testing of parent materials is required by the purchaser (see table l.51)l the proceàure to be adopted shall be in accordance with appropriate British Standards as follows.

castings BS 4080 Forgings BS 6072

BS 6443 Pipes and tubes Appropriate annex of particular

product standard Plate BS 5996 All product forms BS 6072

More comprehensive ultrasonic examination of plate in regions near attachment openings and welds may be necessary (see 6.6.6.2).

21) Administered by the Central Certification Board, d o British Jnstit NN15AA.

ute of Nondestructive Testing, 1 Spencer Parade, Northampton



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Acceptance standards for flaws revealed by nondestructive testing of unwelded parent materials shall be agreed by the manufacturer and the purchaser, or the Inspecting Authority (see table 1.51). Where repairs by welding are authorized, nondestructive testing techniques for the repair and subsequent acceptance standards shall also be agreed by the manufacturer and the purchaser, or the Inspecting Authority (see table 1.51). 6.6.3 Components prepared for welding Where nondedrudive testing is specified to supplement the visual examination of fusion faces for welding or of plate edges (see 4.2.1 and 4.3.3.2), the method shall be either magnetic particle or penetrant i lWpCt iOn.

NOTE. Suitable techniques may be selected from BS 6443 or BS 6072, as appropriate. Fkticular care shall be taken to ensure that residues from testing materials do not have a deleterious effect on the quality of any subsequent welding.

6.6.4 Nomdestructive testing of welded joints NOTE. Guidance on nondestructive testing of arc welded tube to tubeplate joints is given in annex T.

6.6.4.1 Components to construction category 1 The final nondestructive testing shall be carried out afkr completion of any post-weld heat treatment, except when workmg in materials and thickness permitted for construction category 2 (see table 3.41). Imperfections revealed by nondestructive testing shall be assessed m accordance with6.7.2.1 and6.7.2.2. Where a vessel is made up of a number of category 1 components that have been stress relieved and examined as subassemblies and are then assembled to complete the final vessel, the whole again being stress relieved, only the welds that were made to complete the vessel, together with any intea weld seams for a distance of three material thickneses from the point of intemedion, shall be examined after the final stress relief of the whole vessel. Where a further stress relief of the complete fabrication is carried out following the repair of a defect revealed by the final nondestructive testing of the vessel, only the area of the repair shall be reexamhed. This examination should include the repaired area, together with a distance of three material thicknesses (not repair weld thicknesses) on either side of the repair, and should include a similar distance dong any weld seams intersecting the area of Rpair.

6.6.4.1.1 Examination for intemal j b w s The full length of all Qpe Awelds shall be examined by radiographic or ultrasonic methods. Unless otherwise agreed between the purchaser and the manufacturer ( see table 1.51), the full length of all welded joints (other than fillet welds) of Qpe B in or I on pressure parts shall be examined by ultrasonic andor radiographic methods where the thinnest part to be welded exceeds the limits given in table 5.61. Where a branch compensation plate is used, the shell and the compensation plate shall be considered as one component of total thickness equal to the combined thickness of the shell and compensation ring unless:

a) the branch to shell weld is separate from, or is completed and inspected before, the branch to compensation ring weld, und b) the outer compensation ring to shell weld is not completed until the welds referred to in a) have been completed.

6.6.4.1.2 Examination for su?$cejbws The full length of all Qpe B and all other attachment welds shall be examined by magnetic particle or penetrant methods. A welds shall be examined by these methods when agreed between the manufacturer, the purchaser and the Inspecting Authority (see table 1.51).

Table 6.6-1 Thickness limits for examination of internal flaws Grade of steel Thickness

Aust~nitic, MO and Ml M2 M3 M4 M5 to M10 inclusive

30 20 15 10

6.6.4.2 Components to construction categoa, 2 ( see table 3.41) Category 2 construction shall be subjected to partial nondestructive testing, as specified in 6.6.4.2.1 and 6.6.4.2.2. Such nondestructive testing shall be employed at as early a stage in the fabrication process as practicable as a meaSure of quality control and the localions selected for testing shall be representative of all welding procedures and the work of each welder or operator employed. Results of nondestructive testing shall be assessed in accordance with 6.7.2.1 and 6.7.2.3. Incases where fabrication procedures require main seamstobeweldedatsite,suchseamsshallbe100% examined by radiographic andor ultsasonic methods generally in accordance with 6.6.6.1 and the dts interpreted against the acceptance levels s p d e d in 5.7.2.4.

5/6 8 MI 1998 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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* * Co

6.6.4.2.1 Examination for in- flaws Radiographic and/or ultrasonic methods shall be in accordance with 6.6.6.1. At each inspection location the minimum length of weld examined shall be 200 mm or the length of the weld whichever is the lesser.

a) M, formed heuds,flat ends, communicating chumbem andjackets For the purposes of this clause, a welded seam is considered to be the complete length of a butt joint between two plates fonning part of a vessel as illustrated by Qpe A in figure 5.61. At least 10 % of the aggregate length of these seams shall be subject to examination. All the following locations shall be included

1) At each intemection of longitudinal and circumferential butt joints. Where inclusion of all intersections exceeds the 10 % allowance then the higher sum shall be included. 2) If n e c m randomly selected locations on longitudinal and circumferential butt joints in shells and end plates mffícient to make the total amount of examination up to at least 10 % 3) When openings occur in or w i t h 12 mm of welded seams, such seams shall be examined on each side of the opening for a length not less than the diameter of the opening. These shall be included as an addition to a).

b) Nozzles and h n c h attachments Butt joints as illustrated by m e A in figure 5.61 shall, by agreement between the manufacturer and the Inspecting Authority, have the total number of nozzles and branches divided into groups of 10 or less (see table 1.51). The complete circumferential and longitudinal butt joints of at least one nozzle or branch in each group of 10 or less shall be examined.

6.6.4.2.2 Examination for surJime &WS Magnetic particle andor dyepenetrant methods shall be in accordance with 6.6.6.2. Such examinations shall be conducted on both of the following:

a) the full length of all welds attaching nozzles, branches and compensating plates, to shell and end plates; b) at least 10 % of the length of all other attachment welds to pressure components.

6.6.4.3 Components to construction category S (see table 3.41)

Unless details producing slgruficant through thickrtess tensile stress (see E.2.6.9) are used, nondestructive testing for internal flaws shall not be r e q u i r e d . However, subject to agreement between the manufacturer and purchaser, or Inspecting Authority (see table 1.51) it is permissible to use magnetic particle, or penetrant methods as aids to the required visual examination. Acceptance criteria for flaws revealed by visual examination, includmg aided visual examination, shall be in accordance with table 5.73. 6.6.6 Choice of non-destructive test methods for welds 6.6.6.1 Internal flaws The choice as to whether radiographic or ultrasonic testing is used to satisfy the requirements of this clause shall be agreed between the purchaser, the manufacturer and the Inspecting Authority (see table 1.51). NOTE. Radiographic and ultrasonic methods both have advantages and &sadvantages in so far as flaw detection, identification and sizing are concerned. Radiography is particularly suitable for the detection and identification of 'volume' defects such as cavities and solid inclusions and incomplete penetration where a gap exists. Ultrasonic flaw detection is very suitable for the detection and sizing of planar defects such as cracks, lack of fusion and 'tight' incomplete penetration in ferritic steels. The choice should be based on the most suitable method to the particular application and material. An important consideration is joint geomehy which may have an overriding influence on choice of method. In exceptional cases it may be necessary to employ both methods on the same seam.

6.6.6.2 Su@meJlaws NOTE. Magnetic particle and penetrant testing do not indicate the depth of surface imperfections and their application is to ensure that no unacceptable surface defects are present. The choice of method depends on material, magnetic methods being quicker and more economic for ferritic steels, but unsuitable for austenitic steels, where penetrant methods shall be employed It is permissible to use alternative methods of nondestructive testing for the assessment of the depth of surface defects by agreement between the manufacturer and the purchaser and/or the Inspecting Authority (see table 1.51).

I



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x -x

Y -Y

See figures E25 and E.26

me A Main seam welded joints within main shells, transitions in diameter, communicating chambers, jackets and nozzles. Main seam welded joints within a flat or formed head or within a sphere. Connections of forged branches to shell and nozzles such as shown in figures E25 and E.26. Butt welds in stiffening rings and support rings.

me B Welded joint connecting flanges, tube sheets or flat ends to main shells, to nozzles and to communicating chambers. Welded joints connecting nozzles or communicating chambers to main shells such as set-on and set-in connections shown in figures E.9 to E.47, except in the special cases shown in figures E25 and E.26 (Qpe A). Welds attaching compensating plates to shell and end plates. They may be fillet welds or full penetration welds. Butt welds in a compensating plate. Butt welds in flange rings and blocking rings which are fabricated from bar or plate stock then rolled and butt welded to form a ring.

NOTE 1. See BS 499 for definition of butt welds and joints.

NOTE 2. Refer to 3.6.3.4~ for additional nondestructive testing requirements for welded joint between the large end of a cone and a cylinder, without an intermediate knuckle.

Figure 5.6-1 Illustration of welded joints for non-destructive testing

5.6.6 Non-destructive testing techniques for 5.6.6.1.1 Marking and identifkation of radiographs welds Each &on of weld radiographed shall have suitable 5.6.6.1 Radiugmphic techniques symbols affixed to idenw the following: Normally radiographic examhtion shall be in accordance with BS 2600 : Part 1 or Part 2, BS 2910 or BS 7257, as appropriate. Radiographic sensitivity shall be determined in accordance with BS 3971 : 1980 and the values given in section A of table 7 of BS 3971 shall be regarded as the maximum acceptable percentage sensitivity values for th icknm up to 150 mm. For thicknw between 150 mm and 250 mm, the values given in section A of table 7 of BS 3971 for 150 mm shall be employed It is permissible to use other techniques by agreement between the manufacturer and the Inspecting Authority provided it can be demonstrated that they wiU achieve comparable sensitivities (see table 1.51).

a) the job or workpiece serial number, order number or similar distinctive reference number; b) the joint; c) the section of the joint; d) arrows, or other symbols, alongside but clear of the outer edges of the weld to clearly identify its position. NOTE. The location of the welded seam may be identified for instance with a letter L for a longitudinal seam, C for a circumferential seam, with the addition of a numeral (1,2,3, etc.) to indicate whether the seam was the first, second, third, etc., of that type.

The symbols consisting of lead arrows, letters andor numerals shall be positioned so that their images appear in the radiograph to ensure unequivocal identifidon of the section.



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~ ~

~ ~ ~~ ~

STD*BSI BS 5500-ENGL L997 9 Lb24bbS 0804477 294 W


Where radiographs am required of the entire length of R welded seam, sufficient overlap shall be provided to ensure that the radiographs cover the whole of the welded sean and each radiograph shall exhibit a number near each end. Radiographs of repair welds shall be clearly identified R1, €22, etc., for the first repair, second repair, etc.

6.6.6.2 Ultrasonic techniques ultrasonic examination shall be in accordance with BS 3923 : Part 1 level 2B with a maximum transfer of 6 dB.

5.6.6.3 Magnetic particle techniques Magnetic particle inspection techniques shall comply in all respects with BS 6072. Their use shall be limited to applications where surface flaws are W i g soughL Particular care shall be taken to avoid damage to surfaces by misuse of the magnetic equipment employed and if such damage occurs it shall be remedied to the &faction of the Inspecting Authority

6.6.6.4 Penetrant techniques Dye or fluorescent penetrant examination of welds shall be carried out in accordance with BS 6443. 6.6.6.6 Sur$àce condition and preparation for non-destructive sutfàce testing The surface condition and preparation for nondestructive testing shall be as follows.

a) &IdiogmPhY Surfaces shall be dressed only where weld ripples or weld surface irregularities will interfere with interpretation of the radiographs. b) Ultrasonics The condition of the surfaces that will be in contact with the probe shall be in accordance with BS 3923. NOTE. Depending on the profile and surface condition, dressing of the weld area may be necessary even when contact is only to be made with the parent metal. c) Magnetic particle method The surface shall be free of any foreign matter which would interfere with interpretation of the test and shall, where nece-, be dressed to permit accurate interpretation of indications. NOTE. If non-fluorescent testing media are employed, a suitable contrast medium (e.g. complying with BS 5044) may be applied after cleaning and prior to magnetization. d) Penetrant method The surface shall be free of any foreign matter which would interfere with the application and interpretation of the test. Care shall be taken to avoid masking of flaws by distortion of surface layers by any dressing process which may be necessary.

6.6.6.6 Marking, all non-destructive testing methods Permanent marking of the vessel alongside welds shall be used to provide reference points for the accurate location of the seam with respect to the test report. The method of marking shall be agreed between the purchaser and the manufacturer (see table 1.51). Stamping shall not be used where it may have a deleterious effect on the material in service (for low temperatue applications see D.6.2).

6.6.6.7 Reporting of non-destructive testing examinations 5.6.6.7.1 General The following general information shall be given on reports.

a) The date and time of the examination and report. b) The name(s) and qualifications (e.g. FCN certificate category and reference number) of the personnel responsible for the examination and the interpretation. c ) Identification of the vessel and seam under emnuna0on. . .

d) Brief description of joint design, material, welding process and heat treatment employed (if any). e) Cleaning and surface preparation or dressing prior to nondestructive testmg. f) Description and location of all relevant indications of defects, together with all permanent records, e.g. radiographs, photographs, facsimiles, scale drawings or sketches, as appropriate. Corresponding reports of visual examination shall be provided

6.6.6.7.2 Additional information f o r specifk methods The following additional information for specific methods shall be given on reports.

a) Radiography 1) Image quality indicator pattern and sensitivity achieved (see BS 3971). 2) Details of the radiographic technique.

1) Report on parent metal examination including internal soundness, thickness and surface condition. 2) Details of the ultrasonic technique and equipment employed.

b) Ultmonics

c ) Magnetic paartick method Details of the technique(s) employed d) Penetmnt method Details of the materials and techniques employed.



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- ~~

STD*BSI BS 5500-ENGL L997 m lb24bb9 0804478 120


6.7 Acceptance criteria for weld defects revealed by visual examination and non-destructive testing 6.7.1 General Subject to the requirements of annex C, the main constructional welds of pressure vessels shall comply with 6.7.2. It is permissible for other joints such as tube to tubeplate welds to be the subject of special requirements agreed between the purchaser and the manufkturer (see table 1.51).

6.7.2 Assessment of defects Defects shall be assessed accordmg to one or other of the altematives in 6.7.2.1 to 6.7.2.4. Defects that are unacceptable shall be either repaired or deemed not to comply with this standard. Where flaws repeatedly occur that are acceptable in accordance with this clause but outside the acceptance levels specified in BS EN 287-1 and BS EN 2883 for procedure and welder approval, the reasons for this shall be in- and appropriak corrective action taken to improve future welding performance.

6.7.2.1 Category 1 and category 2 constructions If any flaws present do not exceed the levels specified in tables 5.7-1,5.7-2 or 5.73, the weld shall be accepted without fixther d o n . NO"J3. Details for vessels intended for operating in the creep range may require special consideration.

6.7.2.2 Category 1 construction m e n acceptance levels22) different from those given in tables 5.7-1,5.7-2 or 5.7-3 have been established for a particular application and are suitably documented, it is permisible for them to be adopted by specific agreement between the purchaser, the manufacturer and the Inspecting Authority (see table 1.51). similarly particular flawt-22) in excess of those permitted in tables 5.7-1,5.7-2 or 5.73 are permitted to be accepted by specific agreement between the purchaser, the manufacturer and the Inspecting

~ Authority after due consideration of material, stsess ' and environmental factors in each case (see

table 1.51).

6.7.2.3 Category 2 construction (see figure 5.7-1) The locations selected under 6.6.4.2.1 shall be deemed to be representative of the welds on which they are placed. An examination of an intersection shall be representative of two welds. A defect detected on the circumferential seam shall be representative of the whole circumferential seam. A defect detected on the longitudinal seam shall be representative of the whole longitudinal seam. A defect detected on a nozzle or branch weld shall be representative of a group of ten or less nozzle or branch welds.

a) Tables 5.7-1, 5.7-2 and 5.7-3. Planar defmts If any defects are present in the samples examined, the total length of the welded seam represented by each 10 % sample shall be examined by the same nondestructive testing methods and assessed in accordance with 6.7.2.4 which permits some relaxation in non-planar defects. b) lbbles 5.7-1, 5.7-2 and 5.7-3. Non-plum" defects If there are no planar defects but the sample contains defects in excess of the maximum as given in tables 5.7-1,5.7-2 and 5.7-3, two further random checks shall be made on the represented welds. These random checks shall be assessed against tables 5.7-1,5.7-2 and 5.7-3. If these checks indicate that the two additional areas are acceptable then the origmd sample shall be assessed in accordance with 6.7.2.4. If outside these requirements, the area shall be repaired, re-examined by the same nondestructive testing methods and reassessed in accordance with 6.7.2.4. The route to be followed in the event of various imperfections being found shall be as shown in fisure 5.7-1.

6.7.2.4 Acceptance levels (reassessment qf category 2 construction) The acceptance levels given in tables 5.7-1, 5.7-2 and 5.7-3, except as modified by tables 5.7-4 and 5.7-5, shall be applied 6.7.3 Repair of welds No rectification, repair or modification shall be made without the approval of the purchaser and Inspecting Authority (see table 1.51). Unacceptable imperfections shall be either repaired or deemed not to comply with this standard Repair welds shall be carried out to an approved procedure and subjected to the same acceptance criteria as original work. Repair welds of vessels subject to fatigue loading shall be assessed in accordance with annex C.

For example see PD 6493.



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Section 5 Issue 1, January 1997 BS6500 : 1997

I'able 6.7-1 Radiographic acceptance levels [mDerleetion

Planar defects

Cavities

Solid inclusions

me Cracks and lamellar tears Lack of root fusion Lack of side fusion Lack of inter-run fusion

t!

-

- "

L

"

- Abbreviations used

Lack of root penetration a) Isolated pores (or individual pores in a group)

b) Uniformly distributed or localized porositv c) hear porosity

d) Wormholes isolated e) Wormholes aligned

f) Crater pipes a) Individual and parallel to major weld axis NOTE. Inclusions to be separated on the major weld axis by a distance equal to or greater than the length of the longer and the sum of the lengths of the inclusions shall no exceed the total weld length.

b) Individual and randomly oriented (not parallel to weld axis) c) Non-linear group

Permitted maximum

Not permitted Not permitted

Not pennitted I ~ ~~~~~

bp S d4and bp 3.0 mm for e up to and including 50 mm bp 4.5 mm for e over 50 mm up to and including 75 mm

Unless it can be shown that lack of fusion or lack of penetration is associated with this defect (which is not permitted) it should be treated as for individual pores in a group lS6mm,w11.5mm As linear porosity As wormholes isolated Main butt welds Nozzle and branch attachment welds

As isolated pores

Inner half of cross-section

Outer quarters of cross-section w = e / 8 5 4 m m

I

As localized porosity

e is the parent metal thickness. In the case of dissimilar thicknesses e applies to the thinner component; W is the width of imperfections; 1 is the length of imperfections; q~ is the diameter of imperfections; c is the mean length of the circumferential weld.

Area to be considered should be the length of the weld affected by porosity, but not less than 50 mm, multiplied by the maximum width of the weld locally. NOTE 1. The simultaneous presence of more than one type of allowable flaw within a given length of weld is permitted and each type should be individually assessed. NOTE 2. 'Inner half' of cross-section refers to the middle region, the remainder being the 'outer quarters'.



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STD=BSI BS 5500-ENGL L777 m L b 2 q b b 7 0804ri80 887


Table 6.7-2 Ultrasonic acceptance levels applicable to ferritic steels and weld metals in the thickness range 7 mm to 100 mm inclusive -

Echo response height

Greater than DAC 50 % to 100 % DAC ((DAC - 6dB) to DAC}

20%tolOO%DAC ((DAC - 14 dB) to DAC}

20 %to%% DAC ((DAC - 14 dB) to (DAC - 6 Db)}

Less than20% of DAC (less than (DAC - 14 dB))

Tgpe of indication (see note 1) mm

All Threadlike ("L) ìe. h 3

Volumetric (W) i.e. h 1 3 Planar longitudinal (Pl) ìe. h e 3

Nozzle and branch attachment welds volumetric (Vl) and threadlike (Th)

Planar surface (F's) (see note 2) ie. h 2 3 Multiple @I) (see note 3) Isolated m) i.e. h < 3 Threadlike (Th) ìe. h < 3 Volumetric (W) ie. h 2 3 Planar longitudinal (Pl) ie. h 2 3 Planar tsansverse (Pt) i.e. h 2 3 Nozzle and branch attachment welds volumetric (Vl) and threadlike (Th)

All

Maximum permitted dimensions mm

Nil Greater of

e Z 5 - 0 1 - 5 5 2 w o r l l 5

Lesser of e Z 5 - o r 5 5 2

Inner half of cross-section

z=g5100 G

1 5 5

Outer quartem of cross-section 1 = - 5 1 0 0 c

16

Z, w o r h 5 5

Z r 5

w o r l s e

1 5 5

h e r half of cross-section

Outer quarters of cross-section

No limit ~~~~~~~~~~

4bbreviations used: z is the parent metal thickness. In the case of dissimilar thicknesses, e applies to the smaller thickness; 'L is the throughwall dimension of flaw; W is the width of thy I is the length of flay ; is the mean l e n d of the circumferential weld.

1

1

5/12 8 BSI 041999



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Table 6.7-2 Ultrasonic acceptance levels applicable to ferritic steels and weld metals in the thickness range 7 mm to 100 mm inclusive (continued) NOTE 1. The following definitions apply to the types of indication covered in table 5.7-2 Planar longitudinal (Pl): indication having a planar nature, which lies parallel to, or closely-parallel to, the weld axis (e.g. longitudinal crack, lack of sidewall fusions, lack of inter-run fusion). planar transverse (Pt): indication having planar nature, which lies transverse to the weld axis (e.g. transverse crack). Planar su@ce (PS): indication of Pl or Pt, which lies within 25 % of e or 6 mm (whichever is the smaller) of the nearest surface where e is the parent metal thickness or, in the case of dissimilar joined thicknesses, the smaller thickness (e.g. longitudinal and transverse cracks, lack of sidewall fusion, lack of root fusion and lack of root penetration). Multiple (M): group or cluster of indications in which individual indications cannot be resolved at the reference sensitivity (see note 3) (e.g. group or cluster of cavities or inclusions). Volumetric (X): indications having measurable length andor width and measurable through-wall dimension, and which cannot be classified as planar (e.g. linear or globular cavity or inclusion). Threadlike (Th): indication having measurable length but no measurable width or through-wall dimension, and which cannot be classified as planar (e.g. linear inclusion). Isolated point (Is): indication having no measurable dimension and which can be resolved at the reference sensitivity from neighbouring indications. (It is not possible to defme from the ultrasonic information alone whether an isolated point indication is actually a pore, inclusion, short crack or small area of lack of fusion.) NOTE 2. Indications shall be disregarded only by agreement between the manufacturer and the Inspecting Authority. NOTE 3. Where acljacent, linearly-aligned inclusions are separated by a distance of less than twice the length of the longest inclusion, they shall be considered as continuous. The total, combined length shall be assessed against the appropriate flaw size criteria in table 5.7-2.

~~~ ~

10 ?” NDT I

Assess against table 5.7-1, 5.7-2 or 5.7-3 I

Pass

I I Accept I

Fail Non-planar defects (5.7.2.3b)

Examhe two additionpl areas

Fail Planar defects

(5.7.2.3a) I

Assess against table 5.7-1, 5.7-2 or 5.7-3 -, I I

Pass Fail

I

I Examine 1 O0 % Assess original defects against z I

Assess against 5.7.2.4

Pass Fail (a) I l el Accept

Repair all planar and/or other non-permitted plus non-planar

defects according to 5.7.3 I

Assess against 5.7.2.4

I l Pass

Ø l Fail

Return to point (a) and repeat

Accept

Figure 6.7-1 Partial non-destructive testing (NDT) category 2 constructions



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Table 5.73 Visual and crack detection acceptance level ~

Imperfection designation

Planar Porosity Bad fit-up, fillet welds

Undercut

Excess weld metal

Excessive convexity

An excessive or insufficient gap between the pasts to be joined

Gaps exceeding the appropriate limit may in certain cases be compensated for by a corresponding increase in the throat Smooth transition is required

Smooth transition is required

Limits for imperfections

Not permitted As cavity type defects in table 5.7-1 h 5 0.5 mm + O.la, mm. 2 mm

Long imperfections: not permitted Short imperfections: h 5 1.0 mm

Forb>20mm,thenhI lmm+O.lb max. 5 mm Forbz~20mm,thenh53mm

c 5 1 mm + o.lob, naximum3mm

1

5/14 O BSI 1997 :L .-



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STD-BSI BS 5500-ENGL L997 H Lb2'4bb9 080'41183 598 H Section 5 Issue 1, January 1997 BS 6600 : 1997

I? hble 6.73 Visual and crack detection acceptance level (continued) mperfection designation

FiUet weld having a throat hichess smaller than the nominal value

Excessive penetration

Linear misalignment

Lemarks

?or many applications a throat hichess greater than the nominal one nay not be cause for rejection

A fillet weld with an apparent throat thickness smaller than that specified should not be regarded as b e i imperfect if the actual throat thickness with a compensatmg greater depth of penelmtion complies with the specified value

NOTE. b can be either the xtuaYdesign root gap or the width of the excessive penetration

imits for imperfections

z. 5 1 mm + 0.30a, nax5mm

Long imperfections: not permitted Short imperfections: CL 5 0.3 mm + O.la, max lmm

h 5 1 mm + 0 . 3 , mm. 3 mm

See 4.2.3

1



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STDmBSI BS 5500-ENGL 1997 lb24bb9 0804484 424 R


Table 6.7-3 Visual and crack detection acceptance level (continued) 1 Imperfection designation

Incompletely filled groove

sagging

Excessive asymmetry of met weld

Root concavi@ Shrinkage groove

Overlap

Poor restart 3tray flash or arc strike

- Bemarks

Smooth transition is required

1 4 % - I

It is assumed that an asymmetric fillet weld has not been expressly specified

smooth transition is required

Limits for imperfections

Long imperfections: not permitted Short imperfections: h 5 O.lt, max. 1.5 mm

~~ ~~

h 5 2 mm + 0.20u

C 5 1.5 mm

\Tot permitted

rTot permitted ;ee 4.3.7.6

VOTE. The definitions of short imperfections and long imperfections are as follows L

a) short imperfections One or more imperfections of total length not greater than 25 mm in any 100 mm length of the weld or a maximum of 25 % of the weld length for a weld shorter than 100 mm. b) long imperfections One or more imperfections of total length greater than 25 mm in any 100 mm length of the weld or a minimum of 25 % of the weld length for a weld shorter than 100 mm.

hese definitions are identical with 3.3 and 3.4 of BS EN 25817 : 1992.



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Section 5 lssue 2, November 1999 BS 5600 : 1997

I Table 6.74 Radiographic acceptance levels (reassessment of category 2 construction) I - - - Imperfection type

a) Isolated pores (or individual pores in a I group)

c ) Solid inclusion, individual and parallel to major welds axis

I NOTE. Inclusions to be separated on the major weld axis by a distance equal to or greater than the length of the longer inclusion and aggregate length not to exceed the total length

1 d) Solid inclusions, non-linear group

~.

Permitted maximum

2 % by areal) Main butt welds 1 = 2e w = e / 4 s 4 m m

Nozzle and branch attachment welds

4 % by a r e a l )

Inner half of crosssection w = e / 2 r 4 m m 1scr25100mm

Outer quarter of cross-section W = ef4 S 4 mm l r :c f45100mm -

'1 Area to be considered should be the length of the weld affected by porosity, but not less than 50 mm, multiplied by the maximum width of the weld locally. NOTE. The symbols are as defined in table 5.7-1.

I

bble 6.76 Ultrasonic acceptance levels (reassessment of category 2 construction) -

Echo response height

Greater than DAC 50%tolOO%DAC ((DAC - 6dB) to DAC]

20%tolOO%DAC ((DAC - 14 dB) to DAC]

20%to50%DAC ((DAC - 14 dB) to (DAC - 6 dB)]

Type of indication mm

All Threadlike (Th) i.e. h < 3 Volumetric (M) i.e. h 2 3 Planar longitudinal (pl) i.e. h > 3 Nozzle and branch attachment welds volumetric (U) and threadlike (Th)

Planar surface (PS) i.e. h > 3 Multiple (M) Isolated (Is) i.e. h < 3 Threadlike m) i.e. h 3 Volumetric (V) i.e. h L 3

i.e. h 2 3 Planar transverse (Pt) i.e. h 2 3 Nozzle and branch attachment welds volumetric (W) and threadlike ("h)

Planar longitudinal (Pl)

~.

Maximum permitted dimension m

Nil 1 < greater of e or 10

W or 1 I 10

1 5 5

Inner half of cross-section cross-section Outer quarters of

l = p 100 C 100 c

1 1 5

I , W or h I 10 1 1 10

15 2 e

W or 1 5 2e

1 S 2 e

1 5 5

Inner half of cross-section cross-section Outer quarters of

k 2 ' 100 C

NOTE. The symbols and notes are as defined in table 5.7-2.

0 ES1 09-1999 5/17 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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-

STD-BSI BS 5500-ENGL 1997 Lb2qbb7 0804404 m

BS 6600 : 1997 h e 2, November 1999 W o n 5

6.8 Pressure tests 6.8.1 General A pressure test shall be carried out on all vessels constructed in accordance with this standard to demonslmk, as far as it is possible with a test of this nature, the integrity of the finished product. The fírst pressurization shall be carried out under controlled conditions with appropriate safety precautions. Some permanent dilation of a vessel is likely on first pressurization but this possibility needs special consideration only where fine dimensional tolerances are specified for the finished vessel, in which case the effects of fabrication on the propem values assumed for design purposes shall be taken into account where approprjate. NOTE. Additional detailed guidance may be obtained from HSE Guidance Note G%, Sqfety in Pressure Testing, 3rd edition, 1998.

6.8.2 Basic requirements 6.8.2.1 Where practicable (see 6.8.2.6) the finished vessel, i.e. after post-weld heat m e n t , if any, shall, in the presence of the Inspecting Authority, withstand satisfactorily such of the following pressure tests as may apply.

a) 'Standard' hydraulic test for acceptance where the required thickness of all pressure parts can be calculated. See 6.8.3. b) Pneumatic test for acceptance where the required thickness of all pressure parts can be calculated, but where the use of liquid testing media is not practicable, See 6.8.4. c) Proof hydraulic test where the required thiches cannot be determined by calculation. See 6.8.6. d) Combined hydrauliu'pneumatic test. See 6.8.7.

6.8.2.2 The procedure to be followed shall be agreed beforehand, preferably at the design stage, between the purchaser and the manufacturer ( s e e table 1.51) and shall be such as to minimize the risk to personnel in the event of failure of the vessel during test Consideration shall be given to factors such as the test fluid, the size and location of the vessel under test and its position relative to other buildings, plant, public roads and areas open to the public and other equipment and structures in the vicini@ This agreed procedure shall define any areas at risk during the test and how these are to be controlled. 6.8.2.3 Unless othenvise agreed between the purchaser and the manufacturer (see table 1.51) the pressure in the vessel under test shall be gradually increased to a value of 50 % of the specified test pressure; thereafter the pressure shall be increased in stages of approximately 10 % of the specified test pressure until this is reached. At no stage shall the vessel be approached for close inspection until the pressure has been positively reduced to a level lower than that previously attained. The pressure(s) at which the vessel will be approached for close inspection shall be specified in the test procedure. Such pressure(s) need not exceed design pressure but, if in excess of this figure, shall not exceed 95 % of the pressure already attained and held for at least 15 min.

The required test pressure shall be maintained for not less than 30 min except in the case of vessels less than 500 mm diameter and 10 mm thick when it is permissible for the test period to be the subject of agreement (see 6.8.2.2 and table 1.51). During the test the vessel shall exhibit no sign of general plastic yielding. On completion of the hydraulic test, release of the pressure shall be gradual and from the top of the vessel. Adequate venting shall be ensured before drainage, particularly in the case of large thin vessels, to prevent

6.8.2.4 If it is considered by the purchaser or the manufacturer that there would be undue risk of brittle fracture in testing at the temperature of the available test fluid a vessel which would otherwise appear to be suitable for the specified service, it is permissible to elevate the test temperature to an agreed value (see 6.8.2.2 and table 1.51). This value shall not exceed the design reference temperature obtained from figure D.1 or D.2 as appropriate for the material impact test temperature of the shell material. 6.8.2.6 Where it is not practicable to pressure test a complete vessel due to its size or mode of manufacture, the test procedure for the whole or parts of the pressure vessel shall be subject to agreement between the purchaser, the manufacturer and the Inspecting Authority at the design stage (see table 1.51).

6.8.2.6 Each chamber of multi-compartment vessels consisting of two or more separate chambers shall be subject to the 'standard' test pressure specified in 6.8.6 without support from pressure in any adjoining chamber. Where, however, common dividing walls are designed for specific differential pressures and provided that this is clearly stated on the drawings and on the manufacturer's plate, it is permissible for exceptions to be agreed between the purchaser and the manufacturer (see table 1.51). 6.8.2.7 When any chamber of a multi-compartment vessel is designed for vacum conditions, account shall be taken of this in determining the pressure to be applied to the chamber under test. 6.8.2.8 Vessels which have been repaired subsequent to the pressure test shall be re-subjected to the specified pressure test after completion of the repairs and after any heat treatment unless specifically agreed between the purchaser and the manufacturer (see table 1.51).

6.8.2.9 All temporary pipes and connections and blanking devices shall be designed to withstand the 'standard' test pressure determined in accordance with 6.8.6.

6.8.2.10 Care shall be taken to ensure that the vessel, its supports and foundations can withstand the total load that will be imposed on them during the test.

collapse.

d

5/18 O BSI 09-1999



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5.8.2.11 No vessel undergoing pressure testing shall be subjected to any form of shock loading, e.g.

5.8.3 Hydraulic testing 5.8.3.1 The 'standard' test pressure determined in accordance with 6.8.5 shall be applied. 5.8.3.2 Water shall nonnally be used as the pressurizing agent-

hammertesting.

NOTE. 1. To avoid the risk of freezing it is recommended that the temperature of the water during the test should be not less than 7 'C. However if the temperature of the water during the test is expected to be lower than this, special precautions may be necessary to prevent such freezing especially in small diameter branch connections. NOTE.2. Attention is drawn to the need to control the chloride

vessel conk3sf NOTE.3. Where other liquids are used, additional precautions may be necessary depending on the nature of the liquid

5.8.3.3 Vessels and connections shall be properly vented before the test pressure is applied to prevent the formation of air pockets. 5.8.4 Pneumatic tests (see also 5.8.7 and 5.8.8) 6.8.4.1 beunatic testing is potentially a much more dangerous operation than hydraulic testing and is permitted only to be carried out subject to the following conditions.

test water in the case of austenitic stainless steel

a) Either on vessels of such design and construction that it is not practicable for them to be filled with liquid, or on vessels for use in processes that cannot tolerate trace liquids and where the removal of such trace liquids is impracticable. b) After consultation at the design stage (see table 1.51) with the Inspecting Authority and other relevant safety authorities on the adequacy of the safety precautions proposed by the manufacturer to ensure that as fa r as possible no person is exposed to injury should the vessel fail during the test operation, and of any special precautions to minimize the risk of such failure, and with written approval by the Inspecting Authority before the test of the procedure specified in 6.8.2 with particular reference to the following:

1) the adequacy of blast protection; 2) the extent of m a cleared for test safety purposes; 3) the degree of confidence in stress analysis of vessel details; 4) the adequacy of any nondestructive testmg carried out before the test; 5) the resistance of the vessel materials to fast fracture; 6) the procedure to prevent local chilling during filling and emptying of the vessel; 7) the extent of remote monitoring provided during test

6.8.4.2 The 'standard' test pressure determined in accordance with 5.8.5 shall be applied.

6.8.4.3 The test arrangement shall be such that the temperatwe of the gas entering the vessel is not lower than the agreed test temperature. NOTE. 1. Attention is drawn to the fact that if the gas pressure is let down to the vessel under test from high pressure storage, its temperature will fall. NOTE.2. Attention is also drawn to the possibility of condensation occurring within the vessel.

6.8.4.4 prior to the pneumatic testing of vessels all welds not nondestructively tested in accordance with 5.6.4.1 shall be tested by magnetic particle and/or dye penetrant methods.

6.8.6 'Standard' test pressure 6.8.5.1 The following procedure to calculate the I 'standard' test pressure shall be applied to vessel I components which are generally subjected to I membrane loading. I "he test pressure for hydraulic, pneumatic and combined hydraulidpneumatic tests shall, except when otherwise stated elsewhere in 5.8, be not less than the 'standard' test pressure, p t , determined as follows for vessels and components (see 3.4.1) subject to membrane stress.

where

P fa

"h

t

G

is the design pressure; is the nominal design strength value (ie. category 1 or 2) for the material, or its nearest equivalent, at test temperatwe from the design strength tables of this standard; is the nominal time-independent design strength value (i.e. category 1 or 2) for the material, or its nearest equivalent, at the design temperature, or at the highest temperature at which timeindependent design strengths are given in the design strength t a b l e s of this standard if this is lower than the design temperature; is the nominal thickness of the section under consideration; is the corrosion allowance.

23) 'Guide Notes on Safe Use of Stainless Steel in Chemical Process Plant', (1978) paragraph 1.4, Institution of Chenucal Engineers, George E Davis Building, 165171 Railway Terrace, Rugby, Wamickshire CV21 3HQ, England.



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Bs 6500 : 1997 Isme 2, November 1999 Section 5

In the case where the vessel to be tested comprises a number of non-connected parts (e.g. the shellside and the tubeside of a heat exchanger) each part shall be tested independently with the appropriate 'standard' test pressure in each case. Where the vessel comprises a number of interconnected components (e.g. the cylinder, head) with different 'standard' test pressures, the test pressure shall be not less than the lower bound test pressure as determined by the following procedure:

a) determine in accordance with 6.8.6.1 for each cylindrical or dished main shell component of the vessel with a type A welded joint (see figure 5.61); b) designate the highest and lowest values so determined as pm and p a respectively, c) where pm I 1.35 X design pressure, the lower bound test pressure =

where p t ~ > 1.35 X design pressure, the lower bound test pressure = 1.35p or whichever is higher.

6.8.6.2 The vessel shall be analysed for the pressure test condition as follows.

a) For internal pressure testing the general membrane stress in any part of the vessel during test shall not exceed 90 % of the minimum specified yield or proof &-es of the material. NOTE. Vessels may have to be designed specially to comply with this requirement where it is proposed to carry out the test with the vessel in a different orientation to that in which it is designed to operate, andor with a pressurizing medium which is denser than the design contents.

b) For external pressure testing an additional design case shall be considered to ensure that a design pressure of 0.8 multiplied by the external test pressure is in accordance with 3.6. 'blerances shall also be in accordance with 3.6.

6.8.6.3 Where at the time of manufacture the operating conditions of a vessel are not known, e.g. in the case of vessels made for stock, the hydraulic test pressure shall be that pressure which will generate a membrane stress of not l e s than 85 % of the minimum specified yield or proof stress of the material at the test temperature.

6.8.5.4 N o d y where a vessel is lined or coated by a process which could impair the integrity of the structure, e.g. glass luung, or weld cladding, the 'standard' pressure test shall be performed after completion of this process. Alternatively, for other than weld clad vessels, it is permissible to reduce the 'standard' test pressure after completion of lining to not less than 1.1 times design pressure provided that the 'standard' test pressure as calculated in accordance with 6.8.6.1 has been applied before lining.

1 bar = lo6 N/m2 = 0.1 N / m 2 = 100 Wa.

6.8.6.6 Where reasonably practicable, single wall vessels subject to operation under vacuum conditions shall be tested under vacuum or applied external pressure to simulate vacuum conditions. Where practicable, the extemal pressure on the vessel under test, whether resulting from vacuum in the vessel or fiom applied external pressure, shall be 1.25 times the design external pressure, but in no case shall it be less than the design external pressure. Where a test under vacuum or applied extemal pressure is not reasonably practicable, single wall vessels subject to vacuum shall be given an internal pressure test at a gauge pressure of 1.5 b d 4 ) except where the maximum possible vacuum is limited by antivacuum valves or other suitable means. In the latter case the internal test pressure shall be a matter of agreement (see 6.8.2.2 and table 1.51). NOTE. In special cases where the vessel designed for vacuum duty would not withstand this internal pressure test without overstxain or where the stability of the vessel under vacuum duty requires to be proven, alternative testing methods should be agreed between the purchaser, the manufacturer and the Inspecting Authority. 6.8.6.6 Where the inner vessel of a jacketed vessel is designed to operate at atmospheric pressure or under vacuum conditions, the test pressure need only be applied to the jacket space. In such cases p shall be taken as the differential design pressure between the jacket and the inner vessel for the purpose of calculating pt (see also 6.8.6.2). 6.8.6.7 The applied test pressure shall include the amount of any static head acting at the point under consideration. 6.8.6.8 If leakage or distortion of a gasketed component under test conditions is considered to be of concern, particular relevant design checks shall be made and arrangements made to contajn any leakage. 6.8.6 Proof hydraulic test 6.8.6.1 A proof testing procedure to be followed for vessels (or vessel parts) of which the strength cannot satisfactorily be calculated (see 3.2.2) shall be agreed (see 6.8.2.2 and table 1.51). 6.8.6.2 The procedure shall specify the method to be used during the test to determine strain and inelastic behaviour. It is permissible to adopt either of the following methods within the limitations described in a) and b).

a) Stmin gauge technique. Before the test is begun or any pressure has been applied to the vessel, strain gauges of electrical resistance or other types shall be aftixed to both the inside and outside surfaces of the vessel The number of gauges, their positions and their directions shall be chosen so that principal strains and stresses can be determined at all points of interest The type of gauge and the cementing technique shall be chosen so that shahs up to 1 % can be determined.

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b) Strain indicating coating technique The use of strain indicating techniques shall be limited to carbon or carbon manganese vessels of wall thickness not greater than 25 mm and where the thickness is calculated using 2fB in place off in the equations given in 3.6.1.2.

1) The vessel shall be subjected to pressure not exceeding

(see 6.8.6.1 for nomenclature). 2) After the release of this pressure the outside surface in the areas not covered by the design rules shall be coated with a substance which will indicate the onset of yielding.

Stsain indicating coatings shall be of the lime wash type or other types by agreement between the purchaser and supplieq strain indicating coatings of the brittle lacquer type shall not be used A control specimen shall be prepared under simulated test conditions and strained to the onset of yield in order to demonstrate the ability of the coating to indicate first yield under the test conditions. The onset of yield shall be taken as lo00 microstsain. The test conditions shall simulate

i) environmental conditions;

iii) thickness of coating and curing conditions. ii) loadlng rate;

NOTE. Strain indicating coatings can be used to identify the position of high stress prior to the application of strain gauges.

6.8.6.3 Pressure shall be applied gradually until either the ‘standard‘ test pressure for the expected design pressure is reached for strain gauges vessels, or 1.5A.25 times the ‘standard’ test pressure is reached for vessels with strajn indicating coating, or significant yielding of any part of the vessel occurs. When either of these points is reached, the pressure shall not be further increased. If the strain gauge technique given in 6.8.6.2a is adopted, it is permisible to disregard any indication of localized permanent set provided that there is no evidence of general distortion of the vessel. If the strain indicting coating technique given in 6.8.6.2b is adopted, the onset of yielding on (outside) surfaces shall be considered to indicate sigruscant yielding. NOTE. The apparent difference in criteria is to allow for the fact that the greatest strains normally occur on the inside surface of

6.8.6.4 The highest pressure which is applied shall be maintained for the time sufficient to permit inspection in accordance with 6.8.2.3.

6.8.6.6 Where the strain gauge technique given in 6.8.6.2a is adopted, strain readings shall be taken as the pressure is increased. The pressure shall be increased by steps of approximately 10 % until the ‘standard‘ test pressure, Pt, is reached or until sigruficant general yielding occurs. Strain readings shall be repeated during unloading. Should the plot of strain versus pressure during the application of pressure and unloading show evidence of non-linearity it is permissible for the pressure reached to be reapplied not more than five times until the loadmg and unloading mes corresponding to two successive pressure cycles substantially coincide. Should coincidence not be attained, the pressure py (see 6.8.6.6.2) shall be taken as the pressure range corresponding to the linear portion of the curve obtained during the final unloading. NOTE. The term sigruficant general yielding is intended to apply to the type of yielding which occurs when the general stress level in a substantial portion of the vessel under test exceeds the yield point of the material. It is not intended to apply to the type of yielding which occurs during the f i t application of (test) pressure to a component due to stress redistribution at points of unavoidable stress concentration (e.g. inside crotch of nozzles). Also it is not intended that readings obtained from gauges at such points should be considered in isolation against the requirements of 5.8.6.5.

6.8.6.6.1 If the ‘standard‘ test pressure, Pt, is reached and a linear pressure/sm relationship obtained, the expected design pressure shall be considered to be confirmed 6.8.6.6.2 If the final test pressure is limited to a value less than the ‘standard‘ test pressure, Pt, or the pressure range corresponding to the linear portion of the pressure/strain record (see 6.8.6.6) is less than Pt, the design pressure shall be calculated from the following equation:

f a

the vessel. ”

is the design pressure; is the pressure at which significant yielding occm or the pressure range corresponding to linear pressure/strain behaviour of most highly strained part of vessel during find unloading (see 6.8.6.5); are as defined in 6.8.6.1.

”



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6.8.6.6 Where the sbrain indicating coating technique given in 6.8.6.2b is applied to the outside surface of the vessel

a) if 1.5A.25 times the 'standard' test pressure is reached without sigruficant yieldmg, the expected design pressure shall be considered to be confirmed; b) if significant yielding occurs at a pressure less than 1.5A.25 times the 'standard' test pressure, the design pressure shall be calculated from the equation in 6.8.6.6.2.

6.8.7 Combined hydradidpneumatic tests Incaseswhereitisdesiredtotestavesselthatis partly filled with liquid, the pneumatic pressure shall be applied above the liquid level and at no point of the vessel shall the total pressure applied during the test cause the general membrane stress to exceed 90 % of the yield or proof stress of the material. All the relevant requirements of 6.8.1 to 6.8.6 shall apply to the conduct of combined hydraulidpneumatic tests.

6.8.8 Leak test ing

6.8.8.1 It is sometimes desirable to carry out a gas leak test before the hydraulic or pneumatic test. It is permissible to use other approved methods subject to agreement between the purchaser and the manufacturer ( see table 1.51). NOTE. Reference may be made to BS 3636. A test for this purpose may be applied to any vessel without observing the requirements applying to pneumatic acceptance tests, providing the test pressure does not exceed 10 % of the design pressure.

6.8.8.2 It is permissible to cany out pressure testing with air or gas up to 1.1 times the design pressure on any vessel that has satisfactorily withstood the 'standard' hydraulic, pneumatic or combined hydradidpneumatic test.

6.8.9 Vessel nameplate Each pressure vessel shall have a permanently attached nameplate showing

~

a) the number and date of this British Standard, i.e. BS 5500 : w x y z Z 5 ) where wxyz is the year of publication of this issue of the specification; b) the name of the manufactureq c) the manufacturer's serial number identifying the Vessel;

d) the design pressure; e) the design temperature; f ) the hydraulic or pneumatic test pressure; g) the date of manufacture; h) the i d e n m g mark of the Inspecting Authority; i) any statutory masking required

A facsimile of this nameplate shall be prepared and submitted to the purchaser in accordance with 1.6.2.2g. 6.8.10 Final inspection An internal and external examination of the completed vessel shall be carried out prior to despatch and the marking on the vessel shall be checked.

5.9 Inspection requirements for cast components The following provisions satisfy the requirements of 3.4.2.3 for the detection and repair of defects in castings with a cast factor of 0.9.

6.9.1 Examination For carbon, low alloy or h@ alloy steel castings produced either by static or centrifugal casting, a casting factor of 0.9 can be used provided the castings are examined in accordance with a qua lit^ specification agreed between the manufacturer and purchaser. NOTE. A suitable specification could be based upon appendix 7 of ASME W1 division 1.

6.9.2 Defects Where defects are repaired by welding, the completed repair shall be subject to re-examination and such heat treatment as is agreed between purchaser, Inspecting Authon@, manufacturer and material supplier. 6.9.3 Identification and marking In additional to any manufacturer and material marking, castmgs shall be identified as having a casting factor of 0.9. It is recommended that these castings are painted a colour to differentiate them on the shop floor from castings of factor 0.7.

25) Marking BS 5500 : wxyz on or in relation to a product represents a manufacturer's declaration of conformity, i.e. a claim by or on behalf of the manufacturer that the product meets the requirements of the standard. The accuracy of the claim is therefore solely the claimant's responsibility. Such a declaration is not to be confused with third party certification of conformity, which may also be desirable.



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h e 1, January 1997 BS 5500 : 1997

Annex A Recommendations for design where loadings and components are not covered by section3 A.l General This amex gives design criteria for stress systems resulting h m the application of loads andor the use of components or types of component not covered explicitly by section 3 (see 3.2.2), annex B or annex C . The intention is to ensm that in such circumstances the design basis is consistent with that underlying the rules specified in section 3. Formal analysii in accordance with this annex is only required in the case of significant additional loadings or 10- h m components significantly Merent to those covered in section 3. Relevant experience of similar designs may be considered in decidmg whether an analysii is necessary

A.2 Notation For the purposes of this annex the following symbols apply.

e

%T)

f

f m

fL

fb

fe fi, f2 and f 3 R V

is the analysis thickness of main vessel sedion; corresponds to the minimum value of re^ or 50.2 ( R p 1 . 0 for austenitic steels) specified for the grade of material concerned at a temperature T (tested in accordance with BS EN 10002-5); is the design strength listed in tables 2.3-2 to

NOTE. If it is required to evaluate the limits in this annex for category 3 components, the value off may be taken as that permitted for components of categories 1 and 2 provided that there are no welded seams in the vicinity of the point under consideration.

is the general primary membrane stress intensity; is the local primary membrane s k s s intensity; is the primary bending stress intersi& is the secondary stsess intensiw, are the principal siresses required to determine stress intensities; is the mean radius of main vessel section; is Poisson's ratio.

2.3-12 ;

A.3.1 General criteria A.3.1.1 Gmss plastic deformation There should be the same theoretical margin against gross plastic deformation for all design details as that provided against gross plastic deformation in major membrane areas. For this purpose the required margin against gross plastic deformation may be assumed to be &(T)lf for materials covered in tables 2.3-2 to 2.3-12. For other materials the value for the nearest equivalent material in tables 2.3 -2 to 2.3.12 should be assumed. In establishing conformity with this criterion invwations should take account of plastic behaviour. If the theory of plastic limit analysis is employed, the limit load may be taken as the load producing gross plastic deformation, although this may be a conservative estimate. It is also safe, though possibly conservative, to assume that a load, which does not change sign and which, on the basis of a shakedown analysis satisfies A.3.1.2, will be less or equal to the load for gross plastic deformation. A list of references dealing with limit analysis of various configurations is given in A.6. Where it is impracticable to perform plastic analys is , elastic analysis may be employed as detailed in A.3.2 (covering A.3.3 and A.3.4) to demonstrate compliance with this criterion; alternatively strain measurements may be made on the actual vessel during pressure and load tests. A.3.1.2 I" collapse The stress systems imposed should shakedown to elastic action within the first few operating cycles. The operating loads to be considered include pressure and all 10- of the type listed in 3.2.1 where relevant. In demonstrating conformance with this criterion a shakedown analysis (e.g. see 6.2.6) should preferably be employed In cases where loads change sign during the cycle it should be demonmated (e.g. see A.3.4.2.4) that the total range of maximum stress due to the range of loads does not exceed twice the yield stress of the material (2 X Re(n). Alternatively elastic analysis as detailed in A.3.2 may be employed (covering A.3.3 and A.3.4). A.3.1.3 Buckling For components or loadings associated with substantial compressive stress buckling should not occur under a combined load less than twice the deign combined load at design temperature. Care should also be taken to avoid buckling under test conditions. The design and test combined loads are to include pressure and simultaneous loadings of the type listed in 3.2.1 in conjunction with permissible fabrication imDerfections. Where sienificant

A.3 Non-creep conditions compressive &esses m present th; possibility of buckling should be investigated to satisfy this criterion

The criteria in A.3.1 to A.3.6 apply for design and the design modified if necessary While generally it temperatures at which the design strength given in is not possible to do this by elastic analysis a relevant tables 2.32 to 2.3-12 is independent of time. criterion for cases where compressive stresses are due

to highly localized loads is given in A.3.3. For compressive general primary membrane stress, see A.3.5.

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-~~~ ~

STD-BSI BS 5500-ENGL 1997 Lb24bbS 01304410 llb5

BS 6500 : 1997 W e 3, November 1999 Annex A

A.3.1.4 Fatigue The need or otherwise for a fatigue analysis should be determined by application of annex C. A.3.2 Demonstration @design acceptability bu stress analusis A.3.3 and A.3.4 give altemalive criteria for demonstrating the acceptability of design on the basis of stresses estimated by the method given in annex G or by other suitable e M c analysis. NOTE. Design by elastic analysis can only provide an approximate solution for the fundamental design criteria given in A.3.1. Since the criteria in A.3.1 have been set to ensure that results are always safe, some applications may give results that are conservative by a significant margin. The criteria inA.3.3 apply only to local stresses in the vicinity of attachments, supports, etc., and are generally more conservative than those in A.3.4 in that any ben- stsesses which occur at such locations are not treated as secondary stsesses. The criteria in A.3.4 are intended for general application in cases outside the scope of A.3.3. If design acceptability has been based on A.3.3 then the use of A.3.4 is not required. It is the intent of A.3.3 that the criteria can be applied using only data which is presented in this standard. When A.3.4 is implemented, then more extensive analysis may well be required together with the use of references not embodied in this standard. k3.3 S p e c m criteria for limited application ?he criteria in A.3.3.1 to A.3.3.3 provide stress limits for elastically calculated &-esses acijacent to attachments and supports and to nozzles and openings which are subject to the combined effects of pressure and externally applied loads. NOTE. If the loaded nozzle area or opening is less than 2.5@ from another stress concentrating feature, stresses as calculated in accordance with annex G become unreliable and some other method of assessing the total s t r e s s , for example finite element stress analysis or proof test, is required. k3.3.1 Attachments and supports For these limits to apply the loaded area has to have a dimension in the circumferential direction not greater than onethird of the shell circumference. The stresses dacent to the loaded area due to pressure acting in the shell may be taken as the shell pressure stresses without any concentrating effects due to the attachment. Under the design combined load the following stress limits apply:

a) the membrane stress intensity should not exceed 1.2J b) the stress intensity due to the sum of membrane and bending stsesses should not exceed 2f.

A.3.3.2 Nozzles and openings For these limits to apply the nozzle or opening has to be reinforced in accordance with 3.6.4. The maximum stress intensity Macent to the node or opening due to intemal pressure may be obtained from 6.2.6 in the case of spherical shells, or from 6.2.3.6 for cylindrical shells.

Under the design combined load the stress intensity due to the sum of membrane and bending stresses should not exceed 2.25J A.3.3.3 Additional stress limits Where significant compressive membrane stresses are present the possibility of buckling should be investigated and the design modified if necessary (see A.3.1.3). In cases where the external load is highly concentrated, an acceptable procedure would be to limit the sum of membrane and bending stresses (total compressive stress) in any direction at the point to 0.9 of the minimum yield point of the material at design temperature. (see K2, Rem for definition of minimum yield point). Where shear stress is present alone, it should not exceed 0.5J The maximum permissible bearing stresses should not exceed 1,5J A.3.4 Specific criteria for general application (except buckling) The recommendations of A.3.4.1 to k3.4.4 provide the criteria for acceptability of design on the basis of elastic stress analysis. The analysis should take account of gross stmctural discontinuities (e.g. nozzles, changes in shell curvature), but not of local stress concenlmtions due to changes in profile such as fillet welds. The rules require the calculated stsesses to be grouped into five stress categories (see A.3.4.2) and appropriate Stress hknsitieSfm, f ~ , fb and& to be determined from the principal streswd fi, fi and f3 in each categoq, using the maximum shear theory of failure. Appropriate limits are given for the stress intensities so calculated. A.3.4.1 ZmnimEOgy A.3.4.1.1 Stress intensity The stress intensity is twice the maximum shear stress, ie. the difference between the algebraically largest principal stress and the algebraically smallest principal stress at a given point Rnsion stresses are considered positive and compression stresses are considered negative. A.3.4.1.2 cfross strucEuml discontinuity A gross structural discontinuity is a source of stress or strain intensification that affects a relatively large portion of a structure and has a significant effect on the overall stress or strain pattern or on the structure as a whole. Examples of gross structural discontinuities are end to shell and flange to shell junctions, nozzles and junctions between shells of different diameters or thicknesses. A.3.4.1.3 Local structural discontinuity A local structural discontinuity is a source of stress or strain intensification that a f f ec t s a relatively small volume of material and does not have a significant effect on the overall stress or strajn pattern or on the structure as a whole. Examples of local structural discontinuities are small fillet radii, small attachments and p h a l penetration welds.

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Annex A Issue 1, January 1997 BS 6600 : 1997

A.3.4.1.4 Nomzal stress The normal stress is the component of stress normal to the plane of reference; this is also referred to as direct stress. Usually the distribution of normal stress is not uniform through the thickness of apart, so this stress is considered to be made up in turn of two components one of which is uniformly distributed and equal to the average value of stress across the thickness of the section under consideration, and the other of which varies with the location across the thickness. A.3.4.1.6 Shear stress The shear stress is the component of stress acting in the plane of reference. A.3.4.1.6 Membrane stress The membrane stress is the component of stress that is uniformly distributed and equal to the average value of stress across the thickness of the section under consideration. k3.4.1.7 Bending stress The bending stress is the component of stress that is proportional to the distance from the centre of the wall thickness. A.3.4.1.8 primary stress A primary stress is a stsless produced by mechanical loadings only and so distributed in the structure that no redistribution of load occurs as a result of yielding. It is a normal stress, or a shear stress developed by the imposed loading, that is necessary to satisfy the simple laws of equilibrium of external and internal forces and moments. The basic characteristic of this stress is that it is not self-limiting. Primary stresses that considerably exceed the yield strength will result in failure, or at least in gross distortion. A thermal stsess not classified as a primary stress. Primary stress is divided into 'general' and 'local' categories. The local primary stress is defined in k3.4.1.9 Examples of general primary stress are:

a) the stress in a circular, cylindrical or spherical shell due to internal pressure or to distributed live loads, b) the bending stress in the central portion of a flat head due to pressure.

A.3.4.1.9 primary local membrane stress Cases arise in which a membrane stress produced by pressure or other mechanical loadmg and associated with a primary and/or a discontinuity effect produces excessive distortion in the transfer load to other portions of the structure. Conservaikm requires that such a stress be classified as a primary local membrane stress even though it has some characteristics of a secondary stress. A stressed region may be considered as local if the distance over which the stress intensity exceeds 1.lfdoes not extend in the meridional direction more than O.*, and if it is not closer in the meridional direction than 2.Q& to another region where the limits of general primary membrane stress are exceeded

An example of a primary local stress is the membrane stress in a shell produced by external load and moment at a permanent support or at a nozzle connection. A.3.4.1.10 Secondary stress A secondary stress is a normal stress or a shear stress developed by the constmint of macent parts or by self-constraint of a shucture. The basic characteristic of a secondary stress is that it is self-limiting. Local yielding and minor distortions can satisfy the conditions that cause the stress to o c c u r , and failure from one application of the slxess is not to be expected. An example of secondary stress is the bending stress at a gross structwral discontinuity. A.3.4.1.11 Peak stress The basic characteristic of a peak stress is that it does not cause any noticeable distortion and is objectionable only as a possible source of a fatigue crack or a brittle sracture. A stress that is not highly localized falls into this category if it is of a type that cannot cause noticeable distortion. Examples of peak stress are:

a) the thermal stresses in the austenitic steel cladding of a carbon steel vessel; b) the surface stresses in the wall of a vessel or pipe produced by thermal shock; c) the stress at a local structural discontinuity.

The current methodology of design against fatigue failure given in annex C does not requjre a peak stress to be considered. Where alternative methods of fatgue assessment are used it may be necessary to consider peak stress.

A.3.4.2 Stress categories and stress limits A calculated stress depending upon the type of 10- andlor the distribution of such stress will fall within one of the five basic stress categories defined in A.3.4.2.1 to A.3.4.2.6. For each category, a stress intens@ value is derived for a specific condition of design. To satisfy the analysis this stress intensity should fall within the limit detailed for each categog. A.3.4.2.1 Geneml prìmarg membmne stress category The stresses falling within the general primary membrane stress category are those defined as general primary stresses in A.3.4.1.8 and are produced by pressure and other mechanical loads, but excluding all secondary and peak stresses. The value of the membrane stress intensity is obtained by averaging these stresses itcross the thickness of the section under consideration. The limiting value of this intensityf, is the allowable stress valuef except as permitted in this annex.

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A.3.4.2.2 Local primary membrane stress category The stresses falling within the local primary membrane stress category are those defined in A.3.4.1.8 and are produced by pressure and other mechanical loads, but excluding all thermal and peak stresses. The stress intensityfL is the average value of these stresses across the thickness of the section under consideration and is limited to l.5J By defmition, the local primary membrane stress category inCludeSf,in those cases where it is present. A.3.4.2.3 GeneraE or local primmy rneynlymne plus primary bending stress catego?y The stresses falling within the general or local primary membrane plus primary bending stress category are those defined in A.3.4.1.8, but the stress intensily value&, cf, +fb) or c f ~ +fb) is the highest value of those stresses acting across the section under consideration excluding secondary and peak stresses. fb is the primary bending stress intersi@, which means the component of primary stress proportional to the distance from centroid of solid section. The stress intensiwfb, cf, +fb) or c f ~ +fb) is not to exceed 1.5J A.3.4.2.4 Primary plus secondary stress category The stresses hlhg within the primary plus secondary stress category are those defined in A.3.4.1.8, plus those of A.3.4.1.10, produced by pressure, other mechanical loads and general thermal effects. The effects of gross structural discontinuities, but not of local structural discontinuities (stress concentrations), should be included. The stress intensity value cf, +fb +fg) or c f ~ +fb +fg) is the m e s t value of these &reses acting across the section under consideration andistobelimitedto3.0f(seealsonotelto figure A 1). figure Al and table Al have been included to guide the designer in establishing stress categories for some typical cases and stress intensity limits for combinations of stress categories. There will be instances when reference to d a t i o n s of streses will be nec- to classify a specific stress condition to a stress categow. A.3.4.2.6 explains the reason for separahng them into two categories 'general' and 'secondary' in the case of themal &esses. A.3.4.2.6 Themzal stwss Thermal stress is a self-balancing stress produced by a non-uniform dishibution of temperature or by Mering thermal coefficients of expamion. Thermal stress is developed in a solid body whenever a volume of material is prevented from assuming the size and shape that it normally should under a change in temperature.

For the purpose of estabhhkg allowable stresses, the following two types of thermal stress are recognized, depending on the volume or area in which distortion takes place. a) General thermal stress is associated with distortion of the stsucture in which it occurs. If a stress of this type, neglecting stress concentrations, exceeds twice the yield strength of the materia, the elastic analysis maybe invalid and successive' thermal cycles may produce incremental distortion. This type is therefore classified as secondary stress in table Al and figure Al . Examples of general thermal stress are:

1) the stress produced by an axial thermal gradient in a cylindrical shell; 2) the stress produced by the temperature difference between a nozzle and the shell to which it is attached

b) Local thermal stress is associated with almost complete suppression of the differential expansion and thus produces no significant distortion. Such stresses should be considered only from the fatigue standpoint. Examples of local thermal slresses are:

1) the stress in a small hot spot in a vessel wall; 2) the thermal stress in a cladding material which has a coefficient of expansion different from that. of the base m e a

A.3.4.3 Wue of Poisson's mtio The value of Poisson's ratio to be used should be as follows. a) In evaluating stresses for comparison with any slms limits other than those allowable under fatigue conditions, stresses should be calculated on an elastic basis using the elastic value of Poisson's ratio. b) In evaluating stresses for comparison with the allowable stress limits associated with fatigue conditions, the elastic equations should be used, except that the numerical value substituted for Poisson's ratio should be determined from the following:

v = 0.5 - 0.2 but not less than 0.3 ri 1

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Annex A h e 1, January 1997 BS 6600 : 1997

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I

1 Table A.l Cl&si€ication of stresses for some typical cases ~

Location Classification Vessel component Origin of stress

IntÆrnal pressure Type of stress

General membrane Gradient through plate thickness Membrane Bending Membrane Bending General membrane averaged across full section. Stress component perpendicular to cross section Bending across full section. Stress component perpendicular to cross section Local membrane Bending Peak (fillet or corner) Membrane Bending Membrane Ben- Membrane Bending Membrane Ben- Membrane Bending Membrane (average through cross section) Bending (average through width of ligament, but gradient through plate) Peak Membrane Bending Peak General membrane (average across full section). stsess component perpendicular to section Bending across nozzle section General membrane Local membrane Bending Peak Membrane Bending Peak

Cylindrical or spherical shell

Shell plate remote from discontinuities

f m fg

Axial the& gradient fg f g

Junction with head or flange

Internal pressure fL fg

fm Any shell or end Any section across entire vessel

External load or moment, or inkrnd pressure

External load or moment

f m

fL fg 1)

External load or moment, or internal pressure Temperature difference between shell and end Internal pressure

Any location fg fg

Dished end or conical end

Crown fm fb fL2) Internal pressure Knuckle or junclion

to shell fi fm fb

fL fg

fm

Flat end Centre region Internal pressure

Junction to shell Intedpressure

Qpical ligament in a uniform pattern

Pressure Perforated end 01 shell

fb

Isolated or atypical ligament

Pressure

Nozzle Cross section perpendicular to nozzle axis

Internal pressure or external load or moment

fm

~

fm External load or moment Internal pressure fm

fL fg 1)

Nozzle wall

Differential expansion

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STD-BSI BS 5500-ENGL 1997 1b24bb9 080VVL5 T117 m

Annex A Issue 2, November 1999 BS 5500 : 1997

I Table A. l Classification of stresses for some typical cases (

I Any

Location

h Y

Any

Oripln of stress ~-

Differential expansion

Thermal N e n t through plate thickness

(continued) Type of stress

Membrane (peak) Benchi! (Peak) Ben- (component of s t n s proportional to distance from centxe) Peak (component of sh’es~ deparhng from hear component fg) Stress concentration-peak (notch effect)

Refer to A.3.4.1.11 Consideration should also be given to the possibility of buckling and excessive deformation in vessels with large

diameter-tc-thickness ratio.

~

Classification

A.3.6 Limit for longitudinal compressive general I membrane stress in a vessel

I A.3.6.1 C y l i n d W sections Where the design temperature is not greater than 350 ‘C, and the vessel is not under external pressure, the longitudinal compressive stress o, in the cylindrical section, is not to exceed As$ A is obtained h m figure A2 in tenns of K, and in this context K = p$pyss, Wherepe adpySs both defined in

I equations (3.6.42) and (3.6.41) respectively, in 3.6.4, S

andf are defined in 3.6.1.1 and o, is defined in B.3.2. Where the vessel is subject to simultaneous longitudinal compression and external pressure, the following interaction formula shall be used to calculate design values of longitudinal compressive stress and extemal pressure in the cylindrical section.

oz +- Pex S 1 oz allow Pex allow

where

0, = design longitudinal compressive &es; o,, allow = allowable pressure stress from 3.6.4

using curve b) of figure 3.6+

Pex = design external pressure; pex, allow = allowable external pressure derived

from 3.6.2.1.

NOTE 1. The design longitudinal compressive stress does not include the longitudinal component of the design external pressure. NOTE 2. Where the simultaneous longitudinal compression and external pressure result from wind loading and vacuum, and where a low frequency of vacum occurrence can be demonstrated, the wind loading can be based upon a 2 year figure rather than a 50 year figure.

A.3.6.2 Conical sections For conical sections the limits for longitudinal compressive genexal membrane stress in a cylinder given in A.3.6.1 shall apply with the following modifications. Cylinder radius R in equations (3.6.41) and (3.6.42) shall be replaced by R&os 8.

where i RC is the locd mean radius of the cone at I

the point under consideration; I 8 is the semi angle of the cone as defíned I

in 3.6.1.1. I additionally I

Pex,aow is the dowable extend pressure of the I cone derived from 3.6.3.1. I

NOTE. The requirement for the conical section applies along the full length of the cone but normally the worst case will be at the small end even though the external pressure calculation is based on the large end of the cone.

A.3.6 Wind and earthquake conditions AU allowable tensile stresses and stress intensities (membrane or bending, primary or secondary) may be increased by a factor of 1.2 when wind and earthquake loadings are calculated in accordance with B.6 and B.6 wind and earthquake loadings need not be assumed to act simultaneously Limitations on compressive stxesses in A.3.1.3, A.3.3.3 and A.3.6 are not hereby relaxed. A.4 Creep Conditions In the absence of comprehensive design criteria for components in the creep range, the requirements specified in section 3 should be applied, but see note to 3.2.4.

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STDmBSI BS 5500-ENGL It997 lb2qbb7 OBOq'4Lb 783 W I

BS 6600 : 1997 Issue 2, November 1999 Annex A

A.6 Bibliography ERBATUR, FH., KIRK, k and GILL, S.S. Plastic

~ behaviour of oblique flush nozzles in cylindrical pressure vessels: an experimental investigation. Pressure %sels and Piping, 1973,1,93-118. ROBINSON, M., KIRK, k and GILL, S.S. An experimental investigation into the plastic behaviour of

Intemational Journal of Mech. Sciences, 1971,13,4161. ROBINSON, M., and GILL, S.S. A lower bound to the limit pressure of a flush oblique cylindrical branch in a spherical pressure vessel. Intemational Journal of Mech. Sbienca, 1972,14 (No. 9), 579-601. ROBINSON, M., and GILL, S.S. Limit analysis of flush radial and oblique cylindrical nozzles in spherical pressure vessels. Part 1, A parametric survey of results. Fressure Wssels and Piping, 1973,1,199-231. ROBINSON, M., and GILL, S.S. Limit analysis of flush radial and oblique cylindrical nozzles in spherical pressure vesels. Part 2, Application of results in a design procedure. Pressure ksels and Piping, 1973,1,233244.

* oblique flush nozzles in spherical pressure vessels.

DINNO, K.S. and GILL, S.S. A method for calculating the lower bound limit pressure for thick shells of revolution with specific reference to cylindrical vessels with torispherical ends. Intmnational Journal of Mech. sciences, 1974,16,415-427. DINNO, KS. A lower bound analysis for the calculation of limit pressure for a thick spherical vessel with a radial cylindrical nozzle. Intemational Journal of Mech. s c i e n c e s , 1974,2,7594. DINNO, K.S. and GILL, S.S. A lower bound limit pressure analysis for the oblique intersection of a flush cylindrical nozzle and the torus of a cylindrical vessel with a toIispherical end. Journal of Stmin Analysis, 1974,9 ( N O 4), 247-262.

O 2 4 6 8 10 12 K

Figure A.2 Curve for the evaluation of LI

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STD=BSI BS 5500-ENGL L777 Lb2VbbS 0809gL7 8LT

Issue 1, January 1997 BS 6500 : 1997

Annex B Recommendations for cylindrical, spherical and conical shells under combined loadings, including wind and earthquakes B.l General B.l.l This annex deals with the detenninaton and maximum permitted values of general primary membrane stress intensity for cylindrical, spherical and conical shells (excluding very flattened cones) subject to combinations of loads in addition to internal P-. The loadings considered are a bending moment acting in a plane containing the shell axis (e.g. due to wind loading in the case of a vertical vessel or weight loading in a horizontal vessel), an axial force (e.g. due to weight in a vertical vessel) and a toque about the vessel axis (e.g. form offset piping and wind loads). The relaxations permitted for wind and earthquake loadings under B.6 (and 3.2.7) do not apply to the compressive stsess limits given in A.3.6. The latter limits are also applicable to vessels under extemal P" B.1.2 The limits given in this annex are applicable to regions from shell discontinuities such as changes in curvature, openings, stiffeners, etc., and remote from the points of application of the additional loads (e.g. supports). For the treatment of the stsesses local to points of application of load and shell discontinuities under combined loads see annex A.

B.1.3 The general approach is that, with wind and earthquake loads excluded, the stress intensity according to the maxjmum shear stress criterion should nowhere exceed the design stress. For this purpose the compressive stress in the thickness direction (radial stxss) is assumed to be O.*. An increased level is permitted when wind and earthquake loads are included. Limits for compressive stresses are also included to guard against buckling. B.1.4 The shell thickness should never be less than that required for internal pressure in 3.6.1.2a, 3.6.1.2b and 3.6.3.1.2.1 for cylindrical, spherical and conical shells respectively.

B.1.6 It is not possible to give explicit equations for thickness under combined loading and a solution by trial and error is n e c m . Moreover, it is necessary to detemine the location of the maximum equivalent membrane stress and, if buckling is a possibility, the location (which may not be coincident) of the region of maximum buckhg hazard

26) Remote means 'at a distance not less than @ '

B.1.6 The calculaîion should be performed for the combinations of load expected in service. The thickness may be dictated by loads acting when the vessel is not under pressure. Conditions during pressure test should be the subject of special consideration. B.2 Notation For the purpose of this annex the following symbols apply:

P is the design (internal) pressure, defined in 3.2.3

M

T

W

Ri

e

D

a v1

e

is the bending moment on shell acting in a plane containing shell axis, at transverse seclion considered; is the torque acting about shell axis at transverse section; is the axial force on shell (positive if tensile) at tramweme section considered (this force excludes pressure load); is the inside radius of shell (for conical shell, inside radius measured normal to axis of shell at the tramverne section considered); is the shell analysis thichess (before adding corrosion allowance); is the mean diameter of spherical or cylindrical section of shell; is the semi-apex angle of conical shell; is the angle included by normal to shell at transverse section considered and shell axis (spherical shell only); is the angle included by plane of action of moment M and an axial plane through point considered (spherical and conical shells only);

f is the nominal design strength; o. is the circumferentwl stress, positive if tensile; u, is the meridional stress (longitudinal in a

cylindrical shell), positive if tensile; 7 is the shear stress;

fi are the principal stresses in a plane tangential f2

B.3 Equations for principal stresses and components thereof B.3.1 Principal stresses The principal stresses fi and fi, acting tangentially to the shell surface at the point under consideration, should be calculated h m the following equations:

fi = 0.5 [.e + U, + - aZp + 4? ] f2 = 0.5 [be + U, - d(ue - aZy2 + 4 9 ]

NOTE. In these equations ao and a, should be substituted with correct signs.



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BS 5500: 1997 Issue 2, November 1999 Annex B

B.3.2 Stress components The stxess components a& a, and T should be calculated from the following equations: a) Cylindrical SM (see figure B.l)

P 4 e 06 =-

2T -r= m

NOTE 1. The positive directions of W and M are shown in figure B. 1 NOTE 2. The positive and negative signs before the tem containing M refer to points A and B (see figure B.l) respectively NOTE 3. The direction of T and sign of shear stress r are immaterial. NOTE 4. All stress components should be calculated for points A and B.

b) Spherical sheU (see figure B.2)

( 4M x 7 1 x coso) -m sma,

2T 1 + (I(% + el2e X W)

NOTE 5. The positive directions of M and W are shown in figure B.2. NOTE 6. Note that B is measwed from the point where M induces maximum meridional tension. NOTE 7. The two components of shear stress should be treated as positive and additive, irrespective of the direction of T NOTE 8. AU stress components should be evaluated at points in therange 8=0toB=180'.

c) Conical shed (see figure B.3)

NOTE 9. The notes to a) and b) apply, but reference should also be made to figure B.3.

B.4 General primary membrane stress intensity The stress intensity acting at the point considered should be taken as the numeridy greatest of the following: fi -fi fi + o.* fi + o.*

NOTE 1. In these expressionsf1 andfi should be substituted with correct signs andp should be substituted with a positive sign. NOTE 2. For a cylindrical shell subjected to internal pressure, a bending moment M and axial force W (without an applied torque), the stress intensity may be determined directly from the stress component as follows:

Ce - oz a, + 0 . 5 ~ b g + 0.5p

In these expressions 0 0 and o, should be substituted with correct signs and p should be substituted with a positive sign.

B.6 Calculation of wind loading In order to calculate wind loadings it is necessary to determine:

a) the geographical location of the vessel and basic wind speed together with the effects of topographx height and environment; b) factor for the design life of the vessel; c) pressure coefficient, depending on shape and height/diameter ratio.

Information and guidance on the use of these factors and conditions is contained in BS 6399 : Part 2. The I probability factor Sp given in BS 6399 : Part 2 should be taken as unity, corresponding to a mean recurrence interval of 50 years. Special consideration may need to be given to tall slender vertical vessels which might be subject to aerodynamic oscillation by wind forces. If the frequency of shedding of eddies coincides with the natural frequency of the vessel, critical conditions can arise. These effects should be investigated for height/diameter ratios of 10 or greater. BRE Digest No. 119 gives information on eddy shedding frequency. Methods for finding the natural period of vibration in vessels can be found in the following publications:

FREESE, C.E. Vibrations of vertical pressure vessels. J. Engng. Ind. 1959, February DE GHETTO and LONG. Check towers for dynamic

For vessels having a large Dle ratio there may be risk of shell instability due to high localized pressure. This aspect should be investigated in such cases, particularly for an empty vesseL

stability H y d m h processing. 1966,45(2).

B.6 Calculation of earthquake loading The stress limit given in A.3.6 is applicable in cases where it is agreed that earthquake loads can be treated as equivalent static loads and where the probable incidence of the 'design' earthquake is not greater than that of the wind loading given in B.6.

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Figure B.l Stresses in a cylindrical shell under combined loading

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BS 5500: 1997 Issue 1, January 1997 Annex B

Section

t w

I I

Figure B.2 Stresses in a spherical shell under combined loading

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* * n

STDoBSI BS 5500-ENGL L777 9 Lb211bb7 0809921 2110 9

Annex B h e 1, January 1997 BS 6 6 0 0 : 1997

M J

Section considered 7

K " 2

Figure B.3 Stresses in a conical shell under combined loading

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STD-BSI BS 5500-ENGL L997 lb24bb9 0804422 L87

h e 3, November 1999 BS 6500: 1997

Annex C Assessment of vessels subject to fatigue C.l Introduction

(2.1.1 General methodology This annex coven the assessment of vessels subject to fatigue and contains requirements to ensure that the vessel is designed to have a faiigue life which is at least as high as the required service life. An introduction to fatigue and the factors that can influence fatigue life is given in C.1.2. A detailed fatigue analysis of a vessel, or a component of a vessel or bolting, need not be carried out if criteria given in C.2 are satisfied. If these critmia are not satisfied then a full fatgue assessment shall be carried out in accordance with C.3. The basic principles of this assessment and the basis of the associated S N curves are described in C.3.1. The application of the S N c u r v e s , together with the modlfving effects of various materials and plate thicknesses, are described in C.3.2. C.3.3 identifies the stresses to be used with the SN curves. Each curve refers to a group of details, identified as class C, D, E, F, F2, G or W. The class of any given detail is chosen using C.3.4.1 to C.3.4.4. Stsesses for the detail are then esthated using C.3.4.6 and C.3.4.6 and the design life found from figure C.3. The detailed fatigue assessment of bolts is carried out in accordance with C.3.6. Recommendations for

I reducing the risk of fahgue at a weld toe by dressing, are given in C.4.

C.1.2 Factors which ìmuence fatiQue llfe C.1.2.1 Cyclic service loadings During service, pressure vessels may be subjected to cyclic or repeated stresses (see figure CA). Examples of sources of such stresses include the following:

a) application or fluctuations of pressure (icluding testing); b) temperature transients; c) resbictions of expansion or contraction during normal temperature variations; d) forced vibrations; e) varialions in external loads.

Fatigue failure can occur during service if the fatigue life of the material or any structural detail is exceeded.

c.1.2.2 cornsion Corrosive conditions are detrimental to the fahgue strength of steels and aluminium alloys. Fatigue cracks can occur under such conditions at lower levels of fluctuating stress than in air and the rate at which they propagate can be higher. The provisions of this annex do not include any allowances for corrosive conditions. Therefore, where corrosion fatgue is anticipated and effective protection from the corrosive medium cannot be guaranteed, a factor is chosen on the basis of experience or testing provisions by which the stresses specified in this annex are reduced to compensate for the corrosion. If because of lack of experience it is not certain that the chosen stresses are low enough, it is advisable that the frequency of inspection is increased until there is sufficient experience to justify the factor used

1 Cycle I I Figure C.1 Illustration of fluctuating stress

range, Sr

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BS 6500: 1997 Issue 1, September 1997 Annex C

C.1.2.3 lkmpemture There are no &ctions on the use of the fatigue design mes for vessels which operate at subzero temperatures, provided that the material through which a fatigue crack might propagate is shown to be sufficiently hugh to ensure that fracture will not initiate from a fatigue crack, (see Annex D). There is a lack of data on the influence of creep on the elevated temperatwe fatigue strength of steel and aluminium, and this annex is therefore only applicable to vessels which operate at temperatures below the creep range of the material. Thus, the design curves m applicable up to 350 "C for ferritic steels, 430 "C for austenitic stainless steels and 100 "C for aluminum alloys. Where a pressure vessel is intended for cyclic operation within the creep range, the design conditions shall be agreed between the purchaser and the manufacturer, having regard to the available service experience and experimental information.

CA-A O BSI 1997



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STD-BSI BS 5500-ENGL 1797 Lb24bb9 0804424 TST m BS 5600: 1997 Issue 2, September 1997 Annex C

C.1.2.4 V i h t w n pulsations of pressure, wind-excited vibrations or vibrations transmitted from plant (e.g. rotating or reciprocalmg machinery) may cause vibrations of piping or local resonance of the shell of a pressure vesseL Due to the high number of stress fluctuations induced by vibration, fatigue cracking can occur at welded joints, even at very low stress ranges. S ice in most cases vibrations cannot be anticipated at the design stage, it is advisable to make an e m o n of plant following initial start-up. If vibration occurs which is considered to be excessive, the source of the vibration shall be isolated, or stiffenin$T, additional support or damping introduced at the location of the local vibration. If vibration remains and it was not taken into consideration as a source of fatigue loading at the design stage, a re-evalualion using the detailed assessment (see C.3) shall be performed.

C.1.3 Symbols For the purposes of this annex the following general symbols apply Particular symbols are defined throughout the text.

is the constant in equation of fatigue design curve; is the maximum inside diameter of cylindrical vessel, including corrosion allowance (in mm); is the minimum inside diameter of cylindrical vessel, includmg corrosion allowance (in mm); is the change of temperature difference

is the nominal thickness of section being considered, including corrosion allowance (in mm); is the modulus of elasticity at the maximum operating temperature from table 3.6-3 (in Nh"nz); is the design stsess at maximum operating temperature, from tables 2.3-2 to 2.3-12 (in Nhnm2); are the principal stresses at point being considered (in N/mm2);

is the maximum stress actually adopted in design in place off (in N/mm2); is the mechanical loading, plastic correction factor, is the thermal loading, plastic correction factor;

( i "C);

is the stress magnification factor due to rmsalignment; is the elastic stress concentration factor; is the index in equation of fatgue design curve; is the design curve fatigue life (cycles); is the number of cycles experienced under stress range S e is the design pressure (in N/mm2); is the pressure fluctuation range; is the mean radius of vessel at point considered (in mm); is the maximum nominal stress in bolt due to direct tension (in N/mm2); is the maximum stress at periphery of bolt due to tension plus bending (in N/mm2); is the design stress value for bolting material at maximum operating temperature, from table 3.8-1 (in Nhnm2); is the stress range used in conjunction with fatigue design curves (in Nhnm2); is the coefficient of thermal expansion

is the total deviation from mean circle at seam weld (see figure C.6) ( i mm); is Poisson's ratio; is the direct stress (in N/mmz); is the shear stress (in N/mm2).

@er "C);

C.2 Criteria for establishing need for detailed fatigue analysis C.2.1 General A detailed figure analysis of the vessel or component or bolting shall be carried out in accordance with C.3 unless the conditions of either C.2.2 or C.2.3 are met, or if the design is based on previous and satisfactory experience of shictly comparable service. C.2.2 Limitation on number of stress fluctuations A detailed fatigue analysis need not be carried out if the I total number of stress fluctuations arising from all sources does not exceed the following: I " 6 x 109 (2'775( E )" f? i2zE¿ï@ (C. 1)

where e is the maximum of greatest thickness or 22 mm, and where, usingff as a design stress, all the relevant rules of section 3 (e.g. stability criteria need not be considered) and A.3.4.2.4 are satisfied, t h e d stress being treated as secondaqy and not peak. NOTE. ff need not be the same asx the nominal design stress. It may be less (to reduce stresses to increase the fatigue life) or it may be greater, in order to encompass thermal stresses.

*') Note that if stiffening introduces additional welds, they may need to be assessed using this annex.

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Annex C Issue 2, September 1997 BS 5 5 0 0 : 1997

C.2.3 Simplified fatigue analysis using design

The following steps shall be used to carry out a simplified fatigue analysis using design curves step 1 Identify the various events to be experienced by the vessel which will give rise to fluctuaimg stsesses and the frequencies at which they occur, as follows:

curve8

nl is the expected number of stress cycles at the

?Q is the expected number of stress cycles at the

TQ is the expected number of stsess cycles at the

lowest Wuency;

second lowest frequency;

third lowest frequency; etc.

step 2 For each frequency, calculate the maximum stsess range (see C.3.3) due to pressure, due to change of temperature difference and due to mechanical loading. Add them to obtain Sri, Sr2, etc. The stresses due to all sources of fatigue loading will be included in Sri; Sd will include stresses due to all sources except that which determines nl; $3 will include stresses due to all sources except those which determine nl and ?Q etc.; (note that discrete events, such as a pressure test, which will never be combined with another load source, are considered separately). An example is given in figure c.2. Note that a conselvative estimate of the stress range due to pressure change, P,, is:

sr = d") 3f and a conservative estimate of the stress range due to change of temperature difference AT between eacen t

Sr = 2EaAT (C.3) points28) is:

step 3 Check that the following equation is satisfied:

(C.4) where

i = 1,2,3, etc. e is the maximum of greatest thickness or 22 mm, Ni values are numbers of cycles obtained from the

appropriate fatigue design curve in figures C.3 or C.4, at Sri values calculated in step 2, Gusted where necessary for elastic modulus

(see C.3.2.2) by first multiplying S r by 2.09 X 105/E

The class D fatigue design curve or, if the vessel or part under consideration contains any welds other than flush-ground butt or flush-ground repair welds, the curve for the lowest class weld detail (see C.3.4.1) to be incorporated in the vessel or part under consideration or the class G curve shall be used The design curves in, if this is not known, figure C.4 shall I be used to assess bolts.

CS Methods for detailed assessment of fatigue life C.3.1 Basic principles 4f assessment method

C.3.1.1 Introduction I The fatigue strength of a pressure vessel is usually governed by the fatigue strength of details (e.g. openings, welds, boltmg). Even plain material might contain flusl"ground weld repairs and the presence of such welds leads to a reduction in the fatigue strength of the material. In view of this, apart from bolting and material which is certain to be free of welding, the fatigue strength of a vessel is assessed on the basis of the fatigue behaviour of test specimens containing weld details simii to those under consideration, using S N curves, in which the fluctuating or repeated stress range, S,, is plotted against number of cycles to failure, N. S-N curves based on fatigue test data obtained from plain material, to be used in conjunction with appropriate stress concentration or fatigue stress reduction factors, are used to assess bolts and unwelded material.

C.3.1.2 S N mrues for assessrnent of weld details The design S N curves for the assessment of weld details given in figure C.3 have been derived from fatigue test data obtained from welded specimens, fabricated to normal standards of workmanship, tested under loadxontrol or, for applied strains exceeding yield (lowcycle fatigue), under strain control. Continuity from the low- to hghxycle regime is achieved by expressing the low-cycle data in terms of the pseudoelastic stress range (i.e. strain range multiplied by elastic modulus). Such data are compatible with results obtained from pressure cycling tests on actual vessels when they are expressed in terms of the nominal stress range in the region of fatigue cracking (see [ 1129)). The curves are used in codunction with the fluctuating stress range, S , , regardless of applied mean stress, as jllustxakd in figure C.l

'*) Adjacent points are defined as points which are spaced less than the distance 2.5me apart, where R and e refer to the vessel, nozzle, flange or other component considered. For temperature differences over greater distances, there is sufficient flexibility between the points to produce a significant reduction in thermal sixess. ''1 The numbers in square brackets used in this annex relate to the bibliographic references given in C.B.

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c v)

B P!

P! n

3 v) v)

E F

CI O

t

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" c e 100

I l E=2.09x105N/mm2

Figure C.3 Fatigue design S N curves for weld details applicable to ferritic steels up to and including 360 'C, austenitic stainless steels up to and including 430 "C and aluminium alloys up to and including 100 "C

Number of cycles,#

Figure C.4 Fatigue design S-N curves for bolting applicable to ferritic steels up to and including 360 "C, austenitic stainless steels up to and including 430 "C and aluminium alloys up to and including 100 "C

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BS 6600: 1997 Issue 2, September 1997 Annex C

Regression analysis of the fatigue test data gave the mean S-N curve and standard deviation of log N [2,3]. The curves in figure C.3 are two standard deviations below the mean, representing approximately 97.7 % probability of survival. Compasison of these S N curves and fatigue test data obtained from cyclic pressure tests on welded vessels indicates that they are conservative, but not excessively so [ 11. The design procedures given in C.2 and C.3.4 incorporate S N curves three standard deviations below the mean, representing approximately 99.8 % probability of survival. The S-N curves in figure C.3 have the form:

where m and A are constants whose values are given in table C.1. Different values apply for lives up to lo7 cycles and for above lo7 cycles. C.3.1.3 S-N curves for steel bolting The S-N curves for steel bolting are given in figure C.4. They have been derived from strain cycling fatigue test data obtained from smooth machined unwelded specimens, expressed in terms of strain range multiplied by elastic modulus. The curves represent the fatigue strengths of the materials and in order to use them to assess the fatigue lives of regions of stress concentration in bolts, appropriate stress concentration or fatigue strength reduction factors shall be included when calculating the peak stress range (e.g. [4]

A design margin has been included when deriving the design curves from the test data The curves have also been adjusted, where nec-, to incorporate the maximum effects of mean stress. Thus the curves are used in conjunction with peak stress range regardless of applied mean stress. C3.2 Application of S N curues C.3.2.1 mes of opmtional cycle The fatigue design curves are directly applicable (after any neceSSary dusmen t for elastic modulus and thickness, see C.3.2.2 and C.3.2.3) in circumstances in which the operational cycle being considered is the only one which produces sigruficant fatigue loading.

I

SrmN = A 6.5)

a d 151).

Thus the fatigue life corresponding to S, is the allowable number of cycles at that stress range. If there are two or more types of stress cycle, their cumulative effect shall be evaluated and the following condition met:

( C 4 where ni are the numbers of times that each type of stress cycle, Sri, will occur during the life of the vessel and Ni are the fatigue lives corresponding to Sri obtained from the appropriate fatigue design curve. A cycle counting method is required to take account of either of the following.

a) The superposition of cycles from various sources of loading which produce a total stress range greater than the stress ranges resulting from individual sources. b) When a stress variation does not start and finish at the same level.

This cycle counting method shall be used to determine effective stress cycles and hence the values of S,. and 9. The rajnflow or reservoir methods described in BS 5400 : Part 10 Section 9.33 and annex B respectively, are acceptable methods. C3.2.2 Effect of material These provisions are applicable to all the materials described in section 2. However, since the fatigue lives of weld details are independent of material yield strength, for a given detail, the Same set of S N curves (see figure C.4) is applicable for all steels (ferritic and austenitic) and for all aluminium alloys. The S-N curves in figures C.4 and C.5 are actually related to material with a modulus of elasticity of 2.09 X lo5 N h 2 , which is the typical value for ferritic steel at ambient temperature. When other materials andor temperatures are being considered, the modulus of elasticity E (in Nhnm2), the allowable stress range Sr for a particular life and the stress range obtained from the appropriate design curve at the Same life, S, are related as follows:

S;- E s - 2.09 X 105

Table 43.1 Details of fatigue design curves class

C2)

D E F F2 G W

-r

t Constants of S-N curve for N c 10' cycles m

3.5 3 3 3 3 3 3

A 1)

4.22 X 1013

1.04 x 10'2 1.52 X 10l2

6.33 X 10" 4.31 X 10l1 2.50 X lo1' 1.58 x 10"

for N > 10' cycles : z a t N

5.5 5 5 5 5 5 5

78 53 47 40 35 29 25

if S, > 766 N / m 2 or N < 3380 cycles, use class D curve.

CY6 O BSI 1997

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* v, *

if S 1.25tl (where tl > tz), meat as crack of depth (h + tz +S)

thickness,e

a) Coplanar embedded slag inclusions

t., I \

i f s 5 m effective defect length = 1, + I , + S

2

i f s , 5 k% a d S, 5 2 2

effective defect length = E , + 1, + S

I I

b) Effective length of multiple slag inclusions in the Same or different planes

Figure C.6 Interaction criteria for assessing slag inclusions

C.3.2.3 Effect of plate ULiclCness The fatigue strengths of members containing surface welds can decrease with increase in plate thickness. The S N curves apply for section thicknesses, e, up to 22 mm, but for e > 22 mm, stress ranges obtained from the design curves for the details indicated in table C.2 should be multiplied by the factor (22/e)%. In all cases, fatigue cracking from the weld toe into a stressed member is being considered and e is the thickness of that member. Thking different materials and plate thicknesses into account, equation (C.5) can therefore be modified to the following:

I C.3.3 Stresses to be used with fatigue design S-N curves

I E ? i z z s s m e n t shall be based on the primary plus secondary stress categow, as defined in A.3.4.2.4. Direct stress is used rather than the stress intensity (see A.3.4.1.1) used elsewhere in this British Standard. The full stress range is used, regardless of applied or effective mean stress. The design S N curves already take account of peak stresses and residual stresses. Post-weld heat treatment does not influence the design stresses. See C.3.4.6 for guidance on the calculation of stress at gross structural discontinuities and due to deviations from design shape.

The fatigue design curves for bolting do not take account of stress concentrations in the bolt and therefore the stress range shall include a stress concentration factor or fatigue strength reduction factor (see C.3.3.4). C.3.3.2 Stress in parent plute In the case of parent plate stresses, S, is the maximum range of direct or normal stress. S r shall be determined at all points where there is a risk of fatigue cmking (see C.3.6.1 for individual weld details). In some circumstances, not all stres directions need be considered (see C.3.4.6.1). Where stress cycling is due to the application and remod of a single load, Sr is the Same as the maximum principal stress caused by the load acting alone. Where stress cycling is due to more than one load source but the directions of principal stresses remain fixed, Sr is the maximum range through which any of the principal stresses changes. That is the greatest of:

flmax -fimin f2max - h m i n f3max - h m i n

where fi, fi and f3 are the three principal stresses. Rnsile stresses are considered positive and compressive stresses are considered negative. In practice, the through-thickness component,f3, is mly relevant and it can usually be ignored. This is certainly true for assessments at welded joints.

-1

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I B$ 6600: 1997 h e 1, January 1997 Annex C

Table C.2 Classification of weld details a) Seam welds NOTE. The highest fatigue strength transversely loaded seams are full peneíration butt welds made from both sides or from one side using consumable inserts or a temporary non-fusible backing medium. Then, in the absence of significant defects, the fatigue strength of the joint depends on the overfill shape. In general, the overfill profile requirement for class D should be achieved with shop welds made in the flat position. However, special care may be needed in the case of submerged arc welding since it is known that very poor profles can be obtained using this process. There is a reduction in the fatigue strength of transverse butt welds if they are made from one side ordx unless a joint resembling one made from both sides can be achieved. This is possible using special consumable inserts or a temporary non-fusible backing medium. However, in all cases the weld should be inspected to ensure that full penetration and a satisfactory overfill shape have been achieved on the inside of the joint. As far as seam welds under longitudinal loading are concerned, there is an incentive to avoid the introduction of any discontinuous welds. In the absence of significant defects, their fatigue strengths are only reduced if they contain discontinuous welds.

~~

Joint type

Full penetration butt weld flush ground

~

Full penetration butt weld made from both sides or from one side on to consumable insert or temporary non-fusible backing

Full penemon butt welds made from one side without backing

Full penetration butt weld flush ground

For stresses acting essentially along the weld Sketch of detail

Fatirme cracks usuallv initiate at weld flaws

--m- %tigue cracks usually initiate at weld flaws

- class Comments

Weld shall be proved free from surface-breakmg defects and significant subsurface defects (see C.3.4.2) by nondestructive testing

Weld shall be proved free from significant defects (see C.3.4.2) bs nondestructive testing

Weld shall be proved free from significant defects ( see C.3.4.2) by nondestructive testing

Weld shall be proved kee from wrface-breaking defects and sigruScant wbsurface defects [see C.3.4.2) by nondestructive testing



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~

STD.BS1 BS 5500-ENGL L997 D 1b2Vbb7 080V~3L 17T

Annex C h e 2, November 1999 BS 5500: 1997

Table C% Classifleation of weld details (continued) a) S e m welds

Joint type

Full penetration butt weld made from both sides or from one side on to consumable insert or temporary non-fusible backing

Full penetration butt welds made from one side without backing

Full penetration butt welds made from one side on to permanent

or stresses acting essentially normal to the weld

ketch of detail

"t

"1"

D

E

D

:omments

Veld shall be proved ree from signifcant lefects (see C.3.4.2) bJ londestructive testing nd, for welds made rom one side, full enetration herfill profile 8 2 150 herfill profile 8 160" dot recommended for gtigue loaded joints ;ince fatigue life :riticaUy dependent on :oot condition. If full lenetration can be assured, then class E. Weld shall be proved free from sigruficant lefects (see C.3.4.2) b nondestructive testhg

Backing strip shall be continuous and, if attached by welding, tack welds shall be ground out or buried i main butt weld, or continuous fillet welds shall be used Weld shall be proved free from significant defects (see C.3.4.2) t nondestructive testing Backing strip attached with discontinuous fillet weld Joggle joint

Weld shall be proved free from significant defects (see C.3.4.2) t nondestructive te-

l

O BSI 09-1999 C19 ~ ~~



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Table C.2 Classification of weld details (continued) E) Seam welds

Joint type T

Fillet welded lap joint

Full penetration butt welds made from one side on to permanent backing

Fillet welded lap joint

For stresses acting essentially normal to the weld

Sketch of detail

Class F2

Class

D

- F

F

- F2

W

Comments

Welds shall be continuous Based on stress range on cross section of weld

Weld shall be proved free from significant defects (see C.3.4.2) bj nondestructive testing Weld shall be proved free from significant defects (see C.3.4.2) bJ nondestructive testing

Refers to fatigue failure in shell from weld toe Refers to fatigue failure in weld; based on stress range in weld throat

1

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STD-BSI BS 5500-ENGL L997 W l b 2 4 b b 9 D804433 Tb2 m Annex C Issue 2, November 1999 BS 6M)o: 1997

C

hble C.2 Classification of weld details (continued) 1) Branch connections JOTE. There are three main sites for fatigue cracking in branch connections, the weld toes in the shell and the branch and the crotch :orner, although five should be considered as msible sites. In every case, account should be taken of the stress concentration in the egion of poteñtial fatigue cracking due to the-gross structural discr&nui& introduced by the nozzle.

loint type

;rotch comer

Weld toe in shell

Weld toe in branch

L C r n c k s radiate from corner into plate- sketches show plane of crack

R F

3ommenta

;anbetre&daS :lass C provided region S free from welds 'including flush-ground ipails)

Classification can be increased by two classes if weld toe dressed accordmg to procedure in C.4. Thickness correction applicable (see C.3.2.3 e being the shell thiCkneSS

Classiicaiion can be increased by two classes if weld toe

procedure in CA. Thickness correction applicable (see C.3.2.3 e being the branch thickness

dressed according to

O ES1 09-1999 CA1 ~



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Table C.2 Classification of weld details (cmtinued) b) Branch connections

Joint type

Weld metal stresed along its length

Weld metal stressed n o d to its length

Sketch of detail

Plane of crack 9 L cracks radiate from root \

or defect through weld

Fillet or partial penetration welds

Full penetration butt weld

A u U

:laSi

F -

D

W

-

Zomments

Based on ;tres range m x-os-section 3f weld

Based on stress range m weld h0at

CA2 O BSI 1997



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I Table C.2 Classification of weld details (continued) c ) Attachments

NOTE. The most likely potential mode of fatigue failure at a welded attachment is from the weld toe, or the weld end in the case of welds lying essentially parallel to the direction of applied stress, into the stressed member. Transverse attachments welded only on one side may fail by fatigue crack propagation from the weld root, also into the stressed member. Such cracks are virtually undetectable and therefore this practice is not recommended. The fatigue strength of members with edge attachments is lower than that of members with only surface attachments; to allow for the accidental occurrence of edge welds, surface attachments less than 10 mm from an edge are assumed to be on the edge. Fatigue design is based on the normal strength in the stressed member in the vicinity of the attachment. The thickness correction (see C.3.2.3) is applicable to all surface attachment details, e being the thickness of the stressed member.

Attachment of any shape with an edge fillet or bevel - butt welded to the surface of a stressed member, with welds continuous around the ends or not

Attachment of any shape with surface in contact with slzessed member, with welds continuous around ends or not

Attachment of any shape on or within 10 mm of the edge of a stressed member

por stresses acting essentially along the weld lketch of detail Commenta

L I 16Omm edge distance L 10 nun L>16Ommedge distance 2 10 mm L>16Ommedge distance < 10 mm

Thickness correction applicable (see C.3.2.3

~~~ ~

L S 1 6 0 ~ , w555mm edge distance 2 10 m L > 16omm, w555mm edge distance 2 10 m L>160mm, w>55m edge distance < 10 mm

Thickness correction applicable (see C.3.2.3 Thickness Correction does not apply

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BS 5600: 1997 Issue 1, January 1997 Annex C

Table C.2 Classification of weld details (continued)

Joint type

c) Attachments (continued) For stresses acting essentially normal to the weld

Attachment of any shape with an edge fillet or bevel, butt welded to the &ace of a stressed member, with welds continuous around the ends or not

Attachment of any shape with surface in contact with sbressed member, with welds continuous around ends or not

Sketch of detail - class F -

F2

G

F

F2

G

Comments

t r 5 5 m m edge distance 2 l O m m t > 5 5 m m edgedistancerlOmm edge distance < 10 mm

Thickness correction applicable (see C.3.2.3:

L 5 16omm, w s 5 5 m m edge distance 2 10 mm L > 16omm, W555mm edge distance L 10 mm L>16oInIn, W>55mm edge distance < 10 mm

Thickness correction applicable (see C.3.2.3:

CA4 O BSI 1997 . . . .



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Annex C Issue 4, November 1999 BS 6500: 1997

Table C2 ClassiPication of weld details (continued) d) Supports

The classifications which refer to potential fatigue failure from the weld toe can be increased by two classes, if the weld toes are dressed ( s e e C.4). However, the class for potential fatigue failure through the weld throat is not affected. Therefore, for toe dressing to be effective, full penetration welds should be used for directly

Joint type

horizontal or vertical vessel

lhnnion support

Saddle support

lketcb of detail

C:

/ b a: b

Welded with fillet weld to vessel all round

:omments

Refers to fatigue failure from welds Thickness correction applicable (see C.3.2.3)

Zefers to fatigue failure in veld; based on stress range n weld throat

Refers to fatigue failure from weld toe Thickness correction applicable (see C.3.2.3)

Refers to fatigue failure in weld; based on mess range UI weld throat

Thickness correction applicable (see C.3.2.3)

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BS 5500: 1997 h e 3, November 1999 Annex C

Table C.2 Classification of weld details (continued) e) Flanges

The classifications which refer to potential fatigue failure from the weld toe can be increased by two classes, if the weld toes are dressed (see C.4). However, the class for potential fatigue failure through the weld throat is not affected Therefore, for toe dressing to be effective, full wenetration welds should be used. Joint type

Full penemon butt weld made from both sides

Fillet welded from both sides

Welded h m both sides

Fillet welded from both sides

Welded from both sides

- Sketch of detail

b

'b

a:

b

a:

b

a:

b

a:

b:

- Class

E

F2

W

F2

W

F2

W

F2

W

Comments

Refers to fatigue failure fror weld toe

Refers to fatigue failure fror weld toe. Thickness correction applicable (see C.3.2.3)

Refers to fatigue failure in weld; based on stress range in weld at throat

Refers to fatigue failure fror weld toe. Thickness correction applicable (see C.3.2.3)

Refers to fatigue failure in weld based on stress range in weld throat

Refers to fatigue failure fron weld toe. Thickness correction applicable (see C.3.2.3)


Refers to fatigue failure fron weld toe. Thickness correction applicable (see (3.3.2.3)


CA6 O BSI 09-1999



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* v) *

~~ -~ ~

STD-BSI BS 5500-ENGL L777 Lb24bb7 0801.11.139 1.180

Annex C Issue 2, September 1997 BS 6600: 1997

I When the principal stress directions change during cycling between two load conditions, Sr is calculated as follows. Determine the six &es components (three direct and three shear) at each load condition with reference to some fixed axes. For each stsess component, calculate the algebraic difference between the stresses. Calculate principal &ceses from the resulting stress differences in the usual way. S r is the numerically greatest of these principal st’resses.

Where cycling is of such a complex nature that it is not clear which two load conditions will result in the greatest value of S,., they shall be established by canying out the above procedure for all pairs of load conditions. Alternatively, it will always be safe to asume that Sr is the difference between the algebraically greatest and smallest principal sbxsses occurring during the whole cycle regardless of their directions. C.3.3.3 Stress in weld metal In the case of weld metal in met or partial penetration joints,30) Sr is the maximum range of stress across the effective weld throat, calculated as the load carried by the weld divided by the weld throat area, with the assumption that none of the load is carried by beanng between the components joined. Since this can be expressed as a vector sum, Sr is the scalar value of the greatest vector difference between different stress conditions during the cycle. Where stress cycling is due to the application and removal of a single load,

Sr = 4 2 7 7 (C.9) where

o is the direct stress on weld throat; 7 is the shear stress on weld throat

Where stress cycling is due to more than one load source, but the directions of the stresses remain k e d , Sr is based on the maximum range of the load on the weld Where the direction of the stress vector on the weld throat changes during a cycle between two extreme load conditions, S, is the magnitude of the vector difference between the two stress vectors.

Where cycling is of such a complex nature that it is not clear which two load conditions will result in the greatest values of S,., then the vector difference shall be found for all pairs of extreme load conditions. Alternatively, it will always be safe to assume: S, = .i(u,, - O-)’ + (71mm - T l m i n Y + ( ~ z m m - Thin)’ (C.10) where 71 and 72 are the two components of shear StXeSS.

C.3.3.4 Stress in bolts In the case of bolts, is the maximum stress range at the thread mots ar is i i !Yom direct tensile and bending loads. S, is determined by multiplying the nominal stress on the core cross-sectional area, determined on the basis of the minor diameter, by an appropriate stress concentration factor or fatigue strength reduction factor (e.g. [4] and 151). Unless it can be shown by reference to test data that a lower value is valid, the fatigue strength reduction factor for threads shall not be less than 4. C.3.3.6 ElasticJplatic conditions If the calculated pseudo-elastic stress range exceeds twice the yield strength of the material under consideration (Le. Ao z me), it shall be increased by applying a plasticity correction factor, as follows (these correction factors are discussed in [9]): C.3.3.6.1 Mechanicd loading For mechanical loading, the corrected stress range is k,Ao, where:

for 2 5 AdRe I 3, k, = M1[(Ao/2Re) - l]0.5 + 1 (C. 11) or for AGIR, > 3 ke = M2 + M3AglRe (C. 12)

where Ml, M2 and M3 are given in table C.3. C.3.3.6.2 Therms! loading For thermal loading, the corrected stress range is kyAo, where:

0.7 ky= 0.4 AdRe

(C.13) 0.5 + -

r Table C.3 Values of M I , M2 and M1 -. - - Steel M2 Ml

Ferritic and austenitic, 0.443 R,,-, I 500 Nhnm2

0.823

0.998 + (3.5&/1@) 0.318 + (2.5&/1@) Ferritic, % = 500 N/mm2 to 800 N/mm

% = 800 N / m 2 to 0.718 0.518 lo00 Nhnm

o. 164

0.077 + (1.73&/1@)

0.216

30) Not applicable to butt joints (e.g. seams). . . .-

O BSI 1997 CA 7 ~ ~~



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STD=BSI BS 5500-ENGL L997 m Lb211bb9 Cl150411110 I T 2 D .

BS 6600: 1997 h e 2, September 1997 Annex C

C.3.3.6.3 Cmnbi& loading If stressing is due to a combination of mechanical and thermal loads, the mechanical and thermal streses shall be separated and the correction factors ke and k, calculated The corrected stress range is then the sum of the corrected stresses due to mechanical and thermal loading. C.3.3.6.4 Elastiwplustic analysis If the total strain range AeT (elastic-plastic) due to any source of loading is known from theoretical or experimental stress analysis, correction for plasticity is not required and

A c = EAcT (C.14)

C.3.4 Detailed assessment qf welded and unwelded components c.3.4.1 ClassifiCacion For the purpose of fatigue assessment, each part of a constructional detail which is subject to fluctuating stress is placed into one of six classes, designated D, E, F, F2, G and W, as in BS 5400 : Part 10 corresponding to the six fatigue design curves in figure C.3. The classifications are described in table C.2. The classification of each part of a detail depends upon the following

a) the direction of the fluchat@ stress relative to the detail; b) the location of possible crack initiation at the detail; c) the geometrical arrangement and proportions of the detail, d) the methods of manufacture and inspection.

Thus, more than one class may apply for a given weld detail, since the class refers to one particular mode of fatigue failure, but there are a number of ways in which a weld detail might faiL The sketches in table C.2 indicate the potential mode of fatigue cracking considered and the position and direction of the relevant fluctuating stress. Loadcarrying fillet or partial penemon joints shall be assessed as class F2, corresponding to fatigue failure from the weld tue in the stressed plate, and class W, corresponding to fatigue failure from the weld root in the weld The possibility of Mure from the weld Foot is avoided if the effective weld throat thickness is such that the stress range in the weld (see C.3.3.3) does not exceed 0.7 times the stress range in plate. It should be noted that conformity to the requirements in section 3 relating to weld size does not necessarily meet this criterion.

Parts of the vessel that are unwelded shall be considered as Class D on the basis that repair welds may be required Class C only relates to parts which are certain to be free from welding.

C.3.4.2 Assesmnent of web? defects Fatigue cracks can propagate from weld defects and the fatigue life of a joint may be limited by this mode of failure. This is true even for defects which are regarded as acceptable in table 5.7-1 and table 2 of the alumjnium supplement. P k defects (e.g. unwelded land in partial penetration welds, lack of fusion) are particularly severe but non-planar defects (e.g. slag inclusions, porosity) may also be signifcant. The fatigue lives of defects or the tolerable defects for a given fatigue life shall be assessed using an I established defect assessment method such as that in PD 6493. The fatigue strengths of defects are expressed in terms of quality categories, Q1 to &lo, and a design S N curve is assigned to each level. The S N curves for categories Q1 to Q6 (only those described as being applicable to aswelded joints shall be used) correspond to the classes D, E, F, F2, G and W fahgue design curves in figure C.4. Thus, the fatigue strengths of defects can be readily compared with those of other weld details. NOTE. The S-N curves in PD 6493 differ from those in the present procedures in the high-cycle regime N z lo7 cycles) in that they include a cut-off stress at N = 2 X 10 cycles. They should be modified to be consistent with the present procedures by extrapolating them beyond lo7 cycles at a slope of m = 5. Acceptance levels for embedded non-planar defects are summarized in table (3.4. If there is any doubt that a defect is non-planar or that it is embedded, it shall be treated as being planar. Multiple slag inclusions on the same cross section (see figure C.5a) which are closer than 1.25 times the h e a t of the larger defect, shall also be treated as a planar defect. For other cases of multiple slag inclusions it may be necessary to assume defect interaction and to determine an effective defect length, as indicated in figure C.5b. Planar defects can be assessed using fracture mechanics. PD 6493 describes the general procedure and also gives a simplified method of assessment which is related to the quality categories.

C.3.4.3 Chunge of cih.s&@ation c.3.4.3.1 Geneml By agreement with the purchaser, the classification of some weld details may be raised if the conditions in C.3.4.3.2 or C.3.4.3.3 are met.

6

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Annex C Issue 2, September 1997 BS 6500: 1997

1 Table CA Weld defect acceptance levels Class required Maximum length of slag inclusion (in mm)

97.72 % survival probability 99.86 % survival probability

Q1 @I

No limit No limit &S (W) and lower 66 No limit QS (G)

9 35 W W) 5 10 Q3 O 2.5 4 Q2 (E> 2 2.5

T Maximum % of area porosity on radiograph

NOTE 1. Tungsten inclusions in aluminium alloy welds do not affect fatigue behaviour and need not be considered as defects from the fatigue viewpoint. NOTE 2. For assessing porosity, the area of radiograph used should be the length of the weld affected by porosity multiplied by the maximum width of weld. NOTE 3. Individual pores are limited to a diameter of e/4 or 6 m m , whichever is the lesser. NOTE 4. The above levels can be relaxed in the case of steel welds which have been thermally stress relieved, as described in PD 6493

C.3.4.3.2 Detailed stress analysis If, as a result of the stress analysis method used, the calculated or measured stress range a x e n t to a weld3l) in class F, F2 or G incorporates the effect of the stress concentration due to the joint geometry (see C.3.4.6), class E may be assumed. C.3.4.3.3 Weld toe dressing The classication of fillet welds may, where indicated in table C.2, be raised when dressing of the toes is carried out. When joints are tseated in accordance with C.4, the S-N curve two classes lugher than that I I for the untreated weld may be used [6].

No benefit in tem of improved fatigue strength is allowed for the dressing or flush-grinding of seam welds, except that joints designed as class D which fail to meet the weld overfill shape requirement (see table C.2) can be upgraded to class D by dressing the weld flush with the parent metal and the detrimental effect of misalignment (see C.3.4.6.4) can, to some extent, be alleviated by weld toe dressing. A fatigue strength higher than class D cannot be justified because of the possible presence of defects which are too small for reliable detection by nondestructive inspection methods but are of sufficient size to reduce the fatigue strength of the joint

Previously buried defects revealed by dressing, which could limit the fatigue strength of the joint, should be assessed (see C.3.4.2). C.3.4.4 Unclassi$ed details Except for partial penetration butt welds, which are not classified, details not covered fully in table C.2 shall be treated as class G, or class W for load-canrying weld metal. NOTE. A higher classification could be used if superior resistance to fatigue is proved by special tests or reference to relevant test results. To just@ a particular design S N curve, tests shall be performed at stress levels which result in lives of no more than 2 X 10s cycles, and the geometric mean fatigue life obtained from tests performed at a particular stress range shall be not less than the life from the S N m e at that stress range multiplied by the factor F from table C.5.

Table C.6 Fatigue test factor F Number of tests F

1

3 4.2 2 5

3.75 4 3.9

10 3.5

If stresses are determined from stress analysis or strain measurements on prototype or actual vessels, the aim should be to determine the stress close to the detail (e.g. crotch comer, weld toe) but excluding its stress concentration, equivalent to the primary + secondary stress of annex k In general, a suitable stress is that which would be measured over a gauge length of 3 mm to 5 mm starting 0.3e from the detail, where e is the plate thickness, but no more than 5 mm. A similar criterion should be applied if use is made of published data obtained for geometrically similar vessels.

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BS 6500: 1997 Issue 2, November 1999 Annex C

C.3.4.6 Stresses to be considered

C.3.4.6.1 classes D to G The fatigue lives of weld details which fall into classes D to G are expressed in terms of the primary plus secondary stsess range on the parent metal surface ascent to the weld (see C.3.3.2), ignoring any stress concentration due to the welded joint itself but including the effect of other concentrations ( see C.3.4.6). short or discontinuous welds, where the relevant potential failure mode is by fatigue cracking from the weld end or weld toe shall be assessed on the basis of the maximum principal stress range Sr, and classified on the basis that the weld is oriented in the least favourable direction with respect to S,. Continuous welds (e.g. seams, ring stiffener welds) may be treated differently if the maximum principal stres range ads in a direction which is w i t h 30" of the direction of the weld Then the weld can be classified as being parallel to the direction of loading with respect to the maximum principal stress range and normal to the loading direction with respect to the minimum principal stress range (see C.3.3.2). C.3.4.6.2 clcxss W The fatigue lives of class W details are expressed in terms of the maximum stress range on the weld throat (see C.3.3.3).

C.3.4.6 Estimation of stress

C.3.4.6.1 Geneml In arriving at the primary plus secondary stresses required for use in this annex, it is necessary to take full account of structural discontinuities (e.g. nozzles) but also some sources of stress not normally considered, in particular

a) discontinuities such as cylinder to end junctions, changes in thickness and welded-on rings; b) deviations from the intended shape such as o d t y , peaking and mismatched welds; c) temperature gradients.

Methods in this British Standard and in the published literature (e.g. [5], [7] and [S]) give the required stresses for many geometries, or at least enable a conservative assessment to be made.

C.3.4.6.2 Nozzles Three possible stsess concentmtions due to structural discontinuities in nozzles shall be considered when

a) Cmtch c m . The class D, or exceptionally class C (see C.3.4.1), fatigue design curve shall be used in conjunction with the maximum circumferential (with respect to the nozzle) stress range at the crotch corner. Kt is usually referred to the nominal hoop range in the shell b) Weld toe in sku. The class F or F2 fatigue design curve, dependmg on the weld detail, shall be used in conjunction with the maximum stress range in the shell at the welded toe. Consideration shall be given to stresses in the shell acting in all radial directions with respect to the nozzle in order to determine the maximum stress at the weld toe. The possibility of stresses arising in the shell as a result of mechanical loading on the nozzle as well as pressure loading shall be considered. c) Weld toe in branch. This region shall be treated as described in item b), except that the maximum stress range in the branch shall be used. Again, the possibility of mechanical as well as pressure loading shall be considered

calculating S,.

C.3.4.6.3 Supports and at tmhmts Local concentsations of stress can arise in the shell where it is supported (see annex G ) or loaded through an attachment. The appropriate fahgue design curve shall be used in coqjunction with the maxinum stress range in the shell at the weld toe determined using the same criteria as for nozzle weld toes in the shell (see C.3.4.6.2). Annex G stresses may be used diredly to calculate the stsess range. C.3.4.6.4 DeviaEionsm ah@ shape Local increases in pressureinduced stresses in shells which arise as a result of secondary bendmg stresses due to discontinuities and departures from the intended shape32) shall be taken into account when calculating pressure stresses for the fatigue assessment of the shell at seams and attachments, even if the allowable assembly tolerances in 4.2.3 are met.

Departures from intended shape include misalignment of abutting plates, an angle between abutting plates, roof-topping where there is a flat at the end of each plate, weld peaking and ovalim, as illustrated in figure C.6. In most cases these features cause local increases in the hoop stress in the shell but deviations from design shape associated with circumferential seams cause increases in the longitudinal stress. When the stresses greater than yield arise as a result of deviation from design shape, the pressure test will lead to an improvement in the shape of the vessel due to plastic deformation. It may be noted that vessels made from materials with yield strengths considerably higher than the specified minimum are less likely to benefit in this way. The beneficial effect of the pressure test on the shape of the vessel cannot be predicted and therefore if some benefit is required in order to satisfy the fatigue analysis, it is necessary to measure the actual shape after pressure test. Similarly, strain measurements to determine the actual stress concentration factor should be made after pressure test

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STDIBSI BS 5500-ENGL 1997 1b2'4bb9 080'4'443 901 m Annex C Issue 2, September 1999 BS 6600: 1997

In the absence of detailed s h s s analysis of the particular case being considered, a conservative estjmate of the effect of the additional bending &reses due to departure from design shape may be obtained by multiplying the appmp&ate nominal stsess range by the following stress magnification factor, Km:

where Al caters for mkhgnment and is given by

K m = 1 + A l + A z + A g + A 4 (C.15)

A l = - - (z)(el::ezn)

where

81 is the offset of centrelines of abuulng plates,

of two abutting plates; el 5 e2 where el and e2 are the thicknesses

n is 1.5 for a sphere or circumferential seam in a cylinder and 0.6 for a longitudinal seam in a cylinder.

A2 caters for ovality in cylinders and is given by 1.5(0,, - D&

E where

D is the mean diameter.

A3 caters for poor angular alignment of plates in spheres and is given by

A 3 z A . f 49 e

where

8 is the angle between tangents to the plates, at the seam (in degrees);

66 A4 =- e

4 caters for local peaking and is given by

where

S is the deviation from true form, other

and other tem are defined in figure (3.6. In the case of seam welds, the incorpomion of a transition taper at thickness changes to conform to 4.2.3 does not affect the value of Al. Equation (C.15) will overestimate Km if local bending is restricted, for example in the case of short shape defects, when there will be a stress redistsibution around the defect, or for defects in short cylindrical vessels, which can get support from the ends, or when acljacent attachments stiffen the shell. Also, ovality in long cylinders may not cause the estimated stresses because of the shape improvement due to elastic deformation under pressure.

than above;

a) Axial misalignment

c) Angular misalignment

Figure C.6 Deviations from design shape at seam welds

b) Ovality

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By agreement with the purchaser, the effect of departures from design shape for which Km 5 2 may be ignored if the weld toes are burr machined using the procedure given in C.4. C.3.6 Detailed fatigue assessment bolts C.3.6.1 Maximum stresses in bolts Service stresses in bolts a r i s i i from the combination of such factors as preload, pressure and differential thermal expansion may be higher than Sb values in table 3.81. However, in bolts subjected to fluctuating stress they shall be limited as follows.

a) The maximum nominal stress Sn, due to direct tension, averaged across the bolt crosssection and neglecting stress concentration, shall not exceed Z b . b) The maximum stress S,, at the periphery of the bolt crosssection resulting from direct tension plus bending and neglecting stress concentrations shall not exceed St,. A lower value may be applicable for high strength steel bolts.

C.3.6.2 Welding of bolts These rules are not applicable if any bolts which will be subjected to fluctuating stress are welded. C.3.6.3 Lower strength category bolts The lower curve in fígure C.4 is applicable to bolts in any of the steels and aluminium alloys in table 3.8-1. C.3.6.4 Higher stmngth category bolts The upper curve in fim C.4 is applicable only to bolts in high strength low alloy steels satisfying all of the following conditions.

a) The steel shall have the following mechanical properties, determined in accordance with BS EN 10002-1. Yield strength: 540 N / m 2 to 980 Nhnm2 Ultimate tensile 690 N / m 2 to 1130 N h m 2 strength: Minimum elongation 12 % on a gauge length at fracture: of 5.- (see table 3 of BS 4882 : 1973 for mechanical properties of bolting steels in table 3.81).

b) S,, shall not exceed 2.7Sb (the &om 5 Bt, limit is unchanged).

c)ThreadsshallbeofaV'type,havingathreadroot radius not less than 0.075 mm. d) The ratio of fíllet radius, at the end of the shank, to shank diameter shall be at least 0.060. e) A faligue strength reduction factor of at least 4 shall be used in the fatigue analysis.

C.3.6.6 Use of fat- design cumes The method of analysis is as described in C.3.2.

C.4 Recommendations for reducing risk of fatigue at weld toe Fatigue cracks readily initiate at weld toes on stressed members, partly because of the stress concentration resulting from the weld shape but chiefly because of the presence of inherent flaws. For members at least 6 mm thick, the fatigue lives of welds which might I fail from the toe may be increased (see table (3.2 for I details) by locally machming and grinding the toe to I reduce the slress concentration and remove the inherent flaws, as follows. The weld toe is machined using a rotahg conical tungstencarbide machining burr. In order to ensure that weld toe flaws are removed, the required depth of machining is 0.5 mm below any undercut (see figure C. 7). In addition, the root radius of the resulting weld toe groove, r, shall meet the following: r L 0.2% 2 4d. The area should be inspected using dye penetrant or magnetic particles. Such inspection is facilitated if the machined toe is ground using emery bands, a measure which is also beneficial from the fatigue viewpoint. The resulting profde should produce a smooth tramsition from the plate surface to the weld, as shown in figure C.7, with all machine marks lying tramverne to the weld toe. The above technique is particularly suitable for treating weld toes. The ends of short or discontinuous welds can only be treated effectively if the weld can be carried around the ends of the attachment member to provide a distinct weld toe.

Stressed plate 2 I d = depth of grinding below undercut = 0.5 mm

Figure C.7 Weld toe dressing

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Annex C Issue 1, January 1997 BS 6500: 1997

'Ibe dressing only affects the fatigue strength of a welded joint from the point of view of failure from the weld toe. The possibility of fatigue crack initiation from other features of the weld (e.g. weld root in fillet welds) shall not be overlooked. Weld toe dressing cannot be assumed to be effective in the presence of a corrosive environment which can cause pithng in the dressed region.

C.6 Bibliography 1. HARRISON, J.D. and MADDOX, S.J. A critical examination of rules for the design of pressure vessels subject to fatigue loading. Proc. 4th Int. Con, on Pressure Wsel lkhmbgp, I.Mech.E., 1980 (or IIW Doc. Xm - 941-80,1980). 2. GURNEY, T.R. and MADDOX, S.J. A reanalysis of fatigue data for welded joints in steel. Welding Research Int. 3, (4), 1972. 3. GURNEY, T.R. Fatigue of welcled structures. Cambridge University P r e s , 1979. 4. PETERSON, R.E. Stress concentmtion factors. J. Wdey and S o n s , New York, 1974. 5. HEYWOOD, R.B. D&gniy~ against fatigue. Chapman and Hal l , 1962. 6. BOOTH, G.S. Improving the fatigue strength of welded joints by grinding - techniques and benefits. Metal Consmtion, 18 Q, 1986,432-437. 7. Engineering Sciences Data, Faíigue Endurance Data Sub-series, 3, Stress Concentrations. ESDU International Ltd, London. 8. WICHMAN, KR., HOPPER, AG. and MERSHON, J.L. Local stresseç in spherical and cylindrical shells due to extend W i n g s . Welding Research Council Bulletin 107, March 1979 revision. 9. NEUBER, H. Theory of &res concentsations for shear stmined prismatic bodies with arbhuy non-linear stxessstrain law. Dans. ASME Journal of Applied Mechanics, 1969,544.

Additional references MADDOX, S.J. Fatigue strength of welded structures. Abington Publishing, Cambridge, England, 1991. SPENCE, J. and TOOTH, AS. (Ed), Pre-ssure vessel design, concept and principles, E. & EN. Spon, London, 1994.



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STD-BSI BS 5500-ENGL 1997 m Lb2qbbS 080113b4 755

h e 3, January 1999 BS 6500 : 1997

Annex D

* Lo *

Requirements for femtic steels in bands MO to M4 inclusive for vessels reqlúred to operate below o "C D.l Introduction D.l.l The requirements specified in this standard, as amplifíed by this annex, are intended to provide uiteria for the avoidance of brittle fracture. They take into account good engineering practices which have developed in the pressure vessel and other industries toensurethatmaterialsanddesigndetailsare adquate to resist brittle fracture under the design conditions specitid The requirements also take into account a broad Spemnun of results íì-om experimental testdata D.1.2 Where it is found difficult to meet the requirements of this standard using the criteria specified, a l t e d v e methods of assessment, e.g. fracture mechanics as outlined in annexU are permitted to be used by agreement between the purchaser, the manufacturer and the hspechg Authority. NOTE. Whilst this standard covers the requirements for the design and construction of new pressure vessels, the principles of this annex may, with the agreement of the inspectin@xwing authority, be used for the assessment of vessels in service.

D.2 Application D.2.1 The following additional requirements shall apply to the design, materials and inspection of vessels which have a minimum design temperatwe, OD, less than O "C. Figures D.l and D.2 specify the design reference temperature depending upon the reference thickness and the &rial impact test temperature for the as-welded and the post-weld heat treated conditions respectively These requirements shall apply to aU pressure parts and attachments welded thereto but not to non-pressure parts such as internal b-es, etc. provided that these are not attached to a pressure part by welding and are not otherwise an integral part of a pressure part. The application of this annex is ljmiwd to ferritic steels in categories MO to M4 inclusive except thatrimmingsteelsshallnotbeusedatminimum design temperatures below O "C. Notes 18) and 19) of table 2.31 restrict or qualify the use of some ferritic steels in category M l for vessels designed to operate below O "C.

D.3 Definitions

D.3.1 Design mference temwratum The design reference temperature f?R is the temperatwe to be used in figures D.l and D.2 for determining the suitabiliity of materials for resisting britkle hcture. D.3.2 Design Merence temperature N w t m e n t The design reference temperature, h, shall not be greater than the minimum design temperature adjusted, as appropriate, as follows:

where b+ es+ ec+ e,

0 is the minimum design temperature as defined

OS is an adjustment depending on the calculated in 3.2.6

membrane stress, as follow. is O "C when the calculated tensile membrane stress is equal to or exceeds 2fß,

0s is +10 "C when the calculated tensile membrane stress is equal to or exceeds 50 N h 2 but does not exceed 2fB,

0s is +50 "C when the calculated tensile membrane stress does not exceed 50 N / m 2 . In this case the membrane stress should take account of internal and external pressure, static head and self-weight.

6c is an adjustment depending upon the construction category: Oc is O "C for category 1 componentq Oc is - 10 "C for category 2 components; is an adjustment in applications where all plates incorporating subassemblies are post-weld heat treated (€'WH"') before they are butt-welded together, but the main seams are not subsequently post-weld heat tmated. In these applications e, is +15 "C.

NOTE. In cases where the calculated tensile membrane stress can vary with the minimum design temperature, e.g. auto-refngeration during depressurization, the coincident values of and 8, should be evaluated, allowing, where appropriate, for the possibility of repressurization while still cold (e.g. by hydraulic overfill). The condition that results in the lowest value of & should be used for the purpose of selection of materials. The material impact test temperature is the temperature determined in accordance with D.4 at which figure D.1 or D.2 is entered to give the minimum design reference temperature of the material for any given reference thickness, or the maximum reference thickness for any given design reference temperature. Alternatively, if the minimum design reference temperature and the reference thickness are h o w figure D.l or D.2 can be used to determine the required material impact test temperature.

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- 7

STD=BSI- BS 5500-ENGL L797 Lb2Vbb7 080q3b5 b7L '6 BSSMW) : 1997 Issue 3, January 1999 Anna D

D.3.3 Reference thickness The reference thickness is the nominal thicknes to be usedinfigureD.landD.2andshallbedeterminedas follows depending upon the type of component NOTE. In this clause, thickness refers to the nominal thickness including corrosion allowance of the item as ordered Applications where the actual thicknem used exceeds this value by more than the n d manufactuing tolerance, or where thicker material has been substituted for that ordered, will be the subject of special consideration such as fracture mechanics analysis, as discussed in annex U. I D.3.3.1 Butt welded mponents The reference thicknes of each component shal) be taken as the thickness of the component under considemtion at the edge of the weld preparation.

D.3.3.2 W neck$unges, plate and slipon (or hubbed) flanges, tubeplutes und flat ends The reference thickness shall be the greater of onequarter the thickness of the flange, tubeplate or aat end, or the thickness of the branch or shell attached thereto (see Sgures D.3 and D.4). If the distance from the flange, t u b e p h or flat end to the butt weld is not les than four times the thickness of the butt weld, the reference thickness for the as-welded condition shall be the thickness at the edge of the weld preparation, The reference thickness of tubeplate having tubes attached by welding shall be taken as not less than the tube thicknw. NOTE. Where the shell to tubeplate joint is stress relieved but the tubeltubeplate joint is as-welded, this may affect the selection of materials for the tubeplate.

-60 -50 -40 -30 -20 -10 O i0 20 Material impact test temperature O C -

Figure D.l Permissible design reference temperature/reference thicknesstmaterial impact test temperature relationships for as-welded components (see also table D.1 note 2)

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-60 -50 -40 -30 -20 -10 O IO 20 Material impact test temperature "C _I

Figure D.2 Permissible design reference temperatureheference thicknesdmaterial impact test temperature relationships for post-weld heat-treated components) (see also table D.l note 2)

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STD-BSI BS 5500-ENGL L997 Lb2'IbbS 08043b7 4b4 H ~ "

BS 6600 : 1997 Issue 1, January 1997 Annex D

a) Slip-on and plate flanges

Fixed tubeplate or f l a t end

-"

S h e l l 7 Shell

/ W Fixed tubeplate or f la t end

J b) Fked tubeplates and flat ends

NOTE. For as welded and post-weld heat treated conditions, use the greater of e1/4 or e, in figures D.l and D.2.

Figure D.3 Reference thickness: slip on and plate flanges, tubeplates and flat ends

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STDOBSI BS 5500-ENGL L797 H Lb2VbbS 08093b8 3T0 m

Annex D Issue 1, January 1997 BS 5500 : 1997

YWeld neck f l a n g e

As welded L < 4 e p

L Z 4 e 2

Post-weld h e a t treated

Fixed tubeplate or f lat end \

I-"" + -"" Y

\

i L

B I - """_ I

""""

Use greatest of e1/4, e, or e3 in figure D.1. Use greater of e, or e, in figure D.1 or use e,/4 in figure D.2, whichever is more onemus. Use greatest of e1/4, e, or e3 in figure D.2.

-7 Fixed tubeplate or flat end

+-"t

""_

T'

i 4"

""" """_

I I -

Fixed tubeplate or flat end

I

l

As welded Use greater of e44 or e3 in figure D.l or use e,/4 in figure D.2, whichever is more onerous Post-weld heut treated Use greater of e1/4 or e, in figure D.2.

Figure D.4 Reference thickness: weld neck flanges, tubeplates and flat ends



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BS 6600 : 1997 h e 2, November 1999 Annex D

D.3.3.3 Bmnches, mzzk and compensating plates The reference thickness of each component shall be determined separately by considering only the thickness of that component, as given by el, e2 and e3 in figures D.5a and D.5b. For the compensation plate arrangement shown in figure D.5b7 the reference thickness of the weld shall be taken as the thicker of the shell and compensation plate thicknesses, ie. max (e2; e). Where butt-welded inserts are used, the reference thickness shall correspond to the thicknes at the edge of the weld preparation. NOTE. As for welded vessels where there is a direct welded connection between compensation plate and shell plate, which may be due to the use of a full penetration weld as shown in D.6b) , and where the sum of e, and e3 exceeds 40 mm, consideration should be given to the need for post weld heat treatment

D.3.3.4 lblbes The reference thickness shall be that of the nominal thickness of the tube includmg corrosion allowance. D.3.3.6 Attachments Attachments welded directly to a pressure component shall be regarded as part of the pressure component, and the reference thickness shall be that of the shell or of the attachment at the point of attachment whichever

shall be employed where it is required to attach noncritical components to the shell.

D.3.3.6 Unwelded items Unwelded items shall be taken as stress relieved and the reference thickness shall be taken m onequarter of the thickness of the item.

I is thicker. Intermediate attachments (see figure D.10)

D.4 Material impact test requirements These requirements relate to the results of Charpy tests on V-notched test pieces of 10 mm, 7.5 mm, 5 mm or 2.5 mm width, tested in accordance with the requirements of the relevant material specifcation for parent metal and in accordance with BS EN 100451 and this annex for weld metal. It is permissible to adopt impact test temperatures other than those specified in the relevant material specification. Unless stated otherwise a minimum specified impact energy is the average of the results of tests made on three test pieces. Unless otherwise specified in the relevant material specification, no individual value is permitted to be less than 70 % of the specified minimum average value. NOTE. Alternative toughness requirements may be established by reference to annex U when so agreed between purchaser and manufacturer.

D.4.1 Plates, forgings, castings and tubes (except heat exchanger tubes) The material impact test temperature is the temperature at which the requirements of table D.l are met. Impact testing is not required for materials with a reference thickness 10 mm and thinner provided that the design reference temperature is not lower than the corresponding values in table D.2.

a) bl

Figure D.6 Nozzldshell weld compensation plate details

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STDnBSI BS 55UU-ENGL 1997 m 1b2qbbS O804370 T59 m Annex D h u e 1, November 1999 BS 6600 : 1997

I Table D.l Impact requirements for plates, forgings, castings and tubes I Specified minimum tensile strength

Required impact energy value at the material impact test temperature

N/mm2 lOmm X 10mm J

10mm x 7 6 m m J

10mm X Bmm J

10 mm X 2.5 mm J

22 I 32 19 I 28

10 I 15 NOTE 1. Where the temperature specified in a Grial specification does not correspond to the &propriate Charpy V value in the table, it may be converted to the correspondmg value on the basis of 1.6 J per "C. Such conversion shall be permitted only in the range 18 J to 47 J of CharpyV energy. For example, 20 J at O "C may be regarded as equivalent to 27.6 J at +5 'C.

NOTE 2. For non-impact tested grades of standard steels listed in table 2.81 it may be assumed that a satisfactory impact value has been achieved at +20 "C. (See however note 18) in tables 2.3-2 to 2.3-12 which bans certain steels for applications below O 'C and note 19) which requires certain steels to be impact tested, to the requirements of table D.1 if they are to be used below O ' C , whether or not impact testing is normally required.)

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Table D.2 Design reference temperature Reference thickness

PWHT As welded

mm

10

-70 "C -55 'C 5 2

-55 "C -40 "C 4

-40 "C -25 "C 6

-35 "C -20 "C 8

-30 T - 15 "C

D.4.2 Heat exchanger tubes The design reference tempe- for heat exchanger tubes shall not be lower than those given in table D.3. The design reference temperature for ES 3606 : 2 4 3 , 245 and 261 grades shall be 10 "C higher than those in table D.3.

Table D.3 Design reference temperature for heat exchanger tubes ("C) Reference thickness mm

10 8 6 4 2

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D.4.3 Welds

T BS 3069 : 320,s BS 3606 : 320.4 As welded

- 15 - 20 -25 -40 -55

60,440 00,440 Welded + PWHT

Unwelded

- 30 - 70 - 35 - 75 -40 -80 - 55

-110 - 70 -95

1

When materials to be joined by welding are not required by this standard to be impact t"4 then impact tests are not required to be undertaken on the welding procedure test plates and production weld test plates are not required. Where impact tested materials are to be joined by welding the following requirement be met.

D.4.3.1 Weld test plates As detailed in this clause, additional Charpy V-notch impact tests shall be made on procedure and production weld test plates produced in accordance with section five and annex Q.

All test specimens shall be prepared after the test plates have been given a heat treatment that is the same as that which will be applied to the vessel. In the case of production kst plates the purchaser is permitted to specify that the plates be heat treated with the vessel.

a) procedure test plates Impact tests are required on procedure test plates except when the purchaser is prepared to accept the authenticated results of previous tests of the Same prOCedUre. b) Production weld test plates. Test plates are required when:

i) specified by the purchaser, or ii) (h - $) c 20 "C

Where

8 p (the permissible minimum temperature) is the minimum temperature for which the vessel will be suitable.

This can be determined by a calculation, reversing the sequence given in D.3.2, using actual material data in figure D.1 or D.2 as appropriate, to establish the lowest temperature for which each component of the vessel will be suitable. The highest of these temperatures is the permisible minimum temperature of the vessel.

NOTE. Substituting ( e , - 20) 'C for h, when initially determining OR in accordance with D.3.2, for the purposes of material selection, will ensure a minimum margin of 20 "C between required and permissible temperatures. Unless other tests are required by the purchaser the test plates shall only be subject to impact ksling. Impact testing of production weld test plates may be waived, with the agreement of the purchaser, in the case of welded seams made by a manual or multi-run automatic welding process in vessels made from steels for which impact testing has been waived in accordance with D.4. Impact testing of production test plates is not required in the case of welds in materials less than 10 mm thick.



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B$ 6600 : 1997 Issue 2, November 1999 Annex D

D.4.3.2 Positions of impact test specimens Au specimens shall be cut transvem to the weld with the axis of the notch perpendicular to the surface of the plate. The tests shall be done on sets of three specimens.

a> As-weMed vessels Weld metal test pieces shall be cut so that one face of the specimen is substan- parallel to, and within 3 mm of, the top d a c e of the weld (see

I Sgure D.6). NOTE. Test pieces may also be taken &om the root of the weld, at the purchaser's request, but these should be for information purposes only. b) Stress relieved vessels The number of sets of tests on the weld metal shall be related to the thickness of the test plates as follows:

Plate thickness Number of sets

upto3omm 1 3ommto62mm 2 Over62 mm 3

At least one set of test pieces shall be taken with the notch at the root of the weld (two if the root is ill-dehed). The other sets shall be distributed so as to give a measure of the properties at different positions through the thickness (see figure D.7). I c ) Heat aflmted zones No impact tests are specified for the heat affected zone when multi-run processes are used with heat inputs between 1 kJ/mm and 5 ldh. If a heat input outside this range is used and the weld has not been normalized, the heat affected zone shall be impact tested. Where impact tests are specified on the heat affected zone, the specimens detailed in a) and b) shall be duplicated but with their notches located in the heat affected zone and 1 mm to 2 mm from the fusion boundary Individual specimens shall be etched to show the fusion boundary and heat affected zone so as to ensure accurate location of the notch. (See figure D.8.) I

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STD*BSI BS 5500-ENGL L997 m Lb24bb9 0804373 7b8 m

BS 6600 : 1997 Issue 2, November 1999 Annex D

3 mm mox.

Figure D.6 Location of Charpy V-notch specimens in weld metal (as-welded vessels)

Figure D.7 Location of Charpy V-notch specimens in weld metal (stress relieved vessels)

I - 1 mm t o 2 mm

I Figure D.8 Location of Charpy V-notch specimens in heat affected zone

Dk3 O BSI 09-1999



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Annex D h e 2, November 1999 BS 6500 : 1997

D.4.3.3 Requinxi impact values The required minimum average impact value and the impact test temperatwe for each set of specimens notched in the weld metal or heat affected zone and taken from a procedure test shall be the same as those in table D.1. D.4.3.4 Retests If the specified average impact value is not attained or if one specimen only shows a value less than the specified minimum individual value, then three additional specimens shall be selected from a position similar to that from which the set of specimens under consideration was taken The average value of the six specimens shall be not less than the specified minimum average value and not more than two specimens shall show values below the specified minimum average value, only one of which is permitted to be below the specified individual value.

D.5 Design, manufacture and workmanship D.6.1 Design

D.6.1.1 As a general rule each design shall allow for scient flexibility and be as simple as possible. The occurrence of rapid changes in temperature likely to give rise to severe temperature gmhents shall be avoided but where this is not possible, consideration shall be given to special design details.

I NOTE. A typical desirable design detail is given in figure D.9 as an illustratjon.

D.6.1.2 Details that will produce local areas of high stress, e.g lugs, gussets producing discontinuous stiffening and abrupt structural changes, shall not be permitted. Discontinuous stiffeners or continuous stiffeners attached by tack or intermittent welding shall not be used. Saddle supports for vessels shall not be welded directly to vessels; doubling plates shall always be used (see D.3.3.6). D.6.1.3 Pipe supports and anchors shall be attached to an encircling mechanically separate sleeve. NOTE. Screwed connections and socket-welded valves and fittings should preferably not be used.

D.6.1.4 Nozzles and complicated structural attachments shall be welded to shell plates in the workshop and be considered as a separate subassembly, which may also be evaluated individually with regard to the desirability of a separate heat treatment

D.6.1.6 Welded tubesheet to shell and flat end plate to shell attachments shall be generally in accordance with figures E.42 to E.47 inclusive. Such attachments shall conform to figure E.44a orb, the prolongation of the tubeplate to provide a bolting flange being optional.

D.5.2 ManlCfacture All materials used shall be as specified. Reces of plate, etc., of uncertain origin shall not be used even for apparently unimportant hes. Hard stamping is only permitted for the purposes of plate identification and in any case shall be kept to a minimum. Only round nosed stamps shall be used. Marking for vessel identification is specified in 6.8.9.

D.5.3 Heat treatment of components @er

All plates that have been cold fonned to an internal radius less than 10 times the plate thickness (more than 5 % deformation) shall be given a normalizing treatment a f t e r w a r d s .

Cold formed dished ends with flanges shall be normalized; plates that are cold pressed to form the segments of a sphere or a hemispherical end shall be normalized if the radius is less than 10 times the thickness, and in all other cases except where the manufacturer produces evidence that the forming technique used does not sigtuficantly change the impact properties. Pipe that has been locally bent (with or without local heating) to an internal radius less than 10 times the outside diameter of the pipe shall be normalized Unless it can be demonstsated that the temperature control during the forming operation is equivalent to the normalizing procedure, ferritic steel parts that have been hot formed shall always be nonnalized afterwards.

D.6.4 Welding Because the notch ductility of weld deposit depends upon the technique used, the procedure used in makmg the production joints shall be the same as that used for the weld procedure test subject to the variables permitted by ES EN 288-3.

formins



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BS 5500 : 1997 Issue 2, November 1999 Annex D

Gaskets

Vessel wall

Flow -

Locating flange

I

m

Pressure shell Pressure shell

a) b)

Figure D.10 Examples of details for attaching non-critical components to pressure shell

DAO Q BSI 09-1999



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* v:

~~

STD-BSI BS 5500-ENGL L997 Lb29bb9 OBO937b 977

h e 1, January 1997 BS 6600 : 1997

Annex E Recommendations for welded connections of pressure vessels E.l Typical details for principal seams The details indicated in this clause have given satisfactory results under specific manufacturing conditions and are included for general guidance. Modification may be required to suit particular manufacturing techniques and all details adopted have to be shown by the mufacturer to produce satisfactory results by the procedure specified in section 4 and section 4 of the aluminium supplement. Where no root gap is shown it is intended that the joints be close butted. For requirements governing the use of bac- strips see 4.3.6.2. The following details are given:

a) butt welds using the manual metal-arc process (see figwe E.1); b) circumferential butt welds where the second side is inaccessible for welding (see figure E.2); c) butt welds using the submerged arc welding process (see figure E.3); d) butt welds for manual inert gas welding (see figure E.4); e) circumferential lap welds (for category 3 vessels only) (see figure E.5); f) typical full penetration joint preparations for one-sided welding only: aluminium and its alloys (see figure E.6); g) typical full penetration joint preparations for two-sided welding only: aluminium and its alloys (see figure E.7); h) typical full penetration joint preparations for one-sided welding with temporary backing or permanent backmg: aluminium and its alloys (see figure EA). NOTE. The thicknesses quoted in figures E.l to E.8 are nominal thicknesses.



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BS 5500 : 1997 Issue 1, January 1997 Annex E

roint

1) 60'min.

Second side c u t out to sound metal before welding

2) For small liameter vessels

60'min.

I I

Second siie cut out to sound metal before welding

10'

30 o n

Indicate either tark or continuous weld i d suit operating conditions Veld dimensions are minima.

mm up to 7.5

mm mm I 4.5 I 7.5

Over 7.5 to 12 6 19 . Over 12 19 19

Name

Double-welded butt joint with single 'V'

Double-welded butt joint jvith single 'U'

3ouble-welded butt joint Kith double 'U'

Singlewelded butt joint with backing strip see 4.3.6.2)

kpplication Longitudinal and 2ircumferential butt welds .n plates not more han 20 mm thick. I'he 'V' should be on the mide of small diameter ressels as shown in (2) lpposite.

4 = 1.5 mm where e, is less han l0mm 4 = 3 mm where e, is LO mm or over

hngitudinal and :ircumferential butt welds n plates where the hichess is greater than !O mm

angitudinal and :ircumferential butt welds where the thickness is Feater than 20 mm

mgitudinal and :ircumferential butt welds. Sacking ship to be removed &er welding except where &herwise permitted in ccordance with 4.3.6.2

3x2 O BSI 1997 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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~ ~ ~

STD=BSI BS 55OO-ENGL L997 9 Lb24bb9 0804378 2 4 T 9

Annex E h e 1, January 1997 BS 6500 : 1997

Joint

70'

10' Al-

I . 3'mm m i n . g a p I I I " L 3 mm to ;mm

1.5 mm t o 2.5mm -4 L T l n

1.5mm-0.8mm

I.Smm-õ.8mm

Figure a)

- "

b) "

c> "

dl "

e> "

f ) "

1

S> "

1

See figure E.l d) for dimensions Figure E.2 Typical weld preparations for inaccessible for welding

circumferential welds wl

Name Sigle-welded butt joint with 'V' groove, without backing strip

Single-welded butt joint with 'U' groove, without backing strip

Single-welded butt joint with 'U' plroove. without backing &rip

Singlewelded butt joint with 'U' groove, without backing strip

Single-welded butt joint with 'U' groove with consumable root insert

Single-welded butt joint with 'V' groove, without backing strip

Single-welded butt joint with backing strip (see 4.3.6.2)

Application Butt welds in plates having a thickness not greater than-16 mm

Butt welds in plates having a thickness greater than 16 mm

Butt welds in plates up to 20 mm thick where the second side is inaccessible for welding. Initial pass to be made by the TIG process with inert gas backing

Butt welds in plates over 20 mm thicl where the second side is inaccessible for welding. Initial pass to be made b the TIG process with inert gas backing

Butt welds in plates over 20 mm thicl where the second side is inaccessible for welding. Initial pass to be made b the TIG process with inert gas backing

Butt welds in plates not exceeding 10 mm thickness

Butt welds in all thicknesses of plate

Lere the second side is

"

0 BSI 1997 E/3 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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STD-ES1 BS 5500-ENGL L997 lb2Ybb7 080Q379 %&h m BS 5600 : 1997 Issue 1, January 1997 Annex E

Joint

As -Avoid sharp break

-Depth of o f f set = el

Inside diameter

I Inside diameter

~ ~~

S limit applies to weld preparation only; weld should be dime]

Name Joggle joint

1 oned to com]

Application May be used for shell to shell and head to shell (excluding cone to shell) connections provided that

a) the contents are not corrosive;

b) the material is restricted to BS 5500 grade MO or M l with a specified minim tensile strength not exceeding 460 N / m m Y , c) the greater of the thicknesses being joined does not exceed 16 m m ;

d) that when the flanged section of a dished head is joggled, the joggle shall be sufficiently clear of the knuckle radius to ensure that the edge of the circumferential seam is at least 12 mm clear of the knuckle;

e) that when a shell with a longitudinal seam is joggled

1) the welds are ground flush internally and externally for a distance of approximately 50 mm prior to jogghng with no reduction of plate thickness; an 2) on completion of jogglmg, the area o1 the weld is subjected to magnetic crack detection or dye penetrant examination and is proven to be free of cracks;

f) the offset section which forms the weld backing is a close fit within its mating section round the entire circumference (machining of the mating spigot of the offset section is permissible provided the thickness remaining as backing material is nowhere less than 75 % of the original thickness);

g) the profile of the offset is maintained and is not allowed to deteriorate through continuous production; the form of the offset is a smooth radius without sharp corners;

h) that on completion of welding, the weld has a smooth profile and fills the groove ta the full thickness of the plate edges being joined;

i) that the junction of the longitudinal and circumferential seams are radiographed a n d found to be free from significant defects;

j) that heat treatment as necessary is carried out on the basis of design considerations and in accordance with figures D.l and D.2.

I with h) in the application column. Figure E.2 Typical weld preparations for circumferential welds where the second side is inaccessible for welding (continued)



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~~~ ~

STDmBSI BS 5500-ENGL II977 m l b 2 4 b b 9 0804380 7 T B m Annex E Issue 1, January 1997 BS 6600 : 1997

Joint

e, (inmm) 65 50 40 25 20 15 10

@mm) 16 12 10 8 8 6 6

'Cr

L3mrn to 3.5mm

e, (in mm) I 4.5 I 10 I 15 I 20 I 25 1 4 0 1 A (in degrees) I 60 1 60 I 60 I 45 1 45 (min.)

tame

hublewelded butt joint vith double 'V'

?ingle-welded butt joint with single 'V' and a emporary backing bar

kpplieation

butt welds in plates 10 mm nd thicker.

ìecond side need not be cul lack to sound metal if both oot passes penetrate

Figure . a)

b)

~

c>

Figure E.3 Typical weld preparations for butt welds using the submerged arc welding process

Yigle-welded butt joint with manual metal-arc backing

3utt welds in plates 4.5 mm o 40 mm thick.

[oint welded using emporary copper backing

Figure . a)

b)

~

c>

Figure E.3 Typical weld preparations for butt welds using the submerged arc welding process

15mm t o 3 m m -1 A (in mm) 4.5 6 Imin.)

3utt welds between plates LO mm to 66 mm thick.

Manual metal-arc laid and :ut back before submerged YC welding



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Plate thickness

1 m m t o 2 m m

3 m m

3 m m

$mmto6mm

Edge preparation

\ / I

1.5 mm max.

1 or 2 runs

L 2.5 mm max.

??Y 2 or 3 runs

1.5 mm to 2.5mmA

1.5mm to 2.5 mm

I

A 2.5mm to 3mm

Remarks Inert gas backing or backing bar ma3 be used (see 4.3.6.2)

Backing bar should be used (see 4.3.6.2)

Either a barking bar or argon backin should be used. There should be no access for air to the back of the welc (see 4.3.6.2)

Frequently a filler rod is not used for the fmt run. Where the back of the joint cannot be dressed after welding argon backing should be u s e d , and there should be no access for air to the back of the weld (see 4.3.6.2)

If no backing bar is used, cut back tc sound metal and add sealing run (see 4.3.6.2)

Cut back after first run to sound metal before welding underside

Butt welds in plate not ?xceeding 3 mm thick

Double operator single pass vertical FIG process

Butt welds in plate between 3 mm a n 1

5 mm thick.

Double operator single pass vertical IIG process

Figure E.4 Typical weld austenitic stainless and

preparations for butt welds heat resisting steels only

using the manual inert gas arc welding for

I E/6 O BSI 1997 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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roint

is the thickness of thmer plate joined

9 is the thickness of thinner date ioined

2 e 2y2e I,mmL, mm , ,emin.

e is the thickness of thinner plate joined

Vame

aouble full-met lap join1

Single full-fillet lap joint with plug weld

1 -I Figure E.6 Typical weld details for circumferential lap joints

hmlication ~~

3rcumferentia.l joints only

rTot exceeding 16 mm plate.

:ategory 3 vessels only.

'ermitted for shell to end connections )rovided that the weld is clear of the oluckle at the end

~~ ~

Vot exceeding 14 mm plate.

Plugs to be proportioned to take 20 % of ,otal load.

:ategory 3 vessels only



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BS6M)o : 1997 Issue 1, Janua~y 1997 Annex E

Material thickness

u p t o 3 m m

3mmto 6.3mm

3mmto4mm

4 mm upwards

7 Edge preparation

R6.6 m m * 1.5 mm

Land 3 m m

6.3 mm to 9.5 mm

to permit a controlled penetratio:

Suitable for ac. argon TIG, d.c. helium TIG and pulsed MIG.

Penetration from one side only during welding can be achieved (Manual or mechanized)

Suitable for a.c. TIG and pulsed MIG.

Controlled penetration possible (Manual or mechanized)

Suitable for rolled or positional fixed pipes using ac. TIG.

Controlled penetration possible (Manual)

Suitable for rolled or positional fixed pipes using ac. argon TIG.

Controlled penetration possible (Manual)

Suitable for rolled pipes with a.c. TIG or pulsed MIG.

Controlled penetration possible. Root faces radiused slightly

bead to be achieved on one-sided joints where

Pipe joints preparations are also included.

Figure E.6 Tgpical full penetration joint preparations for one-sided welding only: aluminium and i t s alloys



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Material thickness I E 6.3 mm to 9.5 mm

I ' Sdae preparation

Sighting ' V ' e 6.3 mm to 12.7 m

I

6.3 mm to 25.4 m

12.7 mm to 25.4 mm

7 4.8mm to 6.3mm

4 6.3 mm to 12.7 mm

i 2 m m to 4 mm

i / i \

lemarks iuitable for two run procedures (one run from each side vithout back cutting).

:onventional MIG or d.c. helium TIG may be used. Manual or mechanized) suitable for two run procedures (one run each side without back cutting).

:onventional MIG d.c. helium TIG may be used. 'Manual welding or mechanized)

3ack chipped and sealed. 3 mm root face recommended Nhen helium and helium + argon mixtures are used.

knventional MIG only :Manual or mechanized)

a) No back cutting required. Use 3 mm root face for argon MIG and 4 mm root faces when helium + argon mixture 01 helium is used with conventional MIG.

b) Back cutting of reverse side when required using 2 mm r o o t face only. (Manual or mechanized)

One run from each side.

Mechanized welding recommended.

Hgh current applications, helium, argon, or helium + argon mix. a)Rootfaceatupto9mmupto19mmthick

b) Root face at 15 mm in excess of 19 mm thick

Double operator TIC ac. with argon.

Vertical-up welding.

Root gap of 1.5 mm may be tolerated (Manual)

Double operator TIG a.c. with argon.

Vertical-up welding.

Root gap of 1.5 mm may be tolerated (Manual)

NOTE. These joint preparations are designed primarily for the use of two-sided procedures which may involve either two or more well runs without back cutting on reverse side. Alternatively, procedures involving back cutting and a seal weld are also given. Figure E.7 m i c a l full penetration joint preparations for two-sided welding only: aluminium and its alloys



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BS 6500 : 1997 Issue 1, Janua~y 1997 Annex E

Material thickness up to3mm

3 mm to 4.8 mm

4.8 mm to 12.7 mm

4.8 mm to 12.7 mm

9.5 mm to 19 mm

Edge preparation

Gap = 2 mm t o 4 m m

Remarks

Temporary backed, suitable for ax. TIG, pulsed MIG, d.c. helium TIG and conventional MIG. (Manual or mechanized)

Use 2 mm gap with conventional MIG.

4 mm gap with TIG and pulsed MIG.

Permanent backing (Manual or mechanized)

Temporary backing with conventional MIG or a.c argon TIG.

a) Nil root face with 3 mm root gap for 'MG

b) 2 mm root face with 2 mm root gap for MIG (Manual or mechanized)

Permanent backed using conventional MIG.

For ax. argon 'MG N I root faces will suffice [Manual or mechanized)

~~ ~ ~

3igh current MIG welding.

kgon shielded.

kmporary bacldng bar.

i) Root face for 9.5 mm thickness: take 6.3 mm

)) Root face for thickness in excess of 9.5 mm: ncrease to 9 mm :Mechanized recommended)

L VOTE. The joint preparations are designed where temporary or permanent backing systems are required.

Figure E.8 Typical full penetration joint preparations for one-sided welding with temporary backing or permanent backing: aluminium and ita alloys



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STD.BSI BS 5500-ENGL L997 D Lb2qbb9 080438b 3Lb m Annex E Issue 1, January 1997 BS 6600 : 1997

E.2 m i c a l examples of acceptable weld details E.2.1 General This clause is based upon annex G of ISODIS 269.1~~). The drawings are intended to convey recommendations in regard to connections welded manually by the metd-arc process in steel pressure vessels with a shell thickness of not less than 5 mm. They are also generally suitable for aluminium connections welded by an appropriate process provided that groove angles are increased to suit the welding process applied (see note 3 to figure E.9). The following types of connections are covered.

a) Branches without added compensation rings 1) s e h n branches (see fígures E.12 to E.18); 2) set-in branches (see figures E.19 to E.24); 3) forged branch connections (see figures E25 and E.26).

1) setan branches (see figure E.27); 2) set-in branches (see Sgures E.28 to E.31).

c) Studded connections and couplings

b) Branches with added compensation rings

1) butt-welded studded connections (see figure E.32); t socket welded and screwed connections (see figure E.33).

d) Flanges (see figures E.34 to E.36). e) Jacketed vessels (see figures E.37 to E.40). f ) Flat ends covers (see figure E.41). g) lhbeplate to shell connections (see figures E.42 to E.47). h) Flat end connections (flanges) (see figure E.34).

NOTE! 1. Typical examples of arc welded tube to tubeplate joints are given in annex T. NOTE 2. The thicknesses quoted in E.2 and figures E.9 to E.47 are nominal thicknesses.

E.2.2 Purpose The purpose of this clause is to exempllfy sound and commonly accepted practice and not to promote the standardization of connections that may be regarded as mandatory or to restrict development in any way A number of connections have been excluded which, whilst perfectly sound, are restricted in their use to certain applications, firms or localities. Furthermore, it is appreciated that it will be desirable to introduce amendments and additions in the future to reflect improvements in welding procedures and techniques as they develop.

E.2.3 Selection of detail The connections recommended are not considered to be equally suitable for all service conditions, nor is the order in which they are shown indicative of their relative mecMcal characteristics. In selecting the appropriate detail to use from the several dternatives shown for each type of connection, consideration should be given to the manufacture and service conditions that pertain. It is to be noted that for vessels subject to internal corrosion, only those connections that are suitable for applying a corrosion allowance should be used Certain types, such as those incorporating internal attachment by fillet welds only, do not lend themselves to this and their use on internal corrosive duties should be discouraged

E.2.4 Weld p r @ b and size The limitations quoted in weld profiles and sizes are based on commonly accepted sound practice, but they may be subject to modifications dictated by special welding techniques or design conditions.

E.2.4.1 Weld profiles The weld profiles (for example bevel angles, root radii and root faces) recommended are indicated by letters and numbers in circles or s q u a r e s , which refer to the profiles shown in figure E.9. They are designed to provide correct conditions for welding and to facilitate the deposition of sound weld metal in the root of the joint. This is particularly important in the case of smgle-bevel and singleJ welds and, where these are given as alternatives, it is recommended in general that preference be given to the latter where the depth or throat thickness of the weld exceeds about 16 mm.

E.2.4.2 Butt joints In cases where full penetration butt joints are indicated, it is intended that they should be back chipped or gouged and back welded, or alternatively that the welding procedure should be such as to ensure sound, positive root penetration. E.2.4.3 Weld sizes The size of the welds, i.e. throat thicknesses, have been proportioned to develop the full strength of the parts joined.

E.2.4.4 FiUet welds Where the leg length of a fillet weld necessary to meet the design throat thickness (or design leg length) at the edge of a plate or section is such that the parent metal does not project beyond the weld, melting of the outer corner or corners, which reduces the throat thickness, shall not be allowed. See figure E.lOa

preparation.



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BS 5500 : 1997 k e 2, September 1997 Annex E

E.2.4.6 Modifkatùm Cases may well arise where sound modifications may be made with advantage:

a) to the weld profiles to suit special welding techniqueq b) to the weld sizes to suit design and service conditions.

It is recommended however, that such modifications be approved by a competent engineer.

E.2.6 Notes applicable to the various tgpes of connections shown in figures E.12 to E.47

E.2.6.1 The dimensions and shape of the detail chosen can influence the feasibility and/or efficiency of ultrasonic examination. This may also be a function of the equipment and time available. Where ultrasonic examination is specified, these factors should be given due consideration.

E.2.6.2 When welds are made from one side only, the penetration bead is to have a smooth contour and be Dat or slightly convex.

E.2.6.3 The use of ring-type compensation is not suitable for cases where there are severe temperature gradients, especially when these are of a fluctuating nature.

E.2.6.4 When ring-type reinforcement is used, the material used for the ring is to be of the Same nominal strength as that of the shell.

E.2.6.6 When partial penetration joints are used, root defects may be present and these cannot always be detected or interpreted by means of nondestructive testing. The use of partial penetration joints is not suitable for cases where there are severe temperature gradients, especially when these are of a fluctuating nature. E.2.6.6 The use of socket welded and screwed couphgs, such as those shown in figure E.33, is limited to a maximum of 50 mm in nominal diameter, when these are connected directly to the shell.

E.2.6.7 The seleciion of details for parts of vessels involving jacketed construction is of a special nature, and this should be borne in mind in selecting appropriate details. E.2.6.8 When spigots designed to permit butt welded connections between sub-components (e.g. figures E.- E.44 and E.46) are not produced by means of forging, attention is drawn to the necessity of ensuring that the through thickness properties are adequate for the design.

This should be demonstsated by obtaining at least 25 % reduction in area from three representative test pieces from the plate in a plane perpendicular to the plate surface. In addition, the spigot and aqjacent region of the plate should be subjected to appropriate nondestructive testing to confirm the absence of lamellar defects after the completion of welding and post-weld heat m e n t .

E.2.6.9 When ultrasonic inspection is required, it may be necessary to examine the welded connection between the branch and shell prior to fitting the compensation ring.

E.2.6.10 These details are not suitable where crevice corrosion may occur.

E.2.6.11 Although the figure indicated is intended for another purpose, it is considered that the form of preparation illustmted is suitable for the connection between the shell and a flat end When cut edges are not s d e d by welding and are exposed in service, they are to be inspected for laminar defects which may cause leakage.

E.2.6.12 These weld details are recommended only for shell thicknesses up to 16 mm in carbon and carbon manganese steels with (see K.2) not exceeding 432 N h 2 for austenitic material without limit on shell thickness or up to 16 mm for aluminium and alumjnium alloys. These weld details are not recommended for corrosive or fatigue duty.

E.2.6.13 Acceptable only for grade MO and M l materials. This type of weld is liable to cracking of the root runs in thick sections and should be restsicted to thicknesses up to 50 mm unless subject to specially agreed welding procedures.

E.2.6.14 These details are acceptable only for grade MO and M l materials, and either shell or pad thicknesses up to 38 mm.

E.2.6 Notes applicable to branches in figures E.12 to E.33 E.2.6.1 Sections The drawings of the recommended connections show a transverse section (see detail A, figure E.lOb) and a longitudinal section (see detail B, figure E.10b). E.2.6.2 Weld sizes The sizes of the welds have been proportioned to develop the full strength of the parts joined. See also E.2.4.3, E.2.4.4 and E.2.7.2.1. E.2.6.3 Weld profiles While both singlebevel and singleJ welds have been shown as acceptable in the smaller sizes, in general the latter are to be preferred because of the sounder root conditions obtained, and it is recommended that s@e-bevel welds be limited in size to about 15 mm in depth. See h E.2.4.1 and E.2.4.2.



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Annex E Issue 1, January 1997 BS 6600 : 1997

E.2.7 Notes applicable to branches without compensation rings in figures E.12 to E.26 E.2.7.1 Set-on bmnch Consideration should be given to the necessity for examining the shell plate for laminations around the branch hole when set+n branches are used.

E.2.7.2 Set-in hn~h E.2.7.2.1 Weld sizes The type of branch to shell connections and the sizes of welds employed may be influenced by several factms in the operational conditions for which the vessel is designed. For general guidance in this annex weld sizes have been shown for the various connections recommended, based on the concept that the welded joints should develop the full strength in tension of the branch radial to the shell as indicated in íïgure E.lla and b. In general, it should therefore be unnecessary to apply larger welds than those shown. The simple, though approximate, assumption has been accepted that the total throat thickness of the welds should equal twice the branch thickness. It has also been assumed that the welds should be reasonably symmetrical about the mid-thickness of the connection. It is further recommended that, when the branch thickness exceeds half the thickness of the shell, full penetration joints should be used with fillet welds equal in total throat thickness to 20 % of the shell thickness as shown in figure E.llc and d This additional throat thkkness is recommended to compensate for the relative practical difficulty of applying perfectly sound welds in nozzle connections and of applying nondestructive tests for their examination. These additional fillet welds are also intended to provide a reasonable geometric profile, and for practical reasons a minimum dimension of 6 mm has been applied to the fillet weld size. There may be service conditions for which smaller welds are adequate. In such cases, when subject to study by a competent engineer, the weld sizes may be reduced. E.2.7.2.2 Gap between branch and shell It is recommended that the gap between the branch and shell should not exceed the following:

a) 1.5 mm for branch diameters up to 300 mm; or b) 3 mm in other cases.

Wider gaps increase the tendency to spontaneous craclung during welding particularly as the thickness of the parts joined increases.

E.2.7.2.3 Removal of intemal sharp edge in branch bore It will be noted that the internal edges in the bores of set-in branches are shown radiused because a stress concentration occurs at this point. This precaution is recommended when the branch connection is fully stressed or subjected to fatigue, but may not be necessary where these conditions do not obtain. E.2.7.2.4 Ptvpamtion of hole in sheU In the case of set-in branches of the types shown in figures E.20a to E.23b inclusive, the hole in the shell may be cut and profiled in two ways as follows.

a) The depth of the grooves B and D may be constant around the hole as shown in figure E.lle. This, the normal case, is the concept upon which the drawings have been prepared, for example see figure E.20b. b) The roots of the weld grooves may be in one plane, as for example when they are m h i n e bored, in which case the depths of the grooves will vary around the hole, as shown in figure E.llf.

E.2.8 Notes applicable to branches with added compensation rings in figures E.27 to E.31 E.2.8.1 Geneml Compensation rings should be a close fit to the shell and ’tell-tale’ holes should be provided in them.

E.2.8.2 Set-in branches E.2.8.2.1 Gap between h n c h and shell It is recommended that the gap between the branch, shell and also the compensation ring should not exceed the following

a) 1.5 mm for branch diameters up to 300 mm; or b) 3 mm in other cases.

Wider gaps increase the tendency to spontaneous cracking during weldmg particularly as the thickness of the parts joined increases. E.2.8.2.2 Internal compensation rings Set-in branches with single compensation rings have been shown with the rings on the outside of the shell, which is the normal case (see figures E.28a to E.30b). Similar connections may be used for the attachment of intend compensation rings in the formed ends of pressure vessels and in spherical vessels.

E.2.9 Notes applicable to jacketed vessels in figures E.37 to E.40 It is recommended that the gap between the shell of the vessel and the jacket or blocking ring should not exceed 3 mm. Wider gaps increase the tendency to spontaneous cracking during welding, particularly as the thickness of the parts joined increases.



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I BS 6600 : 1997 Issue 1, Jan- 1997 Annex E

&* m+ I 7

B1

B3

J1

J3

a =

S, =

S, =

91 = { 92 =

a =

S, =

S, =

91 =

92 =

b = r =

50" min. 1.5 mm to 2.5 mm OtoSmm 1.5 mm to 2.5 mm

15" to 35" 2mmto3mm 2mmt03mm 1.5 mm to 3 mm (See note 2)

Oto3mm 6mmto 13mm

B2

B4

J2

J4

NOTE 1. These recommendations have been included for general guidance. Discretion should be used in applying the maximum and minimum dimensions quoted which are subject to variation according to the welding procedure employed (for example size and type of elecírodes) and also to the position in which the weldmg is carried out. NOTE 2. It is recommended that in no case should the gap between the branch and shell exceed 3 mm. Wider gaps increase the tendency to spontaneous cracking during welding, particularly as the thickness of the parts joined increases. NOTE 3. The details are applicable in principle to aluminium pressure vessels, but in practice the groove angle a should be increased to a minimum of 45'. Figure E.9 Standard weld details



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a) Desirable b) Acceptable because of full throat thickness

c) Not acceptable because of reduced throat thickness

Figure E.10 a) Limitations on geometry of fillet weld applied to the edge or a P&

Figure E.10 b) Transverse and longitudinal sections of branch connections



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Weld sizes (B, + F,) + (B2 + F,) = 2t approx. a) (See also figure E.20a)

F1 Fl = U10 or 6 mm whichever is larger c) (See also figure E.22a)

Weld sizes (B1 + Fl) + D = 2t approx. b) (See also figure E.20b)

F, = ti3 or 6 mm whichever is larger d) (See also figure E.22b)

Figure E. l l Weld details for set-in branches



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Annex E h e 1, Janua~y 1997 BS 6600 : 1997

L=U3min.butnotlessthan6mm Preference should be given to the detail shown in b) if t exceeds about 16 mm a)

L = .!B min. but not less than 6 mm b) Figure E.12 Set-on branches (see E.2.4.2)

"

O BSI 1997 U17 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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See E.2.5.1 and E.2.5.2 c

a) Single root run technique

See E.2.5.1 and E.2.5.2

I

!

5 min

min

L = t/3min. but not less than 6mm

O min.

10

L=tBmin.butnotlessthan6mm b) Double root run technique Dimensions are in millimetres

NOTE. The bac- ring should be of the same nominal composition as that of the vessel shell. Care should be taken to ensure close fitting of the backing Mgs which should be removed after welding. After the removal of backing rings, the surface should be ground smooth and examined for cracks by dye penetrants, magnetic, or other equivalent methods.

Figure E.13 Set-on branches

W18 O ES1 1997 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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* v, *

i- t

\ S = 1.5 mm t o 2.5 mm L = t13 min. but not less than 6 mm

See €2.5.1 "7 B4 or J4

,see E.2.4.1

I- t Y

L = t/3 min. but not less than 6 mm

NOTE. These details are recommended only where the bore of the branch is readily accessible for welding. The joint should be back-gouged from the side most accessible and suitable for this purpose, generally the outside.

Figure E.14 Set-on branches (see E.2.4.2)

-. - O BSI 1997 W19



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Finished size bored after

Finished size welding bored after weldinq r

See E.2.5.1

5

Finished size- bored after welding

Finished size bored after welding 3 min. 7 ,i ?See E.2.5;

L . U

root gap

b) L=t/3minbutnotlessthan6mm

NOTE. Joints generally used for small branch to shell diameter ratios. Figure E.16 S e h n branches

Dimensions are in millimetres

El20 O BSI 1997 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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Finished size

welding bored after

Finished size bored after welding

! -J 2

-No gap

See' E.2.5.1

a>

Finished size bored after we(ding I '

I

Compens

Finished size, bored after welding

3 min."/ p+

LNO gap ,ion stub

O min.

b) Dimensions are in millimetres

NOTE. Joints generally used for small branch to shell diameter ratios.

Figure E.16 Set-on branches

"

O BSI 1997 E n 1 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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- r -

STDmBSI BS 5500-ENGL L997 m Lb24bb9 OAO'I397 LTL m - .-

BS 5500 : 1997 h e 1, January 1997 Annex E

See- E.2.5.1 and E.2.5.2

L = ~ O I I U ~ I ~ O ~ ~ I ~ U I I

See E.2.5.1 and E.2.5.2

Compensation stub

L = I O I I U ~ I ~ O I ~ I ~ U I I b) NOTE. Joints generally used for small branch to shell diameter ratios.

Figure E.17 Set-on branches (see E.2.4.2) I



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- ~~~ ~ ~~

STDmBSI BS 5500-ENGL L997 m Lb24bb9 0804398 038


6 mm max. 1

L = U3 but not less than 6 mm a) For nozzles up to approximately 100 mm bore

/ L D + 1 mm J \ L1.5mm R 3 m m - D+ l O m m

R 3 m m k

b) For nozzles up to approximately 50 mm bore and 6 mm wall thickness

E.2.5.1 , E E.2.5.12

:.25.2

c1.5mm43"

T See E.2.5.1, E.2.5.2 ana E.2.5.12 0.5 mm or see limitation in [ b)

L = t/3 but not less than 6 m m D = t w i t h m a x . t = 1 3 m m c) For nozzles over 50 mm bore and up to and including 150 mm bore, and with a wall thickness over 6 mm NOTE. Generally used for the attachment of nozzles to thick-walled shells.

Figure E.18 Set-on branches (see E.2.4.2)

" - O BSI 1997 W 3



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See E.2.5.1 , E.2.5.5 und E.2.5.12

F = t a)

See E.2.5.1, E.2.5.5-

l B4 or J4 see E.2.4.1

F = t D = t ¿ = 131111nma~. b)

Q I

NOTE. Generally used when t is less than T/2. For small diameter branches, attention is drawn to the details shown in figure E.33 which may provide a preferable solution.

Figure E.19 Set-in branches: fillet welded connections

El24 O BSI 1997

~



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~ ~ ~~~

~ ~

STD.BSI BS 5500-ENGL L997 Ib2Libb7 080VVOO !äLb W !

Annex E Issue 1, January 1997 BS 6 6 0 : 1997

I F = 6 m m i n . t 0 1 3 m m a x . B + F = t

v L S e e E.2.5.1, E.2.5.5, E.2.5.13

F=6mmmin.t013mmmax. B + F = t D = t b) NOTE. Generally used when t is approximately equal to T/2. Figure E.20 Set-in branches: partial Denetration butt welded connections

O BSI 1997 m5 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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~

STD-BSI BS 5500-ENGL 1777 M Lb2qbb7 080qq01 452


FI = T/10 min or 6 mm whichever is larger 4

F2 = Tb min. or 6 mm whichever is larger b) NOTE. Generally used when t is greater than TL?.

Figure E.21 Set-in branches: full penetration connections (see E.2.4.2)

E426 O BSI 1997 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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~ ~~

STD*BSI BS 5500-ENGL 1997 m 1b2'4bbS 080'4'402 399 m Annex E Issue 1, January 1997 BS 6600 : 1997

A

FI = T/10 min. or 6 mm whichever is larger a>

See E.2.5.1 and

J 3 o r B3 see E.2.4.1

F, = T/5 min. or 6 mm whichever is larger b) NOTE. Generally used when t is greater than T/2.

Figure E.22 Set-in branches: full penetration connections (see E.2.4.2)

"

O BSI 1997 m7 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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STD-BSI BS 55bO-ENGL L997 m lb211bb9 080111103 225 m BS 5500 : 1997 Issue 1, January 1997 Annex E

S = 1.5 mm to 2.5 mm FI = T/10 min. or 6 mm whichever is larger

4

JI or BI see E.2.4.1

S = 1.5 INII to 2.5 mm F, = T/5 min. or 6 mm whichever is larger

b) Figure E.23 Set-in branches: full penetration connections with asymmetrical butt joints (see E.2.4.2)

E/28 O BSI 1997 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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___ ~ ~

STD-BSI BS 5500-ENGL 1997 R Zb2qbb9 080q322 2Tb II


I See E.2.5.1 and E.2.5.2

L = #3 min. but not less than 6 mm T = 16mmmax. a>

J1 L = ti3 min. but not less than 6 m T = 25mm max. b) NOTE. As a general recommendation, all setiin branches should be welded on the inside of the shell as shown in figures E.19a to E.23b if they are accessible for the purpose, otherwise preference should be given to set-on branch connections shown in figures E.12a to E.18c. However, the connections shown in figure E.24a and E.24b are considered to be acceptable but only if asurance can be provided that the welding procedure employed will ensure sound and consistent root conditions with uniform penetration.

Figure E.24 Set-in branches: full penetration connections welded from one side only

- O BSI 1997 Et29



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~ ~ ~~ ~~~~

STD-BSI BS 5500-ENGL L777 m lbZYbb9 UaOY323 132 H

BS 5500 : 1997 &+sue 1, January 1997 Annex E

Se; E.2.5.1 and E.2.5.2

b) NOTE 1. Conventional butt joints are used to weld the forged branch connection to the shell and branch, and may not necessarily be of the form shown. NOTE 2. Forging should be to good practice and within the correct range of temperature for the materials used.

Figure E.26 Forged branch connections (see E.2.4.1 and E.2.4.2)

EL30 O BSI 1997 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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The parallel portion should be sufficiently long t o permit satisfactory radiographic examination when required

3 L S e e E.2.5.1

and E.2.5.2

See E.2.5.1, E.2.5.2

NOTE. Conventional butt joints are used to connect the forging to the shell and may not necessarily be of the form shown. See also E.2.4.1 and E.2.4.2. These forgings connecting branches to shells are used with various forms of profde.

Figure E.26 Forged branch connections

" .-

O W1 1997 EL31 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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~~~ ~

. . ~~ ~ ~~

S T D - B S I B S 5500-ENGL 1977 lb211bb9 '08011325 TO5 D


See E.2.5.1, E.2.5.2, E.2.5.3, E.2.5.4, E.2.5.9 and E.2.5.12

I min For shell-to-branch connection see figures E. l l bo E.16

Consideration may be given __f

to this detail as reouired weld dimensions increase

- 1 - "

J4 or B4 see E.2.4.1

L = r% min. but not less than 6 mm

Dimensions in mm. Figure E.27 Set-on branches with added compensation rings



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E = 10mm min.

i ' k' For shell to branch joints, see \-!"-J figures E39 to E 2L

Consideration may be given t o this detail as the required weld size increases

See E.2.5.1, E.2.5.3, E.2.5.4 E.2.5.9 . E.2.5.14

1 B + F f o r T, whichever is the lesser E = 10mm min.

Figure E.28 Set-in branches with added compensation rings

-.

O BSI 1997 Eß3 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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See E12.5.l,E.2.5.3,E.2.5.4, E.2.5.5, E.2.5.9. E.2.5.14

Consideration may detail as the requir

I

B + F2 = t min. E = 10 mm min. (B + F*) + the smaller of the values of € o r (T, + F,) = 2t

be given *ed weld

I

%/ I to this size increases

1

(b) J4 0.r B4 see E.2.4.1


t min. the smaller of the two or (T,+n + 2t min.

1

two min.

values

Ex34 O BSI 1997 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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~~~ ~ ~~~~~

STD-BSI BS 5500-ENGL L997 W lb24bb9 0809328 719 W



Consideration may be given to this detail as the required weld size increases

See E2.51;E.25.3, ' E.2.5.4, E.2.5.5.E.2.5.9, E.2.5.12


L i v e n t o this detail as Consideration maybe

See E.2.5.l. E.2.5.3, E.2.5.4, E.2.5.5, E.2.5.9,

Weld sizes WhenT'> t (B, + F , ) = t

E = t (B, +F, ) = t "

When T, < t (B, + F , ) = T, E = T,

When T < t (B, +F,) = T (B, + F, = 2t - T,

In the case of @), for 8 2 + F,) substitute D




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BS 5500 : 1997 Issue 1, Janmuy 1997 Annex E

See E.2.S.1, E.2.5.3, E.2.5.6, E.2.5.9 and E.2.5.14

Consideration may be given to this detail os the required weld size

E = l O m m min. L = t/3 min, but not less than 6 mm

a) (See also figure E.30a)

i

-Consideration may be given to this detail as the required weld size increases

I W E I I-

I

i B I + F , = t E2 = t but not less than 10 mm B2 + F2 = t

b) (See also figure E.30a) Figure E.31 Set-in branches with added compensation r ings

See E.2.5.1, E.2 5 3 , E.2.5.it, E.2.5.9, E . Z . > . l <

JL or B4 see E.2.4.1

E.2.5.4, €2.5.5, E.1.5.9 and E.2.5.12



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~

STD-BSI BS 5500-ENGL L777 m lb24bb7 0604330 372 m : Annex E Issue 1, January 1997 BS 5500 : 1997

6mm min.

See E.2.5.l'

4

50" min

u 60" min.

d) Butt welded studded connections (see E.2.4.2)

Figure E.32 Studded connections (see also 3.6.4.8)

- .. ~ - O BSI 1997 m7



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The rina should

e> f)

The gap should not exceed 3 mm at any point

The bore should be such that there is adequate accessibility for sound deposition of the internal fillet

g) N e t welded studded connections (see E.2.5.12)

NOTE 1. Fillet welded details are not recommended if the vessel is subjected to pulsating loads when preference should be given to the details shown in a) to d). NOTE 2. The sizes of the fillet welds should be based on the loads transmitted paying due regard to all fabrications and service requirements, but in any case should not be less than 6 mm. NOTE 3. Each fillet weld should have a throat thickness not less than 0.7 times the thickness of the shell or pad whichever is the lesser.

Figure E.32 Studded connections (see &o 3.6.4.8) (continued)



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~~ - ~~

STD=BSI BS 5500-ENGL 1997 hb 2 4 b b 9 080V332 1115 W


Machining allowance

Max. 10mm but not greater than T / Z

W T o t a l thickness of shell plate plus weld has to be adequate for number of threads required

... ..,.." "1 branch or coupling

the thickness of the

which ever IS lesser.

9%" 1.5 approx

Couphng to branch Joint

I /

( b l I l

NOTE 1. Small couplings i) to iv) inclusive may be attached to shells by the connections shown above and by any other appropriate joint shown in figures E.12 to E.24. NOTE 2. For all sketches see E.2.6.6.

NOTE 3. For all sketches except for a) and b)(iii) see E.2.5.12.

Figure E.33 Socket welded and screwed connections (see also 3.6.4.8)

O BSI 1997 E/39 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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-

STDmBSI BS 5500-ENGL 1997 9 Lb24bb9 0804333 081

BS6M)o : 1997 Issue 1, January 1997 Annex E

"/ Generally machined a f t e r welding Generally machined a f t e r welding

To project when assembled for

Weld sizes B = t

To project

A = t (min.) after machining flange to final thickness c = t (See note 1) a) Face and back welded flange

See E.2.5.5 Generally machined a f t e r welding

Weld sizes B = t c = t A = 1/2 t but 5 mm min. after machining flange to final thickness (See note 1) b) Bore and back welded flange

point and the sum of the clearances diametrically opposite should not exceed 5 mm. NOTE 1. The clearance between the bore of the flange and the outside diameter of the vessel should not exceed 3 m at any

NOTE 2. The connections shown here are applicable as flat end connections, but see also E.2.5.11. Figure ES4 Flanges



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STD-BSI BS 5500-ENGL 1997 9 Lb24bb9 0804334 T 1 8 m Annex E h e 1, January 1997 BS 6600 : 1997

Various forms of prof ¡le are used I

" " J

Conventional butt joints

" - - J

Alternative forms

a) Weldmg neck flange

Conventional butt joints

P""7 (-See E.2.5.5

L""">

Weld sizes B = t c = t A = Yzt but 5 mm min. after machining flange to final thickness (See note 1 to figure E.34) NOTE. The connection shown in b) is applicable as a flat end connection, but see also E.2.6.11. b) Welding neck flange (fabricated from plate)

Figure E.36 Flanges



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I- -"

c) Lapped-type flange

Figure E.36 Flanges (continued)

1 figure E .



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Generally machined before welding ,-3mm min.

in cases where hubbed f lange is not available

See E.2.5.5 and E.2.5.12

' See note

F, = 0 . Ï t min. FI = t (min.), but should not exceed 16 mm. See alternative details in figure E.34 a) and b) a) Hubbed flange

Genernlly machined a f te r welding See E.2.5.5 and E.2.5.12 I \ t d /

F2 = 0.Ït min. FI = t (min.), but should not exceed 16 mm. See alternative details in figure E.34 a) and b) b) Fillet welded flange

NOTE. The clearance between the bore of the flange and the outside diameter of the shell or branch should not exceed 3 mm at any point and the sum of the clearances diametrically opposite should not exceed 5 mm.

Figure E.36 Flanges

O BSI 199'7 W43 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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BS 6500 : 1997 W e 1, January 1997 Annex E

L- I

-4 a> b) c) YI + Y? 2 1.5tc or 1.5ts (whichever is smaller)

Figure E.37 Jacketed vessels: typical vesselhlocking ring attachments ( see E.2.6.1, E.2.5.5 and E.2.6.7; for notation, see 3.11.3)

b)

Minimum throat dimension= t-

Figure E.38 Jacketed vessels: typical blocking ring/jacket attachments (see E.2.6.1, E.2.6.6 and E.2.5.7; for notation, see 3.11.3)



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~ ~~

~

STDDBSI BS 5500-ENGL 1997 Lb24bb9 0804338 bb3 m

r Alternative types of butt joint may

See E.2.5.1, E,2.5.2, be used, but the welding procedure

E.2.5.5, E.2.5.7 \ has to be such as to ensure sound positive root penetration

r = 4mm

f) b = 3 m m

See E.2.5.1, E.2.5.5, E.2.5.7

b=6mm 9) NOTE 1. For a) and b), Y 2 tj; these are recommended for type 1 jackets.

NOTE 2. For c), Y 2 0.83tj; this is suitable for both types 1 and 2 jackets.

NOTE 3. For e), f) and g), suitable for both types 1 and 2 jackets

Figure E.38 Jacketed vessels: typical blocking rindjacket attachments (see E.2.6.1, E.2.6.6 and E.2.6.7; for notation, see 3.11.3) (continued)



--`,``,````,```,``,`,`,,`,,``,,`-`-`,,`,,`,`,,`---


h B rnax. =

30'

r min.

I l

See note 4

f\

--m fs

See note 4

NOTE 1. For a), Y = tr; this is recommended for type 1 jackets only

NOTE 2. For b), Y = 0.7tc for type 1 jackets and Y = 0.83tc for type 2 jackets. This is recommended where 5 16 mm.

NOTE 3. For c) and d), Y = 1.25tc for type 2 jackets. For type 1 jackets a Nlet weld (Y = 0.7t,) may be used.

NOTE 4. For the sealer ring to shell welds and jacket to sealer ring welds (if any) the welding procedure should ensure sound root penetration.

Figure E.39 Jacketed vessels: typical sealer rings (see E.2.6.1, E.2.6.6 and E.2.6.7; for notation see 3.11.3)



--`,``,````,```,``,`,`,,`,,``,,`-`-`,,`,,`,`,,`---

* v] *

To project when set for welding ground flush on cornoletion

D

Flush type branch attachment using a block (lefi-hand side) or bac- rings (right-hand side) a) Au linear dimensions are in millimetres.

Figure E.40 Jacketed vessels: typical through connections

t

J1 orJ2

t,= 2eCyl0 but not less than l.25ew,

a) Welded from one side only

See figure E.l

- b) Butt joints (see E.2.6.8)

See figure E.l

I

c) Butt joints (see E.2.6.8)

Figure E.41 Flat ends and covers (see E.2.6.1)

Q BSI 1998 W47 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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~~ ~

STD=BSI BS 5500-ENGL L997 m Lb24bb9 080q343 L58 D

BS 6500 : 1997 h e 2, September 1997 Annex E

d) Welded h m one side only b 2 2e or e - 1.5 mm, whichever is less. w s O.'%^^, or 5 mm, whichever is less.

See E.2.6.12

5.

f ) Welded from both sides (see E.2.6.1) Penetration weld b 2 6 m. Throat of fíllet weld W 2 0.25ewl or 5 mm.

L i I t

1

Q W.

9

h) Welded h m both sides b 2 eryl

See E.2.6.12

e) Welded from both sides b 2 2e or e - 1.5mm, whichever is less. W E O.Yece,, or 6 mm, whichever is less.

g) Welded from both sides Penetration welds b 5: ewp

i) Welded from one side only

See E.2.6.12 b 2 2ecyl

NOTE 1. Restricted to steels with minimum specified tensile strengths S 460 N/mm2.

NOTE 2. For details of weld preparations (J1 etc.) see figure E.9.

NOTE 3. Details as shown in figure E.38f and g may also be used for category 3 construction.

Figure E.41 Flat ends and covers (see E.2.6.1) (continued)

W48 0 BS1 1997 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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Annex E Issue 2, September 1997 BS 6500 : 1997

60'

NOTE. This form of construction is not to be used on vessels with an internal diameter exceeding 610 mm.

k) See E.2.6.12

I r l - + - r - - - 1 I

I

Ring to be welded machining t

to flat plate to ensure

circumference 1)

"Il" 3 min. t t s

I I m------ - """ c

'7 t not less than 2 4

- m) See E.2.6.12 All linear dimensions in mm Figure E.41 Flat ends and covers (see E.2.6.1) (continued)



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+"" + &---I

B4 or J4 see E.2.4.1

-

Alternative shell to tubeplate joint with partial penetration

a) Weld size. F = 0.7t min. If t exceeds 16 m m , the shell should be bevelled as shown in the alternative sketch above or consideration should be given to the full penetration joint shown in b).

/

r- J3 or B3

r - /,I

""_ ""

see E.2.4.1 \ +-

""

7

I ""I

I - I I "_ 7 I

-i I t I 1 1 1

-

"""---""" 1

T

L = t/3 but not less than 6 mm. b)

Figure E.42 Tubeplate to shell connections: accessible for welding on both sides of the shell



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Conventional butt jo ints b u t see E.2.4.1 and E.2.4.2

"

Alternative shell to tubeplate joint with partial penemon

a) Weld size. F = 0.7t min. If t exceeds 16 mm, the shell should be bevelled as shown in the alternative sketch above or consideration should be given to the full penetration joint shown in b).

""" -1

Conventional butt joints - - - - _ _ _ _ _ J

'. \

1 1 I

I 1 1

I / I

"-""""J 1

I I J 3 dr B3 see E.2.4.1

I L = t/3 but not less than 6 mm

I Figure E.43 Tubeplate to shell connections: accessible for welding from outside of shell only

- O BSI 1997 W51



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r-------l

r I I I

t- -t I I I

\ \ '. .

\

1 I 1 I 1 """""J 1

" -"

t- -I;- I Conventional butt ioints but see I l i I

I 1 1 I

1 1

1 """""E"-)

b) NOTE. When using these details, special care should be taken to ensure that the tubeplate is not laminated.

Figure E.44 Tubeplate to shell connections: accessible for welding on both sides of shell (see E.2.6.8)



--`,``,````,```,``,`,`,,`,,``,,`-`-`,,`,,`,`,,`---

- ~~ ~~

STD=BSI BS 5SOO-EN6L L977 lb2'4bb7 080V39b 73T m .'


"" "_" 7'

Weld sizes D = 0.7t min. b = 6mmmin. B = 30D min. L = t ~ 3 or 6 mm whichever is larger

a) Accessible for welding on both sides of shell

Figure E.& Tubeplate to shell connections

-" O BSI 1997 W53



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See E.2.5d0 and €2.5.12- t"

- Fillet weld may be ___ continuous or intermittent

y / / / / /

--II?-. I

\ \

Weld sizes

L=t/3butnotlessthan6mm

g=5mmmin.

b) Accessible for welding on outside of shell only detail is recommended for noncorrosive operating conditions only).

Figure E.46 Tubeplate to shell connections (continued)

Ex4 O BSI 1997 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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~~

~

S’rD=BSI BS 5500-ENGL 1777 W Lb2qbb7 080q3q8 502 D

Annex E h u e 1, January 1997 BS 5500 : 1W7

(D

v)

e,

3 Il

4 G

I < I

\ I ‘I I I I



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See E.2.5.8 60" min.

/ / "J

/. - -1

"""

See also (a )

""""_""C

b) Weld size. F = 0.7t min. If F exceeds 13 mm preference should be given to the alternative joint details above.

Figure E.46 Tubeplate to shell connections (continued)

E56 O BSI 1997 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


--`,``,````,```,``,`,`,,`,,``,,`-`-`,,`,,`,`,,`---

* in *

Weld sizes

91 } asin B2

F = 6 m m m i n .

a>

Figure E.47 Tubeplate to shell connections

Weld sizes L = TJ3 or 6 mm whichever is larger



--`,``,````,```,``,`,`,,`,,``,,`-`-`,,`,,`,`,,`---

* * v,

Issue 1, January 1997 BS 6600: 1993

Annex F An alternative design approach for compensation using the pressure area method NOTE. This method has extensive satisfactory use in European codes. The rules given are based on those contained in BS EN 286 modified slightly to align with proposals for the European unfired pressure vessel standard currently being developed.

F.1 Scope The use of this annex is limited to the compensation of openings which conform to the geometric limitations specified in F.3. F.2 Symbols Symbols used in this annex are as shown in figures E2 and E3 and are defined as follows (for any consistent set of units):

cross-sectional area of branch within the compensation limits, cross-sectional area of main body (shell or head) within the compensation limie, cross-sectional area of pad or compensation plate within the compensation limits; pressure loaded area (as shown in figures E2 and E3, calculated using internal dimensions); inside diameter of opening or branch; inside diameter of shell or straight flange of dished head, outside diameter of branch analysis thickness of branch maintained within the length&; analysis thickness of main body (shell or head) maintained within the length &,; analysis thickness of pad or compensation P-, nominal design stress of main body (shell or head); the lower of the nominal design stress of the branch andf; the lower of the nominal design stress of the pad or compensation plate andf; inside height of an ellipsoidal dished end; length of extemal branch considered as effective compensation measured from the outside surface of the main body (ignoring an additional compensation plate); length of internal branch considered as effective compensation, measured from the inside surface of the main body (ignoring an additional compensation plate);

length of main body considered as effective compensation, measured dong the material centre line from the edge of the opening without a branch or outside of the branch (or Pad), (see equation F.3));

Lp maximum length of pad or compensation plate considered to be effective as compensation, measured along the material centre line from the edge of the opening or outside of the branch

p design or calculation pressure; q, inside radius of spherical shell, hemispherical

head or spherical portion of brisphencal head; ?-h inside radius of main body (shell or head), as

specified in F.4.2; W angle (5 50 ") between the branch axis and a

linenormaltothemainbodywallinan oblique branch connection

F.3 Application The design method specified in F.6 only applies to cylindrical shells, spherical shells and dished ends having circular or elliptical openings, where the assumptions and conditions specified in E4 are satisfied F.4 Assumptions and conditions F.4.1 The geometry of the openings or branches and main shell shall fall within the following limits:

a) cylindrical shells, di I 1 (3 1)

b) spherical shells and dished ends, - 5 0.6 p.2)

c) the ratio of branch thickness to main body thickness shall conform to the limits of figure E l

4 2rh

F.4.2 The distance between openings, branches or pads, measured from the edge of the opening or outside of the branches and pads shall be not less than 2L,,,, where:

The values to be used for qm are: L, = d(2rim + h) (33)

a) for cylindrical shells

b) for spherical shells and hemispherical or torispherical ends

c) for semi-elliptical ends

rirn= D i / Z (34)

Plm = rfi CF51

'Gm - - Di + 0.02 Where the distance between openings is less than G, the requirements of F.6.9 shall apply. F.4.3 Openings and branches in dished heads shall be located in accordance with the limits illustrated in figure 3.58.

O BSI 1997 F/1 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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BS6M)o: 1997 h u e 1, January 1997 Annex F

F.4.4 Cylindrical shells, spherical shells and ends with openings shall be reinforced where necessary The reinforcement of the main body can be obtained by the following measures:

a) by an increased wall thickness of the main body compared with that of the shell without openings (see figures E2a and E2b); b) by set-on welded compensation plates (see figures E2c and E2d); c) by set-in welded pads (see figures F.2e and E2f); d) by set-on or set-in welded branches (see figures E2g and E2h); e) by combinations of the above mentioned measures (see figures E2i and Ea).

F.4.6 The reinforcement area of the main body with openings cannot be calculated directly but shall be assumed in the fmt instance. "hat assumption shall be verified by means of the method specified in F.6. The applied method is based on basic pressure thicknesses derived h m equation (3.1) for cylindrical shells and from equation (3.3) for spherical shells and spherical sections of dished ends respectively and leads to relationships between a pressure loaded areaAp and a stress loaded cross-sectional area which is the sum of A h , A@ and Afb (see figure E2). The calculation may need to be repeated using a corrected assumption of the reinforcement area F.4.6 Where necessary, sufficient reinforcement shall be provided in all planes through the axis of the opening or branch. F.4.7 In the case of elliptical openings, the ratio between the major and the minor axis shall not exceed 1.5. For design purposes, the diameter of elliptical openings in cylindrical shells shall be taken as the opening axis parallel to the longitudinal axis of the cylindeE For elliptical openings in spherical shells and dished ends the major axis shall be so taken. F.4.8 Expanded branches shall not be considered as reinforcement and shall be calculated in accordance with F.6.1. Set-on or set-in branches may be considered as reinforcement provided that the attachment weld dimensions conform to annex E. F.4.9 Reinforcement of openings by compensation plates is not limited by size. However, the effective width of such plates shall be calculated taking only the main shell thicknes, not the combined thickness. F5 Calculation methodology F.6.1 Fundamental criteria All openings shall satisfy the following general relationship:

P[Ap + 0-5 ( A h + Afb +A@)] sah +fpAfp +ftfi (E7) NOTE. Simple formulae for calculation of A,, Ah, A and A, for various geometries are given below the diagrams in &ures E2 and E3. These formulae are considered to give acceptable results within the accuracy of the method. However, if so desired, the designer may calculate more precise values based on the true geomety.

F.6.2 Reirlforcement bu increased wall thickness Where reinforcement is attained by an increased wall thickness of the main body, compared with that of the shell without openings, this wall thickness shall exist for no less than a distance Lm (see equation E3) measured from the edge of the opening, as shown in figures E2a and E2b.

F.6.3 Reirlforcement bg compensation plates Such plates shall:

a) have close contact with the main body; b) be of similar m&riaJ to the main body they are welded on to. No credit shall be taken for stronger material in calculahg compensation areas.

The width of compensation plates L p , considered as contributing to the reinforcement, shall not exceed L,,,: LpsL,

as shown in figures F.2c and E2d The value of ep used in the determination of A& in equation p.7) shall not exceed e, and the nominal thickness of the compensatjng plates shall not exceed 1.5 times the nominal thickness of the main body

ep 5 l.& (F.9)

F.6.4 Reirlforcement bu pads Only pads of the set-in welded type in accordance with figures E2e and E2f shall be used The width of the pads 4, considered as contributing to the reinforcement, shall not exceed L,,,.

The value of used in the determination of A@ in equation (F. 7 j shall not exceed twice e,,,.

Lp 5 L,,, (E 10)

eps2e,,, (E 11) F.6.6 ReirZforcernent bg branches Branch pipes shall meet the requirements of 3.6.4.7 and F.6.6, F.6.7 or F.6.8, as applicable.

F.6.6 Branch connections normal tö the vessel wall For branch connections normal to the vessel wall, the areas Ap, Afm, Am and Afp shall be determined in accordance with figures E2g and E21, where the lengths contributing to the reinforcement shall be not more than h, for the shell (see equation (F.3)), and

Lb = 4- (E 12) for the branch. The maximum value to be used in the calculation of the part extending inside, if any, in the case of set-through branches (see figures E2h, E2i and Ea) shall be

Lbi = 0.5Lb (E 13) The dimensions of the compensation plate to be used in the calculation shall be

epse , , , andLpsL, F. 14)

FE O BSI 1997 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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4 M 4

F.6.7 Oblfque branch connection in cylindrical shells

a) For branches on cylindrical shells lying in a plane perpendicular to the longitudinal axis of the shell and having an angle W , not exceeding 50" to the normal, the higher stres3 may occur in the lateral Section (figure E3a partial view I) or in the longitudinal section (fígure E3a partial view II). Quation (F.7) shall apply to both cases with the -Ap,Am, A andAtbasshownin ~ ~ E 3 a p ~ v i e ~ I a n d ~ , t o b e u s e d i n t h e calculation. In both cases, L+, shall be based on the diameter of the branch, (not the chord of the opening) using equation (F.12). b) Where branches on cylindrical shells lie in a radial plane and have an angle W, in the longitudinal direction, not exceeding 50" to the normal, as shown in figure F.3b, the reinforcement of the opening shall be calculated as for a n o d connection in accordance with F.6.6, except that the value of A, shall be based on the mdor axis of the resultant opening whereas Lb shall be based on the diameter of the branch (not the chord of the opening), using equation (J? 12).

F.6.8 Oblique branch connection in spherical shells or dished heads For branches in spherical shells, or dished heads, lying in a plane that contains the axis of the branch and the centre of the spherical shell, or dished head, having an angle W not exceeding 50", as shown in figure E*, the reinforcement of the opening shall be calculated as for a normal connection in accordance with F.6.6, except that the value of A, shall be based on the major axis of the resultant opening whereas Lb shall be based on the diameter of the branch (not the chord of the opening), using equation (F.12). E6.9 Upenin@s and branches less than ZL, apart The reinforcement of each opening or branch shall be checked individually in accordance with F.6.2 to F.6.8. In addition, the requirement of F.6.1 shall be satisfied for the pressure area between the centrelines of the ascent openings. The limits for material considered as contributing to the reinforcement shall be as for the individual openings except that no material may be considered as contributing to more than one opening or branch.

Max. -

t eb em

2mor 1.5

1 .o --;------"

0.0 L 0.0 0.3

L Figure El Maximum branch to body thickness ratio

Co BSI 1998 F/3 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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BS 6600: 1997 h e 1, Janua~y 1997 Annex F

I I I

A , = emLm a) Cylindrid shells with isolated openings

\ \ \I I J

A,= & b) Spherical shells and dished heads with isolated openings Reinforcement by increased wall thickness

Figure E2 Reinforcement of openings and branches



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Figure F.2 Reinforcement of openings and branches (continued)

O BSI 1997 FI5 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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BS 6600: 1997 Issue 1, January 1997 Annex F

A , = emLm

*fP = ePb

f )

Reinforcement by pads

Figure E2 Reinforcement of openings and branches (continued)

F/6 O ßS1 1997 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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* m *

~~ ~~~ ~ ~

STD.BS1 BS 5500-ENGL 1977 9 1b24bb9 0804357 515 M

Annex F Issue 1, January 1997 BS 6500: 1997

A, = emLm (set-in)

Afm = e, (L, + eb) (set-on)

-4% = (Lb + em) (set-in)

= e&b (set-on)

9)

A ,

A p = ~ ( L , + + ) + - ( L b + e , ) 4 2

A, = e&, A, = eb(Lb + e, + Lbi)

h) Reinforcement by branches


- O BSI 1997 FI7



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STD.BSI B S 5500-ENG? L777 m Lb211bb9 0809358 q5L H ~~~

BS 5600 : 1997 h e 2, May 1997 Annex F

A V

A P =JQ L +- 2) +-(Lb+e,) 2

Figure E2 Reinforcement of openings and branches (continued)

FB O BSI 1997 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


--`,``,````,```,``,`,`,,`,,``,,`-`-`,,`,,`,`,,`---

-

STDOBSI BS 5500-ENGL 1797 W lb2qbb7 0804357 378

Annex F h e 2, May 1997 BS 5500: 1997

A frn \

t

1 t

A, = eb (Lb + e,,, + Lbi)

J) Combined reinforcement


O BSI 1997 FI9 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


--`,``,````,```,``,`,`,,`,,``,,`-`-`,,`,,`,`,,`---

STD-BSI BS 550U-ENGL L777 W Lb211bb9 08043bU OUT m T

BS 6500: 1997 Issue 1, January 1997 Annex F

A

"

/ I A ,

Afm = %n4ll * A,, = e, (Lb + em). This formula shall be adjusted if weld joins branch of weaker material to the shell.

k) Extruded branch in a cylindrical shell.

A, = emLm = (em +

1) Intruded branch in a dished end Figure F.2 Reinforcement of openings and branches (continued)

I

~ FA0 O BSI 1997 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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* * Co

~ ~~

STDOBSI BS 5500-ENGL 1777 m Lb24bb9 08093bL T9b m Annex F Issue 1, January 1997 BS 5 6 0 0 : 1997

Detail Z ,x I

(set-in)

A , = e&.,, (set-on)

Partial view I

a) Cylindrical shell with a branch not radially arranged (off centre)

Figure F.3 Reinforcement of non-radial branches

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--`,``,````,```,``,`,`,,`,,``,,`-`-`,,`,,`,`,,`---

\

Section X-X

A , = %Lm (set-in)

A, = em (Lm + (set-on)

A , = et, (Lb + em> (set-in)

A, = e& (set-on)

Partial view II

a) Cylindrical shell with a branch not radially arranged (off centre)

Figure F.3 Reinforcement of non-radial branches (continued)

FA2 O BSI 1997 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


--`,``,````,```,``,`,`,,`,,``,,`-`-`,,`,,`,`,,`---

A, = en&,

A,= %(h+&) b) Cylindrical shell with a branch not radially arranged (oblique)


."

O BSI 1997 FA3 ~



--`,``,````,```,``,`,`,,`,,``,,`-`-`,,`,,`,`,,`---

. -

A,

c) Spherical shell with a branch not radially arranged


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Annex G Recommendations for methods of calculation of stresses from local loads, thermal gradients, etc. 6.1 General This annex, which has been updated in accordance with the recommendations in [22]34,, deals with methods of calculating &reses due to local attachments on pressure vessels in some common cases. The determination of stress intensities from calculated &reses and stress limits is covered in annexes A and B. Although it is impracticable in view of the many variables involved to provide charts for use in the design and analysis of pad reinforced nozzles, references to some work in this field, which has been published in a form consistent with the approach in this standard, have been included [33 to 3 5 1 . Although a simplified method for estimating transient thermal stresws at a pressure vessel nozzle is included, it is not considered practicable to provide design charts for more general use in estimating thermal &esses because of the large number of variables involved (see [a]). The designer will therefore have to treat each vessel on an individual basis, and consider the thermal &esses which arise , during both transient and steady state operation, accon"@ to the duty that the vessel has to perform. Where a comprehensive &ess analysis is not justified, the various components of thermal &res in the most highly stressed regions of the vessel can be considered separately. These are the &esses brought about by the following:

a) the local through thickness temperature m e n t ; b) the axisymmetrical component of the mid-wall temperature distribution throughout the structure; c) the non-symmetric component of the mid-wall temperature distribution; d) the variation in through thickness temperature gradlent throughout the structure.

The bending and membrane components of the local thermal stress, when added to the stresses at the same position due to local loads and the streses due to internal pressure, should SatLSfy the criteria of annex k Attention is also drawn to the recommendations given in annex C to avoid fatigue cracking. NOTE. If the loaded nozzle area or opening is less than 2 . 5 q e from another stress concentrating feature, stresses as calculated in accordance with annex G become unreliable and some other method of assessing the total stress, for example finite element stress analysis or proof test, is required.

6.2 Local loads on pressure vessel shells3@ 6.2.1 Geneml 6.2.1.1 Introduction This clause is concerned with the effect on the shell of a pressure vessel of local forces and moments which may come from supports, equipment supported h m the vessel, or from thrusts from pipework connected to branches. Limits on VesseVattachment geomem, without which the methods given may be unreliable, arealsostated.

Streses due to local loads and moments applied to cylindrical shells through attachments, including nod&) are dealt with in 6.2.2 and 6.2.3. The methods in 6.2.2 cover the detmmhation of &esses at the edge of the loaded areas (6.2.2.1), stresses away from the edge of the loaded area (6.2.2.2) and deflections in a cylindrical shell due to the application of radial load (6.2.2.3). Details are given in 6.2.3 of how to treat circumferential moments (6.2.3.1) and longitudinal moments (6.2.3.2) in order to determine the maxjmum &esses at the outer edge of the actual loaded area (6.2.3.3) and the rotation of the attachment due to the application of these moments (6.2.3.4) to a cylindrical shell. Stresses due to local loads and moments applied to spherical shells through attachments including nozzld6) are dealt with in 6.2.4 to 6.2.6. A method is given in 6.2.4 for calculating &reses and deflections due to radial loads (6.2.4.2) and stsesses and deflections and slopes due to an external moment (6.2.4.3) when applied to a spherical shell. 6.2.6 and 6.2.6 deal with the method of calculating &esses arising at a nozzldshell junction due to application of pressure, external load and extemal moment to a spherical shell. The method is based on the analysis given in [25]. Additional information based on [27] is supplied on the method of calculating shakedown conditions (6.2.6) and a shefiozzle junction due to any combination of pressure, external load and external moment. The application of the data to the treatment of thrusts due to thermal forces in pipework which may be connected to branches is discussed in 6.2.7 its application to the design of supports is treated in 6.3. The data are presented in the form of charts in terms of nondimensional functions of the variables so that any convenient system of consistent units may be used

34)The numbers in square brackets used throughout this annex relate to the bibliographical references given in G.5. 35)An abbreviated procedure has been derived [a]. 36)3.5.4 gives a basic design procedure for branches in both cylindrical and spherical vessels under pressure which requires reference to this annex in certain cases (see 3.6.4.3.1). The procedure specified in 3.6.4 for vessels and cylinders is based on considerations of shakedown under pressure loading as described in PD 6550 : Part 2 : 1989.

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BS 6600 : 1997 lsflle 2, Jan- 1999 Annex G

1 6.2.1.2 Notation For the purposes of 6.2.1 to 6.2.4 the following symbols apply.

is the half length of side of square loading area (in mm); is the half side of equivalent square loading area (in mm); is the correction factor for a cylindrical shell, longitudinal moment calculation; is the half length of rectangular loading area in longitudinal direction (in mm); is the half length of redangular loading area in circumferential direction (in mm); istheaxiallengthofloadingareaforan external longitudinal moment (see Sgure 6.22) (in mm); is the circumferential length of loading area for an extemal circumferential moment (see figure G.21) (in mm); is the distance from centre of applied load

is the modulus of elasticity (in N/mm2); is the resultant longitudinal stress (in N/mm2); is the remkant circumferential stress (in N/mm2); is the rotation of a fitting by an external moment (in radians); is the slope of a branch due to external moment; are constants; is the length of cylindrical part of shell (in mm); is the equivalent length of shell (in mm); is the external moment applied to branch or &ling (in Nmm); is the longitudinal or meridional bending moment per unit circumference

is the circumferential bending moment per

is the longitudinal membrane force per unit circumference (in N/mm); is the circumferential membrane force per unit length (in N h ) ; is the mean radius of cylinder or sphere

is the mean radius of branch (in mm); is the pasition in shell at which force, moment or deflection is requird,

to mid-length Of vessel (in mm);

(in N X N I I ~ I ~ ) ;

unit length (in N-mmhm);

(in mm);

t is the wall analysis thickness of shell

U defines the area over which the load is

W is the external load distributed over the

X is the longitudinal distance of a point in

(in mm);

distributed;

loading area (in N);

the vessel wall from the cen& of a loading area (in mm);

6 is the deflection of cylinder at load or at any point of a sphere (in mm);

61 is the deflection of cylinder or sphere at positions detailed in 6.2.3.4 and 6.2.4.3 (h mm);

e is the polar co-ordinate of point on a

v, is the cylindrical coordinate of a point in

C1 is the angle formed by the radius through

spherical vessel (in radians);

the vessel wall (in radians);

point A and the radius to the line load (see figure G. loa) (in radians).

6.2.2 Radial loads on cylindrical shells The methods in this clause are not considered applicable in cases where the length of the cylinder L is less than its radius r (see [M]). This applies either to an openended cylinder or a closed-ended cylinder where the stifhess is appreciably m d e d from the case considered. For offcentre attachments the distance from the end of the cylinder to the edge of the attachment should be not less than r4?. In addition the C@- ratio should not exceed that given in figure G.l, depending on the value of rlt for the vessel (see section k3.2 of [N]). This is because in thin shells the longitudinal axis is relatively flexible and k e to deform in relation to the transveme axis, cawing the latter to carry a disproportionate share of the load. The applicability of the methods to thick shellsisalsolimitedinspeciîïccasesbytherangeof rlt values against which data is given. For values of Cxlr > 0.26, the data should be used with caution ( see 2.3 of [22]). These restrictions apply only in relation to the method of analysis in this annex. They are not intended for practical cases where experimental or other evidence may support the validity of the design falling outside these restrictions. In cases where the applicabiility of the method given in this clause may be in doubt further data may be found in [30]. The rigidity of the attachment influences the way in which the local loading is transferred to the vessel. It has been found [45] that when the basic attachment thickness is the same as the vessel thickness, optimum vessel stresses occur. Factors to modifiy the stresse obtained from annex G are available [45] when other attachment rigidities are used.

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STD-BSI BS 5500-ENGL 1797 m Lb2‘4bb7 0804285 S T 9

Annex G h e 2, January 1999 BS 6Mw) : 1997

I It has been found [46] that when local loads are I applied to thin walled vessels, non-linear behaviour can I occur. For example, if the radial loading is applied in I an outward direction, as when ljfting a vessel, the I vesel dmplacements and stxsses are less than those I obtained h m a linear analysis treatment, as presented I in annex G. However, when the loading is in the I inward direction the displacements and stresses are I greater than those predicted by a linear approach. In I view of these facts the hatment given in annex G is I restricted to the geometries given in figure G.l. Using I the procedure given in (461 it is possible to modify the I stresses obtained using amex G, to cover the entire I range of geometries up to ( ~ + / r ) = 0.25 for all values I of (Th) up to 250.

6.2.2.1 ScresseS at the edge of the loaded area The maximum stresses are at the edge of the loaded area. F’igure G.2 shows a cylindrical vessel subjected to a radial load distributed over a centrd rectangular area 2cx x 2c+

The cylindrical shell wall of the vessel is assumed to be simply supported at the ends, which means that the radial deflections, the bending moments and the membrane forces in the shell wall are assumed to be zero there. Since the dresses and deflection due to the load are local and die out rapidly away h m the loaded area, this is equivalent to assuming that the loaded area is remote from the ends. 6.2.2.1.1 OflcenCre loading If the loaded area is a distance d from the centze of the length of a vessel of length L, the deflections, bending moments and membmne forces may be assumed to be equal to those in a vessel of length Le loaded at its mid-length. Le is called the equivalent length and can be found h m :

4d2 L,=L-- L Figure G.3 shows a cylindrical shell loaded in this way and Sgure G.4 gives a graph of LJL against d L which CanbeusedtofindL,.

!

æ

‘P c 3 U W U O

a O

L

c N

0.25

0.20

0.15

0.10

0.05

I

Figure G.l Restriction on vesseYattachment geometry (see 6.2.2 and 6.2.3)

100 200 r=” t

r 300

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~-

STD=BSI BS 5500-ENGL L777 W lb24bb7 080428b 435 m BS 6600 : 1997 Issue 1, January 1997 Anna G

L12 +"x L12

W

I

-'a Figure 6.2 Vessel with central radial load

L12 r L12

Figure 6.3 Vessel with radial load out of centre

I

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1.0

0.75

0.5 4 \

4 al

0.25

O o. 1 0.2 0.3 O .4

d / L Figure 6.4 Graph for finding equivalent length L,

The numerical factor 64 is a scale factor without theoretical sigruficance and the value of the expression can be found by calculation or from figure G.5 when r, t and C, are known. The moments and membrane forces are found by interpolation from the graphs of figures G.6, G.7, G.8, G.9.

6.2.2.1.2 Determination of stresses The resultant longitudinal stress in the shell is given by:

The resultant circumferential stress is given by:

f + = + k + N 6M

N, and N+ are positive for tensile membrane stresses. Mx and M+ are positive when they cause compression at the outer surface of the shell. These quantities depend on the ratios:

actual or equivalent length - L

circumferential length of loaded area axial length of loaded area 2CX

axial length of load - 2CX -

and - -

For a radial or a circular area of radius r,, C+ and C, should be taken as 0.85r,. For an oblique nozzle or elliptical area C+ and C, should be taken as 0.42 X the major and minor axis of the intersection of the shell or area as appropriate. Non-dimensional functions of each can be expressed in terms of the non-dimensional group:

Each of the four graphs in each set is for a given value of the ratio 2C,lL and has curves for four values of the raki0

The circumferential moment M+ is found from figure G.6. The longitudinal moment M, is found from figure G.7. The circumferential membrane force N+ is found from figure G.8. The longitudinal membrane force N, is found from figure G.9. A moment is considered as positive if it causes compression at the outside of the vessel. A membrane force is considered as positive if it causes tension in the vessel wall. 6.2.2.1.3 Enect of internal and e.xtm"d pressure A conservative result is obtained for total stresses if the stresses due to the pressure are simply added to those due to local radial loads calculated in this clause. This method cannot be used for vessels under external pressure because the deflection due to the radial load always increases the out-of-roundness of the shell. For the same reason it should not be applied to a cylindrical shell subject to an axial compressive load as well as a radial load. In these cases the deflection due to the radial load should be found as in 6.2.2.3 and the effect thereof assessed in relation to shape requirements specified in 3.6 for such vessels. Annex M is intended for use with deflections due to shape imperfections and may not always be conservative with estimated deflections due to local loads

- O BSI 1997 GI5



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STDmBSI BS 5500-ENGL L997 m LbZQbb9 0804288 208 m BS 5500 : 1997 Issue 1, January 1997 Annex G

64

C, / r

Figure G.6 Chart for finding 64

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-~ ~

STD-BSI BS 5500-ENGL L997 Lb211bb9 08011289 1114

Annex G h e 1, January 1997 BS6500 : 1997

0.4

0.3

k \

S 0.2

0.1

O I

0.4 1 10 1 O0 1000

64L t ($)'

0.4

O. 3

P \

d

0.2

0.1

o m I I I l H l t l 1 ' I f M i ' 1- Y

0.4 1 10 100 1000

6 4 - r t (.>' O. 3

1 ".

S

o. 2

0.1

O 0.4 1 10 1 O0 1000 0.4 1 10 1 O0 1 O00

64L t (-$)' NOTE. 64 - - is found from figure G.5.

Figure G.6 Cylindrical shells with radial load circumferential moment per millimetre width (see 6.2.2)

r t r oz

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BS 5500 : 1997 Issue 1, January 1997 Annex G

0.3

zx

o. 2

0.1

O

O. 3

k

z 'X

0.4 1 10 1 O0 1000

0.2

0.1

O

O. 3

1 \

zx

0.2

0.1

O 0.4 1 10 100 1000

0.3

0.4 1 10 100 1000 ö.4 1 10 100 1000

6 6 t (+)' 6 4 L t (+J NOTE. 64 - - is found from figure G.5. '(".J t r Figure 6.7 Cylindrical shells with radial load longitudinal moment per millimetre width (see 6.2.2)

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-0.3

k 1 Zn

- 0.2

- 0.1

0.4 1 10 100 1000

6 4 ; (+)'

- 0.3

1 4 \

=S=

- 0.2

- 0.1

O 0.4 1 10 1 O0 1000

6 4 : f ($)'

- 0.3 1 : i

-0.2

- 0.1

o ' ' I"I' ' ' ' """ ' ' ' ' ""' ' ' ' 'I1- ' - 0.4 1 10 100 1000

64L t ($-)'

- 0.3

1 : i - 0.2

- 0.1

O 0.4 1 10 100 1000

64r t ($y NOTE. 64 - - is found from figure G.5.

Figure 6.8 Cylindrical shells with radial load circumferential membrane force per millimetre width (see 6.2.2)

t r (".P

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-0.2

,-0.15

2" \ c

- 0.1

- 0.05

o 0.4 1

-0.15

& - 0.1 1 T -0.05

o

10 100 1000

6 4 r f (+y

c/cx 2 C x / L = 0.2

ì i 4 1 10 100 1000

6 4 i t (%)'

-0

1- : T -0.

0.4 1 10 1 O0 1000

6 4 I t (+y

.15 c/cx 2 C x / L =0.4

0.1

.O 5

o 0.4 1 10 100 1000

64' t (+)*

is found from figure G.5.

Figure G.9 Cylindrical shells with radial load longitudinal membrane force per millimetre width (see 6.2.2)



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~~ ~- ~~

STD.BSI BS 5500-ENGL L 9 9 7 m Lb211bb9 08011293 b75 D

Annex G Issue 1, January 1997 BS 5M)o : 1997

6.2.2.2 Stresses away from the edge of the loaded area Although the maximum stresses occur at the edge of the load, it is nece- to find those at other positions when the effect of one load at the position of another is required This happens:

a) when longitudinal or circumferential moments are resolved as in 6.2.3; b) when loads are applied close together, e.g. if a bracket is fixed close to a branch.

In general the effect of one load at the position of another can be disregarded when the distance between the centses of the loaded areas is greater than KlC+ for loads separated circumferentially or KzC, for loads separated axially, where KI and Kz are found from table G.l and C+ and C, are for the greater load.

l'able 6.1 Values of KI and 4

.~

0.4

10

200

3200

0.01 0.05 o. 2 0.4 0.01 0.05 0.2 0.4

All values

8 6 3 1.5 3 2.5 1.5 1.5

Newble

Negligible

1 K2

8 8 4 2 8 8 3 2 5 4 2.5 1.75 2.5

NOTE. The value of the nondimensional fador 64

found from firmre G.5.

1 1

6.2.2.2.1 Variation of stress round the circumference No exact analytical treatment of the variaton of stress round the circumference away from the edge of the loaded area is available. The following treatment is an approxjmation sufficiently accurate for practical purposes. For an experimental verification of it see [ 171.

Consider a radial line load of length ZC,, applied at the mid-length of a thin cylinder as shown in figure G.lOa The maximum stresses due to this load at points away from it are on the circumference passing through its mid-length as A in the figure. The radius through A makes an angle 91 with the line of the load. The moments and membrane forces at A, M+, M,, N+, N,, can be found from the graphs of figures G.lO, G. l l , G.12 and G.13 in which the functions M f l M x m N + W and N,t/W are plotted against the non-dimensional group cplr/Cr The diagram showing the load and its geomehy, as figure G.lOa, is repeated on each chart for convenience. Line loads are, of course, unusual in practice, and loads distributed over an area having an appreciable circumferential width ZC+ are treated as follows.

a) Find the value of the function M f l M,m N + W or N,tIwat the edge of the load for the known values of C&, and 2Cx/L from the graphs in figures G.6, G.7, G.8 and G.9. b) Enter the corresponding graph in figure G.lO, G.11, G.12, or G.13 at this value. The intercept on the curve for 2Cx/L gives a value of 91r/Cx = Z, e.g. if 64(r/t)(Cx/ry = 10, 2C,/L = 0.01 and CdCX = 1. Figure G.6 gives M@V = O. 185. Entering figure G. 10 at MdW = O. 185 gives Z = 0.55 for 2Cx/L = 0.01 as indicated by the dotted lines in the left-hand graph of figure G.10. c) The value of M+/W at A is then found by substituting (qqr/CX + Z - C+/C.J for the actual value of qqr/C, in the Same graph.

The other quantities Mxm N+t/u: NxdW can be found in the same way. This method is used in order to avoid the use of a separate set of four charts for each value of C+/Cx considered Diagrams for circumferential bending moments and forces are printed up the page to dkhgubh them from those for longitudinal moments and forces which are printed across the page. When the centre of the load is away from the mid-length of the cylinder, the equivalent length Le, found as in 6.2.2.1, should be substituted for L in all cases. For variation of stress along the cylinder due to radial loading see 6.2.2.2.2.

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BS 5500 : 1997 M e 1, January 1997 Annex G

O

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Longitudinal moment per unit circumference at A =M,

+ 0.2

+0.15

+ 0 , 0 5 1 1 1 For these values o f 64 (+)' [ m l

+O.

0.4

0.35

0.3

0.25

&0.2 \

€x

0.15

0.1

0.05

O O 2 4 6 8 10 12

O

- 0.05 O 1 2 3 4 5 6

NOTE. These charts apply in any consistent system of units.

Figure G.11 Longitudinal moment from radial line load variation round circumference (see 6.2.2.2.1)



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BS 5500 : 1997 Issue 3, September 1997 Annex G

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STD.BS1 BS 5500-ENGL 1997 m 1bZqbb9 080q297 210 W

Annex G Issue 1, January 1997 BS 6500 : 1997

O 2 4 6 8 10 12 O 2 4 6 c c 8 10 W m

- 0.1

- 0.05

3 1 i

. "."d

O 0.5 1 1.5 2 2.5 3 3.5 4

O 1 2 3 4 5 6 7 8 NOTE. These charts apply in any consistent system of units.

Figure 6.13 Longitudinal membrane force from radial line load variation round circumference (see 6.2.2.2.1)

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STD-BSI BS 5511-ENGL L997 m L b 2 q b b l OAOV298 157 m ! BS 6600 : 1997 h e 2, January 1999 Annex G

6.2.2.2.2 k r h t i o n of stress along the cylinder Consider a radial line load, U: distributed over a length 2C, as shown in figure G.14a. Values of M+, M,, N+, and N, at A can be found from the graphs of figures 6.14, G.15, G. 16 and G.17 in which the functions M& M n N+t/Wand N,t/Ware plotted against x/Cx for given values of 64 (rlt)(C,lr? and

The resultant stnsses in the shell atA are given by 2C,/L.

longitudinal Stres3, f, = N y f M x

The values for x/Cx less than 1.0, for which no curves are plotted, fall within the loaded lengths, and the curves should not be extended into this region. The values for x/Cx = 1 correspond to the maximum stmses found h m figures G.6, G.7, G.8, and G.9 for

The diagram showing the load and its geometty as ligure G.14a has been repeated on each chart for convenience. Diagmms for circumferential bending moments and forces am pMted up the page to distinguish them from those for longitudinal moments and forces which are printed across the page. For a load distributed over an area 2Cx X X + , the moments and membrane forces at any value of x/Cx are reduced in the same ratio as the corresponding values at the edge of the load found from figures G.6, G.7, G.8 and G.9, ie. in the ratio:

CdCX = o.

value for actual CdC, value for CdC, = O

Example. I Avessel is 2.5m diameter X 6m long X 12mm thick ~ AradialloadWisappliedtoanarea300mmsquareat

the mid-length of the shell. Find the circumferential moment at a position 600 mm from the centre of the loaded area measured along the axis of the vessel.

C+=Cx=15omm;r=125omm;r/t=104; Cx/r = 0.12; 2Cx/L = 0.05; x/Cx = 4

For a line load, interpolating in figure G.14

h m figure G.6 at the ends of a line load when M@ = 0.054 at x/C, = 4

C4Cx = O, 64(r/t)(Cx/r~ = 90, and 2Cx/L = 0.05, M g = 0.153 and when C&!, = 1.0, M g = 0.072

:. when the load is distributed over an area 300 mm square

M @ a t x = O . W X - - - 0.025

:. the circumferential moment at x = 0.025W

6.2.2.3 &&tions of cylindrical shells due to mdial loads The deflections of a cylindrical shell due to local load are required for:

a) finding the movement of a vessel shell due to the thrust of a pipe connected to it; b) finding the rotaiion of a branch due to a moment applied by a pipe connected to it. (See 6.2.3.)

The deflection of the shell due to radial load is a function of the non-dimensional parametem rlt, GEr%V and Ur which is given by the full lines in the charts as follows:

figure G.18a for d u e s of rlt between 15 and 40; figure G.18b for values of rlt between 40 and 100; figure G.19 for values of rlt greater than 100.

In the case of a cylindrical shell, the deflections calculated are those at the centre of the attachment. The method does not calculate deflections at any other position. For a centml load, L is the actual length of the vesseL For a load out of centre, L is the equivalent length L, found as in 6.2.2.1. For a point load, the figures are used to determine the I value of GEr%V by entering the appropriate value of Ur I in the top right hand corner extensions to the figures I and then moving across the graph to the left until the I C/r = O ordinate, designated 'point load', is reached; I thereafter follow the sloping full lines to meet the I vertid line for the appropriate value of r/t, then move I horizontally to read the value of GErM I For a load distributed over a square of side 2C, the value of GErIWis given by a line joining the intersections of the Ur and Clr lines in the top right-hand and bottom left-hand extensions of each diagram as shown by the dotted line and example on figure G. 19. The deflection due to a load distributed over a circular area of radius r, is approximately the same as that for a square of side 1.7r,,. The deflection due to a load distributed over a rectangular area 2Cx X 2C+ is approximately the same as that for an equivalent square of side 2C1 where C1 is obtained as follows:

C1 = m when C, > C+ G.1) C1 = (C+)0.93 X when C+ > C, ( G a (or from figure G.20)

Equation (G.l) applies to a rectangular area in which the long axis is parallel to the axis of the cylinder. Equation (G.2) applies to a rectangular a r a in which the long axis is circumferential.



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~ ~~ -

STD-ËSI BS 5500-ENGL L997 M Lb24bb9 0804299 O93


.- Lub u n

(o

u)

m

4

m

N

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O O 2 o M/#&

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BS 6500 : 1997 b u e 1, Janua~y 1997 Annex G

0.0 5

0.0 4

>0.03

xx \

0.02

0.01

O O 1 2 3 4 5 6

I NOTE. These charts apply in any consistent system of units.

Longitudinal moment per unit circumference at A = M,

0.025

0.02

0.015

xx ? 0.0 1

0.005

O O 1 2 3 4 5

Figure G.16 Longitudinal moment due to a radial line load variation along cylinder (see 6.2.2.2.2)



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I al

O BSI 1997 GI19

~~~



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L

W -

W [X

t

-I--- Longitudinal membrane force A

. I per unit circumference atA=N, I

Load

-0.20

-0.175

- 0.1 5

-0.125 B 4

$-O.l

- 0.07 5

-0.05

- 0.02 5

O O 2 4 6 8 10 O 1 2 3 G 5 6

NOTE. These charts apply in any consistent system of units. Figure 6.17 Longitudinal membrane force due to a radial line load variation along cylinder (see 6.2.2.2.2)

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~ ~~ ~~

STDOBSI BS 5500-ENGL L797 Lb24bb7 0804303 344 m Annex G lssue 2, January 1999 BS 5500 : 1997

4 \ c

O BSI 1998 t GE1 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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BS 6M)o : 1997 h e 2, January 1999 Annex G

60 30 20 15 10 8 6 S 4 3

38 3 1g

20 15

J

6 5 4 -

W

1 / 2 4

3-1"" o P 100 110 120 130 160150 180 200 220 240260280300 4 o II Il -. -I c r / t 5 s LI O a

h m p k . Ffnd G E r / W for Ur = 6, Clr = 'A, rlt = 180. Enter Llr = 5 at both sides of chart, move horizontally to Clr = 'A. Join intersection points. Enter rlt at 180, move vertically to intersection line, then move horizontally and read GEr/W = 55 000. NOTE 1. For values of r/¿ less than 100 see figure G.18.

NOTE 2. Values of 6 are exclusive of the deflection of the whole shell as a beam.

Figure G.19 Maximum radial deflection of a cylindrical shell subjected to a radial load W for rlt between 100 and 300

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1.0

0.8

0.6

O. 5

O. 4 LI- L- 0.3 \

0.25

0.2

0.15

0.1 0.04 0.06 0.08 0.1 0.15 0.2 0.3 0.4 0.6 0.8 1.0

C,/[, a) When C, is less than C,

10.0

8.0

6.0 5.0

i 4.0 \

G 3.0 2.5 :::;i 1 .o

1.0 2.0 3.0 4.0 6.0 8.0 10.0

c, /c, b) When C+ is greater than C,

Figure 6.20 Graphs for finding the square 2Cl X 2C1 equivalent to a rectangular loading area 2Cx X 2C+

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BS 6500 : 1997 hue 1, January 1997 Annex G

6.2.3 External moments applied to cylindrical shells External moments can be applied to the shell of a vessel by a load on a bracket or by the reaction at a bracket support. For design purposes external moments are considered as described in 6.2.3.1 to 6.2.3.4. The results are not considered applicable in cases where the length of the cylinder, L, is less than its radius r (see [30]). For offcentre attachments the distance from the end of the cylinder to the edge of the attachment should be not less than rlz. In addition, the ratios C&r (6.2.3.1) and C& (6.2.3.2) should not exceed those given in figure G.l, depending on the value of r/t for the vessels. For corresponding values of Cx/r and CzEr > 0.25 the data should be used with caution (see [22]). These restrictions apply only in relation to the method of analysis in this annex. They are not intended for practical cases where experimental or other evidence may support the validity of the design f a h g outside these reslxictions. In cases where the applicability of the method given in this clause may be in doubt further data may be found

6.2.3.1 Circumferential moments A circumferential moment applied to a rectangular area CO X 2Cx (see figure G.21) is resolved into two opposed loads:

in 1301.

f W = acting on rectangles of sides 2C+ X 2C,, CO

where C+ = -, which are separated by a distance of

- between centses.

For a round branch Ce = 1.7r0 = 2Cx 6.2.3.2 Longitudind moments Similarly, a longitudinal moment, applied to an area 2C+ x C, ( see figure G.22) is resolved into two opposed loads:

ce 6

2Ce 3

W = E acting on rectangles of sides 2C+ X 2Cx, CZ

where C, = 5, which are separated by a distance of 6

between cenbes. 3 For a round branch C, = 1.7r0 = 2C+ 6.2.3.3 Maximum stresses The maximum stsesses due to the moment occur at the outer edges of the actual loaded area The circumfen.?ntial and longitudinal moments and membrane forces are given by

M+ = M+l - M+2

N+ = N41 - 4 2

Mx = Mxl -Md

N, = Nxl - N d

The quantities with subscript 1 are equal to those for a load W distributed over an area of 2C+ X 2C, and are found from figures G.6, G.7, G.8 and G.9. Quantities with a subscript 2 are equal to those due to a similar load at a distance x = 5Cx from the centre of the loaded area for a longitudinal moment or at an angle of pl = 5Cdr from the radius through the centre of the loaded area for a circumferential moment. These can be neglected if the value of K2, from table G.1, corresponding to the value of 2Cx/L for a longitudinal moment, or that of KI corresponding to the value of 2Cx/L for a circumferential moment, is less than 5.0. otherwise they are found as follows.

a) For a longitudinal moment 1) W e x/Cx = 5.0 and obtain values for a radial line load from figures G.14, G.15, and G.16. It may be necessary to use different values of L, (see 6.2.2.1) for the two resolved loads if the moment is distributed over an area which is not small compared with its distance from the nearer end of the vessel. 2) Correct these values for a total circumferential width equal to 2C+ as in the example in 6.2.2.2.2.

1) Find the values at the edge of the loading area 2C+ X 2Cx from figuresG.6, G.7, G.8 andG.9. 2) Enter the correspondmg graph in figure G.10, G.ll, G.12 or G.13 at this value. The intercept on the curve for 2CJL gives a value of

b) For a Circumferential moment

- plr = z C, 3) The values for quantities with subscript 2 are then given by the ordinate for = + Z from

the same graph. c, c,

6.2.3.4 Rotatha due to exterrd moments It is sometimes required to find the rotation of a branch or bracket due to a moment applied to it. This is given approximately by

i = - for a circumferential moment or

i = - for a longitudinal moment

3 1 c, 3 1 CZ

where 61 is the deflection produced by one of the

equivalent loads W = - or = -

of 2C+ X 2Cx as defined in figure G.21 or G.22;61 is found from figures G.18 and G.19.

1.5M 1.5M acting on an area CO CZ



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* * rn

Example. A vessel is 2.5 m diameter X 4 m long X

Find the maximum stress due to a longitudinal moment of 1.13 X lo6 N.mm applied to a branch 350 mm diameter at the mid-length, and the slope of the branch.

12 mm thick; E = 1.86 x 105 ~/mm2.

C+=-=OO.85X175=15Omm c z 2

W=&'=* 1 5 M 1.5 X 1.13 X lo6 = 5650N cz 2 X 150

Watts on an area 2C+ X 2Cx, where C, = - % = 50mm 6

2Cx 2 X 50 L - 4000 " " - 0.025

From figure G.5, 64 7 = 10.

The direct effect of each load W is found by int,erpohtmg for CdCX = 3.0 in the charts of figures G.6, G.7, G.8 and G.9 for 2CxlL = 0.025 which gives: M+1"Y= 0.09, MxlM.T = 0.076; N+lt/W = -0.155; Nxlt/W= -0.14

The effect of one load at the outer edge of the other is found by interpolating for 64(rlt) (Cx/r)2 = 10, xIC, = 5.0 and 2Cx/L = 0.025 in the charts of figures G.14, G.15, G.16 and G. 17 for a radial line load, and multiplying the results by a correction factor for the circumferential width of the load as in 6.2.2.2.2. The d u e s interpolated from figures G.14 to G.17 denoted by subscript 3, are:

M+YW = 0.065, M x f l = 0.012; N + 3 W = + 0.025; Nx3tjW = - 0.085.

Correction factor = value for C,lC, = 3 value for C,+,lC,. = O

O. 16 G.7 W - 0.475 "

NN&

N A t

-0.155 G.8 -0.18

" -0.14 G.9 -0.17 W

" - 0.861 -0.18

W - 0.824 -0.17

Hence

!!& = +0.065 X 0.353 = 0.023

Nd = +0.025 X 0.861 = 0.0215

W

W

!?% = +0.012 X 0.475 = 0.005 W

" - -0.085 X 0.824 = -0.070 W

W (9 - %) = 5650 (0.09 - 0.023)

5650 X 0.067 = 379 N.mm/mm

= 5650(0.076 - 0.0057)

5650 X 0.0703 = 3% N.mm/mm

= F (-0.155 - 0.0215)

470 X (-0.1765) = -83 N/mm

= - (-0.14 + 0.07) 12

470 X -0.07 = -33 NmUn

Maximum Circumferential and longitudinal stresws can then be determined in accordance with 6.2.2.1.2. These will appear as both compressive and tensile stresses depending on which edge of the loaded area is being considered.

Circumferential stress = 9 -$ N 6 M

= -6.92 * 15.8 (Wpositive) :. Maximum circumferential stress = f 22.72 Nlmm2

Longitudinal Nx * 6M, stress

= - t t z

= -2.75 * 16.5 (W positive)

:. Maximum longitudinal stress = f 19.25 Nhnm2 Slope due to moment. For this area CdCX = 3, and from figure G.20b the half side of the equivalent square

In figure G.18b C1 = 2.8Cx = 140 mm.

ClIr = 0.112; Llr = 3.2; rlt = 100;

whence GErW = 17 O00

.'.G1 = 1.7 X 104 X 5650 = o.414 1.86 X lo5 X1250

and from 6.2.3.4, the . 361 slope a = - c,

3 X 0.414 - - 300 = 0.004 14 radian^



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C, I

Figure 6.21 Circumferential moment Figure 6.22 Longitudinal moment



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Suggested working form G1 I Load case: Clause 6.2.3 Circumferential moment on cylindrical shell

Sign convention: N,, N+ are tensile when +ve Mx, M+ cause compression in the outer surface when +ve with M, +ve in the direction shown; fx andf+ are tensile when +ve

Shell mean radius r =

c, = 0.mo = r, = P d C+ = 1.7r0 = Nozzle mean radius For nozzle or circular

Shell length L-= Shell thickness t = Offset from centre Moment M, = lined=

(see

* ’ note I I

For rectangular pad Ce = circumferential length = C, = M ( d length) =

W v = r t - ”

c,=-= ce 6

4ct2 & = L - ” = L

c;, - r ”

From table G.l, KI =

From figure G.6 From figure G.7 I From figure G.8 with 3 CX

as above z =

From figure G.9 p d = W -

- Nxlt ” w - W

-

From figure G. 11 I From figure G. 12 From figure G.10 Plr - c, - -

+ + z = 4c

with From figure G.10 From figure G.11 I From figure G.12 From figur6C.13

W E!& w -

- Nx2t ” w - :=(cx s + z )

O BSI 1997

~~



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STD.BS1 BS 5500-ENGL 1977 m Zb2rlbb7 Ü80rl310 584

BS 5600 : 1997 h u e 1, January 1997 Annex G

Suggested working form G1 (continued) Clause 6.2.3 Circumferential moment on cylindrical shell Longitudinal stress atL

Circumferential sh'ess & D

For C, > Ch

For Ch C,

N x + (inside) 6M, - G H = (inside) fx = T - (outside) 7 - (outside) (see note 2)

'4 = t -(outside) 3 = & + (inside) 6M E ' F = (inside)

(outside) (see note 2) From figure G.20a " Cl c,

- E =

From figure G.20a " Cl c, - E =

c, = " Cl r

Le " r

c, = " Cl

L . =

-

-

- r

r in figure G.24.

F'rom figure G.18 or figure G. 19 61Er " w -

Rom figure G.18 or figure G. 19 &Er

W " -

~

61 =

NOTE 2. 'lb ensure correct summation in suggested working form G3, example A, letters have been inserted here for the stress components and their signs.



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Suggested working form G2 Clause 6.2.3 Longitudinal moment on cylindrical shell

Sign convention: N,, N,+, are tensile when +ve

I Load case:

Mx, M+ cause compression in the outer surface when +ve with ML +ve in the direction shown; fx and f+ are tensile when +ve

Shell mean radius r = Shell thickness t = Shell length L = Offset from centre Moment ML = l ined=

For n o d e or circular Nozzle mean radius C, = 0.85r, = I I For n o d e or circular Nozzle mean radius C, = 0.85r, = P a d r,, = C, = 1.7 r, =

For rectangular pad C, = H (circumferential length) = C, = (axial length) =

11 C, = 1.7 r, =

r t - "

W p =

2Cz/3

1 From table G.1, K2 =

with S42 CX

as above

From figure G.6 !!h= W

From figure G.7 5- w -

withA=O C c,

From figure G.6 From figure G.8 I Rom figure G.9 From figure G.7

I From figure G.16 1 From figure G.17

Correction factor Cf =

Wlth "=5 X

CX

From figure G.14 From figure G.15 p - - w -



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STD-BSI BS 5500-ENGL L997 m 3b24bb9 0804332 357 D

BS 5600 : 1997 Issue 2, September 1997 Annex G

Suggested working form 6 2 (continued) Clause 6.2.3 Longitudinal moment on cylindrical shell Longitudinal stress at 1

Circumferential stress & A

For C, > C+

For C+ > C,

f x = T - (outside) 12 - N x + (inside) - k L = (inside)

(outside) (see note 2)

& = t (outside) 9 = NJ k (inside) 6M I J = (inside)

(outside) (see note 2) From figure G.20a 61 = From figure G.18 or C1 =

" Cl -

w - 5- E =

O = ' = c, " 61Er r c, 36 figure G. 19

" Cl -

r -

From figure G.20a 61 = From figure G.18 or C1 =

" Cl -

W Le= E = c, - r C X 361 figure G. 19

" Cl - 61Er O="= "

r I l I

NOTE 1. Position A corresponds to quadrants QI and Q4 in figure G.24. NOTE 2. To ensure correct summation in suggested working form G3, example A, letters have been inserted here for the stress components and their signs.

6.2.3.6 Summation of maximum stresses due to local loads on a cylindrical sheu 6.2.3.6.1 General Although the exact location of the stresses calculated in 6.2.3.1 to 6.2.3.4 is not hown the stresses may be considered to lie within the 180" sectors shown in figure G.23. The sign of the stress in one sector is known to be reversed in the opposite sector. By dividing the loaded area into quadrants and summingthemaximumstressesineachquadrant,a maxjmum combined stress is obtained The method for this is shown in suggested working form G3. The streses due to pressure are combined with those due to the local loads. The combined stresses and stress intensities are asessed against the allowable values specified in A.3.3. The stress components should be inserted i n t ~ the table according to the correct convention. To define this convention, each stxess calculated in suggested working forms G1 and G2, includmg its algebraic sign, has been assigned a letter. These numbers should be entered into suggested w o r m form G3, example A, in accordance with the convention shown. NOTE 1. The signs of FR, F,-, ML, Mc and MT are positive when they act in the direction shown in figure G.24. NOTE 2. N, and N+ are positive for tensile membrane stresses and M, and M+ are positive when they cause compressive stresses on the outer surface of the shell. Stresses f, andf+ are positive when tensile and negative when compressive. This is in accordance with 6.2.2.1.2. NOTE 3. The letters A to D apply to the stresses resulting from a radial load FR. When FR is positive, A and C represent positive numbers in quadrant QI on the inside and B and D represent negative numbers in quadrant QI on the inside.

NOTE 4. Absolute values of shear stress are used in the table. This is because the actual shear stress pattern is complex and because the formulae for shear stress due to shear force are approximate. NOTE 5. At the nozzle 0.d. where a compensation pad is fitted, or at the edge of a load on an attachment or support, distribute N+,, M+, N, and M, as in 6.3.1.6. For a nozzle with a pad, an additional hoop moment is to be added to M+ as in 6.2.7. NOTE 6. In the calculation of total stress intensity (lines 27 to 29 and 32 to 34 of the table) the pressure term has been omitted for simplicity.

Stress of one sign Stress of opposite sign

Stress o i opposite sign

Longitudinal moment

- Stress of one sign

Circumferential moment

Figure 6.23 Sector stresses

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~ -~

STD.BSI BS 5500-ENGL L997 Lb29bbS 0809313 293

Annex G Issue 2, November 1999 BS 6600 : 1997

I Figure 6.24 Notation for external loads at a nozzle or attachment on a cylindrical shell

6.2.3.6.2 Stress formulae Pressure stress formulae.

a) At nozzle 0.d.

Using figures 3.59, 3.510 or 3.511 with e,b and e, in place of %b and %, obtain a value for %&pS.

Use this value in the following expression fp = (2 .25/1.1) (Ce~~s)(e~

NOTE 1. The formula may be used for both the longitudinal and circumferential directions. NOTE 2. I t is permitted to calculate the pressure stress intensity at the 0.d. of a nozzle/sphere junction using a similar approach to that for a cylindrical shell. Cea&,, can be obtained from figure 3.5-10 andf calculated from (2 .25 /1 .1 ) (ce , , / e~ )~~ /~~~) .

b) In the shell plus pad at the edge of a loaded area. 1) Circumferentially

2) Longitudinally f p = PDneat I

f p = PDlkat I c) In the shell at the edge of pad, attachment or support.

1) Circumferentially PD

fp = 2e,, 2) Longitudinally

PD fP = 4e,, where

easp = shell plate analysis thickness; eaP = pad analysis thichess; eat = easp + eap; e& is as defined in 3.6.4.1;

is as defined in 3.6.4.1.

I

O BSI 09-1999 ~.



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BS 6600 : 1997 h u e 1, January 1997 Annex G

Suggested working form G3

thickness') loads on a cylindrical shell Shell + pad Shear force FC maximum &reses due to '*cal Shell thickness/ Radial load F R Clause 6.2.3.5 Summation of

Nozzle o.d./pad o.d/ loaded area Load case: dimensionsl)

Shear force FL

Design stsess v) Circumferential Design pressure "sion moment MT Shell i.d.

moment MC Longitudinal Yield stress moment MI.

Circumferential stresses

Membrane component (Nd t ) due to:

Quadrant Surface -

1

Pressure (fp from 6.2.3.6.2) 5 Sub-total due to local loads 4 Longitudinal moment 3 Circumferential moment 2 Radialload

6 Sub-total V+,,,)

7 Radialload 8

Longitudinal moment 9 Circumferential moment

11 Total circumferential stress (fm)

Bending component (W+/t?) due to:

10 Subtotal (f+b)

Longitudinal stresses Membrane component (N&) due to:

12

Sub-total due to local loads 15 Longitudinal moment 14 Circumferential moment 13 Radial load

Sub-total (f,) 17 Pressure (fp from 6.2.3.6.2) 16

18 Radial load 19 Circumferential moment 20 Longitudinal moment

22 Total longitudinal stress (fx)

23 Torsion moment 24 Circumferential shear force 25 Longitudinal shear force 26 Total shear stress (T)

Bending component (SM#) due to:

21 subtotal (&)

shear stresses (from 6.2.3.5.3) due to:

Check of total stress intensity (membrane + bending) to A.3.3.1 and A.3.3.2

L

Q1 nside Ontside

A A E E I I

B -B F -F J -J

C C G G K K

D -D H -H L -L

8 2 &ide Outside

A A E E

-I -I

B -B F -F

-J J

C C G G

-K -K

D -D H -H -L L

83 hside Outside

A A -E -E -I -I

B -B -F F -J J

c C -G -G -K -K

D -D -H H -L L

84 neide Outside

A I -E -I

B -I -F I

J -

C c -G -c

K h

D -D -H H L -L

Gß2 O BSI 1997



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* * m


lSungested working from G3 (continued)

30 31

Maximum total stress intensity = maximum absolute value in rows 27,28 and 29 = Allowable stress at nozzle = 2.251 = , or at edge of a compensation pad, attachment or support = ZJ= 1)

Check of buckling stress to A.3.3.3 Row 4 + row 10 if row 4 is compressive Row 15 + row 21 if row 15 is compressive

I I I Maximum compressive stress in rows 30 and 31 = Allowable stress = -0.9 X yield stress =

At edge of compensation pad, attachment or

to A.3.3.1’) support, check of membrane stress intensity

32

. G m = G f + m + f m - . I V + m - J m > ” 4 ~ 1 ~ 33 firn = Cr+m +J, + .IV+, - fmY + 4 3 1

fh -fim 34 Maximum membrane stress intensity = maximum absolute value in rows 32,33 and 34 = Allowable stress = 1.2 f =

(‘)Delete as appropriate



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Suggested working form 63:

Radial load FR I 4410 N Clause 6.2.3.6 Summation of

l"t example A Nozzle o.d@a&e&/ Load case: D5 - N - 1 at nozzle 0.d

-1)

I maximurn &-esses due to 'Ocal Shear force Fc 6600 N

thiCkneSS') loads on a cylindrical shell Shell + pad

1.

I I I

Sheax force FL 6600 N Shell i.d. Node branch with reinforcing lat te attached with full Design pressure 8 900 000 Torsion moment MT penetration weld, see 6.3.1.6

N.IlUlI moment MF Design stress v> 3 630 O00 Circumferential

N.mm

Longitudinal Yield stress 3 630 O00 moment ML N.mm

Circunlferential stresses Quadrant

Membrane component (N,$) due to: Surface

1 Circumferential moment 2 Radialload

S U M due to local loads 4 Longitudinal moment 3

Ressure (fp h m 6.2.3.6.2) 5 6 Sub-total

Bending component (6M,&) due to: 7

Circumferential moment 8 Radialload

Longitudinal moment 9

11 Total circumferential stress (fb) 10 sub-total (pmb)

Longitudinal stresses Membrane component (N&) due to:

12

'Sub-total due to local loads 15 Longitudinal moment 14 Circumferential moment 13 Radial load

Pressure (fp from 6.2.3.6.2) 16 17 S*(f,)

Bending component (6MJ6) due to: 18

20 Circumfmntial moment 19 Radial load

Longitudinal moment

22 Total longitudinal stress (fd

23 Torsion moment 24 Circumferential shear force 25 Longitudinal shear force 26 Total shear stress ( r )

21 subt&.al (fxb)

Shear stresses (from 6.2.3.6.3) due to:

..

QI h i d e Outside

1.3 1.3 -9.4 -9.4 -7.8 - 7.8 - 15.9 - 15.9 123.1 123.1 107.2 107.2

- 7.2 7.2 68.4 -68.4 35.9 -35.9 97.1 -97.1

204.3 10.1

1.3 1.3 -9.4 - 9.4 -2.9 -2.9

-11.0 -11.0 123.1 123.1 112.1 112.1

-5.1 5.1 42.5 -42.5 42.1 -42.1 79.5 -79.5

191.6 32.6

5.1 5.1 0.8 0.8 0.8 0.8 6.8 6.8

Q2 mide Outside

1.3 1.3 -9.4 -9.4

7.8 7.8 - 0.4 -0.4 123.1 123.1 122.7 122.7

- 7.2 7.2 68.4 -68.4

-35.9 35.9 25.3 -25.3

148.0 97.4

1.3 1.3 -9.4 -9.4

2.9 2.9 - 5.2 - 5.2 123.1 123.1 117.9 117.9

-5.1 5.1 42.5 -42.5

-42.1 42.1 -4.7 4.7 113.2 122.6

5.1 5.1 0.8 0.8 0.8 0.8 6.8 6.8

83 b i d e Outside

1.3 1.3 9.4 9.4 7.8 7.8

18.5 18.5 123.1 123.1 141.6 141.6

- 7.2 7.2 -68.4 68.4 -35.9 35.9 -111.5 111.5

30.1 25: ;

1.3 1.3 9.4 9.4 2.9 2.9

13.7 13.7 123.1 123.1 136.8 136.8

-5.1 5.1 -42.5 42.5 -42.1 42.1 - 89.7 89.7

47.1 226.5

5.1 5.1 0.8 0.8 0.'8 0.8 6.8 6.8

219 mm

23 m 1 2494 m 1

1 1.1 N / m 2

151.6 N h 2

227.4 N/mm2

&a b i d e Outside

1.3 1.3 9.4 9.4

-7.8 - 7.6 3.0 3.0

123.1 123.1 126.1 126.1

- 7.2 7.2 -68.4 68.4

35.9 -35.9 -39.7 39.7

86.4 165.8

1.3 1.3 9.4 9.4

-2.9 -2.9 7.8 7.8

123.1 123.1 130.9 130.9

-5.1 5.1 -42.5 42.5

42.1 -42.1 -5.5 5.5 125.4 136.4

5.1 5.1 0.8 0.8 0.8 0.8 6.8 6.8

''Delete as appropriate 1



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_ _ _ ~ ~

STD-BSI BS 5500-ENGL 3997 Lb2qbbS OdO'I317 939 9

Annex G h e 1, January 1997 BS 6°K) : 1997

Suggested working form 63: example A (continued) Check of total stress intensity (membrane + bending) to A.3.3.1 and A.3.3.2

27

Allowable stress at n o d e = 2.25f = 341.1 , L - - . 9 Maximum total stress intensity = maximum absolute value in rows 27,28 and 29 = 254.8 (acceptable)

-41.3 -32.4 -21.7 -29.9 -37.4 -28.6 -18.7 -26.2 f2 "fi 29

126.6 167.3 49.5 254.8 149.3 124.3 207.3 34.5 f i=Gr++fx+dv+-f~ '+44pI/2 28 85.3 134.9 27.7 224.9 111.9 95.7 188.6 8.2 fi = D+ +fx - dv+ - f , ~ + 4 9 112

I I - " I

30 31

Check of buckling stress to A.3.3.3 Row 4 + row 10 if row 4 is compressive

Maximum compressive stress in rows 30 and 31 = - 113

-9.9 -0.5 68.5 -90.5 Row 15 + row 21 if row 15 is compressive 24.9 -25.7 81.2 -113.0

Allowable stress = -0.9 X yield stress = -204.7 (acceptable) I I

. - I

At edge of compensation pad, attachment or support, check of membrane stress intensity to A.3.3.1')

32 f i m = D+m + fm + dU+m - fmY + 4? 1 12

34 f21n - fi,, not applicable

Maximum membrane stress intensity = maximum absolute value in rows 32,33 and 34 = 146.4 Allowable stress = 1.2 f= 181.9

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~ ~

STD.BS1 BS 5500-ENGL L997 D Lb2qbb9 080ll3Le 875 . ~_______


Suggested working form 63:

loads on a cylindrical shell Shear force Fc maximum stres~es due to local Shell thickness/ 4410 N Radial load FR Clause 6.2.3.6 Summation of

l8de&w% example B ?4edee&4ad o.d/ b x d case: D5 - N - 1 at pad edge

6600 N - 400mm "i 13- I

I i

Shear force FL 16600N I Shell id. I 2494 mm

- - 1 2 3 4 5 6

7 8 9 10 11 -

12 13 14 L5 L6 17

18 19 !O !1 !2 -

!3 !4 '5 !6 -

!7 D

Torsion moment MT

N.mm moment M, 227.4 N/mm2 Yield stress 3 630 O00 Longitudinal

N.mm moment MC 151.6 N/mm2 Design stress (f> 3 630 O00 Circumferential

1.1 N / m 2 Design pressure 8 900 000 N.mm

Circumferatial stresses Quadrant

Membrane component (N,&) due to: Radial load Circumferential moment Longitudinal moment Sub-total due to local loads Pressure (fp from 6.2.3.5.2)

Bending component (SM,@) due to: Radial load Circumferential moment Longitudinal moment

Total circumferential stress (fb) Longitudinal stresses Membrane component (N&) due to: Radial load Circumferential moment Longitudinal moment Sub-total due to local loads Pressure (fp from 6.2.3.6.2)

Bending component (W&') due to: Radial load Circumferential moment Longitudinal moment

rotal longitudinal stress (fa %ur stresses (from 6.2.3.6.3) due to: brsion moment Circumferential shear force Longitudinal shear force

Sub-total

Subtotal (f,)

(fxb)

l'otal shear stress (T) :heck of total stress intensity (membrane + Ending) to k3.3.1 and k3.3.2

r 1 = c f + + f x + . I ( f + - f J 2 + 4 3 l n

L

Q1 b i d e Outside

2.2 2.2 -8.9 -8.9

-15.7 -15.7 -22.4 -22.4 105.5 105.5 83.1 83.1

-9.8 9.8 76.8 -76.8 34.5 -34.5

101.5 - 101.5 184.5 -18.4

3.4 3.4 - 13.4 - 13.4 -6.5 -6.5

-16.5 -16.5 52.8 52.8 36.3 36.3

-4.7 4.7 30.8 -30.8 36.3 -36.3 62.3 -62.3 98.6 -26.1

2.7 2.7 0.8 0.8 0.8 0.8 4.3 4.3

184.8 -16.5 98.4 -28.0

-86.4 -11.6

Q2 b i d e Outside

2.2 2.2 -8.9 - 8.5 15.7 15.7 9.0 9. o

105.5 105.5 114.5 114.5

- 9.8 9.8 76.8 -76.8

-34.5 34.5 32.6 -32.6

147.0 81.9

3.4 3.4 - 13.4 - 13.4

6.5 6.5 -3.6 -3.6 52.8 52.8 49.2 49.2

-4.7 4.7 30.8 -30.8

-36.3 36.3 -10.2 10.2

39.0 59.4

2.7 2.7 0.8 0.8 0.8 0.8 4.3 4.3

147.2 82.7 38.9 58.6

-108.4 -24.2

Q3 b i d e Outside

2.2 2.: 8.9 8.5

15.7 15.; 26.8 262

105.5 105.5 132.3 132.:

-9.8 9.E - 76.8 76.8 -34.5 34.5 -121.1 121.1

11.2 253.4

3.4 3.4 13.4 13.4 6.5 6.5

23.2 23.2 52.8 52.8 76.0 76.0

-4.7 4.7 -30.8 30.8 -36.3 36.3 -71.7 71.7

4.3 147.8

2.7 2.7 0.8 0.8 0.8 0.8 4.3 4.3

13.3 253.6 2.2 147.6

-11.1 -106.0

&a Inside Outside

2.2 2.2 8.9 8.9

-15.7 -15.7 -4.6 -4.6 105.5 105.5 100.9 100.9

-9.8 9.8 - 76.8 76.8

34.5 -34.5 -52.2 52.2

48.7 153.1

3.4 3.4 13.4 13.4 - 6.5 -6.5 10.3 10.3 52.8 52.8 63.1 63.1

-4.7 4.7 -30.8 30.8

36.3 -36.3 0.8 -0.8

63.9 62.3

2.7 2.7 0.8 0.8 0.8 0.8 4.3 4.3

65.0 153.3 47.5 62.1

-17.5 -91.1 )Delete as appropriate

GA6 O BSI 1997 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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STD*BSI BS 5500-ENGL L777 M Lb2‘4bb7 080‘43317 7031 m Annex G h e 1, January 1997 BS 6500 : 1997

Suggested working form 63: example B (continued) Maximum total stress intensity = maximum absolute value in rows 27,28 and 29 = 253.6 Allowable stress a t m z z k - 2.Z& , or at edge of a compensation pad, attachment or support = 2f = 303.2 ‘1 (acceptable) Check of buckhng stress to A.3.3.3

30 -13.8 6.6 45.8 -78.9 Row 15 + row 21 if row 15 is compressive 31

- 56.8 47.6 79.0 -123.9 Row 4 + row 10 if row 4 is compressive

Maximum compressive stress in rows 30 and 31 = - 123.9 Allowable stress = -0.9 X yield stress = -204.7 (acceptable) At edge of compensation pad, attachment or support, check of membrane stress intensity to A.3.3.1’)

32

35.9 35.9 Jh=Cr+rn+fm- . l ~ + r n - f r n ) ” ~ ~ 1 / 2 33 83.5 83.5 firn = Cr+m +lm + .IV+, -L>’ + 43 112 114.8 114.8

75.7 75.7 48.9 48.9

132.6 132.6

34 -47.6 -47.6 f2n-f1rn

Maximum membrane stress intensity = maximum absolute value in rows 32,33 and 34 = 132.6 (acceptable) Allowable stress = l .Zf = 181.9

-65.9 -65.9 I -56.9 -56.9

101.4 101.4

62.6 62.6

-38.7 -38.7

‘)Delete as appropriate From G.2.3.5.2bfp = 106.1 circumferentially andfp = 53.0 longitudinally, and from G.2.3.5.2cfp = 105.5 circumferentially and& = 52.8 longitudinally. From 6.2.3.5.3, shear stress due to MT = 2.7, due to F, = 0.8 and FL = 0.8.

6.2.3.6.3 Sheur stress formulae Due to:

a) torsion (MT)

=T= &o Tl

-” P C - d o T l

-” P L - &,Tl

1

b) circumferential shear force (Fc)

- 7

c) longitudinal shear force (FL)

- 7

NOTE. In general the shear forces may be neglected but where required the formulae shown may be used. Formulae G.2.3.5.3b and 6.2.3.5.3~ are from WRC 107 [30]. do is the outside diameter of the nozzle or pad, and Tl = Tr at the nozzle 0.d. and Tl = T, at a pad 0.d. where T, and T, are analysis thichesses.

6.2.4 Local loads on spherical shells, rigid attachments The methods in this clause are not considered applicable in cases where the ratio r&- is larger than one-third.

6.2.4.1 Initial development This clause is concerned with the stresses and deflections due to local radial loads or moments on spherical shells. Because these are local in character and die out rapidly with increasing distance from the point of application, the data can be applied to local loads on the spherical parts of pressure vessel ends as well as to complete spheres. For convenience, the loads are considered as acting on a pipe of radius r, which is assumed to be a rigid body fixed to the sphere. This is the condition for the majority of practical cases.

Loads applied through square fittjngs of side 2C, can be treated approximately as distributed over a circle of radius r, = C,. Loads applied through rectangular brackets of sides 2C, and 2C4, can be treated approximately as distributed over a circle of radius r, = m The following forces and moments are set up in the wall of the vessel by any local load or moment

a) Meridional moment M,: acting per unit width on a normal section, formed by the intersection of shell with a cone of semi-vertex angle.

Q = sin-l - (SW figures G.26 and G.29) X r

b) Circumferential moment M+: acting per unit width on a meridional section passing through the axis of the shell and the axis of the branch. c) Meridional membrane force: acting per unit width on a normal section as for the meridional moment

d) Circumferential membrane force: acting per unit width on a meridional section as defined for the circumferential moment M+.

M x .

A moment is considered as positive if it causes compression at the outside of the vessel. A membrane force is considered as positive if it causes tension in the vessel wall. A deflection is considered positive if it is away from the centre of the sphere.

-~ - O BSI 1997 GB7



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These forces and moments and the deflection of the shell due to the load can be found in tem of the non-dimensional parameters:

1.8% S=- fi

and 1.82r0 u=- @

These two factors can be found quickly from the chart in figure G.25, given x, r, and the ratio rlt. The charts in 6.2.4.2 and 6.2.4.3 (figures G.27 to G.31) give graphs of non-dimensional functions of these deflections, forces and moments plotted against the parameter S for given values of u which have been derived from [3] and 191. The full curves in each set of graphs give conditions at the edge of the loaded area where u = s. The most unfavourable combination of bending and direct stresses is usually found here. The dotted curves for particular values of u give conditions at poinb in the shell away form the edge of the loaded area where x is greater than r, and u is therefore less than s. Since the charts are non-dimensional they can be used in any consistent system of units. The stresses and deflections found from these charts will be reduced by the effect of internal pressure but this reduction is small and can usually be neglected in practice. (See [8] and [9].)

6.2.4.2 Stresses and &$ations due to radial loads F'igure G.26 shows a radial load applied to a spherical shell through a branch of radius r,,. The deflections, moments and membrane forces due to the load W m be found as follows from figures G.27 and G.28. For explanation of these curves see 6.2.4.3. For an example of their use see 6.2.4.4.

a) Deflection from figure G.27 and the relation:

6 = ordinate of curve X wr Ë$

b) Meridional moment M, per unit width from figure G.28 and the relation:

c) Circumferential moment M,+, per unit width from figure G.28 and the relation:

Mx = ordinate of M, curve X W

M+ = ordinate of M+ curve X W d) Meridional membrane force Nx per unit width from figure G.28 and the relation:

N, = ordinate of N, cullre X W4 e) circumferential moment N+ per unit width from figure G.28 and the relation:

N4 = ordinate of N4 curve X Wlt



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Values of r i t

.o1 .OZ .O3 .O4 .O5 .06.07.08 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8

x / r or r , / r

Figure 6.25 Chart for finding S and u



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W

meridional

Figure 6.26 Spherical shell subjected to a radial load

O BSI 09-1999



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-0.01

-0.001

-0.0005

-0.0001 0.0 0.5 1 .o 1.5 2.0 2.5 3.0 3.5 4.0

S

Figure 6.27 Deflections of a spherical shell subjected to a radial load W

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Annex G h u e 2, November 1999 BS 5500 : 1997

Figure G.28a) Meridional moment M, in a spherical shell subjected to radial load W

O BSI 09-1999 G/41 ~~



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BS 6500 : 1997 Issue 1, November 1999 Annex G

10

1

o. 1

0.01

0.001

S

Figure G.28b) Circumferential moment M+ in a spherical shell subjected to a radial load W I .-

G/4 1-A o BSI 09-1999



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~ ~

STD-BSI BS 5500-ENGL L997 D LbZVbb9 080q244 Tab D


6.28 Meridional force Nx -1

-0.1

-0.05

1 -0.0 0.0 0.5 1 .o 1.5 2.0 2.5 3.0 3.5 4.0

S

Figure G . 2 8 ~ ) Meridional force N, in a spherical shell subjected to a radial load W

O BSI 09-1999 G/4 1-B ~~ ~ _ _ _ ~ ~



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~

STD-BSI BS 5500-ENGL L997 II lbZqbb9 080q245 912


’ I

-1

-0.1

-0.01

-0.001

P -0.oO01

9 0.m1

0.001

0.01

0.05

o. 1

S = 1.82x J“

u = ?.02 r.

0.Q 2.b 2.5 3.‘0 3.3 4.b .. . -8 , ...S . .

Figure G.28d) Circumferential force N+ in a spherical shell subjected to a radial load W

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6.2.4.3 Stresses, &$kctions and slopes due to an eXhnaLmoment F'igure G.29 shows an external moment applied to a spherical shell through a branch of radius r,. In this case the deflections, moments and membrane forces depend on the angle 8 as well as on the distance I(: from the axis of the branch. They can be found as follows from figures G.30 and G.31. For explanations of these curves see 6.2.4.1.

S = ordinate of curve X J a) Deflections from figure G.30 and the relation:

M COS e -

Et b) Meridional moment M, per unit width from figure G.31 and the relation:

M, = ordinate of Mx curve X - MCOS e fi

c) Cicumferential moment M+ per unit width from figure G.31 and the relation:

M+=ordinateofM+curveX- Mcos 8 fi

d) Meridional membrane force N, per unit width h m Sgure G.31 and the relation:

N, = ordinate of N, curve x - ~ c o s e t f i

e) C i e r e n t i a l membrane force N,+ per unit width h m figure G.31 and the relation:

N+ = ordinate of& curve X - M COS e t f i

EQual and opposite maximum values of all the above quantities occur in the plane of the moment, i.e. where

~ e (~ee figure GB) = o" a d e = 180".

The slope of the branch due to the external moment is found from

where 61 is the maximum deflection at the edge of the branch for 0 = O and u = S, i.e.:

M{ S1 = 7 X ordinate of full curve in figure G.30 Et for x = r,

meridional

'Y" Figure 6.29 Spherical shell subjected to an external moment

..

GI42 O BSI 09-1999



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Annex G h u e 1, November 1999 BS 5500 : 1997

m

-1

-0.1

-0.05

4.01 0.0 0.5 1 .o 1.5 2.0 2.5 3.0 3.5 4.0

8

Figure 6.30 Deflections of a spherical shell subjected to an external moment M

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-0.1

-0.01

-0.001

0.00

0.0

0.05

0.1 0:o 210 315 4:0

Figure G.31a) Circumferential force N+ in a spherical shell subjected to an external moment M



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I

l

l Figure G.31b) Meridional force N, in a spherical shell subjected to an external moment M

-1

U = 1.82 r0 Jrt

I I ; / ¡ i . . I ~ 1 : Found from figure G.25 4 , , I I I l l ' , ¡ # I I I : ! ! I

I I : , : I I

-0.05

4.01 0.0 0.5 1 .o 1.5 2.0 2.5 3.0 3.5 4.0

S



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STD=BSI BS 5500-ENGL L997 Lb211bb7 08011250 28T D


S = 1.82 x

U = 1.82 r0 J"

o. 1

0.01

0.00 1

0.0005

0.0001 t ' '

1 . 1 I ! l I I l . I Il I l 1 I l i ¡ ' [ I " I I I l I

0.0 0.5 1 .o 1.5 2.0 2.5 3.0 3.5 4.0 S

Figure G.31~) Circumferential moment M+ in a spherical shell subjected to an external moment M



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~

STD*BSI BS 5500-ENGL L777 D lb29bb7 0809251 LLb D


10

1

0.1

0.01

0.001 -0.001

. . . . . . . .

u = 1-82 r. fi

4.01

4.05

4.1 1 I I I I l I l

0.0 0.5 1 .o 1 .5 2.0 2.5 3.0 3.5 4.0 S

Figure G.31d) Meridional moment M, in a spherical shell subjected to an external moment M



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STD.BSI BS 5500-ENGL 1997 I l b 2 4 b b 9 0804252 052


6.2.4.4 Examples G.2.4.4.1 A load of 4500 N is applied to a sphere 2.5 m diameter and 12.5 mm thick through a branch 150 m diameter. (E = 1.86 X lo5 N/mm2.) Find the deflection and the stresses:

a) next to the branch b) 225 mm from the centre of the branch.

r ""1~;rO=-= 1250 t - 12.5 - r 1250

75 0.06

a) Next to Ute banch

Ordinate of full curve in figure G.27 = -0.145. S = u = 1.09 (from figure G.25)

m Et :. Deflection = -0.145 X

- -0.145 x 4500 x 1250 = o*o281 mm - 1.86 X lo5 X (12.5y

ordinate of full M, curve in figure G.28 = + 0.067

ordinate of full M+ curve in figure G.28 = +O.OZ :. Circumferential moment M+, = + 0.02W

ordinate of full N, m e in figure G.28 = -0.11

:. Meridional membrane force N, = ~

-0.11 W t

I :. Meridional M, = + 0.067W = 301 Nmm/mm

= 90 N*&

- - -0.11 x 4500 12.5 = 39.6 N / m

ordinate of full N+ curve in figure G.28 = -0.034 -0.034w 0.034 x 4500 :. N+ =--- t

- 12.5

= -12.2 N/mm The resulting meridional stresses are given by

-39.6 + 6 X 301

:. At the outsidef, = -3.17 - 11.5 = - 14.67 N h z (compression)

At the insidef, = -3.17 + 11.5 = +8.33 Nhnmz (tension) The resulting Circumferential stresses are given b y

:. At the outsidef+ = -0.98 - 3.46 = -4.44 N/mm2 (compression) At the insidef+ = -0.98 + 3.46 = +2.48 N/mm2 (tension)

b) 225 mm fmm the centre of the bmnch u = 1.09 as before;

x _" 225 0.18 from figureG.25 r - 1 % 0 = S = 3.25

Interpolating between the dotted curves in figure G.27 at u = 1.09 and S = 3.25 gives:

SEtz - = 0.022 wr When deflection = - 0.022

Interpolating similarly in figure G.28 gives:

= -0.01; A! = +0.005; M W W

N,t = -0.04; 3~ = +0.015 N t

W W Whence the:

meridional moment Mx = -45 N.mmhnm; circumferential moment M+ = +22.5 Nmm/mm; meridional membrane force N, = - 14.4 N m , circumferential membrane force N+, = t625N4nm

The resulting meridional stresses ase:

at the outsidef, = - -14.4 6 X 45 12.5 + m

= -1.15 + 1.73 = +O.% N h n 2 at the insidef, = -1.15 - 1.73 = -2.88 N/mm2

The resulting circumferential stresses are:

at the outside&, = - - +625 6 X 22.5 12.5

= +0.5 - 0.865 = -0 .365Nhz at the insidef+ = +0.5 + 0.865 = +L365 N / m 2

Hence the deflection and stresses due to the load are negligible at 225 mm h m the centre of the branch, which illustsates the local nature of the S-S.

G/44 O BSI 1997



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* rn *


6.2.4.4.2 A moment of 1.13 X 105 Nmun is applied to the branch in example 6.2.4.4.1. Find the maximum deflection, the maximum stresses next to the branch, and the rotation of the branch due to this moment, if E = 1.86 X 105 NM?

As before - = 100; 3 = 0.06, and, next to the branch, r t r

S = u = 1.09 (from figure G.25). The maximum stresses and deflection are at 8 = O;

From figure G.30 ... COS e = 1

Mcose - 6 = -0.17 X Et j

-0.17 X 1.13 X lo5 X 1 X 10 - - 1.86 X 105 X (12.512

:. Maximum deflection = -0.0066 mm The deflection at 0 = Ho", on the opposite side of the branch, will be +0.0066 mm.

From figure G.31

Meridional moment Mx = 0.175 x M cos e -x-

- 0.175 X 1.13 X lo5 - 41250 X 12.5

= 1 5 8 N . m d t 1 ~ ~ 1 Circumferential moment M cos 8 M+

= 0.055 X - fi = 49.6 N.mm/mm

Meridional membrane M COS e force N, = -0.129 X -

t f i = - 9.3 N/w

Circumferential M cos 8 membrane force N+ = -0.039 X -

t f i = -2.81 N h

The maximum stresses are the resulting meridional stresses given by:

Nx + 6 M x -9.3 f 6 X 158 f x = t - 7 - = m (12.5)2 :. at the outside f , = -0.74 - 6.04

at the inside f x = -0.74 + 6.04 = 6.78 N M 2 (compression)

= + 5.3 N M 2 (tension) The slope of the branch due to this moment will be:



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BS 5500: 1997 Issue 1, January 1997 Annex G

6.2.5 Local loads on spherical shelVnozzle attachments 6.2.5.1 Genera! 6.2.6.1.1 Intmduction The method of calculating local stress levels at a nozzle junction is based on data given in [25]. Using this data it is possible to estimate the maxjmum stress which can occur at a spherehozzle attachment due to .the application of internal pressure, thrust, external moment and shear force. The method covers both flush and protruding nozzles. In the on@ work the nozzle length is treated as semi-infinite without any restriction on its length. It is, however, considered necessary to stipulate a lower limit on the intend protrusion equal to e. Nozzles with internal protrusion less than @? should be treated as flush nozzles. In this way some additional conservatism will be introduced for those protruding nozzles where the internal projection does not satisfy this recommendation. All the stress concentration factors given in ligures G.32 to G.39 inclusive are based on the maximum principal stress theory The stress concentration factors given in 6.2.5.2 to 6.2.5.7 are based on data obtained for a sphere of constant thicknes T, whereas in practice T is looked upon as the local shell thickness adjacent to the nozzle, the main vessel being of a smaller thickness T For these curves to be valid the thickness of the shell should not be reduced to T within a distance H as defined in 3.6.4.3.4. Work in progress shows that when the vessel thickness is reduced from T to T at a distance H from the nozzle, higher stresses than those given in figures G.32 to G.39 inclusive may occur for small values of p and high values of f fT . Further guidance cannot be given at the present stage. This procedure provides a method of computing maximum streses which occur in the shell &her than in the nozzle. In some instances calculahl stresses may be higher in the nozzle wall than in the vessel shell, especially for very thin nozzles. These are not considered for the reasons stated in [31]. 6.2.6.1.2 Notation For the purposes of 6.2.5 and 6.2.6, which are applicable to radial nozzles ofi , the following symbols apPb

K is a factor, M is the extend moment applied at nozzle

(in N-mm); P is the internal pressure (in N/mm2); Q is the radial thrust applied at nozzle (in N); R is the mean dus of spherical shell (in mm); r is the mean radius of nozzle ( i mm);

S is the shear load applied at nozzle (in N); T' is the local wall analysis thickness of shell,

t is the wall analysis thickness of nozzle adjacent to nozzle (in mm);

(in mm);

P is the nondimensional parameter = -

om, is the maximum stress due to local loading

o, is the circumferential stress (in N/mm2); o, is the meridional stress (longitudinal in a

ay is the yield stress in simple tension

F i , Eo are the external moment shakedown factors; P, po are the internal pressure shakedown factors; 3, axe the radial thrust shakedown factors.

(in N/mm2);

cylindrid shell) (in N/mm2);

(in N/mm2);

"

6.2.5.2 Maximum stress at a sphmd/nozlejuncti.on due to application of intemal pr~sure F'igure G.32 gives plots of stress concentration factors (s.c.f.s) agajnst the nonilimensional parameter p for various nozzldshell wall UT' ratios for flush nozzles. The maxjmum stress, um,, is then calculated by multiplying the s.c.f. thus obtained by the nominal

PR pressure stress given by- ie.: 2T" PR 21" u m a = s.c.f. x -

figure G.33 gives similar plots for protmding nozzles. Before using figure G.33 a check should be made to ensure that the internal nozzle protrusion is equal to or greater than if it is not, figure G.32 should be used as for a flush nozzle for obtaining the s.c.f.

6.2.5.3 Maximum SWSS at a sphmdmz& junction due to application of dial load or thrust Figure G.34 gives plots of s.c.f. against the nondimensional parameter p for flush nozzles. The maximum stress is calculated by multiplying the s.c.f. obtained from figure G.34 by:

LL F i.e. 2 X ? T T

F'igure G.35 gives similax plots for protruding nozzles. Before using figure G.35 a check should be made to ensure that the intend nozzle protmsion is equal to or greater than @?e if it is not, figure G.34 should be used as for a flush nozzle for obtaining the s.c.f.

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6.2.6.4 Maximum smss at a s p W & j u n c t i o n due to application of emkmm? mmnent For flush nozzles the maximum stress at a spherehozzle junction can be determined by using figure G.36. The first step is to read off the s.c.f. for the appropriate vessel nozzle geometry The maximum stress is then obtained by multplying the s.c.f. thus obtained by the factox

- omax = s.c.f. x -

Figure G.37 gives similar plots for protrudmg nozzles. Before using figure G.37 a check should be made to ensure that the intemal nozzle protrusion is equal to or greater than $%e if it is not, figure G.36 should be used as for a flush nozzle for obtaining the s.c.f. 6.2.5.5 Maximum stress at a s p W & j u m t i o n due to upplication of shear loacl Figure G.38 should be used for determining the s.c.f. for flush nozzles. The maximum stress, u-, is then calculahxi by multiplying the s.c.f. obtained in the first step by the factor S R M , Le.:

Figure G.39 gives similar plots for protruding nozzles. Before using figure G.39 a check should be made to ensure that the length of the intemal nozzle protrusion isequaltoorgreaterthan~,ifitisnot,figureG.38 should be used as for a flush nozzle for obtaining the s.c.f. 6.2.5.6 Maximum stress at a s p M m z z l e junction under c o m b i d wing For a conservative estjmate of the sbresses occuring under the action of combined loading the &um stresses obtained from each of the individual loadings should be added together. This will always be conservative because the maximum stresses for individual loadings may occur at different locations and different directions (oe and/or oz).

6.2.5.7 S m & a w a y f m n the loaded area The method given in 6.2.5.1 and 6.2.5.6 for calculahg local stresses at a spherehozzle junction caters for the maximum stress levels only No information is given on shresses away h m the loaded

Stress dhibutions in the vicinity of the spherehozzle junction are required in cases where other loaded areas are in proximity to the one under consideration. It is proposed to use the data already available in 6.2.4 to determine these sh’esses. The assumption here is that, although the magnitudes of local stresses may differ, the plot of stress level versus distance h m the loaded area remains basically similar. Thus 6.2.4 can be used to calculate the die away of stress, and the reduction factor, at the required distance from the loaded area for the application of

area

radial loads or external moments. This reduction factor can then be applied to the maximum stress cal- in 6.2.5 to obtain the stresse away from the loaded area NOTE. An alternative method may be used, see [23]. ~f the loaded nozzle area is less than 2.m h m another stress concentrating feature, dresses as c a l c m in accordance with annex G become unreliable and some other method of assessing the total stress, for example finite element stress analysis or proof test, is r e q u i r e d . 6.2.6 Spherical shells: shakedown loads for radial nozzles 6.2.6.1 General 6.2.6.1.1 Introduction All the shakedown loads given in 6.2.6.2 to 6.2.6.6 are based on the maximum shear stress criteria For vessels subjected to cyclic loading, be it pressure, radial load, external moment or any combination of these, it is essential to have a knowledge of the shakedown limit in order to prevent plastic cycling or incremental collapse. By keeping the cyclic loadings within the shakedown limits it ensures that, after initial plastic deformation, further deformation will be in the elastic range, ie. the vessel has ‘shaken down’ to purely elastic behaviow, The method given does not necessarily imply a limited plastic deformation before shakedown is achieved. The shakedown conditions can occur after different numbers of cycles depending on the cyclic conditions and stress level; in certain cases, the plastic defonnation before shakedown might be sigmficant. The method of predicting shakedown factors for inkmud pressure, radial nozzle thrust and external moment at a vessehozzle junction in 6.2.6.2 to 6.2.6.5 is based on dab given in [27]. From the data shakedown factors for flush and protruding nozzles can be estimated for each of the aforementioned individual loading conditions. Where the various loading conditions occur simultaneously a simple formula is given that considers the interaction between any of these loading conditions (see Pm. No clear distinction between a flush and a protruding nozzle is given. It is considered necessary to stipulate a lower limit on the length of the nozzle internal protrusion equal to m. Nozzles with internal protrusion less than a should be treated as flush nozzles. By doing so, some additional conservatism will be introduced for those prolruding nozzles where the internal projection does not satisfy these recommendations. The shakedown factors given in 6.2.6.2 to 6.2.6.6 are based on data obtained for a sphere of constant thickness T‘, whereas in practice T is looked upon as the local shell thickness adjacent to the nozzle, the main vessel being of smaller thickness I: For these curves to be valid the thickness of the shell should not be reduced to T’ within a distance H as defined in 3.6.4.3.4.



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STDOBSI BS 5500-ENGL 1997 m 1b211bb9 080425b 7TB m :

BS 6600: 1997 h u e 1, January 1997 Annex G

0.01 0.10 F P=; 7; 1 .o

Figure 6.32 Maximum stress in sphere for internal pressure (flush nozzles)

10.0

0.01 0.10 1 .o 10.0

Figure 6.33 Maximum stress in sphere for internal pressure (protruding nozzles)

~

GI48 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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~

STD-BSI BS 5500-ENGL 1997 1b211bb9 08011257 b3r( m ~ ~~~

Annex G Issue 1, January 1997 BS 5500: 1997

Figure 6.34 Maximum stress in sphere for thrust loading (flush nozzles)

Figure 6.36 Maximum stress in sphere for thurst loading (protruding nozzles)

" . "- O BSI 1997 G/49



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0.01 0.1 1.0

Figure 6.36 Maximum stress in sphere for moment loading (flush nozzles)

10.0

0.01 0.1 1.0

Figure 6.37 Maximum stress in sphere for moment loading (protruding nozzles)

10.0

-..

GE0 O BSI 1997 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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~~ "- _ _ ~

STD=BSI BS 5500-ENGL L997 D lb24bb9 0804259 407 M

Annex G h u e 1, January 1997 BS 5600: 1997

20

15

+ 10

5

O 0.01 0.1 1 .o 10.0

Figure 6.38 Maximum stress in sphere for shear loading (flush nozzles)

20

15

.c: c! v)

10

5

O 0.01 0.1 p = LJE 1 .o 10.0

R T'

Figure 6.39 Maximum stress in sphere for shear loading (protruding nozzles)



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BS 5600: 1997 h e 1, Janmuy 1997 Annex G

6.2.6.1.2 Notation For the purposes of 6.2.6 the symbols are as defined in 6.2.6. 6.2.6.2 shakedown factor for internul pressure

Figure G.40 and G.41 should be used for determining the shakedown factom under internal pressure conditions for flush and protruding nozzle respectively. The pressure shakedown factor can be defined as the ratio of the nominal pressure stress in the spherid shell to the value of yield stsess in simple tension, i.e.:

loading

- PR p = - 2T u,

6.2.6.3 shakedown factor for radial thrust at a rwzzle The relevant shakedown factom for flush and protruding nozzles subjected to radial loads (radial with respect to the vessel) should be determined h m figuresG.42, G.44, andG.46 and from figuresG.43, G.45 and G.47 respectively The radial bust shakedown factor can be defined as:

- l Q F q =- -

2nr Tu, T 6.2.6.4 f5'hdzhwn factor for extmrud moment Figures G.42, G.44 and G.46 should be used for c a l c m the moment shakedown factor m for flush nozzles. For protrudmg nozzles the corresponding plots for the shakedown factor are given in figures G.43, G.45 and G.47.

The moment shakedown factor can be defined as: " m = - p

x?T'u,, T' ((3.5)

Before using the relevant figures for the protruding nozzles, a check should be carried out on the nozzle inner projection. If this is less than $%? then the correspondmg plots for flush nozzles should be used in determining the necessary shakedown factor. 6.2.6.6 Intemctwn between s h a l c e m factors under combined loadiw conditions For the case of the combined loading condition, 1271 gives the following equation so that the overall shakedown condition is obtained:

In this equation the values of ir,, go and Eo are read off from figure G.40 to figure G.47 inclusive for the appropriate vesselhozzle geomew, whilep, 9. and E are as derived from the relevant equations (G.3), (G.4) and (G.5). Where the conditions are such that the relationship given by equation (G.6) is not satisfied then a revised nozzldshell geometry (increased vessel shell or branch wall thickness) should be used and the procedure repeated until equation (G.6) is fulfilled

0.01 o .10 p = Lp 1.0

10.0

R T'

Figure 6.40 Shakedown values for pressure loading (flush nozzle)



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Annex G h u e 1, January 1997 BS 5500 : 1997

P 1.0

-

0.8

0.6

0.4

0.2

O 0.01 0.10 1 .o 10.0

Figure 6.41 Shakedown values for pressure loading (protruding nozzle)

4 -

2 .o

1.5

Thrust' 1 .o

0.5

O 0.01

p = qz R T '

3c - d

10.0

Figure 6.42 Shakedown values for thrust and moment loadings (flush nozzle)



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- 4

2.0

\ 1.5

Thrust'

1 .o

0.5 I

O 0.01 0.10

Figure 6.43 Shakedown values for thrust and moment loadings (protruding nozzle)

10.0

Q 2.0

-

1.5

1.0

0.5

O 0.01 0.10 1 .o

m - 5.0

-

- 4.0

- 3.0

.2.0

. 1.0

- 0 10.0


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Annex G h e 1, January 1997 BS 6500: 1997

Q 2.0

1.5

1.0

0.5

O 0.01

Thrust'

1 I 1

o .10 1.0 p

R T '

Ngure 6.45 Shakedown values for thrust and moment loadings (protruding nozzle)

- m 5.0

4.0

3.0

2 .o

1.0

to.õ

4 2.0 -

-

1.5

1.0 '

0.5.

O 0.01

ti Thrust '

0.10 1 .o

m 5.0

-

G .O

3.0

2.0

1 .o

O 1


Q BSI 1997

~~



--`,``,````,```,``,`,`,,`,,``,,`-`-`,,`,,`,`,,`---

4 2.0

-

1.5

1 .o

0.5

o 0.01 0.10 1.0 10

Figure 6.47 Shakedown values for thrust and moment loadings (protruding nozzle)

- m 5 .o

4.0

3.0

2 .o

1.0

o I

6.2.7 31re @e& qfexternaJforces and moments at bmnches Large external forces and moments can be applied to the branches of vessels by the thermal movements of pipework Thestsessesduetothesearelikelytobegreatly owresthat& if the forces in the pipe system are determined by assuming that the connection to the vessel is equivalent to an anchor in the pipe system. More accurate values of the terminal forces and moments can be found if the deflection due to a unit radial load and the slopes due to unit longitudinal and circumferential moments distributed over the area of the branch and its reinforcement are known. These can be found for a given vessel and branch by the methods given in 6.2.2.3 and 6.2.3 for cylindrical vessels and by methods given in 6.2.4.2 and 6.2.4.3 for spherical vessels. Experiments in the USA,

I discussed in [17], have shown that slopes and i deflections calcxdated in this way are sufficently

accurate for practical purposes except that the slope of a branch due to a circumferential moment is about 75 % of the calculated value because of the effect of local stiffening by the metal of the branch. When the loads from the pipework axe known, the local &esses in the vessel shell can be found by the methods given in 6.2, except that, in a branch with an external compensating ring of thickness t2 subject to a Circumferential moment there is an additional circumferential moment in the shell at the edge of the reinforcing ring to N4&/4 and [17] recommends that

this amount should be added to the value of M,+ calculated in 6.2.3. These corrections apply only to circumferential moments and are due to the effect of the rigidity of the attachment of the branch which has little influence on the effect of longitudinal moments. The tension at the inside of the shell due to the local circmferential bending moment M is added to the circumferential membrane stress &e to intemal pressure, but this stress will not be present when the vessel is under hydraulic test. Where nozzle branches with reinforcing plates are attached with full penetration welds, ie. in accordance with figures E.2.27, E.2.28a, and E.2.31a, they may be asrmmed (for the purpose of local stresses evaluation) to be integral with the shell and the stsesses evaluated in accordance with 6.2. Where n o d e branches with reinforcing plates are attached, with partial penetration welds, ie. in accordance with figures E.2.28b, E.2.29, E.2.30 and E.2.31b, they may be analysed in accordance with 6.3.1.6. 6.3 Supports and mountings for pressure vessels 6.3.1 General conssdemctions for supports 6.3.1.1 Introduction This clause and 6.3.2 and 6.3.3 are concerned with the supports for pressure vessels and the supports for fittings carried from the shell or ends of the v e s s e l , with regard to their effect on the vesseL The structural design of supports is not included because it can be dealt with by the usual methods of structural design. Convenient references for these are [M] and [41].

6/56 Q BSI 1998

~



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Annex G h e 2, January 1999 BS 6600: 1997

The supports of vessels and of fittings carried by the shell produce local moments and membrane forces in the vessel wall which can be tseated by the methods given in 6.2. Notes and crossreferences for applying these to various types of support are included. 'he supports of a vessel should be designed to withstand all the extemal loads likely to be imposed on it in addition to the dead weght of the vessel and its contents. These loads may include:

a) superimposed 10- b) wind loads on exposed vessels; c) thrusts or moments transmitted from connecting pipework; d) shock loads due to liquid harmnmer or surging of the vessel contenk, e) forces due to differential expansion between the vessel and its supports.

NOTE. Lifting attachments for vessels can be checked in accordance with 6.3.1.4 and 6.3.1.6. However whilst annex A stress levels are appropriate for the assessment of steady loads on attachments, they are not necessarily relevant when loading/dynamic factors are applied to take account of non-steady loads.

6.3.1.2 Notation For the purposes of GB the following symbols apply.

is the area of effective cross section of stiffener from horizontal vessel (i mm2); is the distance from saddle support to dacent end of cylindrical part (in mm); is the mean depth of dished end of vessel (in mm); is the axial width of saddle support ( i mm);

is the distance from centroid of effective area of stiffener to shell (in mm); are constank, is the half length of rectangular loading area in longitudinal direction (in mm); is the half length of rectangular loading area in circumferential direction ( i mm); is the distance from centroid of effective area of m e n e r to tip of stiffener (in mm); is the distance from centroid of effective area of stiffener to tip of stiffener in longitudinal direction (i mm); is the distance from centroid of effective area of stiffener to tip of stiffener in circumferential direction (in mm); is the mean diameter of the vessel (in mm); is the perpendicular distance from the line of the reaction to the centroid of the weld area

is the modulus of elasticity (in N h 2 ) ; is the nominal design stress (in N h z ) ; are the resultant stresses in horizontal vessel due to mode of support (in N/mm2); is the nominal stress in dished end calculated as in section 3 (in N/mmZ);

= bl + 10t

(in mm);

F is the resultant of horizontal forces acting on

H is the resultant horizontal force in least cross section of saddle support (in N);

I is the second moment area of effective cross section of stiffening ring (in mm4);

vertical vessel (in N);

is the length of cylindrical part of vessel (in mm); is the length of part of shell of horizontal vessel asswned to act with a ring support (in mm); is the bending moment in horizontal ring girder above its own support (in Nmm); is the bending moment in horizontal ring girder midway between its supports

is the longitudinal bending moment in horizontal vessel midway between its

is the longitudinal bending moment in horizontal vessel at its supports (in N-mm); is the longitudinal or meridional bending moment per unit circumference (in Nmm4runj is the circumferential bending moment per unit length (in N m " m ) ; is the longitudinal membrane force per unit circumference (in N h ) ; is the Circumferential membrane force per unit length (in N h ) ; is the internal pressure at equator (horizontal centre line of vessel) (in N h 2 ) ; is the shear stress in vessel shell (in N h 2 ) ; is the shear stress in vessel end (in N/mm2); is the mean radius of cylindrical part of vessel (in mm); is the inside radius of cylindrical part of vessel (in mm); is the radius of base of skirt support of vertical vessel (in mm); is the mean radius of horizontal ring girder or of ring support ( i mm); is the analysis thickness of vessel shell (in mm); is the analysis thickness of reinforcing plate (in mm); is the analysis thickness of ring stiffeners (in mm); is the analysis thickness of vessel end (i mm); is the maximum twistjng moment in horizontal ring girder (in N.mm); is the average weight of vertical vessel per millimetre height (in N h ) ; is the weight of vessel ( i N); is the maxjmum reaction at support ( i N);

(in N-mm);

supports (in N*IIWI);

O ES1 1998 G/57 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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STD=BSI BS 5500-ENGL L997 Lb24bb9 080‘IZbb br(7


X is the distance from support of horizontal ring girder to nearest point of maximum twisting moment ( i mm);

vessel wall (in mm);

forces acting on vessel above its supports c i mm);

section of ring support for horizontal vessel (in mm9

Y is the distance of the external load from the

5 is the height of the resultant of horizontal

z is the section modulus of effective cross

& is the circumferential buckling e is the included angle of saddle support

C1 is the angle between radius drawn to (in degrees);

position of support and vertical centre line of vessel (in degrees).

6.3.1.3 Reaction at the sum The reactions at the supports of a vessel can be found by the ordinary methods of statics except in the case of long horizontal vessels supported at more than two pos i t iOns .

The reactions at the supports of vessels subject to heavy external loads may need to be examined for the following conditions a) working conditions, including full wind load and loads due to pipework b) test conditions, including full wind load, if any, and forces due to ‘cold pull up’ of any pipes that will remain ~ 0 ~ e ~ t . d to the vessel during tests; c) shutdown conditions, vessel empw, and exposed to full wind load, if any, and the forces due to ‘cold pull up’ in the pipe system connected to it It is essential to provide anchor bolts if there is an upward reaction to any support under any of these conditions.

I The theoretical reactions at the supports of long horizontal vessels supported at more than two positions can be found by the methods used for continuous beams but the calculated values are always doubtful because of settlement of the suppork and initial errors of rounhess of or straightness in the VesseL 6.3.1.4 &.ackets Brackets are fiW to the shells of pressure vessels to support either the vessel or some structure which has to be carried from it. ’Qpical brackets are shown in figure G.48. The brackets themselves are designed by the ordinary methods used for brackets supporting beams in stsuctural engineering. A bracket always applies an external moment to the shell equal to Wly. The effect of this moment on the shell can be found by the method given in 6.2.3. If the local stsesses found in this way are excessive, a reinforcing plate, designed as described in 6.3.1.6, should be fith4 between the bracket and the vessel wall.

G/58

In addition to the vertical loads, the brackets supporting a vertical vessel may be subject to tangential forces due to thrusts and moments bransmitted from pipework Such brackets impose a circumferential moment on the vessel wall in addition to the longitudinal moment. The sixeses due to this can be calculated and added to the others but ring or skirt supports are preferable in cases of this type. 6.3.1.6 Reinf0min.g plates Reinforcing plates are required when the local stresses in the vessel shell, found as descibed in 6.2 for the connection of a support or mounting, are excessive. The fonn of reinforcement will depend upon the direction of load and whether a moment is applied. NOTE. Experimental work, discussed in [17], has shown that there is some stress concentration near the sharp comers of rectangular reinforcing plates. Rounded comers are therefore preferable. 6.3.1.6.1 W W y inward load on a cylinder Rgure G.49a shows a typical simple reinforcing plate applied to a cylinder. The stsesses in the vessel shell at the edge of the reinforcing plate are approximately equal to those calculated by assuming the load to be distributed over the whole area of the reinforcing plate 2d, X 2d+ and proceeding as described in 6.2.2.1. A safe approximation for the maximum &esses in the reinforcing plate, which occuls at the edges of the actual loaded area 2Cx X 2C+, is given by the following procedure. a) Find the maximum moments M+ and M, and the maximum membrane forces N+ and N,, for the same loading applied to a cylinder of thickness (t + tl), from the charts in 62.2.1 for a radial load, applied over a loaded area2CX X 2C+. b) Find the resultant streses due to these by assuming that the vessel shell and the reinforcing plate share the moments M+ and Mx in proportion to the cubes of their thicknesses and the membrane forces N+ and N, in direct proportion to their thiCknCSSeS.

i.e. M+ reinforcing plate = M+t,3/ (t? + c?)

M+ vessel shell = M@/ (t13 + F)

N+ reinforcing plate = N+tJ (ti + t )

N+ vessel shell = N+t/(t, + t )

6.3.1.6.2 Radiauy outward load a d w moment on a ClJinder These loads require gusset plates as shown on the typical arrangement in figure G.49b to achieve the load transference from the attachment to the vessel. The stsesses in the vessel shell at the edge of the reinforcing plate are approximatly equal to those calc- by assuming the load or moment to be distributed over the whole area of the reinforcing plate 2 4 X 2 4 , and proceeding as described in 6.2.2.1 for a radial load or in 6.2.3 for a moment Note that the sign of the radial load is reversed to that in 6.3.1.6.1.



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f

Welded with fillet weld to vessel all round

I a) Bracket for vessel support

Support

A safe approxjmation for the maxjmum stresses in the b) Find the resultant stresses due to these by reinforcing plate, which occur at the edges of the assuming that the vesel wall and the reinforcing actual loaded area 2Cx X 2C+ is given by the following p h share the moments M+ and M, in proportion procedure. to the cubes of their thicknesses and the membrane

a) Find the &um moments M+ and Mx and the forces N+ and N x in direct ProPortion their maximum membrane forces N+ and N, for the same thichesses, as given in G3.1.5-lb. loading applied to a cylinder of thickness ( t + t l ) . 6.3.1.5.3 Loads on SDheriCal vessels from the charts in 6.2.2.1 for a radial load or from 6.2.3 for a moment, both applied over the loaded area 2Cx X 2C+.

The principles of 6.3.1.5.1 and 6.3.1.5.2 can be applied using the appropriate charts of 6.2.4.2 and 6.2.4.3.



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STDeBSI BS 5500-ENGL 1777 m Lb24bb7 080112b8 4 1 T m BS 5500: 1997 Issue 1, January 1997 Annex G

Reinforcing cx ” - cx plate

dx dx 4 e4 D

a) Simple arrangement for radially inward load

I I



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6.3.1.5.4 Defzections The deflection at a support or fitting provided with a reinforcing plate is approxhakly equal to the sum of the deflections of the wall of a cylinder or sphere of thickness (t + t l ) loaded over the area of the reinforcing plate. These are found from 6.2.2.3 for cylinders or 6.2.4.2 and 6.2.4.3 for spheres and spherical parts of vessel ends. The slope due to an external moment can be found from the deflection calculated in this way by the method given in 6.2.3 and 6.2.4.

6.3.2 Supports for vertical vessels This clause is concerned with the design of supports for vertical vessels except where the conventional methods of simple applied mechanics can be used

The design of brackets used to connect the vessel to its supports is given in 6.3.1.4.

6.3.2.1 Skirt supports Skirt supports are recommended for large vertical vessels because they do not lead to concentrated local loads on the shell, they offer less collstraint against Merential expansion between the part of the vessel under pressure and its supports, and they reduce the effect of discontinuity stresses at the junction of the cylindrical shell and the bottom (but see [18] and [22]). Skirt supports should have at least one inspection opening to permit examhation of the bottom of the vessel unless this is accessible from below though supporting frarmng. Such openings may need to be compensated. Skirt supports may also be applied to spherical vessels and to the spherical parts of vessel ends. The local stresses due to skirt supports in these positions should be calculated as in 6.2.4. 6.3.2.1.1 Overturning mcwnents on skirt supports At any horizontal section of a skirt support, the maximum load per unit length of the skirt circumference is given by:

directly.

N,=-"- w I ; 5 = s t r e s s ~ t h i c h m o f s k i r t 2m If there is a negative value of N, anchor bolts will be necessary because there will be a net moment of M = Wrl - tending to overturn the vessel about the leeward edge of the skirt support flange. For small vessels the anchor bolts can be designed on the assumption that the neutral axis of the bolt group lies along a diameter of the support flange, but this assumption leads to overdesign in the case of tall vessels with large overturning moments because the effect of the elasticity of the foundation, which produces an additional res- moment, is neglected. Suitable design procedures for such cases are given in [16].

6.3.2.1.2 Discontinuity stmses at skirt supports The presence of a skirt support reduces the discontinuity stresses at the junction of the bottom and the vessel wall. A procedure for calculating the actual discontinuity stresses and also the design of skirt supports for vessels subject to severe cyclic loading due to thermal stresses is given in [B]. 6.3.2.2 Ring supports for vertical vessels It is often convenient to support vertical vessels from steelwork by means of a ring support in a convenient position on the shell as shown in figum G.50. Such a ring support corresponds to one flange of a bolted joint with the 'hub' of the flange extending on both sides and with the couple due to the bolts replaced by that due to the eccentricity between the supportmg force and the vessel wall. Its thickness can therefore be determined by adapting the equations in 3.8 and the associated figures. The stresses should be determined as for an integral flange (see 3.8.3.4) except that onehalf of the flange design moment only shall be used in calculating the longitudinal hub stress SH. The streses calculated in this way should not exceed the allowable values for the str'esses in flanges specified in 3.8.3.4.2. All ring supports of this type should rest on some form of continuous support or on steelwork as indicated in figure G.51. They should not be used to connect vessels directly to leg or column supports, but should rest on a ring m e r or other steelwork joining the tops of the columns. 6.3.2.3 Leg supports for vertical vessels Leg supports for vertical vessels can, in general, be designed by the usual methods of applied mechanics, e.g. those described in chapter Xxm of [6]. They should always be arranged as close to the shell as the necessary clearance for insulation will permit. If bmckets are used to connect the legs to the vertical wall of the vessel as in figure G.52 they should be designed as described in 6.3.1.4 and fitted with reinforcing plates if required. Short legs, or legs braced to resist horizontal forces, may impose a severe constraint on a vessel wall due to differences in thermal expansion. This constraint can be avoided by using brackets on the vessel wall provided with slotted holes to allow for expansion. In addition, the mechanical loads at the points of support should be assessed and the local stresses due to these detemined using the charts of 6.2.4. Reinforcing pads designed as in 6.3.1.5 should be fitted if necessary



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c Support m g Steelwor

Figure 6.60 Tgpical ring support Figure 6.51 Typical steelwork under ring support

Reinforcing pads if necessary

Figure 6.62 Leg supports for vertical vessels



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* * v,

Annex G hue 1, January 1997 BS 6600: 1997

6.3.2.4 Rin~ giniers The supporting legs of large vertical vessels and spherical vessels are o h connected to a ring girder that supports the vessel shell. In some designs the lower part of a skirt support is reinforced to form a ring girder. Figure G.53 shows a typical ring grder. Such grdm are subject to torsion as well as bending and require special consideration. When the supporting columns are equally spaced, the bending and twisthg moments in the ring girder can be found from the following data, taken from [20].

Number 4 6 8 12 of legs

-on W14 W16 WB W112 each leg Marrimum w/12 W/16 W124 shear in ring girder

Mlm2 - 0.034 2 - 0.014 8 - 0.008 27 - 0.003 65 M e 2 + 0.017 6 + 0.007 51 + 0.004 15 + 0.001 90 x/?-2 0.335 0.222 o. 166 o. 111 Tm2 0.0053 0.001 5 o.Ooo63 0.Ooo 185 A bending moment causing tension at the underside of the girder is taken as positive. The torsion in the girder is zero at the supports and midway between them and the bending moment is zero at the points of maximum tomion.

Legs braced if required

B.M. = H ,

Points of maximum torsion B.M. = O

Figure 6.53 Typical ring girder



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6.3.3 Supports and mountingsfor horizontal for vessels comprisii a number of interconnected v e s s e l ~ 3 7 ) sections, where appropriate. This test pressure and

6.3.3.1 GenemL self weight (test liquid and vessel weight) are then used to recalculate the stsesses fi to f4 (considered

Horizontal vessels are subject to longitudinal bending to be membrane shses) using the equations given moments and local shear forces due to the weight of in 6.3.3.2. The thickness t for both the pressure their contents, as well as to local stresses at supports term p,,,rEt and the terms containing M3 and M4 and fittings. should be the nominal thickness at the time of the They are conveniently supported on saddles, rings or test reduced by any allowance for under tolerance. leg supports ( see figure G.54). The use of leg supports only, as in Sgure G.&, should When vessels are supported at more than two cross be confined to d vessels in which the longitudinal sections the support reactions are signiscantly affected bending streses are small compared with the axial by small variations in the level of the supports, the stress due to the working pressure, and the local straightness and local roundness of the vessel shell and stresses due to the support reactions (found from 6.2) the relative stif€ness of different parts of the vessel can be kept within allowable limits. against local d~flectims SUPWd at two crow Sections Mountings and brackets fitted to the vessel to support is thus to be Preferred even if this requires M e h g Of external loads should be designed as described the support region of the vessel (see [19]). in 6.3.1. Ring supports are preferable to saddle supports for The shell thickness should not be less than that vessels in which support at more than two aos required for intemal pressure in 3.6.1.2a. sections is and for vessels* It may NOTE. Worked examples of the design of supports and mountings be to Provide ring supports for fi&@ for horizontal vessels are given in annex Y. I or structures supported from the vesseL Vessels designed to contain gases or liquids lighter than

theyaretobehyt3rmIicallytested. saddle supports. The methods given in 6.2 are not 6.3.3.2 can be used to asses this design condition

strictly applicable to loaded areas extending over the

provided that the following three conditions are large proportion of the total circumference of the

satisfied. vessel which is usual for saddle supports. The following treatment is based on an empirical

6.3.3.2 Saddle supports should designed as vessels full of war when figure G.54a Shows a horizontal V e l fitted with

a) The -fi to f i 0 for the (or are to analysis presented in [ 191 and based on be limited to the d u e s given in 6.3.3.2; where the experience with large-diameter m-med vessels with

" f = f t at the dm temp-* The diameter to thickness ratios up to the order of 1250 : 1. -fi tofio are calculated the mons The analysis applies to saddles and rings welded to the @ven in 6.3.3.2 where h the design P m at vessel. where doubt ea, the meth& to be the (m 6.3.1*2), the self weight inchdes in computing due to support lo&, &p., both the v-1 weight and the contents under the should be agreed betwen the pu rche r and the design conditions, with the wall thickness t equal to manufacturer. the analysis thickness.

the vessel is just full of liquid with no intemal pressurearetobelitnitedtotheduesgiven

are using the equations given in 6.3.3.2 reasonable basis for design for n o n q c l i d y loaded where the wall thickness t is the nominal thickness vessels* at the time of the test reduced by any allowance for In the case of vessels with significant cyclic loading, a under tolerance. rigorous analpis is required (see (281, [32], [B] c) The &-esses fi to f4, calculated by the following procedure, are to be limited to 90 % of the minimum Maximum vessel stresses can occur when the vessel is specified yield or proof (as in 6.8.6.2). The full of liquid but not subject to internal pressure valueofthetestpressure~iscalculated (see [19] and [21]) and this loading condition should be using 6.8.6.1, with due regard to the requirements inveStiW.

Loose rings or saddles depend critically upon fit for

computational methods (see [B]). b) The -fi to fi0 for the hydraulic test when their effectiveness and require an&& by

in 6.3.3.2, where the design mf=fa the The wpm- values Of S&eS which, temp- (m ambient). The -fi to fio together with the qPmP* limits, Provide a

and [39]).

m For a derivation of the basic equations and constants in this clause see [37].

G/& Q BSI 1998 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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a) Saddle supports

b) Ring supports

L m

Centroid of ring support ,

c) Leg supports

Figure 6.54 Typical supports for horizontal vessels



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BS 6500: 1997 Issue 3, September 1997 Annex G

In the case of large-diameter thin-walled vessels, the most arduous conditions can occur during filling. However, the methods presented, based on the full condition, produce designs which are satisfactory for the partkdly full condition. The included angle of a saddle support (0 in figure G.&) should normally be within the range 120" I 8 I 150". This limitation, which is imposed by most codes of practice, is an empirical one based on experience of large vessels. Saddle angles outside this range would require careful consideration. When the supports are near the ends of the vessel (A I r ) the stiffnesses of the ends tend to maintain circular support cross sections and the shell is said to be stiffened by the ends. Where the stsesses in the region of the support are found to exceed the allowable values a thickened strake may be used The width of this should not be less than f ra about the cenlxe saddle profile. That is, a total length equal to, or greater than, the radius of the vessel see [B] and [39]. NOTE 1. In providing a thickened strake in the region of the saddle it is assumed that the high stresses associated with the saddle have died away. The longitudinal and shear stresses at the stepped down thickness of the vessel may, therefore, be calculated

Although the values of the bending moment and shear force at the stepped down thickness will be slightly less than M4 and W,[@ - + 4b/3)] respectively, it is recommended that the full values of these are used in equations (G.ll), (G.12) and (G.13) with the values of the constants quoted above. NOTE 2. A range of standardized saddle supports welded to pressure vessels is included in [a]. 6.3.3.2.1 L.ongitUdincll bending moments Figure G.55 shows the loads, reactions and longitudinal bending moments in a vessel resting on two symmetrically placed saddle supports. The bending moments are given by the following equations (see [19] and [37)):

using KI and Kz = 1.0 and K3 = 0.319.

at mid-span 2(12 - b2)

at supports

1" + L

A positive bending moment found from these equations is one causing tension at the lowest point of the shell cross section. The moment M4 may be positive in vessels of large diameter with supports near the ends because of the effect of hydrostatic pressure (see figure G.55). When Llr and blr are hown, these reduce to:

M3 = Wl(C1L - A) where

C1 is a factor obtained from figure G.56, and

where C2 and C3 are factors obtained from figure G.57. Similar expressions for the longitudinal bending moments can be obtained by the or- methods of statics for vessels in which the supports are not symmetrically placed. 6.3.3.2.2 Longitudinal stre.sses at mid-span The resultant longitudinal stresses at mid-span due to pressure and bending are given by the following equations: at the m e s t point of the cross section

at the lowest point of the Cros section

(G.lO)

These equations are based on simple beam theory which assumes that cross sections remain circular. The calculated tensile and compressive stresses should not exceed the values permitted in A.3.4.2.1 and A.3.5.



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STD.BS1 BS 5500-ENGL L997 m Lb29bb9 0809275 b5T m

hex G h e 2, November 1999 BS 6 6 0 0 : 1997

L12 L12 m

I I I

I l I I

2 bw 3 -

Y r 2 - b z ' Beam model of vessel

Positive values of M4 are obtained for the following forms and proportions:

flat ends A h < 0.707 ends with 10 % knuckle radius A/r 0.44

semiellipsoidal ends 2:1 ratio Alr 0.363

M4 is always negative for hemispherical ends.

The dimension 3b/8 is an approximation for the distance from the tangent plane to the centre of gravity of the dished end and its contents for all ranges of dished end covered by this standard.

Figure G.66 Cylindrical shell acting as beam over supports

0 BSI 09-1999 GI67 ~~



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BS 6500: 1997 h e 1, January 1997 Annex G

0.15 0.15

0.1 0.1

"

0.05 o. õ5

I I l I l Values of L/r

O O 1.0 2 .o 3.0 4.0 5.0 6.0 8.0 10 15 20

I I I I I

Figure G.66 Factor for bending moment at mid-span

GI68 O BSI 1997



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* * o)

~~ -

STD-BSI BS 5500-ENGL L997 Lb2'4bb9 080'4277 422 Annex G h e 1, Jan- 1997 BS 5 5 0 0 : 1997

O

Y a

8

2 a a c, (d

O BSI 1997 Gf69 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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STD.BSI BS 5500-ENGL 1997 Lb2rlbbS 0804278 3b9

BS 6500: 1997 k e 2, September 1997 Annex G

6.33.2.3 Lmgicwlinal stresses at the saddles Longitudid stresses at the saddles depend upon the local stiffness of the shell in the plane of the supports because, if the shell does not remain round under load, a portion of the upper part of its cross section, as shown diagmmmatically in figure G.%, is ineffective against longitudinal bending (see [19]). The resultant longitudinal stresses due to pressure and weight should be evaluated at two positions as follows.

a) Either 1) at the highest point of the cross section when the shell is stiffened by rings or by proximity of the ends, i.e. A 5 rf'2 ; or 2) near the equator when the shell is unstiffened.

In both cases 1) and 2) the stress is given by

b) At the lowest point of the cross section:

(G. 11)

(G.12)

Values of KI and K2 are given in table G.2. The thickness of the saddle plate should not be included in the equations. The calculated tensile and compressive stresses should not exceed the values permitted in A.3.4.2.1 and A.3.6.

This area is ineffective against Longitudinal bending in an unstiffened shell

Figure 6.68 Portion of shell ineffective against longitudinal bending

I Table 6.2 Design factors KI and K2 I l Condition

I Saddle angle I K I 1 K . 1 B (degrees)

I Shell stiffened by end I 120 or rings, i.e. A 5 r/2 or 135 rings provided 1 150

I Shell ullstiffened by I 120 10.107 10.192 1 end or rings, i.e. A > r/2 and no rings provided

135 0.132 0.279 0.161 150 0.234

6.3.3.2.4 %ngential shearing strases Tangential shearing stresses are given by the following equations. The values of K3, K4 and the allowable tangential shearing stress values are given in table G.3. The thickness of the saddle plate should not be included when using equations (G.13) to (G.15).

a) Saddle not near vessel end (A > m ) , with or without rings added

(G. 13)

This equation does not apply when A > W4, but such proportions are unusual. b) Saddle near vessel end (A 5 m ) , without rings added In this case there are shearing stresses in both the shell and vessel end. They are given by

1) in the shell q =- K3 W, rt

2) in the end qe = - K4wl d e

(G.14)

(G. 15) I

c) Saddle near vessel end (A 5 m ) , with rings in I the plane of the saddle. When the shell is stiffened by rings in the plane of the saddle and bl < A I r , or b1/2 < A 5 bl, shear stsesses are:

1) in the shell agjacent to the ring q=-sing, W1

nrt (G. 15a)

where v, is measured form the zenith (top) of the cylinder qisamaximumat~=m2inwhichcase: q=- K3wl

rt

2) in the end qe = - K4 rte (G.15b)

d) Saddle near vessel end (A I m ) , with rings aajacent to the saddle.



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Issue 4, January 1998

When rings are placed w e n t to the saddle, it is assumedthattheshearstmssesdonotbenefithm the hgs, see table G.3. In view of this, the most appropiate equations for the c8se when b l c A I r l Z o r b l n < A I b l a r e t h ~ o ~ t h ~ given for the shell stiffened by the dished end to the VeSseL

1) In the shell IntheregionofO<p<a

(G. 1 k )

Intheregionofa<p<n Wl(a-sinacosa)sinp

‘ = m t ( n - a + s i n a c o s a ) (G. 16d) where

(P is measured h m the zenith (top) of the cyiinder, 8 is the included angle of the saddle support (see figure G.&). qisamaximumatg,=a,inwhich c a e q = & Wlht

NOTE When rings are present, the shear stress in the end, qe, for cases c) and d) will be reduced from that given by equation G.16. However, for simplicity, it is recommended that the procedure given by equation G.16 be adopted for these cases. 6.3.3.2.5 C i m w d shsses Figure G.69 shows the circumferential bending moments C M e r e n t i a l dresses should be calculated using the equations given in G.3.3.2.6.1 and G.3.3.2.6.2. The numeriml values of the circumfmtial &t?ssesf6, f7 and& found using these expressions should not exceed l.%$ Unless the saddle is welded to the vessel, the value off5 should not exceed .!#B, where E is the c M e r e n t i a l buclding s&ain which is obtained from theequationgivenin~3.6-3whichintumusesn h m figure 3.62. In this derivation the value of WZR alwaysequals0.2bothinfigure3.62andinthe equation in figure 3.6-3. NOTE The background to this design method is given in 1441. When the saddle is welded to the vessel the value of f5 should not exceed$

(G.&)

Table G3 Design factors K3 and & and allowable tangential shearing stresses Component Factor Saddle angle Condition

8 (degreer)

V e l shell K3 A 5 v2 A > r / 2 Shell unsti€fened by rings

0.485 O. 799 150 0.654 0.958 135 0.880 1.171 120

Shell stiffened by rings in 120 0.319 0.319 plane of saddles 136 0.319 0.319

150 0.319 0.319 shell stiffened by rings 120 0.880 1.171 adjacent to saddles 135 0.958 0.654

150 O. 799 0.485 Vessel end & b l < A S r / 2 bin C A S bl

Shell stiffened by end of vessel

0.296 0.485 150 0,344 0.654 135 0.401 0.880 120

Allowable tangential shearing stresses

Vessel end Vessel shell ’ (see note 1) Dean min (O.SA O.WU?-) l-Zfin(d)

(see note 2) NOTE 1. Allowable tangential shearing stress values are derived from strain gauge tests on large vessels (see [19]) and experience witl large diameter thin walled vessels. NOTE 2. The nominal maximum tensile stress in head due to internal pressure, fnCd can be found from m 3.6-2 using appropriate values of hJD and dD to give plf and hence fn(d) = p / (pm where e is the vessel end analysis thickness.



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Bs SMW): 1997 Issue 2, September 1997 Annex G

Maximum bending moment =Me=K6W,r

=,ycl = K6 Wlr

where n is the number of st i f feners

I

R

a) For no stiffener or for b) For ring stiffenem adjacent to saddle ring stiffener in plane of saddle

Figme G.69 Circumferential bending moment diagrams

633.2.5.1 S7t.d not stiff& by rings The circumferential stresses are calculated as follows. a) At the lowest point of the cross section:

b) At the horn of the saddle (see Sgure G.64a):

(G. 16)

L - W, 12QW19- r 4tb2 -78- for - < 8, then& =- (G. 18)

Wh= h = 61 + 101 Unless the saddle is welded to the vessel, values of K5 should correspond to those given in table G.6 for rings a x e n t to saddle. When the saddle is welded to the vessel, K5 may be taken as onetenth of this value. Values for & are given in table G.4. These stresses may be reduced if necessary by extending the saddle plate as shown in figure G.60. It is recommended that the thickness of the saddle plate in this case should be equal to the thickness of the shell P M Ifthewi~ofthisplateisnotlessthan~andit subtends an angle not less than (6 + 129, the reduced int the shell at the edge oft he saddle can be obtained by substituting (t + tl), the combined thickness of shell and saddle plate, for t in equations (G.16) to (G.18). h is assumed to be UIIChaIlged.

GR2

The &reses in the shell at the edge of the saddle plate should be checked using equations (G.16) to (G.18). The saddle angle 6 may now include the angle of the saddle plate up to but not exceeding + 12". The value oft should be taken equal to the shell thickness, h is asrmmed to be unchanged. In summary, when an extended saddle plate of angle 2 (6 + 12') and width 2 & = bl + lot is used without the Use Of a stiffening m, the stressesf5 aXldf6 lUX? cal- using equalions (G.16) to (G.18) as follows:

a) At the edge of the saddle; using a thickness equal to ( t + tl) and constants K5 and &, based upon upon an angle 6 and & = bl + lot. When the saddle is welded to the vessel the allowable value of f5 isf andf6 is 1.26J wherefis the minimum of the design s t m s values for the shell and for the saddle plate. b) At the edge of the extended saddle plate, using a thickness t and constants K. and &, based upon an angle6+12"and~=bl+101Whenthesaddleis welded to the vessel the allowable value of f5 is f and f6 is l.%f, where f is the design stress value for the shell.

If the stsesses are unacceptable then the width andor the included angle of the saddle should be increased and the calculations repeated, or abmatively provide rings and cany out an analysis in accordance with 6.3.3.2.5.2.

BSI 1997 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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Annex G Isme 1, September 1997 BS 6500: 1997

It has recently been shown that peak stsesses in the shell at the horn of the saddle can be reduced by introducing some flexibility into the saddle design in the region of the saddle horn (see [28] and [32]).

I 1 Table 6.4 Design factor & I l b I

Alr 8 (degrees) 120 166 160 135

I 0.50 0.0238 0.0316 0.0413 0.0528 2 1.00 I 0.0059 0.0079 0.0103 0.0132

NOTE. For 0.50 < A/r < 1.00 values of K6 should be obtained by I I linear interpolation of the values in this table.



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Annex G Issue 1, January 1997 BS 6600: 1997

7 "_""""

I

a) Simple saddle support

\

b) Saddle support with extended plate

Figure G.60 Saddle supports

I Parts i f saddle below H = K , W, this line offer no

appreciable resistance to force H

I

H=Kg W , Parts o i saddle below this line offer no appreciable resistance t o force H

6.3.3.2.6.2 SheU stvf& tyy rings (see figure G.61) The second moment of area, I , is taken about the

The equaons for calcw circumferential stresse' the centroid of the shaded area With an extended tensile stsesses and negative values denote compression. combined thickness ( t + t l) may be used for t in

figure G.61a when c a l a the &'esses at the horn

effective cross-sectional area, a, of the stiffener (or stiffeners) and the portion of the shell that can be

moment ( tz + lot) in figure G.61a becomes t2 + 10(t + t l)

assumed to act with it (them) is indicated by the and this axial length and the combined thickness are used to calculate I, a, G and d in equations (G.19)

shaded areas in figure G.61. and (G.20).

x-x axis parallel to the axis of the shell and through

are given in a) and b, values denote &dle pl.& (see 6.33.2.5.1 figure Gam) the

VdIES of c4, c59 K7, and K8 are @ven in table G-5. The of the a d l e . The & length assumed to cany the

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BS 5 5 0 0 : 1997 Issue 3, January 1999 Annex G

I Table 6.6 Values of constants C,, Cg, K5, K7, and I I Ring in plane of saddle Rings adJacent to saddle Internal ring External rings Internal rings

(see figure G.61a)

0.645 0.673 0.711 0.760 - - - - -1 -1 -1 -1 + 1 + 1 + 1 +1 + 1 + 1 + 1 + 1 - 1 - 1 - 1 - 1 166 150 135 120 166 150 135 120

(see figure G.61b)

0.0528 0.0413 0.0316 0.0238 0.0581 0.0471 0.184 0.219 0.248 0.271 0.277 0.303 0.323 0.340 0.0242 0.0355

(see figure G.61~) 7

150

-1 +1 0.673 0.0355 0.2 19

165

-1 + 1 0.645 0.0242 o. 184

I NOTE. Intennediate values of K5, K7 and K8 may be obtained by hear interpolation

If the extended saddle plate subtends an angle not less than (e + 12") the dresses f7 andfs can be obtained h m equations (G.19) and (G.20) using K7 and K8 values corresponding to saddle angle of (O + 12"). The stiffeners shown in figure G.61 are of rectangular section. stiffeners of other sections may be used if preferred. In W , when an extended saddle plate of angle 2 (S + 12") and width 2 bz = bl + 10t is used together withtheuseofastiffeningringintheplaneofthe

calculated using equations (G.19) and (G.20) as follows:-

Saddle, as h @We G.61, the S'hSSeS f7 and f8 are

-Attheedgeofthesaddle Using a thicknes equal to (t + tl), a length of shell of + lO(t + ti) to c a l ~ W I, a, C and d a d CoIlStants K7 and K8 based upon an angle of 8. The allowable values of f7 and f8 are 1.255 where f is the minimum of the design stress values for the shell, saddle plate and stiffening ring. -Attheedgeoftheextmakdsaddleplate Using a thickness t, a length of shell of h + lot to calculate I, a, C and d and constants K7 and based upon an angle O + 12". The allowable d u e s of f7 andfs are 1.25J where f is the minimum of the design stress values for the shell and for the stiffening ring.

When several Menem are used, as in figure G.61b and c, the values of I and a are for the sum of the shaded areas. When two ring stiffeners are being used, it is essential that these be placed macent to the saddle and can be welded to either the inside or the outside of the shell as shown in Sgure G.61b and c. It is essential that the axial length of shell between the sblffeners be not less than bl plus 10 times the shell thickness and not more than the mean radius of the sheU In this case, it is essential that a further check on the magnitude Offs be made assuming the value of&, from table G.4, is that for Ah I 0.50. In -, when an extended saddle plate of angle

stiffening rings macent to the saddle, as in figures G.Gl(b) and (c), the stslesses f5 and& are calculated using equations (G.17), (G.18), and (G.21) and stsesses f7 and f8 h m equations (G.22) and (G.23) as follows:-

2 (e + 12") and width 2 b2 + 10t is used with

-AtULeedgeofthesaddle CdCUkìk f5 and f6 Using a thiCkn- (t + ti), constants K5 and & based upon an angle S, with the I values & for A h 5 0.50, and b~ = bl + lot. When the saddle is welded to the vessel the allowable value of f5 is f and f6 is 1.25J where f is the minimum of the design stress values for the shell and for the saddle plate. -Attheedgeoftheam%.&dsaddleplate cdC!d& f5 and f6 USa a thiCkneSS Of t, COnSbIltS K5 and KG based upon an angle S + 12", with the value of Irjj for Ah I 0.50, and b2 = bl + lot. When the saddle is welded to the vessel the allowable value of f5 is f and f6 is 1.25f, where f is the minimum of the design stress for the shell. - In the stiflening ring centre profile Calculate f7 and f8 using a thickness of t, and axial length of shell of + 10t for each ring for I, a, c and d and constants K7 and Kg based on an angle of 0 + 12". The allowable values of f7 and f8 are 1.25f, where f is the minimum of the design stress values for the shell and for the stiffening ring. a)Aringinthepluneofthesaddle At the horn of the saddle, in the shell

(G.19)

At the horn of the saddle in the flange or tip of the ring remote from the shell:

C 8 7 w l d K 8 w l f 8 = I a

b) Rings adjacent to the saddle At the lowest point of the CIY)SS section:

- &W1 f5 =-"-

Near the equator, in the she& c f i 7 w l m &W1

f 7 = I a

(G.20)

(G.21)

Near the equator, in the flange or tip of the ring remote from the she&

(G.23)

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* rn *

ell thickness

W a) Ring stiffener in plane of saddle

\ I thickness

b , + l O t G x Q r

b) Internal ring stfleners adjacent to saddle

b, + 10t S x S r

c) External ring stiffeners adjacent to saddle

kness

Figure G.61 Typical ring stiffeners

"

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STD-BSI BS 55dO-ENGL 1997 b lb2r lbb9 060rl203 llb3 M BS 55;oo: 1997 Issue 1, January 1997 Annex G

6.3.3.2.6 Design of saddles The width 61 of steel saddl~ (see figure G.54a) should be chosen to satisfy the circumferential stress limits as defined by equations (G.16) to (G.23), where applicable. For most cases a width equal to (where D is the mean diameter of the vessel in mm) will be SatkfaCtQIy The minimum section at the low point of a saddle (see figure G.60) has to resist a force H equal to the sum of the horizontal components of the reactions on onehalf of the saddle. The effective cross section res- this load should be limited to the metal cross section within a distance equal to r/3 below the shell and the average direct stress on this cross section should be

, limited to two-thirds of the allowable design stress. ~ H = K9Wl

where ~

120 165 150 135 Kg 0.288 0.259 0.231 0.204

The upper and lower flanges of a steel saddle should be thick enough to resist the longitudinal bending over the web or webs due to the bearing loads as in any machine support. The web should be stiffened against buckling due to vertical shear forces as for structural beams, and against bending due to longitudinal external loads on the vessel. One saddle of each vessel should be provided with some form of sliding bearing or rocker in the following

a) when steel saddles are welded to the vessel shell; b) when large movements due either to thennal expansion or to axial strain in a long vessel are expected.

cases:

6.3.3.3 Ring supports for horizontal vessels Ring supports for horizontal vessels, as shown in figure G", are used where it is important to ensure that the shell of the vessel close to the supports remains round under load. This is usually the case for

a) thin-walled vessels likely to distort excessively due to their own weight; b) long vessels requiring support at more than two positions.

The longitudinal bending moments in the shell and the corresponding dresses c m be found in the m e way as for saddle supports from equations (G.7) to (G.12). The tangential shear stresses in the shell macent to the ring support are given by

(G.24)

The allowable tangential shearing stress values are given in table G.3. The maximum circumferential stress in the ring, due to dead loads is given by

f i o = z +- KlOWP"2 &W1 U

(G.25)

It can be assumed that a length of shell I ( = fi + contacbng width of support) acts with the ring

support to form a combined section and that, r2 is the radius through the centroid of this section, 2 is the least section modulus and a is an effective area of the section. The constants Klo and K11 axe found from the table G.6.

r Table 6.6 Values of Klo and K,, &!le 91

degrees

30 35 40 45 50 55 60 65 70 75 80 85 90

Klo

0.075 0.065 0.057 0.049 O. o43 0.039 o. o35 0.030 0.025 0.020 0.017 0.015 0.015

KI1

0.41 0.40 0.39 0.38 0.37 0.36 0.35 0.34 0.32 0.31 O. 29 0.27 0.25

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The stsess in the ringfi0 should not exceed$ In the case of category 1 and 2 vessels the rings are in general of the same material as the vessel and constructed to the same category as the vessel with thefvalue obtained from tables 2.3-2 to 2.3-12. In the case of the rings associated with category 3 vessels, it is considered acceptable to use the corresponding category 1 and 2 vesself values as given in tables 2.3-2 to 2.312, provided the radial weld seams joining the segments of the rings are located in the region of low ben- stress in the rings. The distribution of the bending moment in a typical ring support is shown in [37]. Where the ring is made of a different material from that of the vessel, thef value for the weaker material should be used For mild steel ring girders used on category 3 vessels and not subject to above ambient temperatures, it is acceptable to use the allowable stresses from [a]. In this case the ring should be designed as a separate structure without the benefit of the length of the shell. Unless a vessel with ring supports works at atmospheric temperature and pressure, at least one ring support has to be provided with some form of sliding bearing at its connection to the foundation or supporting structure. NOTE. The values of Klo and K,, are derived from the absolute maximum circumferential moment and the absolute maximum direct force in a ring support as shown in figure G.54b. The influence of shear forces in the ring due to reactions W1/2 is not taken into account and the designer should satisfy himself that the ring section is sufficient in cross-sectional area and lateral stiffness to resist these forces. It is not necessary to take into consideration secondary shell bending stresses induced by the rigidity of, for example, a support ring, when evaluating, except where fatigue is a governing criterion when the permissible stress is a matter for individual consideration.

6.4 Simplified method for assessing transient thermal stress at a pressure vessel nozzle

6.4.1 Introduction It is often nece- to consider the stresses that will arise at the junction of a nozzle with a cylindrical or spherical shell when the fluid contained in the vessel is subject to a rise or fall in temperature. The value of these stresses may decide the number of temperature transients which can be accommodated without the risk of fatigue failure or, alternatively, the stress levels may dictate the rates of temperature variation which can safely be permitted During such variation in operating conditions, shell and branch material will be subject to stresses developed by transient through-thickness temperature distribution. The intensity of these stresses will be dependent upon the rate of fluid temperature rise or fall, the surface heat-transfer coefficient and also upon the metal thicknesses and properties.

Since the thickness of branch and shell will usually be dishrdar, there will be differential expansion of the branch and shell during the transient, which will produce additional discontinuity stress. A rigorous stress analysis would need the use of finite element computer methods which, in the case of a branch on a cylindrical shell, would involve a complex three-dimensional approach. It would be difficult to be equally precise in specifying the heat transfer rates operating, which have been shown experimentally to vary considerably around the circumference of branches in cylinders. The cost of one such rigorous analysis would be prohibitive in most cases and usually the designer will need to consider several transient operating conditions. Of more value in general pressure vessel work are more simple methods which give realistically conservative maximum stress levels for use in a fatigue assessment.

6.4.2 Outline sf the suggested design method The method described in 6.4.3 to 6.4.6 first uses well known analytical methods for determining through-thickness temperature distribution and stresses in the branch and shell material during a fluid transient. The average temperature of each component is then used in a h-shel l discontinuity analysis at the junction of branch and shell. The total & - e s is taken to be the sum of the temperature and discontinuity stress. The solution yields a conservative estimate of the gross section stresses from which the maximum equivalent stress intensity can be calculated In applying the results in a fatigue analysis, stress concentmtion factors would be applied to allow for the effect of welds or local geometry Graphs and tables are included which reduce the overall solution to the simple use of thermal and stress factors which are applied in a final set of stress equations.



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6.4.3 Notation and derivation of method

6.4.3.1 Notation For the purposes of 6.4 the following symbols apply

al, u2, u3 are branch influence coefficients;

are shell influence coefficients;

are stress factors (from tables G.7, G.8, G.9, and G.lO); is the specific heat of material (in J/(kg*K)); is the diffusivity of material (in m2/s); is the modulus of elasticity ( i N/m2); shear force ( i N); is the surface heat transfer coefficient (in W/(m2-K)); is the surface heat transfer coefficient at the branch inner surface (in W/(m2-K)); is the surface heat transfer coefficient at the shell inner surface (in W/(m2.K)); is the conductivity of vessel material (in W/(m2.K)); are branch thermal factors (from figures G.64 and G.65); are shell thermal factors (from figures G.64 and G.65); are branch and shell mean temperature factors (from figure G.66); is the mean temperature difference factoc = ml shear moment (in Nem); = de/tZ; is the mean radius of branch (in m); is the outer radius of branch ( i m); is the inner radius of branch (in m); is the mean radius of shell (in m); is stress (in Nh2) (see text for specific s y m b o w ; is the nominal branch thickness ( i m); is the nominal shell thickness (i m); is the fluid temperature rise from start of transient (in K); is the inner surface temperature ( i K); is the outer surface temperature (in K); is the mean temperature (in K); is the discontinuity of edge rotatioq is the coefficient of linear expansion (in m4m.K)); is the radial discontinui@, is the time from start of transient (in S); is the density of the material ( i kg/m3).

6.4.3.2 Derivation of method Consider a cylinder-bsphere assembly as shown in figure G.62 with a fluid subject to a rise in temperature on the inside. Assume that heat -fer coefficients (hb and h,) apply at the branch and shell inner surfaces. The fluid velocity in the branch will usually be greater than that in the shell and hb may be seved times larger than h,. During a ramp rise in temperature the timetemperature behaviour of branch and shell material will be similar to that shown in figure G.63. Branch and shell material away from the discontinuity will be subject to thermal stress proportional to the difference between the surface temperature ( E or T,) and the mean temperature (T&. These through-thickness temperature stresses will generally be different in branch and shell. Solutions are given in I291 for stresses in a flat plate subject to a ramp rise in fluid temperature at one surface. Taking Poisson's ratio as equal to 0.3, these solutions may be plotted in the form of fígures G.64 and G.65, where

Si = - KlEaTf S, = K2EaTf Si and S, axe the thermal stresses at inner and outer surfaces.

The values of KI and K2 are plotted in figures G.64 and G.65 against the parameters:

dB N = 7

k m = - ht

where d = hkp

Also, from the solutions given in [l], curves may be drawn as shown in figure G.66 which give the ratio of rise in mean metal temperature to the rise in fluid temperature (T,ITf) using the same parametem N and m. Assuming that the thermal expansion of the branch and the shell opening is proportional to the respective average metal temperatures, the radial discontinuity introduced at the junction would be 6 = (Kb - K,)arTf

where Kb and K, are obtajned from figure G.66. In addition to the relative horizontal displacement of the two parts, a rotational discontinuity (v) will also be produced by edge rotation of the shell opening.



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sTD.BSI BS 5500-ENGL L997 lb24bb9 080420b I172 m Annex G Issue 1, January 1997 BS 6500: 1997

In an actual construction these discontinuities will be where removed by shear forces (F) and moments (M) acting at the junction and their values would be given by the equations:

(al + A1)F + (a2 + A2)M = S (R + A2)F + (a3 + A3)M= V

where a, and& are deflections and rotation influence coefficients for branch and shell respectively The values of a, may be obtained form simple thincylinder bending theory; values of An referring to a pierced hemisphere may be more conveniently obtained from thin-shell computer analysis. In practice the 'free' rotation at the edge of the shell opening would be small and would in any case tend to reduce the values of discontinuity force and moment. If the value V is therefore taken to be zero, the equations offer a more simple solution, giving somewhat conservatively high values of F and M. %&hg Poisson's ratio as 0.3, inserting equations for a, and letting C = HI: S = r/R, 2 = T/t, a nondimensional solution of the equations will be given by:

F D1 E6=D M D2 WT=D

= A ~ C ? + s . M ( c s ~ ~ z ~ . ~ 4 = A2/C - 3.33(Cs)z2 D = D1(2.6(CSZ)'.5 + A l ) - 02'

Using the calculated values of junction force and moment, equations for stresses in the branch and shell at the junction may also be written, and stresses will be directly proportional to the difference in mean temperature between the two parts. A general expression for discontinuity stress may therefore be written as:

S, = KdCnEaTf where K d is equal to the difference between the temperature factors Kb and K, given by figure G.66 and C, represents factors for the various component stresses in the assembly The values of Cn for a range of branchlshell geometries have been computed and are given in tables G.7, G.8, G.9 and G.lO. The total stresses will be given by combining the discontinuity stresses with those due to through-thickness transient temperature distribution (Si and S,) and may be represented by a general set of stress equations as given in 6.4.4.

Figure 6.62 Nozzle geometry

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Figure 6.63 Transient fluid and metal temperatures

L-4 Time - ks-l Time -

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- ~ ~~ ~ - ~~

STD-BSI BS 5500-ENGL L977 Lb24bb9 080q208 T45 Annex G Issue 1, Janua~y 1997 BS 6 6 0 0 : 1997

c c o O 1 Y J O ‘n

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STD*BSI BS 5500-ENGL L777 13 lbZ' lbb7 0804207 7 8 1


u! t "? c O O O O o 2

zy JO zJ

-. O

c

8

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O

O c

9 7

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6.4.4 lbtal stress equations 6.4.6 Use and limitations of the method 6.4.4.1 Junction stresses The final stress equations should provide a designer

with a simple means of estimating stress ranges in a branch due to thermal cycling. Although based upon the analysis of the rotationally symmetric cylinder-bsphere connection, the results should be

of branches in cylindrical shells.

is based upon a &&plate solution and is reasonably accurate for cylinders where r& is less than about 1.1.

Outer surface For branches thicker than this, the stress factor (kl) circumferential may be multiplied by the ratio rh-i for a conservative

result.

conservative results since it neglects the effects of edge

on the branch and by temperature gradient through the shell wall. Both effects would in practice tend to

b) Bmnch reduce the junction forces and moments. Inner surface Such a simple type of analysis cannot, of course, circumferential predict the peak stresses which would occur due to S'fi = [&(C1 + 0.3Cz - 1.0) - kllEaTf local changes in geometsy at the junction and the

designer would need to apply appropriate stress concentsation factors before applying stress results in a

a> Ls72"u Inner surface circumferential

Sb = [& (C1 + 9) - K1)aTf sufficiently accurate for use in the fatigue assessment

meridional The analysis for through-thickness temperature stress

I

sh = [& @ - c3) - Kl]GaTF

s h o = [ K z + K d ( c ~ - 9 ) I E a T f The analysis for discontinuity stsess will give

meridional rotation produced by any temperature gradient

srno = [ K2 - Kd ( c3 + 3 ) k a T f

longitudinal s ' h = - kl]EaTf fatigue analysis. Outer surface In practical use the tabulated stress factors Cl, Cz, C3 circumferential and C4 will be found to plot as fairly straight lines s'ho = [h + &(c1 - 0.=2 - l.O)]EaTf against the various parametem, and interpolation for longitudinal intermediate geometric ratios can be made with S'Io = Ih - &c2lEaTf

reasonable =c-.

where 6.4.6 Worked example Kd = Kb - K, (read from figure G.66) Problem. A branch 300 mm mean diameter and 50 mm

figures ~ ~ 6 4 and G.= for shell ( K ) and branch (k) and 100 IlUn thick The Contained fluid k3 subject to a

c3 are stress factors 'Om G'77 G'8 average heat tramfer coefficients to shell and branch

KI, Kz1 kl, h are temperature factors from thick is welded to a steel vessel 3 m diameter

ramp rise in temperature of 200 "C in 10 min. The

are estimated as 570 W/(m2.K) and 2850 W/(m2.K) and G.9. The maxjmum quivalent stress will -3' respectively. Calculate thermal stress in the assembly at occur at the junction between branch and shell to the end of the -ienL which point the above stress equations refer. Maximum bending stress in the branch may occur at a distance 0.626 from the junction. At this point the total thermal stsesses will be given by equations C = 420 J/(kgK) in 6.4.4.2. p = 7700 k m 3

W e : k = 41.5 W/(m.K)

6.4.4.2 Bmnch stresses d = - - k cp -420 x 7700 41.5 = 1.28 X lP5 m2/s

Inner surface circumferential c-te -factom (Kl, K2, kll kz, Kd) S'hi = [Kd(O.322(cl - 1) + 0.192Cz - 0.3c1) - kl] EaTf At end Of transient 0 = 600 S

longitudinal S M : de 1.28 X 10-5 X 600

N = F = (0. = 0.77

circumferential k 41.5 g h o = [&(0.322(Cl - 1) + 0.3c1 - 0.192c2) + &] EaTf hT 570 X 0.1

m = - = = 0.73

longitudinal IC1 = 0.32 (from figure G.64) S'¡, = [&(c4 - 0.64462) + h] EaTf K2 = 0.14 (from figure G.65) where C4 is a stress factor from table G.lO. K, = 0.30 (from figwe G.66)



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STDmBSI BS 5500-ENGL 1997 D lb2Ybb9 0804212 Y7b m Annex G Issue 1, January 1997 BS 5500: 1997

Branch: de 1.28 x 10-5 x 600 N = - p = (0.05)2 = 3.1

k ht 2850 X 0.05 -

m = - = 41’5 - 0.29

kl = 0.14 (from figure G.64) k2 = 0.08 (from figure G.65) Kb = 0.82 (from figure G.66)

Since r& = 1.4 (Le. r& > 1.1)

kl (corrected) = - kl = 0.17 150 125

K d = Kb - K, = 0.52 - calculate geometric factors (Cl,

RIT = 15, rlR = 0.1, Z = Tlt = 2.0 C1 = 0.26 (from table G.7) C2 = 0.70 (from table G.8) C3 = 0.13 (from table G.9)

Calculate total UlemLal stress Rise in fluid temperature (Tf) = 200 K E = 21 X 104 m i m 2 a = 12.6 X lO-Gm/(m.K) EaTf = 21 X 12.6 X 20 X le1 = 530 MNlm2

m: Total stress factor

-0.157

-0.296

S,, = 0.14 - 0.52 0.13 + - = ( O:)

0.248

-0.019

Branch: Total stress factor

S’, = 0.52[0.26 + (0.3 X 0.7) - 1.01 - 0.17 = -0.446 S’, = (0.52 X 0.7) - 0.17 = O. 194 S’ho = 0.08 + 0.52 [0.26 - (0.3 X 0.7) - 1.01 = -0.414 S'la = 0.08 - (0.52 X 0.7) = - 0.284

From this analysis the maxjmum stress intensity would occur at the inner surface of the branch and would equal

In this example, if the inner surface of a weld at the branch to shell junction may be considered to be ground flush then the design life, due to thermal cycling alone, would be obtained by entering the fatigue design curve (see figwe C.3) at a value of alternating stress of %S,,,, (see C&). Otherwise, and at other locations, it may be necessary to apply additional peak stress factors to allow for weld geomehy If temperature cycling coincides with pressure changes then any stresses due to pressure should be added to the component stresses given above, before calculatrng the maximum stress intensity in accordance with C.2.3.

S,, = 236.4 + 102.8 = 339.2 N / m *

Stress ( MN/m2)

-83.2

- 157.2

131.4

-9.9

Stress ( MN/m’)

-236.4 102.8

-219.4 -150.5

“

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Table 6.7 Circumferential stress factor C1

IUT= 15 rlR

0.66 0.57 0.46 0.36 0.29 0.20 O. 15 o. 11 O. 05 2 = 0.5 2 = 0.66 Z= 1 Z = 1.5 2 = 2 2 = 3 2 = 4 2 = 5

o. 1 o. 10 O. 13 O. 18 0.26

IUT = 50 0.58 0.51 0.44 0.38 0.33 0.24 o. 18 O. 14 0.5 0.57 0.50 0.43 0.37 0.31 0.23 O. 17 O. 13 0.4 0.57 0.49 0.41 0.35 0.30 0.22 O. 16 o. 12 0.3 0.56 0.48 0.39 0.32 0.27 0.20 O. 14 o. 11 0.2 0.59 0.50 0.40 0.32

r1R 2 = 5 , 2 = 4 , 2 = 3 , 2 = 2 2=1.5 , 2 = 1 , 2 = 0.66 2 = 0.5 0.05 0.08 o. 11

IUT = 100 0.56 0.49 0.43 0.38 O. 32 0.24 O. 18 O. 14 0.5 0.53 0.47 0.39 0.35 0.30 0.22 O. 17 o. 12 0.4 O. 52 0.45 0.38 0.33 0.27 0.21 O. 15 o. 11 0.3 0.50 0.43 0.35 0.30 0.26 0.19 O. 14 o. 10 0.2

- 0.49 0.41 0.33 0.26 0.22 O. 16 0.11 0.09 o. 1 0.53 O.# 0.34 0.26 0.22 0.15

rlR

0.55 0.49 0.42 0.37 0.32 0.24 O. 18 O. 13 0.5 0.53 0.46 0.39 0.35 0.28 0.22 O. 17 o. 12 0.4 0.50 0.44 0.35 0.32 0.26 0.2 1 O. 15 o. 12 0.3 O.# 0.41 0.33 0.29 0.24 O. 18 O. 13 o. 10 0.2 0.45 0.38 0.30 0.25 0.2 1 O. 15 0.11 0.08 o. 1 0.47 0.39 0.30 0.23 o. 19 O. 13 0.10 0.07 0.05 2 = 0.5 Z = 0.66 Z = 1 Z= 1.5 2 = 2 2 = 3 2 = 4 2 = 5

Table G.8 Bending stress factor C2 N T = 15 r/R

IUT= 50 - 0.10 - 0.09 0.02 0.28 0.55 0.97 1.22 1.38 0.5 - 0.09 - 0.08 0.03 0.29 0.56 0.98 1.24 1.39 0.4 - 0.08 - 0.07 0.04 0.31 0.58 1.00 1.25 1.41 0.3 - 0.06 - 0.04 0.07 0.34 O. 62 1.04 1.29 1.44 0.2 - 0.03 0 O. 13 0.42 0.70 1.11 1.35 1.48 o. 1

0.01 0.05 0.21 0.52 O. 80 1.18 1.39 1.51 0.05 2 = 0.5 2 = 0.66 Z= 1 Z = 1.5 2 = 2 2 = 3 2 = 4 2 = 5

rlR 2 = 5 2 = 4 2 = 3 2 = 2 Z= 1.5 Z = 1 2 = 0.66 2 = 0.5 0.05 1.50 1.36 1.12 O. 70 0.41 O. 13 0.01 - 0.02 o. 1 1.45

R/T= 100 - 0.11 - 0.10 0.01 0.27 0.54 0.96 1.21 1.37 0.5 - 0.10 - 0.09 0.01 0.28 0.54 0.97 1.23 1.38 0.4 - 0.10 - 0.09 0.01 0.28 0.54 0.97 1.23 1.38 0.3 - 0.08 - 0.07 0.03 0.29 O. 56 0.99 1.26 1.41 0.2 - 0.05 0 0.07 0.32 O. 60 1.04 1.30

rlR 2 = 5 2 = 4 2 = 3 2 = 2 2= 1.5 Z= 1 2 = 0.66 2 = 0.5 0.05 1.47 1.32 1.06 0.63 0.35 0.09 - 0.01 - 0.03 o. 1

- 0.11 - 0.10 0.01 0.27 0.54 0.95 1.21 1.37 0.5 - 0.11 - 0.09 0.01 0.27 0.54 0.96 1.22 1.38 0.4 - 0.10 - 0.08 0.02 0.27 0.54 0.97 1.23 1.39 0.3 - 0.09 - 0.08 0.02 0.27 0.54 0.97 1.24 1.40 0.2 - 0.06 - 0.05 0.04 0.28 0.55 0.99 1.26 1.43



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~

STD*BSI BS 5500-ENGL L997 D 3rb2qbb7 08042LV 249 m Annex G Issue 1, January 1997 BS 5600: 1997

Table G.9 Meridional stress factor C3

RIT = 15 r/R

RIT = 50 O. 13 o. 10 0.07 0.05 0.04 0.03 0.02 0.02 0.5 O. 15 o. 12 0.09 0.06 0.05 0.04 0.03 0.02 0.4 o. 19 O. 15 o. 11 0.08 0.06 0.05 0.03 0.03 0.3 0.25 0.20 O. 14 o. 10 0.08 0.06 0.04 0.03 0.2 0.35 0.29 0.2 1 O. 16 O. 13 0.09 0.06 0.05 o. 1 0.44 0.37 0.29 0.22 o. 18 o. 12 0.09 0.07 0.05 2 = 0.5 2 = 0.66 2= 1 2= 1.5 2 = 2 2 = 3 2 = 4 2 = 5

r/R

RIT = 100 0.07 0.06 O. 04 0.03 0.02 0.02 0.01 0.01 O. 5 0.09 0.07 0.05 0.03 0.03 0.02 0.01 0.01 0.4 o. 11 0.09 0.06 0.04 0.03 0.02 0.02 0.01 0.3 O. 15 o. 12 0.08 0.06 0.04 0.03 0.02 0.02 o. 2 0.23 O. 18 o. 12 0.09 0.07 0.05 0.03 0.03 o. 1 0.31 0.25 O. 18 O. 13 o. 10 0.07 0.05 0.04 0.05 2 = 0.5 2 = 0.66 2= 1 2= 1.5 2 = 2 2 = 3 2 = 4 2 = 5

ríR

0.05 0.04 0.03 0.02 0.02 0.01 0.01 0.01 0.5 0.06 0.05 O. 03 0.02 0.02 0.01 0.01 0.01 0.4 0.08 0.06 O. 04 0.03 0.02 0.02 0.01 0.01 0.3 o. 11 0.09 O. 06 0.04 0.03 0.02 0.02 0.01 0.2 o. 18 O. 13 0.09 0.06 0.05 0.03 0.02 0.02 o. 1 0.25 o. 19 O. 13 0.09 0.07 0.05 0.04 0.03 0.05 2 = 0.5 Z = 0.66 2= 1 Z = 1.5 2 = 2 2 = 3 2 = 4 2 = 5

Table G.10 Branch bending stress factor C4 RIT= 15 r/R 1 2 = 5

0.97 0.94 0.94

RIT = 50

r 0.87

O. 76 O. 75

2= 1.5

0.25 0.33 0.45 0.26 0.34 0.46 0.27 0.35 0.48 0.29 0.37 0.50 0.29 O. 39 0.53 0.27 O. 38 0.54 2 = 0.66 2= 1 2 = 0.5

0.20 0.23 0.24 0.23 0.22 0.21

r/R

RIT= 100 0.22 0.26 0.33 0.45 0.57 O. 76 0.88 0.94 0.5 0.23 0.27 0.35 0.46 0.58 O. 76 0.88 0.95 0.4 0.25 0.29 0.36 0.48 O. 59 O. 77 0.89 0.96 0.3 0.26 0.31 0.39 0.50 0.61 O. 79 0.91 0.98 0.2 0.28 0.33 0.41 0.53 0.65 O. 82 0.93 1.00 o. 1 0.26 0.33 0.43 0.56 0.68 0.86 0.96 1.02 0.05 2 = 0.5 2 = 0.66 2= 1 2= 1.5 2 = 2 2 = 3 2 = 4 2 = 5

rlR

0.24 0.28 0.35 0.46 0.58 O. 75 0.89 0.94 0.4 0.25 0.28 0.37 0.48 0.59 O. 77 0.89 0.97 0.3 0.27 0.32 O. 39 0.50 0.61 O. 79 0.90 0.97 0.2 0.30 0.35 0.42 0.53 0.64 0.81 0.92 0.99 o. 1 0.30 0.35 0.44 0.56 0.67 0.84 0.95 1.01 0.05 2 = 0.5 2 = 0.66 2= 1 2= 1.5 2 = 2 2 = 3 2 = 4 2 = 5

O. 5 I 0.94 I 0.85 I 0.75 I 0.57 I 0.45 I 0.34 I 0.26 I 0.22 -. -.-

O BSI 1997 G/87 ~



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STDmBSI BS 5500-ENGL 3977 m 3b24bb9 0804235 L85 - I


G.6 Bibliography 1. ESHBACH. Handbook of engineeriw fundamentals. Wiey 2. TIMOSHENKO, S. Themy of elastic instability. 2nd ed. McGraw Hill, 1961. 3. DONNE& L H. and WAN, C. C. Effect of imperfections on buckling of thin cylinder under axial compression. J. appl. Mech. 1950, March. 4. SEIDE, F! Axi-symmeh-ical buckling of circular cones under axial compression. J. appl. Mech. 1956, December, 625. 5. HARRIS and LEYLAND. Conical vessels subject to external pressure. Dam. I. C'km. E. 1952: 30,65 - 74. 6. SEIMON, K. Pressure vessel manual. Edwards Bros., 1942 7. FREESE, C. E. Vibrations of vertical pressure vessels. J. Engng. Ind. 1959, February 8. BIJLAARD, I? I? Local stresses in spherical shells from radial or moment loadings. Weld. J. (Research Supplement). 1957, May 9. BIJLAARD, I? F? On the stresses from local loads on spherical pressure vessels and pressure vessel heads. 1957. Welding Research Council Bulletin No. 34.

10. B U D , I? F? Stresses from radial loads in cylindrical pressure vessels. Weld. J. 1954.33, 615s - 6238. 11. BIJLAARD, I? I? Stresses from radial loads and external moments in cylindrical pressure vessels. Wdd. J. 1955, December, 608s - 617s. 12. HOP, N. J., KEMPNER, J., NARDO, S. R and POHLE, E R Deformation and stresses in circular cylindrical shells caused by pipe attachments. Part 1, Summary of investigation. Knolls Atomic Power Moratory Schenectady 1953. KAPL - 921. 13. HOFF, N. J., KEMPNER, J., and P O H L E , E Y Line load applied along generators of thin-walled circuh cylindrid shells of finte length. Q. appl. Math. 1954: XI(4), 411 - 425. 14. KEMF'NER, J.,SHENG, J., POHLE, F .V Wles and curves for deformation and stresses in circular cylindrical shells under localized loadings. J. aeronaut. Sci. 1957, Februaq 119 - 129. 15. SHOESSOW, G. J., and KOOISTRA, L E Stresses in a cylindrical shell due to nozzle or pipe connection. Tram.

16. GARTNER, A. I. Nomograms for the solution of anchor bolt problems. Petroleum &fim 1951, July 17. B W D , P. P. and CRANCH, E. T. Stresses and deflections due to local loadings on cylindrical shells. Wald. J. (Research Supplement). 1960, J a . 18. WE& N. k and MURPHY, J. J. Design and analysis of welded pressure vessel skirt supports. J. Engng. Ind. 1960, February 19. ZICK, L F! &reses in large horizontal cylindrical pressure vessels on two saddle supports. Weld J. (Research Supplement). 1951, September. 20. KETCHUM, M. S. The design of walls, bins and gmin ekmtors. McGraw Hill, 1929. 21. FORBES, €! D. and TOOTH, A. S. An analysis for twin saddle supported unstiffened cylindrical vessels. Joint British conference on Stress Analysis, 1968. 22. BRITISH STANDARDS INSTITUTION. A reviao of the methods of calcuEating stresses due to local loads and local attachments of pressure WS&. 1969. PD 6439. 23. B W D , P. F? Stresses in spherical vessels from radial loads and external moments acting on a pipe. 1959. Weld Res Cow. Bull. No. 49. 24. B U D , F? P. &esses in spherical vessels from local loads transferred by a pipe. 1960. Weld Res. Com BulL No. 50. 25. LECKIE, E k and PENNY, R. K. Solutions for the stresses in nozzles in pressure vessels. 1963. Weld R e s &un. Bull. No. 90. 26. RODBTJRGH, E. C., WlTI', E J. and CLOUD, R. L, Stresses at nozzles in spherid shells loaded with pressure, moment and thrust 1966. U.S. Atomic Energy Commission Phase Report No. 2. 27. LECKIE, E A and PENNY, R. K. Shakedown loads for radial nozzles in spherical pressure vessels. Inst. J. %?ids and Structures. 1967: 3,743. 28 WILSON, J. D. and TOOTH, A S. The support of unstiffened cylindrical vessels. 2nd Znt. Con$ Pressure Vessel Technd. ASME. 1973. 29. HEISLE€?., M. F? 'kansient thermal stresses in slabs and circular pressure vessels. J. appl. Mech. 1953

A.S.M.E., 67,1945. A-107.

GB8 O BSI 1997

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* m *

Annex G h e 2, January 1999 BS 6500 : 1997

30. WICHMAN, K. R., HOPPER, k G. and MERSHON, J. L Local &eses in spherical and cylindrical shells due to exteTnal loadings. 1966. Weld Res. Com. Bull. No. 107. 31. ROSE, R. T. New design methods for pressure vessel nozzles. The Engineq 214, July 20,1962, p.90. 32. DUTHIE, G. and T O O T H , k S. The analysis of horizontal cylindrical vessels supported by saddles welded to the vessel - a comparison of theory and experiment. 3rd Int. Conf. €? I! 'lbkyo 1977 33. KANNAS, A, KITCHING, R. and GILL, S. S. A design procedure for pad reinforced flush nozzles in spherical pressure vessels. Int. J. Pres. Es. piping, 1978,6,2. 34. ASHTON, J. N., McINTYRE, H. and GILL, S. S. A c b i i procedure based on limit analysis for a pad reinforced nozzle in a spherical pressure vessel. Int. J .Mech. 2%. ,1978, 20,747 - 757. 35. S O L I M A N , S. E and GILT+ S. S. Stress concentration factors for integral and pad reinforced nozzles in spherical pressure vessels subjected to radial load and moment. Int. J. Pres. ks. Piping, 1979, 7,276 - 307. 36. HSU, I. M., KE?TLEwELL, J. and GILL, S. S . Shear loading of pad reinforced nozzles in spherical pressure vessels - a theoretical inveHigation. Int. J. Pres. ks. Piping, 1980,8,461- 486. 37. BRITISH STANDARDS INSTITUTION. Stresses in horizontal cylindri~aL p m r e vessels mppm-ted on twin saddies: a derivation of the basic equations and constants wed in G.3.3 of BS 5500.1982. PD 6497. 38. DUTHIE, G., WHITE, G. C., T O O T H , k S. An analysis for cylindrical vessels under local loading - an application to saddle supported vessel problems. J. Struin Analysis. 1982, 17,157 - 167. 39. T O O T H , k S., DUTHIE, G., W " E , G. C., CARMICHAEL, J. Stresses in horizontal storage vessels - a comparison of theory and experiment J. Stmin Analysis. 1982, 17,169 - 176. 40. BRlTISH STANDARDS INSTITUTION. fic cation for the use of smuCtuml steel in budding. BS 449. 41. INSTITUTE OF WELDING. Handbook for wekled structural steelwork. 42. BRITISH STANDARDS INSTITUTION. Pressure vessel details (dimensions). Part 2. S'fïcation for saddle sum for horizontal cylindrical pressure vessels. 1983. BS 5276. 43. TEMERA, MCLEISH, GILL A simplified approach to c a l c m stresses due to mdial loads and moments applied to branches in cylindrical pressure vessels. J. Strain Analysis, 1981, 16, No. 4. 44. KENDRICK, S., TOOTH, k S. The behaviour of a horizontal vessel on loose saddles - a buckling assessment of the support region. J. Stmin Ardysis. 1986, 21,45 - 50. 45. NADARNAH, C., T O O T H , k S. and SPENCE, J. The radial loading of cylindrical vessels - influence of attachment rigidity Int. J. Pres. Ves. 8 P i p i n g , 1996,67,6579. 46. NADARNAH, C., T O O T H , k S. and SPENCE, J. The radial loading of cylindrical vessels - influence of large displacements. Int. J. P m . Ves. & Piping, 1996, 67,814"

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Annex H Recommendations for post-weld heat treatment of dissimilar ferritic steel joints NOTE. It is essential that individual clauses of this annex are not read in isolation.

H.l Basic conditions The recommendations in this annex are based on the following conditions.

a) Post-weld heat treatment should be compatible with the parent materials b e i welded. b) Post-weld heat treatment should be compatible with the relative importance of the pressure parts being welded c) The weld metal should be compatible with the post-weld heat treatment. The materials have been classified into five groups (as shown in table HA), the minimum temperature for post-weld heat treatment in each group being constant.. Altemative post-weld heat treatments to those listed in table H.l should take into account the basic conditions a), b) and c).

H.2 Welds between material grades within a BrOUP H.2.1 The post-weld heat treatment of welds between material grades within a group is permisible.

H.2.2 Where a weld is made between dissimilas pressure parts within the same group, the consumables are to be appropriate to either of the materials.

H.3 Welds between material grades from different groups H.3.1 The post-weld heat treatment of welds between material grades in different groups should be permissible where Tl' - Tz'' is not greater than 10 'C , Tl' being the lower temperature of the material grade requiring the lugher temperature post-weld heat treatment and T2" being the higher temperature of the material grade requiring the lower temperature post-weld heat treatment. Example. Post-weld heat treatment following welding group H T 1 to group IFT2 mate&

Tl' = 630 'C , Tz" = 620 "C Tl' - Tz" = 10 "C which is permissible.

H.3.2 Where the temperature difference 2'1' - Tz" is greater than 10 OC, such joints should be the subject of agreement between the purchaser and the manufacturer.

H.3.3 Where a weld is made between pressure parts in materials belonging to different groups, the consumables should be chosen from the range of consumables appropriate to the group that controls the post-weld heat treatment.

H.4 Pressure part controlling post-weld heat treatment temperature range for materials from different groups

H.4.1 Where a weld is between pressure parts of equal importance, post-weld heat treatment should be in the higher temperature range (see H.6.1).

H.4.2 Where a weld is between pressure parts of differing importance, the post-weld heat treatment should be as for the major pressure part (see H.6.1 and H.6.2).

H.4.3 Where a weld is between a structural part and a pressure part, the post-weld heat treatment should be as for the pressure part

H.4.4 Where the mior pressure part does not require I post-weld heat treatment but the minor pressure part does, then special consideration should be given to ensure technid acceptabiili@, e.g. buttering of the minor component with the consumable adopted for the buttered component and, separate post-weld heat matment of the buttered Component.

H.6 General considerations H.6.1 Where the post-weld heat treatment is being carried out between different material groups in the higher temperature range, the average temperature of the assembly should be held as near to the minimum as is practicable. Using the example given in H.3.1, if group HE! is the ruling component, then the target is approximately 640 "C.

H.6.2 Where post-weld heat treatment is being carried out between different material groups in the lower temperature range, the average temperature of the assembly should be held as near to the maximum as is practicable. Using the example given in H.3.1, if group H T l is the ruling component, then the target is approximately 610 "C.

H.6.3 Where the time at temperature of a part of lower alloy content being post-weld heat treated at a higher temperature is greater than 60 min more than it would normally receive if heat treated in its normal temperature range, this should be the subject of agreement between the purchaser and the manufacturer.

H.6.4 The manufacturing sequence and post-weld heat treatment operations should be so arranged as to minimize the amount of degraded material.

H.6.6 Assemblies involving welds from three or more different groups requiring simultaneous treatment are to be avoided.

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BS 6500 : 1997 Isme 1, January 1997 Annex H

Table H.l Classification of materials Material Group Post-weld heat treatment temperature

range Grade

MO, M l

M5

Carbon and carbon manganese steel 3lhNi

580 1 5 8 0 620

I620 I m 1 M2 M4 M7

M9 M7

CM0

630 2 %CrlMo3) 630 1 % Cr %Mo2) 630 1Cr!hMo2) 630 MnCrMoV') 630

1Cr%Mo4) 650 1 %Cr%Mo4)

670 670

m 670 670 670 700 HT3

M8

750 710 5Cr % Mo M10 HT5 750 710 2 UCr1M04) M9

720 680 2 %CrlMd) M9 HT4 720 680 lhCrMMoUV

'1 Refers to 271 and 281 type steels (see table 2.3-1). '1 For optimum high temperature properties. 3, For high t e n s i l i t y . 4, For maximum softening.



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Issue 1, January 1997 BS 6600: 1997

Annex J Recommendations for pressure relief protective devices When considering the safety valve characteristics and the system requirements, the relationship between the design pressure and the permitted accumulated pressure in a vessel (or system) will be dictated by the requirements of 3.13.2 and 3.13.3. The relationship with the set pressure and overpressure at which the safety valve attains its certified capacity is illustrated in figure J. 1. For direct operated safety valves in gas or vapour service (see figure 5.1) the required discharge capacity should be achieved at an overpressure not exceeding 10 % above the set pressure. Following discharge the valve will reseat within the range 5 % to 10 % below the set pressure providing that it is correctly a&,&ed. The normal operating pressure of the system should be below the reseat pressure, the difference being chosen on the basis of the probable variations in operating pressure due to process factors and the tolerance on cold d8erentk-d test pressure. With assisted and supplementary loaded safety valves, failure of the assist mechanism, or of the supplementary load to be released may result in the valve remaining closed until a pressure higher than the desired set pressure is reached If the integrity of the assist mechanism or release of the supplementary load cannot be assured, the set pressure of the valve should be such that, in the event of failure, the required capacity will still be achieved at the desired accumulation. Alternatively, this risk may, by agreement between the appropriate parties, be covered by the f i h g of additional valve(s).

For direct operated safety valves in liquid service (see figure 5.1) the required discharge capacity of the valve may not be reached until an overpressure of 25 % above the set pressure is reached when the valve will achieve full lift To ensure that the maximum accumulated pressure given in 3.13.2.1 is not exceeded, valves in liquid service should be set at a lower pressure than those in gas or vapour service. A reasonable margin is required between the normal operating pressure of the vessel and the reseat pressure of the valve and as a result the n o d operathg pressure may be as much as 22 % below the design pressure of the vessel. If this pressure margin is unavailable, it may be possible to install a larger capacity valve to give the required discharge capacity at an overpressure of less than 25 % of the set pressure. This larger valve would not achieve full lift and its selection would require discussion with the valve manufacturer. Safety valves certified at 10 % overpressure may be considered as an altemative. NOTE. Further information may be found in the following American Petroleum Institute publications, which are available from Customer Services, Sales Department, BSI, 389 Chiswick High Road, London W4 4AL.

API RP 520 Recornmmded pmctice for the design and installation of pressure relieving systems i n refineries

depressurizing system API RP 521 Guide for pressure relief and

See also BS 5908 which calls up these API publications and other reference documents.

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BS 5500: 1997 bue 1, January 1997 Annex J

Pressure vessel Vessel pressure requirement or design pressure

Max. permitted regulated pressure

I t i Accumulation

Design pressure

a) Safety valve with 10 % overpressure (gas or vapour service)

Max. permitted regulated pressure

Accumulation

Design pressure

Usual margin

\¡i. \

Normal operating pressure d

b) Safety valve with chosen 25 % overpressure (liquid service)

Figure J.l Typical pressure term relationships

Safety valve characteristic

Relieving pressure

Overpressure

Set pressure

Blowdown

Reseat pressure

Relieving pressure

Overpressure

Set pressure

Blowdown

Reseat pressure

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Annex K Requirements for the derivation of material nominal design strengths for construction category 1 and 2 vessels K.l General This annex describes the principles used to derive the nominal design strengths given in tables 2.3-2 to 2.3-12 which, unless otherwise stated, are related to the relevant property values given in the following British standards.

Bs 1501 : Part 1 : 1980 BS1501:Part2:1988 Plates BS 1501 : Part 3 : 1990 I BS 1502 : 1982 Sections and bars BS 1503 : 1989 Forgings Bs 1504 : 1976 castings BS3059:Part1:1987 '

Bs3O59:Part2: 1990 BS 3601 : 1987 Bs3602:Part1:1987 Bs3602:Part2:1991

+ Pipesandtubes Bs 3603 : 1991 BS3604:Partl: 1990 BS3604:Part2: 1991 BS3605:Partl: 1991 , BS3605:Part2: 1992 BS3606: 1992

The principles given in K.3.1, K.3.2a, K.3.3a, K.4 and IL6 are also used to derive the nominal design stress of materials not listed in t a b l e s 2.3-2 to 2.3-12, in accordance with the provisions of 2.1.2.lb. Appropriate amendments to this annex will be issued as necessary to cover future revisions of the above standards or additions to tables 2.3-2 to 2.3-12. K.2 Notation For the purposes of this annex the following symbols apply.

R, is the minimum tensile strength specified for the grade of material concerned at room temperature (tested in accordance with BS EN 10002-1).

strength for the grade of steel concerned at room temperature (tested in accordance with BS EN lOOO2-1). Where a standard specifies minimum values of &L or 4 0 . 2 ( R p 1 . 0 for austenitic steels) these values are taken as correspondmg to R,.

Re is the minimum value of specified yield

Re(q corresponds to the minimum value of ReL 01-40.2 ( R p 1 . 0 for austenitic steels) specified for the grade of material concerned at a temperature T (tested in accordance with BS EN 10002-5).

SR^ is the mean value of the stress required to produce rupture in time t (at tempemme T ) for the grade of steel in question (tested in accordance with BS 3500).

to the short-term tensile strength Characte~cS.

to the creep characteristia.

taken as the lesser OffE andfF

JE is the nominal design stsength correspondmg

f~ is the nominal design strength corresponding

f is the nominal design strength which has been

K.3 Time-independent design strength K.3.1 General The British Standards listed in K.l that have been revised in or after 1978 specify minimum elevated temperature yieldlpmf dress values derived, in most cases, in accordance with the procedures specified in BS 3920 : 1973. These values show some difference from the properties specified in previous standards, which were based on individual assessments of the data then available. The procedure described in BS 3920 is essentially empirical and properties derived by it are regarded as characteristic values (to be used for quality control purposes as specified in the relevant materials standards) rather than as critical properties in the design context Nevertheless, it is reasonable and convenient to base permissible design strength direct& on these characteristic yieldlproof stress d u e s unless this would result in design strengths for which there is no justification in terms of previous experience and current understanding of structural behaviour. This has been done except in a few cases, which are identified in t a b l e s 2.3-2 to 2.3-12, where design strengths based on the simple relationships specified in K.3.2 and K.3.3 would have resulted in an unwarranted reduction or increase in the strength levels that have previously been established for the materials in question. The time-independent design strength criteria may be applied to materials not listed in K.1, not listed in relevant annexes and not specifically listed in Enquiry Cases, provided that they conform to 2.3.2. For these. materials, the value of R e n shall be established by one of the following methods.

a) Derived in accordance with BS 3920. b) W e n from a BS EN standard for steels for pressure purposes at elevated temperatures, when an elevated t e m p e m e test is carried out for verifidon.

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BS 6600 : 1997 h e 1, Janmuy 1999 Annex K

c) W e n from a BS EN standard for steels for pressure purposes at elevated temperatures, without any verification of properties at elevated temperature. In this case the value of R e o shall be multiplied by 0.90. This reduction factor does not apply in the specific areas recognized by Enquiry case 55Oom. d) M e n h m a nonconflicting annex of a BS EN standard for steels for pressure purposes at elevated temperatures. e) Verified by tests in accordance with BS EN 1OOOZ-6 at the appropriate temperature for each component involved, i.e. each plate as rolled, or forging (or set of forgings as allowed by the appropriate materials specification) and this measured value shall be multiplied by 0.85. This reduction factor does not apply in the specifíc areas recognized by Ehquhy Case 5500/29.

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IC3.2 Carbon, carbon manganese and low d o u steels The following strengths apply

a) Material with specìfM elmated temperature values

1) Up to and including 50 "C: Re Rm fE = - or - 1.5 2.35

whichever gives the lower value. 2) 150 "C and above

whichever gives the lower value. 3) &tW- 50 "c and 150 "c : fE has been based on linear interpolation between values obtained from equations (K.1) and (K.2).

b) Material without specified elevated tempemture values (S= note for values Of Re(n)

1) Up to and including 50 "C: fE=-or- Re R,

1.5 2.35 whichever gives the lower value.

2) 150 "C and above

(K3)

(K4)

whichever gives the lower value. 3)BeCween50"Cand150"C:f~hasbeenbased on linear interpolation between values obtained from equations (K3) and (K.4).

NOTE. For tables 2.3-2 to 2.312 values of ReCn have been taken as equal to those specified for otherwise similar material having specif& el& temperature values, except that where no such Re(n values are available design strength values have been based on conservalive interpretation of other available

I K3.3 Austenitic stainless steels The following strengths apply

a) Material with spec@& elevated temperature values

1) Up to and including 50 "C:

2) 150'C und aboue:

f E = 1.35 4lT)

(K5)

whichever gives the lower value. 3 ) & f M ~ 5 0 " c a n d 1 5 o o c : f~hasbeenbased on linear interpolation between values obtained from equations (K5) and (K6).

Re R, fE = - or - 1.5 2.5 whichever gives the lower value.

2) 150 "C und above:

fE=-or- Re R, 1.45 2.5 whichever gives the lower value.

3) Between 50 "C und 150 "C : fE has been based on linear interpolaton between values obtained fiom equations (K.7) and (K.8).

NOTE. For tables 2.3-2 to 2.3-12, values ofR,(T) have been taken as equal to those specified for otherwise similar material having specified elevated temperature values, except that where no such R,(n values are available design strength values have been based on conservative interpretation of other available informaiion. I K.4 "ime-dependent design strengths The timedependent design strength is given by:

f~ = - (see notes) SRt 1.3

NOTE 1. The appropriate S, properties agreed by subcommittee 10 of Technical Committee 17 of IS0 have been used wherever possible. These do not necessarily correspond to those specified in the British Standards listed in K.1. In general, timedependent values are not given for materials that are unsuitable, or are unlikely to be used, in the creep range (see, however, general note b to tables 2.3-2 to 2.3-12).

NOTE 2. In most cases, the SR, properties agreed by IS0 for lifetimes in excess of 100 O00 h have been obtained by extended exhapolation of time (more than three times on actual data), and those towards the upper end of the temperature range by extended stress extrapolation. " d a t e d design strengths that are significantly lower than values well established by experience are identified by note 6 to tables 2.3-2 to 2.3-12 which permit values up I to 10 % higher to be used provided that fitness for continued service reviews (see 3.2.4) are instituted at tw&hirds of the agreed design lifetime. I K.6 Aluminium and aluminium alloys

Design strengths were determined as follows: a) timeindependent design stre- %0.2/l.S o r R J 3 whichever is the lower; b) time-dependent design stre- SR^ (100 000)/1.3.

These are criteria relevant to the annealed materials listed for welded consbruction NOTE 1. h,, is the expected minimum value determined by

R, min. R, sample min. = %o.2 sample x -

NOTE 2. S&00 000) was obtained by extrapolating 10 O00 h test data when available. Other values have been obtained from relevant experience and other codes of practice.

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Annex L Guidance on structural tolerances Rgures L1 to L4 of this annex give general structural tolerances. They are supplementary to the requirements of 4.2.3,4.2.4 and 4.2.6 and are for guidance, unless otherwise agreed between the purchaser and manufacturer. Any agreement to use these tolerances shall not remove the obligation to comply with clause 4.

O

LT4 Figure L.l Tolerances on nozzles

Item no. I Qpe of deviations and elements considered

I

I

Maximum deviations authorized

1.1 0.2e Levelness of flat joint span expressed as a function of joint thickness

1.2 f5 mm Deviation between the surface of a flange and the tangential line @T) of an end or the reference line (LR)

W) 1.3 f5 mm Connection nozzle 5100 m n ~ Deviation between axis of a nozzle and the reference h e

Other nozzles and manholes f10 mm

1.4 I Deviation between the axis of a nozzle with an axis parallel to that of the vessel I *5mm

1.5 *5 mm Connection nozzle Deviation in relation to the theoretical orientation measured by the circumferential deviation between the reference generating lines and the nozzle Manhole f10 mm

1.6 *5 mm Connection nozzle Deviation between flange facing and vessel wall

Manhole *IO mm

1.7 Connection nozzle Slope of the flange facing in relation to theoretical plane

Manhole *'h For measurement apparatus

* l o

1.8 *L5 mm Deviation between nozzle axes for measurement, apparatus

1.9 f1 mm Difference in level between the two flange facings for measuring device

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BS 6600 : 1997 Issue 2, January 1999 Annex L

Figure L.2 Tolerances after erection of a vertical vessel

[tem no. Maximum deviations Type of deviations and elements considered authorized

1.1 f15 mm L 5 30 O00 mm Difference in length over distance L of extreme tangential lines (LT) a0 mm L > 30OOOmm

1.2 I Not used I I

2.3 I Deviation between main asris of vessel and the vertical L (2.1) of vessel I &min (0.001 L; 30 m l . .

2.4 h i n (0.003 Q 20 mm) Concentricity deviation of two sections with different diameters, mressed as a function of the =eater diameter D

2.5 I Deviation over total height or overall length of the vessel I Cumulative tolerances

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Annex L h e 2, January 1999 BS 5500 : 1997

n I

LR

Figure L.3 Tolerances on saddles and supports

W

Item no. Type of deviations and elements considered I I Maximum deviation authorized

3.1 Flatness deviation of the bearing surface of a support

Longitudinal direction

1 3.2 I Deviation between bearing sole plate and lower generating line of vessel tem 3.3

Sm Deviation between axes of bolt holes 3.4 %mm Deviation between axes of extreme suppoa

I 3.5 I Deviation between diagonals of end saddle I*m 3.6 Deviation between levels of end bearing sole plates inlm 3.7 %mm Deviation between saddle axis and vessel tangential or reference line (LR)



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STD-BSI BS 5500-ENGL L797 M Lb2qbb9 0804227 9T7 M

BS 6600 : 1997 Issue 2, Janmuy 1999 Annex L

@ LR

A I

Figure L.4 Tolerances on saddles and supports

Item no. Maximum deviations Type of deviations and elements considered authorized

4.1

%mm Flatness defect 1.3

mm Perpendicularity defect of supports or base ring in relation to vessel axis or 4.2

% mm Difference in the distance between the lower surface of supports or the base

L4 Orientation deviation of axis of supports or skin D 5 3 O00 mm %mm reference hole *mm 3 0 0 0 m m ~ D ~ 6 0 0 0 m m

ring and the reference line @R)

Skirt

D>6OOOmm +12 mm L5 *mm Deviation between two bolt holes

I

L6 I Anchoring diameter deviation, expressed as a function of theoretical diameter D I &min (0.002 0; 10)

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Annex M Guidance on safe external working pressure for cylindrical sections outside the circularity limits specitlied in 3.6 M.l General This annex provides a procedure to determine the allowable pressure for cylindem with an out-of-roundnets greater than 0.5 % of radius measured from the true centre (see 3.6.2.1).

M.2 Notation For the purposes of this annex the symbols specified in 3.6 apply, except where modified as follows.

bn e

n

N

p (allowable)

P a

PS

r

EZT

wmax

v,

are Fourier series coefficients; is the analysis thickness of the cylinder, is the hannonic value used to evaluate E in 3.6.2.1 and used in equation M3; is the number of measurements of

is the external pressure in accordance with this annex; is the allowable external pressure for an otherwise similar cylinder within 0.5 % tolerance (see 3.6.2.1); is the lower bound estimate of the collapse pressure of the cylinder, is the identifier of each of the points on the shell to which the radius, R, is measured, r = O to N-1; is the radial measurement from the assumed centre, location to r; is the maximum departure fkom mean circle, (see 3.6.8); is the angular increment of the measurement points, v, = 15" for N = 24;

radiusR,N224;

M.3 Method The allowable pressure should be determined from the following equation:

where pq is the lowest value of P at any location r at Whi&

and pq 5 l.@,

where Gbr is given by:

in which pm(n) is the value Of P, from equation (3.12) of 3.6.2.1. In equation (3.12) E is determined using the same value of n as used in equation M.3.

N - 1 bn = - c R, cos(nnp) when n + NI2

%=O

N - 1

b n = k C R , cos(nnp) when n = NI2 L . r=O

If P, is @whr than l.@, then p(allowab1e) = P, NOTE. Calculation of P, can be carried out by trial and error methods or a systematic iteration in order to solve equation M.2. A computer should be used. Example 3 of annex W is a worked example of the method.

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Issue 2, September 1997 BS 6500 : 1997

Annex N Requirements for vessel design and the provision of infomation concerning statutory obligations for the demonstration of the continued integrity of pressure vessels throughout their service life. N.1 General N.l.l This annex is mandatory for vessels to be used in Great Britain when the requirements of the Pressure Systems and kmsportable Gas Containers Regulations [ 11 apply For air receivers consideration shall be given to the requirements of the Simple Pressure Vessels (Safe@) Regulations [Z]. These are optional provisions, to be specified in the purchase order, in circumstances where the aforementioned legislation does not apply For the benefit of users in Great Britain the wording of this annex is written in the nonnative form, to suit the former circumstances. NOTE. The use of normative phraseology is used in the context of the need to conform with these requirements for the purpose of being compliant with this standard. Whilst this annex refers to legislation it cannot amend or interpret that legislation. Compliance with a British Standard does not in itself confer immunity from legal obligations.

N.1.2 Obligations on the parties under this annex are intended to be consistent with the regulations quoted in N.1.1. The intention is to clanfy the requirements as they may apply to pressure vessels compliant with this standard. Reference should also be made to the guide to the Pressure Systems and “amportable Gas Containers Regulations 1989 [3] and the Approved Code of Practice on the Safety of Pressure Systems [4].

N.1.3 The scope of this annex is limited to: a) the identification of the responsibilities of the manufacturer of a vessel (as defined in 1.3.2) in respect of the design of the vessel to allow examInahon; b) the identification of the responsibilities of the manufacturer to provide information relevant to the obligations of the ownerhser to undertake a risk assessment, establish safe operating limits and a written scheme of examination; c) the definition of the information to be included in the purchaser’s specification so as to allow the manufacturer to fulfill his obligations defined herein

N.1.4 It is not the intention of this annex to impose obligations on the parties involved for the consideration of issues outside their howledge, competence and responsibilities or as established by the contsadual relationship for the provision of the vessel. The manufacturer can only account for the designloperating conditions he has been made aware of. If the manufacturer does not carry out the design, the actual designer shall assume responsibfities, as are herein ascribed to the manufacturer, for those design aspects.

. .

N.1.6 It is only the ultimate owner/user of the vessel that has the process, plant characteristics and environmental information, in respect of references [ 11 and [3], to decide what consideration he should give to the determination of the risk to persons and property consequent to the failure of a pressure vessel; and thus what provisions he should make for limiting that risk through the establishment of appropriate plans and a written scheme of examhation.

N.2 Purchaser specification N.2.1 The potential for failure of a vessel is increased if the operatmg conditions are more onerous than those used in the vessel design, thus the purchaser shall provide a sufficiently comprehensive specification appropriate to the potential consequences of vessel failure. For vessels subjected to fatigue and/or creep loading the Specification shall provide a definition of the full range of conditions likely to be encountered and the expected operating life of the vessel. NOTE. It is essential that adequate consideration is given to the pressure system design so that realistic fluid conditions can be specified for the expected operating life.

N.2.2 The purchaser shall, from his knowledge of the potential consequences of vessel failure and his intended approach, both in respect of his risk assessment and the type of written scheme of examination, speafy the extent of information to be provided by the manufacturer, beyond that defined in N.3. NOTE. Annex S provides an option for the provision of potentially useful information, Le. design calculations.

N.2.3 If the purchaser wishes the manufacturer to make recommendations for periodic exarnination he should define his requirements in the specification. This standard does not recommend plans, techniques or frequencies for periodic examination. NOTE. The purchaser will need to identify conditions or physical restrictions which would limit the access to or into a vessel if they could influence the ability to undertake any periodic examination. If it is likely that the external vessel surface will have to be examined then the design of any insulation and attachments will need to be integrated with the scheme of examination.

N.3 Provision of information by the manufacturer N.3.1 Regulation 5 of reference [l] requires that any person who designs or supplies a pressure vessel, to which those regulahons apply, shall provide sufficient written information concerning its design, construction, examination, operation and maintenance as may reasonably be foreseen to be needed to enable the ownerher of the vessel and any other manufacturers and installers involved to comply with the regulahons. N.3.2 The information provided in satirfaction of 6.8.9, for the nameplate of a vessel, is sufficient to satisfy the marking requirements of reference [ 11 but does not cover the information requirements of this annex.

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N.3.3 The minimum information required from the manufacturer shall be derived from that which he has knowledge of and control over. He shall indicate the potential susceptibility to failure of the vessel from his knowledge of the margins between actual and design values of stress, the actual material properties and the existence of imperfections.

N.3.4 Based upon the manuikturer's control and knowledge of the aforementioned margins the following types of infomation shall be provided for each vessel.

a) The safe operating limits of pressure, temperature (maximum and/or minimum) and where appropriate the allowable number of load cycles and the operating life of the vessel, or sufficient information to allow the user to establish the safe operating limits.

b) Corrosion allowances, as supplied, and minimum allowable metal thicknesses. c) The nature, location and extent of any concession or accepted non conformance to this standard and the purchase order, with a definition of any special monitoring required to allow the above limits to be achieved, d) The locations where the design and/or operating conditions give the lowest margin to the allowable stress and, where such conditions are relevant, the lowest margin against usage of the creep or fatigue life.

N.3.6 The manufacturer shall recommend (consistent with the safe operating limits) suitable operational and maintenance procedures to ensure that, if followed, the vessel will continue to be satjsfactory for its specified safe operating limits. These maintenance procedures are not periodic examination procedures or written schemes, but actions to control any deterioration of the vessel from that condition it was specified to be provided in. e.g. maintaining corrosion protection. '

NA6 For vessels designed for low temperature duty the minimum metal tempe- is the lowest temperature during each of the following conditions;

nonnal operations; start up and shut down procedures; possible process upsets; when pressure or leak testing.

The safe operating limits shall be presented in the form of a permissible pressure/tÆmperature envelope. This should be made up from the various e, covering the conditions assessed i.e. including those listed above (or the 0, if one exists for that condition). NOTE. 6, and BP are defined in annex D.

N.4 Manufacturer's responsibilities for provision of certain features N.4.1 Regulation 4 of reference [ 11 places responsibilities on manufacturers to properly design and construct vessels from suitable material so as to prevent danger, facilitate all necessary examinations (including providing safe access where appropriate) and provide such protective devices as may be necessag

N.4.2 Requirements are identified in 3.12 for the provision of access and examination openings.

N.4.3 Requirements are identified in 3.13 for the provision of over pressure protection. The need for other protection, such as temperature measuring and limiting devices, would need special consideration outside this specification when such risks exist References

[I] GREAT BRITAIN. Pressure Systems and 'hamportable Gas Containers Regulations, 1989, Statutory Instsument 1989 No. 2169, ISBN O 11 098169 3, London: HMSO

[2] GREAT BRlTAIN. The Pressure Vessels (safety) Re-ons, 1991, statutory Instsument 1991, No. 2749, ISBN O 11 015902 O. London: HMSO

transportable gas containers regulations, 1989, HSE booklet HS@) 30, ISBN O 11 8855166

of Practice COP 37, ISBN O 11 885514 X

[3] A guia" to the pressure systems and

[4] Safety of pressure systems, HSC Approved Code



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h u e 1, January 1997 BS 6600 : 1997

Annex P Recommendations for stainless steel components with higher design stresses P.l General This annex is additional to table 2.3-2 to 2.3-12 for the use of m e r design strengths than those given in that table for common grades of stainless steel plate in accordance with BS 1501 : Part 3 and BS 1449 and is intended for applications where the dominant loading is internal pressure and where some nominal change in the shape of a component can be tolerated as a result of a pressure test. The use of higher design strengths, up to the values given in table Pl, is to be limited to the calculation of design thicknesses in accordance with the following clames in the body of this standard

3.6.1 Cylindrical and spherical shells 3.6.2 Domed ends 3.6.3 Conical ends and truncated cones 3.6.4 Openings and branch connections

P.2 Construction categories Components designed on the basis of these higher design strengths are to be in construction category 1 or 2 subject to the following limitations:

Construction Maximum Temperature limits category thickness

Upper Lower mm "C

1 30 400 none 2 12.5 150 none

P.3 Additional limitations All plates are to be solution treated prior to forming. The completed vessel is to be tested to a test pressure, Pt, at least equal to:

but not greater than:

where

P is the design pressure; fa is the design strength at 50 "C from table P.1; f t is the design strength at design temperature

from table P. 1; is the actual wall thickness of shell and ends,

tc is the minimum wall thickness of shell and ends calculated in accordance with 3.6.1, 3.6.2 or 3.6.3 with the design strengthft but excluding corrosion allowance;

c is the corrosion allowance.

The thickness of components covered by clauses other than 3.6.1, 3.6.2, 3.6.3 and 3.6.4, e.g. flanges, flat covers and components subject to external pressure has to be determined on the basis of the normal design strength given in tables 2.3-2 to 2.3-12 and a design pressure equal to Pt A.3.

I Table P.l Design strength values (in N/mm2) I 1 Material

BS 1501 : Part 3-304 S31

BS 1501 : Part 3-316 S11, S13 165 I 14.8 I 131 I 121 I 113 BS 1501 : Part 3-316 S31, S33 176 158 140 130 122 BS 1501 : Part 3-321 S31 172 159 147 140 134 BS 1501 : Part 3-347 S31 176 166 156 148 140

lo8 I lo2 I 98 I 129 124 121 135 I 132 I 130 I

'1 Use of materials in accordance with BS 1449 is permissible only within the thickness and temperature limits detailed in this annex for construction category 2 components and subject to the provision by the steel supplier of a report covering a) the ladle analysis of the material sumlied and b) the results of the mechanical tests as reauired bv BS 1449.

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Annex Q Recommendations for preparation and testing of production control test plates Q.1 Preparation of production control test plates (see 6.4.1) Q.1.1 The material used for the test plates should comply with the same specification as that used in the construction of the vessel and should be manufactured by the same steel making process. The plates should be of the same nominal thickness as the shell and preferably selected from the same batch of material as that used in fabricating the vessel. The test plates should be dc ien t ly large to allow for the preparation of all specimens reqwed in 6.2.3 and table 1 of BS EN 288-3. In any case the length of the plates should be not less than 350 mm. Q.l.2 When a vessel includes one or more longitudinal seams the test plates should, wherever practicabe, be attached to the shell plate on one end ofoneseamsothattheedgestobeweldedinthetest plate are a continuation and duplication of the corresponding edges of the longitudinal seams. The weld metal should be deposited in the test plates continuously with the welding of the corresponding longitudinal seam so that the welding process, procedure and technique are the same. When it is nec- to weld the test plates separately, the procedure used should duplicate that used in the construction of the vessel. Where difficulties are encountered with electroslag welds in transferring from seams with different curvatures (e.g. from a cylinder to a flat coupon plate) the test plate may be welded separately, either immediately before or immediately after the welded seam, using the same welding parameters. When test plates are required for circumferential welds they may be welded separately from the vessel provi- the technique used in their preparation duplicates, as far as possible, the procedure used in the welding of the appropriate seams in the vessel. Q.l.3 Care should be taken to minimize distortion of the test plates during welding. If excessive distortion OCCLUS, the test plate should be strrughtened before posbweld heat treatment. At no time should the test plates be heated to a temperature higher than that used or to be used for the final heat treatment of the vessel. The preheat, interpass temperatwe, intermediate and post-weld heat treatments of test plates should be the same as for production welding. At the option of the manufacturer the test plates may be nondestmctively tested in the same m e r as the production weld. If any defects in the weld of a test plate are revealed by nondestructive testing, their position should be clearly marked on the plate and test specimens should be selected from such other parts of the test plate as may be agreed upon between the manufacturer and the Inqedmg Authority.

Q.2 Destructive testing of production control test plates (see 6.4.1)

Q.2.1 %st recommendations Specimens in accordance with 6.2.3 and table 1 of BS EN 288-3 should be cut from production test plates and tested and assessed in accordance with that standard except where otherwise stated in Q.2.2 to 8.2.7. Production factors result in a scatter of mechanical test results which may occasionally fall below the agreed specification level. This is recognized in the recommendations given in Q.2.3, Q.2.6 and Q.2.7.

Q.2.2 %t temperatures The tests should be conducted at room temperature except in the case of impact tests, which, when I required for vessels operating at low temperatwe, shall I be tested at the temperatwe derived in accordance I with annex D. I Q.2.3 AU weld tensile test The following additional recommendations apply

6.2.3.1 The tensile strength and yield stsess values detemined on the production test plate, are satisfactory provided they exceed 90 % of the minimum specified values for the parent metal. 9.2.3.2 The amount by which the tensile strength or yield stress may exceed the specified minimum value for the parent metal is subject to agreement between the purchaser and the manufacturer.

Q.2.3.3 The reduction in area should not be less than 35 % for carbon and carbon manganese steels and not less than the minimum specified for the parent metal in the case of alloy steels.

Q.2.4 Wansueme bend test (for plate less than 12 mm thick) Face bend tests should be conducted with the surface corresponding with the outer surface of the vessel in tension. Root bend tests should be conducted with the surface corresponding with the inner &ace of the vessel in tension. On completion of the test, no crack or other defect at the outer surface of the test specimen should have a dimension greater than 1.5 mm. Slight tearing at the edges of the test specimen should not constitute failure of the test. Q.2.6 S& bend test (for plate of 12 mm thickness I

On completion of the test, no crack or other defect at the outer surface of the test specimen should have a dimension greater than 3 mm. Slight teasing at the edges of the test specimen should not constitute failure of the test.

and greater) 1 :

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BS 6600: 1997 lssue 1, January 1997 Aru-lex Q

Q.2.6 M a c m and miemexamination The specimen should be prepared for macro-examhation, and for micro-examblion when the necessity for the latter has been agreed between the manufacturer and the purchaser. The specimen should be located in matmial which has not been affected by flame cutting operations. The weld should be sound, Le. free from cracks and substantially free from discontinuities such as slag inclusions and porosw, to an extent equivalent to that given in table 5.7-1. The hardness survey should include the parent metal and heat affected zone on each side of the weld as well as the weld metal and the results should be recorded in the production test reports. The results obtained from a hardness survey should be considered satisfactory provided they do not exceed 110 % of the maximum specified value for the procedure test. Q.2.7 Impact tests Charpy V-notch impact tests, when required, should be considered satisfactory provided the average and individual results í h m one production test plate exceeds 90 % of the minimum average and individual specified values for the procedure tests, and the average of all production test plate results for the vessel or group of vessels, exceed 110 % of the minimum average and individual speci6ed values for the procedure tests. NOTE. For example, assume a specified minimum average requirement of 40 J permitting an individual minimum requirement of 28 J (see D.3.2.4.4). Therefore one production test plate with values 36 5/26 J (90 % of minimum average requirementB0 % of individual minimum requirement) would be satisfactory provided the average of the results of all test plates on the vessels exceeds 44 5/31 J (110 % of minimum average requiremenffll0 % of individual minimum requirement).

Q.3 Retests Where tests do not comply with Q.2, the following retests should be made:

a) lErrzsile Two retests should be made. b) Bend tests Two retests should be made. c) Impact tests See annex D.

Should any of the retests fail to comply with Q.2, the welded seams represented by these tests should be deemed not to comply with this standard.

O BSI 1997

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h e 2, November 1999 BS 5500: 1997

Annex R Guidance on additional information for flat ends and flat plates In the design of a flat plate forming a head or end of a cylinder, it is necessary to consider both the plate itself and the stresses in the cylinder. The minimum allowable value of C (0.41) in figure 3.5-33 provides a margin of 1.5 against gross plastic deformation of the plate in the simply supported case (with a slightly higher margin if edge support is included). The sloping lines (C > 0.41) ensure that the maximum stxess in the cylinder is less than or equal to 2.7J This is to be compared with the 3f allowed in annex A and provides some ability to accept additional loads. The maximum stress in the cylinder is longitudinal, and on the inside surface aqjacent to the head. The following equations (taken from [1]38)) were used in the calculation of C for figure 3.5-33 and should be used in computer programs in preference to a curve fit (though an iterative procedure to find e is then required). The equations may also be useful in a fatigue analysis, when loads are combined, or to find the allowable pressure for a given design. For a graphical representation of the equations and M e r discussion see [2]. The maximum slress in the cylinder, S, is given by:

where S = I X (pDi2ecyl)

P is the pressure; D is the mean diameter of cylinder; ecyl is the wall analysis thickness of cylinder; ecylo is the minimum thickness of the cyhdrid

I shell as derived from 3.6.6.1; e is the minimum thickness of end:

where a = e/ecyl b = D/ecyl C1 = 2.943 c, = 3.74 c 3 = 1.0 c4 = 0.909 c5 = 0.385

c7 = 4.848 c6 = 1.907

c8 = 1.027 Cg = 2.667

Cl0 = 5.875

Example a) Design: given:

D = 1200mm ecyl = 10 mm p = 0.15 N h 2 f = 150 N h 2

then: ewlo = pDi2f = 0.6 mm p / f = 0.001

and l)Usingfigure3.533toevaluateC

ecyl/~cylo = 17 c=o.585 e=O.Wx 12004ö¿S=22.2mm

2) assuming C = 0.41 (permissible provided e/ecyl 5 2.0)

e = 15.56 mm (say 16 mm) dewl = 1.6

b) Stress calculation: take the design a)2):

D = 12oomm e,,l= 10 mm e = 16mm p = 0.15 N/mm2

then: a = 1.6 b = 1200/10 = 120

I = 'h+ - -33.07 r::)- S = 33.07 X 0.15 X 1200 = 298

2 x 10 Thus S is only 2f, confirming that the stress in the cylinder is not controlling.

References 1. WATE, G.W. and LANG, H A The stresses in a pressure vessel with a flat head closure. í%mzs. Ana. Soc. Mech. Engr., 1952, 74,1083-1091. 2. ESDU. Engineering Sciences Data Item No. 66010.

38) The numbers in square brackets used in this annex relate to the references given at the end of the annex.



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Annex S Guidance on optional documentation for supply with vessel This annex lists some of the documentation which a manufacturer is required to generate in accordance with the provisions of this standard but which he is not required to supply for record purposes in accordance with 1.6.2. Purchasers wishmg to retain permanent copies of any such documents should define their requirements in the purchase order using this, or an equivalent, checklist.

Item

(4.1.2)

1. Design calculalions (3.2) 2. Material test certificates (1.4.2,2.1.2) 3. Records of heat treatments carried out during fabrication (4.2.2,4.4.2,4.4.3)

components finished vessel

4. Records identifying specific location of each batch of material in finished vessel 5. Records of welding procedure tests (6.2)

welder approval tests (6.3) weld production tests (if required) (6.4)

6. NDT records parent material (6.6.2) welds (6.6) components prepared for welding (6.6.3) welds (6.6)

7. Records of dimensional checks against specified tolerances (4.2.4) 8. Detailed records of pressure test1)(6.8) 9. Records of checks made to verify any special purchaser requirements (table 1.51)2)

Essential details of pressure test are given in the Certificate of Compliance. 2, ex. special tolerances, ‘finzer-pnnting’

[f required



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STD-BSI BS 5500-ENGL 1997 m lb2Ybb9 080V23b 70T m h e 1, January 1997 BS 5500: 1997

Annex T Recommendations for arc welded tube to tubeplate joints T.l Joint selection T.l.l General The type of joint selected for welded tube to tubeplate connections may be influenced by consideration of the allowable joint load (see 3.9.6) but is more often determined by consideration of the possibility and consequences of leaks developing in service. Because of the small cross section of weld metal involved, minor weld defects may lead to leakage in service as a result of corrosion or propagation by in-service sb?3ses. The assurance of weld quality by volumetric nondestructive testing (e.g. radiography or ultrasonics) may be difficult for most types of tube to tubeplate joint, and particular attention should therefore be given to controlling the factors that can influence tube to tubeplate weld quality These include joint geomem, method of welding, quality control in manufacture and leak testing. Examples of typical joint configurations are given in fígures T.l to T.8 showing weld details that have given satisfactory results under specific manufacturing conditions. Modifications may be required to suit particular manufacturer's techniques, but all details adopted are to be shown by the manufacturer to have produced satisfactory resulb using the procedures specified in section four.

T.1.2 Weld procedure tests The testing of weld procedures specified in 6.2 should be in accordance with BS 4870 : Part 3. T.1.3 Approval testing of welders Approval testing of welders or operators involved with mechanized or automatic welding, as specified in 6.3, should be in accordance with BS 4871 : Part 3. T.1.4 Welding plus tube expansion %be expansion after welding should be considered when:

a) corrosive and scale producing media may concentrate in the crevice; or b) severe vibration of the tubes is likely; or c) good heat transfer is required between tube and

%be expansion is not performed for strength purposes (see table 3.92), but tubes expanded for the full depth of the tubeplate will have increased ligament efficiency (see 3.9.2.1). T.2 Tube to tubeplate joints preparation for welding T.2.1 General The tube holes should be free from buns and be in accordance with the tolerances permitted in the approved drawing. 'hbe holes for front face welds should have their edges at the back face of the tubeplate chamfered or radiused to 2 mm approximately

tubeplate.

NOTE 1. Typ~cal dimensions. P= t mm. Minimum distance between tubes = 2t.

NOTE 2. Qpical welding methods. a) TIG plus filer or manual metal arc where t = 2.6 mm min. b) TIG without filler where t = 2.6 mm mm. (see T.2.4). c) Single layer weld.

Figure T.l Tube to tubeplate connections, tube end fusion



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BS 6 6 0 : 1997 h e 1, January 1997 Annex T

" l f t -

NOTE 1. Typical dimensions. W = t D = t min. 2t max. Minimum distance between tubes = 3t.

NOTE 2. Typical welding methods. a) TIG with filler or "A where t = 2.6 mm min. b) TIG without filler where t = 2.6 mm m a . (see T.2.4). c) Single layer weld

NOTE 3. Special features. Provides minimal distortion of tubeplate

Figure T.2 Tube t o tubeplate connections, castellated weld

Both faces of the tubeplate, the holes and the tubes should be free h m dirt, grease, scale and other foreign matter when they are assembled. lb avoid possible damage during assembly, or entrapment of con taminants, batne and support plate holes should be

from burrs and effectively cleaned prior to the commencement of tube threading. Immediately prior to assembly, tubeplates should be thoroughly cleaned and degreased using a solvent that does not leave a residue. The ends of the tubes that are to be welded should be cleaned and degreased with a suitable non-residue forming solvent both inside and out, for a length equal to the tubeplate thickness plus 25 mm or 100 mm whichever is the smaller. Chloride free solvents should be used for austenitic steels.

For welding by the TIG process, the outside ends of the tubes should be cleaned to bright metal for a minimum distance of 15 mm. T.2.2 Positioning of tubes prior to welding of tube to tubeplate joints, light expansion with taper expanders may be used to locate the tubes. This expansion should be controlled to prevent the tube hole gap being completely closed beyond the weld as this can give rise to weld faults. No lubricant should be used during expansion to ensure cleanliness of the weld preparation.

Special punches may also be employed to secure tubes to the tubeplate, e.g. the punch may be designed to enable three equally spaced teeth to throw burrs from the tubeplate hole towards the tube provided the burr depths are sufficiently shallow to be fused during welding.

T.2.3 Mechanized welding For mechanized welding processes, machine settings and meter readings should be checked at the start of each shift to ensure that they are in accordance with those detailed in the approved weldmg procedure. T.2.4 Autogenous welding Autogenous welds may be susceptible to variable penetration due to cast to cast variations in some materials. This may require a revision of the weld procedure and further weld procedure tests being carried out on representative material.

T.2.6 Expansion of welded joints Where expansion after welding is specified for tube to tubeplate welds, it should not be carried out until after the successful completion of the low-pressure test.

TL2 "



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~ ~ ~~

STD-BSI BS 5500-ENGL L997 m LbZlibbS 0804238 782

Annex T h u e 1, January 1997 BS 6600: 1997

NOTE 1. Typical dimensions. W = l m i n . P = 1.5t min. Minimum tube wall 2.6 mm. Minimum &stance between tubes 2.5 t or 8 mm whichever is least.

NOTE 2. Typical welding methods. a) Manual metal arc.

b) TIG + filler. c) MIG/MAG for multilayer welds only. Weld stop/start positions should not be coincident. d) ‘ingle or multilayer weld.

Figure T.3 Tube ta tubeplate connections, plain fillet weld

NOTE 1. Typical dimensions. D = 0% to It for mechanized weldmg; t + 1.5 mm for manual welding. t = 1.0 mm min. Minimum distance between tubes = 2t.

NOTE 2. m i c a l welding methods. a) TIG + filler. b) TIG without filler (sye T.2.4). c) Single layer weld.



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BS 5500: 1997 h e 1, January 1997 Annex T

h

Figure T.6 Tube to tubeplate connections, groove plus fillet weld

v

1 NOTE l. Typical dimensions.

ligament Wmin.=Ztor- mm whichever is less.

Wmax. = 5mm. Rmax. =5mm. D = 1. P = 2.5 for TIG welding, and 5 for "A welding.

NOTE 2. Qpical welding methods. a) Manual metal arc throughout. b) TIG plus filler throughout. c) Combination of TIG and manual metal arc.

NOTE 3. Multilayer weld. Weld stop/start positions should not be coincident.

Expansion is to be done with the object of sealing the back face crevice in the tube hole. 'hbe wall thnning should be controlled to a predetermined range that will ensure that the expansion remains tight under design conditions, but not so great as to cause cracking of the

' welds or tubes. The expanded region should be i within 3 mm from the back of the tubeplate to 10 mm

from the weld fusion line.

T.2.6 Preheat prior to welding The preheating of tubeplates is difficult to appk maintain and control. Sufficient temperature measurement should be made to demonstrate that preheat and interpass temperatures are not less than those specified in the approved welding procedure. Because of the difficulty in preheating, consideration should be given to eliminating preheat by use of low hydrogen processes, austenitic filler metal or austenitic clad tubeplates.

T.3 Post-weld heat treatment Post-weld heat treatment of complex assemblies such as welded tube end connections may present djfficulties and s o , where applicable, consideration should be given to methods of eliminating post-weld heat treatment including the possible use of austenitic filler metals, the use of extra low carbon ferritic filler metals or the use of tubeplates clad with austenitic or extra-low carbon weld metal. Where post-weld heat treatment is employed, the heating and cooling rates should be controlled to avoid the possibility of weld fractures and excessive tube distortion. Adequate tube support to limit tube distortion should be considered at the design stage. The post-weld heat treatment procedure should define charging temperature, heating and cooling rates, soak time and temperature for removal from the furnace. For tubeplate heat exchangers consideration should be given to the stsesses that may arise due to temperature differentials between tubes and shell or tubes and tubeplate, and sufficient temperature measurement points should be defined to monitor and control temperature differentials.



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Annex T Isme 2, Janua~y 1999 BS 5 5 0 0 : 1997

I

L 7 "l+L J

NOTE 1. Typical dimensions.

Wmin.32tor- ligament mm whichever is less. 2 W m a x . = 5 m R max. = It to 1.61. D = 0.8t min. (Chosen to ensure design minimum throat thickness T after welding). P ~ O t o 0 . 8 n ~ n .

NOTE 2. Typical welding methods.

NOTE 3. Multilayer weldmg.

F'igure T.6 Tube to tubeplate connections, groove weld

TIG: manual or mechanized with filler.

Weld stop/start positions should not be coincident-

T.4 Essential testing of tube to tubeplate joints

T.4.1 General Irrespectwe of vessel category, tube to tubeplate welds should be tested in accordance with T.4.2 to T.4.4. The optional tests detailed in T.6.2 to T.6.6 should be employed only by agreement between the purchaser and the manufacturer. The various testing options for joint designs shown in figures T.l to T.8 are summarized in table Tl.

T.4.2 visual examination All welds should be visually examined and should comply with the requirements of the procedure welds as defined in ES 4870 : Part 3 in respect of defects that can be revealed by visual inspection, unless otherwise

T.4.3 Due penetrant or pneumatic testing Before hydraulic testing welds are to be subject to either

a) a shell side pneumatic test at 0.5 bar with the welds being examined for leaks using soapy water, or leak detection methods agreed between the purchaser and the manufactureq or

agreed

b) a dye penetrant test in accordance with BS 6443; the welds and tube wall dacent to the weld should be free from cracks, lack of fusion or surface porosi@.

All unacceptable defects revealed should be repaired and retested. This testing allows the discovery and repair of weld defects before hydraulic testmg allows water into the tube to tubephte crevice.

T.4.4 Hudraulic test Hydraulic testing should be in accordance with 6.8.3, and the tubeplate welds examined for leaks.

T.6 Optional tests

T.6.1 General When agreed between the purchaser and the manufacturer one or more of the tests detailed in T.6.2 to T.6.6 may be carried out.

T.6.2 Inter-run testing Tests detailed in T.4.3a or T4.3b may be carried out between runs for multilayer welds. NOTE. Care should be taken after any inter-run testing to ensure that the joint is adequately cleaned to prevent contamination of subsequent runs.

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BS 6600: 1997 h e 1, January 1997 Annex T

l .

Weld set up m i c a l completed weld

NOTE 1. Dimensions. Subject to agreement.

Only specially designed mechanized TIG equipment can be used. During welding, the back of the tubeplate ir the vicini@ of the joint must be protected by flux or inert gas. Single layer (pass) weld.

NOTE 2. m i c a l welding methods.

NOTE 3. Special features High reliability in service is possible. Crevice free welds are obtained. Ultrasonic examination of the tubeplates for subsurface laminations is desirable for carbon steel.

Figure T.7 Tube to tubeplate connections, back face inset bore weld

T.6.3 Final leak testing After completion of the hydraulic test detailed in T.4.4, asensitivetcacergasleaktestmaybecarriedoutata pressure not exceeding the design pressure, the method of test and the acceptance criteria being as agreed between the purchaser and the manufacturez NOTJ3 Useful guidance on leak testing can be found in M o n V of ASME Boiler and Pressure Vessel Code.

T.B.4 Radbgmphg If radiography is used for inspection of back-face welds (figures T7 and T8), unless otherwise agreed the acceptance standards are to be as specified in BS 4870 : Part 3. Ihe radiographic technique to be employed and the extent of radiography should be agreed between purchaser and manufacturer.

T.6.6 Produetion contml test pieces Where production control test pieces are specfied, the

' frequency of testing is to be agreed between the purchaser and the manufàdurer. ?he production control 'test piece will consist of a representalive tube to tubeplate weld and be designed to facilitate correct positioning of the welding head.

Certain materials are subject to cast to cast varialions in autogenous welding and test piece materials should be representative of the production material. production control welds for manual welds are not normally employed but unless otherwise agree4 they should comply with BS 4870 : Part 3. Testing is to be in accordance with BS4870: Part3 or BS 4871 : Part 3 except that radiography is not require4 the weld b e i sectioned and subject to visual assessment only When production control test pieces are unsatkfactoy, acceptance of the welds represented will be subject to agreement between the purchaser and the manufacturer.



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STD-BSI BS 5500-ENGL 1797 Lb24bb9 OBO’4LbO 2‘48

Annex T Issue 1, January 1997 BS 6 5 0 0 : 1997

Weld set up m i c a l completed weld

NOTE 1. Dimensions. Subject to agreement.

Only specially designed mechanized TIG equipment can be used. During welding, the back of the tubeplate in the vicinity of the joint must be protected by flux or inert gas.

Single layer (pass) weld

NOTE 2. Typical welding methods.

NOTE 3. Special features High reliability in service is possible. Crevice free welds are obtained. Ultrasonic examination of the tubeplate for subsurface laminations is desirable for carbon steel.

Figure T.8 Tube to tubeplate connections, back face stub bore weld

Table T.l Tube to tubesheet joints: essential tests and the suitability of joint types for optional t e S b

Weld detail I Essential tests for all joints ~~

[OptiGal tests (see T15)

visual inspection (see T.4.2)

T. 1 T.2 T.3 T.4 T5 ’ Required

T.6 T. 7 T.8

t 1

Preliminary pneumatic leak test (see T.4.3a) or dye penetrant (see T.4.3b)

Hydraulic (see T.4.4)

Intermediate leak test (see T.5.2)

Radiography (see T.6.4)

Not applicable Not practicable Where specified Not practicable Not applicable Not practicable Where specified Not practicable Where specified Not practicable Not applicable Where specified

Not applicable Where specified

Final leak test (see T.S.3)

Where specified

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Annex U Guidance on the use of fracture mechanics analyses U.1 General procedure This standard specifies requirements which are intended to avoid brittle fracture during operation and during pressure testing. However these requirements apply only to a limited range of steels and the combined requirements for limiting &reses and weld defects with certain notch ductilities may be unduly conservative in some circumstances. A fracture mechanics analysis as specified in PD 6493 and/or PD 6539 may be used as a basis for determining the suitability of particular vessels for their intended duty when so agreed between purchaser, manufacturer and inspecting authority for the following steels:

a) those not currently covered by annex D, b) those cases where annex D cannot be adhered to; c) where defects outside the requirements of 6.7 are detected; d) where it is proposed to use MO and M l materials in thicknesses greater than permitted by table 4.41 without post-weld heat treatment.

Such analyses are to be undertaken generally in accordance with the following requirements.

U.l. l Fracture toughness properties should be obtained in accordance with PD 6493, PD 6539 and/or BS 7448 procedures on full thickness single edge notched bend specimens with fatigue cracks located through thickness on the weld centre-he and in parent material. Further tests sampling heat affected zone regions may also be specified particularly when fatigue or some other in-service crack growth mechanism may be significant. When HAZ tests are specified special considerations are necessary with regard to the placement of the notch and metallurgical sectioning subsequent to testing.

I U.1.2 For materials not covered by annex D, a similar I level of tolerance to fracture can be obtained by I specìfymg fradure toughness requirements determined I from the use. of an assessment procedure such as in I PD 6493. This requires the selection of a reference I defect size as agreed by the interested parties I (e.g. a through w a ~ flaw of total length equal to I 10 mm, or a quarter w a ~ thickness surface flaw with I length six times its depth) and detemination of an I equivalent stress (or strain) relating to the hydraulic I test condition, for a defect in a region of stress I concentration. Account shall also be taken of residual I s ~ ~ e s s e s equivalent to:

a) the room temperature yield strength of the base I material for as welded components; I or I b) 30 % of yield for post weld heat treated I components. I

NOTE. The toughness requirement of Annex D for the operation of ferritic steel vessels below O "C were originally based on a combination of practical experience and performance of notched and welded wide plate tests and have evolved as described by G a r w d S. J. and Denham B. [I]. The original criterion adopted as the critical conditions for the wide plate tests in the work reported by Woodley C. C., Burdekin E M. and Wells h A. [Z] was the attainment of 0.5 % plastic strain. For the steels employed where the yield strength averaged - 350 N/mm2 this is equivalent to a plastic strain of three times yield, i.e. a total strain of four times yield for as welded components. This is consistent with the strain ratio used for validation purposes reported by Garwood and Denham where a BS PD 6493 : 1991 level 1 CTOD design curve based procedure was adopted. This criteria is in turn comparable with the input requirements of U.1.2 to predxt fracme toughness requirements using fracture mechanics principles and reference flaws.

U.1.3 If nondestructive testmg methods are employed which allow accurate sizing of defects, these values, together with information on the stress state of the critical regions in the vessel, can be used with PD 6493 procedures to spec@ more accurate toughness requirements than determined in accordance with annex D and U.1.2. U.1.4 For materials which are covered by amex D but where the Charpy energy requirements cannot be met, a f i l m s for purpose analysis as specified in this annex can be employed to assess the integrity of the vessel.

U.1.6 A fitness for purpose analysis can also be employed to identify the ability to tolerate specific defects outside the requirements of table 5.7-1. In this case the testing of surface notched fracture toughness specimens may be more appropriate to idenidy the toughness of specific regions in which the defects are situated. & f m e s [l] Garwood S. J. and Denham B. The fmcture toughness requirements of BS 5500, ASME, 88PVP-7, Pittsburgh, June 1988. [2] Woodley C. C., Burdekin E M. and Wells AA, Mild steel for pressure equipment at sub zero tempmture, British Welding Journal, 11,3, March 1964, 123136.

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h e 1, January 1997 BS 5 6 0 0 : 1997

Annex V Requirements for testing and inspection of serially produced pressure vessels V.l Application This annex specifies requirements for the construction, inspection, testing and certification of serially produced vessels (see V.2.1). It applies only to vessels made in compliance with the following.

a) The design and consmction of the vessel, except where otherwise specified in this annex, is to category 2 of BS 5500 in MO and M l materials only b) The design pressure of the vessel does not exceed 30 bar, and the product of that pressure and the capacity of the vessel @V) does not exceed 10 O00 bmL The vessel diameter does not exceed 1.5 m, the nominal length (between tangents) does not exceed 3.5 m and the shell thickness does not exceed 15 mm. The design temperature lies in the range 300 "C to 10 "C (see 3.2.4 and D.3.2). c) All type A main welds (see 6.6.4) are welded by a mechanized or an automatic weldmg process. d) Vessels identification numbers contain the suffix 'V' to denote that they have been manufactured in accordance with this annex and the standard.

V.2 Definitions V.2.1 serial production The manufacture of identical vessels to a common approved design using the same manufacturing procedure. Vessels with variatons in length, nozzle position, number of nozzles and supporting locations are considered as part of the same series, subject to the confinnation of the design acceptability by the Inspecting Authoriw. V.2.2 batch of vessels A part of a series where the welding of the main seams and branch welds has been essentially continuous. A stoppage in vessel production greater than five consecutive days requires the designation of a new batch. NOTE. Stoppages or breakdowns requiring resetting of the welding machine constitute a break in continuity. Adjustments to the welding machine within the welding procedure limitations do not qualify as resetting the welding machine.

V.3 Quality assurance Before production commences, a detailed manufacturing and quality plan shall be prepared by the manufaclmer and submitted to an Inspecting Authority for approval. This plan shall indicate the inspection or sampling points and the frequency of testing. Provision shall be made within the plan for rejected or re-worked components to be re-inspected. The @ty plan shall ensure the following.

a) The materials used in the manufacture of the vessels comply with the materials standards as specified.

b) AU variables in the manufacturing procedures that affect the integrity of the vessel are specified, monitored and controlled. c) The testing and examination of the vessel is done at least at the frequency given in this standard, using appropriate test methods. d) The inspection functions within the company are clearly prescribed.

V.4 Inspection and non-destructive testing V.4.1 The inspection and nondestructive testing of the first vessel in a series shall be witnessed by the Inspecting Authority as follows.

a) The whole length of all welds (100 %) shall be examined by the method specified in 6.6.4.2 and an assessment of any flaws shall be consistent with 6.7.2.4. b) The dimensions shall be checked to ensure conformity with the approved design drawings. c) A pressure test in accordance with 6.8.2 shall be carried out.

V.4.2 At least 20 % of the weld length of the first vessel of each batch shall be examined by the method specified in 6.6.4.2. Assessment of any flaws shall be consistent with 6.7.2.4 and witnessed by the Inspecting Authority. V.4.3 Except as permitted by V.4.4, each subsequent vessel produced shall be examined by the manufacturer and assessed in accordance with 6.6.4.2 and 6.7.2.4 as follows.

a) The whole length of all welds associated with nozzles shall be inspected using either a magnetic particle or a dye penetrant method. b) Each longitudinal and circumferential weld shall be radiographed or ultrasonically examined once per vessel with a minimum sample length of 150 mm and with a minimum of 10 % of the firushed weld per shift. This 10 % examination shall include 'T'joints such that 10 % of the 'T'joints per shift are examined. c) At least 10 % of the length of other attachment welds shall be examined using either magnetic particle or dye penelrant inspecting methods.

V.4.4 By agreement between the mufacturer and the Inspecting Authority, the examinations in accordance with V.4.3b and V.4.3~ may be reduced from 10 % to not less than 5 % if the test results are consistently satisfactow. Production shall be considered satisfactory if not more than 3 unacceptable defects were found in the immediately previous 100 nondestmctively tested samples of the batch. V.4.6 If not less than four and not more than ten of the same unacceptable defects are found in the immediately previous 100 nondestructively tested samples, then the inspecting frequency shak

a) be maintained at 10 % if the inspecting frequency was 10% b) be increased to 10 % if the inspecting frequency was 5 0%.

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BS 5500: 1 M Issue 1, January 1997 Annex V

Where more than 10 of the same unacceptable defects are found in the immediately previous 100 nondestructively tested samples, then the inspecting frequency shall be increased to 20 % and maintained at this level until the number of unacceptable defects in the immediately previous 100 nondestructively tested samples is less than eight, at which the frequency may be reduced to the 10 % specified in V.4.3b and V.4.3~.

V.4.6 Every vessel shall be pressure tested by the manufacturer, in accordance with 6.8.6 and witnessed by the Inspecting Authority at their discretion.

V.4.7 The Inspecting Authority shall carry out surveillance during production and testing, to ensure that the manufacturer produces and inspects vessels in accordance with the manufacturing and quality plan.

V.6 Acceptance criteria

V.6.1 Isolated aefects If a defect is found during the partial nondestmctive testing of a vessel, re-examination and repair shall be in accordance with 6.7.2.3. However, defects found in T'joint regions of the vessel examined shall be regarded as representing the seam in which they are located.

V.6.2 Multiple aefmts

V.6.2.1 If a recurrence of the same type of unacceptable defect is found in that vessel seam when the whole of the seam is inspected, as required by 6.7.2.3, then the vessels produced immediately before and &r it in the batch shall also have the same weld seams examined in accordance with V.6.1.

V.6.2.2 If no unacceptable defects are found in the appropriate seams of those two vessels, no further special examinations shall be carried out.

V.6.2.3 If unacceptable defects are found in either of the preceding or following vessels, then further vessels in sequence shall be assessed in accordance with V.6.1 until a vessel with no unacceptable defects is found.

V.6 Marking The Inspecting Authority shall inspect all vessels before despatch to ensure that the marking conforms to 6.8.9 of the standard. The vessels shall be marked 'BS 5500V' to denote that they have been manufactured in accordance with this annex. Where some time elapses between pressure test and despatch, e.g. stock vessels, the Inspecting Authority shall satisfy themselves that no deterioration or damage has occurred in the interim period Where a temporary nameplate has been attached the Inspecting Authority shall ensure that the permanent plate conforms in all respects to 6.8.9. V.7 Documentation A Certificate of Comphce shall be issued for each batch of vessels (see 1.4.4). The certificate shall state clearly the serial numbers of the vessels covered The reasons for any missing numbers in the series shall be clearly stated. Where vessels in a batch are allocated to different purchasers, a separate copy of the certificate shall be issued to each purchaser. Records of manufacture described in 1.6.2 of the standard shall not be supplied to the purchaser unless specifically requested.

VE O BSI 1997

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Annex W Worked examples for vessels under external pressure W.l Introduction ?his annex gives three worked examples for designs in accordance with 3.6

I a) Example 1 uses simplifícations giving easy hand calculaiions for shell thickness and light stiffener design. I The conservative assessment assumes each stiffener supports individual bays of an infinitely long cylinder, I b) Example 2 is also applicable to light stiffeners but is less conservative than example 1 as account is taken of I the increased resistance to collapse of the cylinder by using a íìnite length between planes of substantial I support, namely the vessel ends,

c) Example 3 uses annex M to assess the safe external pressure for a cylinder outside the circularity limits specified in 3.6.

The examples illusíxat~ the use of hand calculations and use some simplif~cations which, whilst resulting in some sllght increase in shell thickness and Mener size, do greatly reduce the numerical work involved W.2 Example 1 W.2.1 Basis of analgsis This example makes use of the following simplifications for hand calculations:

a) y = O,L=L,. These approximations make the unsupported shell thicknes required by 3.6.2.1 independent of stiffener size so that curve a) of figure 3.6-4 may be entered using a value of pm/py = EdsJ

I b)n=2,B=O. I These approximations for stiffener assessment will lead to a conservative design (see 3.6.2.3.1).

This example illustrah the determination of shell thickness and stiffener scantlings for one section of a uniformly stiffened cylinder which is required to operate at a substantial external pressure.

I Table W.l Design data assumed for cylindrical sections I Design external pressure

Ls = 1OOomm Stiffener spacing

R = 25OO1nm Mean radius of shell p = 6.9 bar = 0.69 N / W 2

Material for shell and stiffenen

sf = 231 N h 2 = sf, Effedive yield stress (3.6.1.1) f=l65Nhnm2s=1.4 Design strength Carbon steel

~

Modulus of eladcity Internal stiffeners

E = 2.07 105 N / ~ Z W = + 1)

I W.2.2 Calculation sf shell thickness from 5.6.2.1 W e trial values of 2R/e corresponding to A = 0.5 on figure 3.64, i.e. where the effective design pressure is half that at which the mean circumferential dress midway between stiffeners reaches yield; in this example, where W e = ssp = 335.

I Table W.2 Summary of calculation for e I W e (assumed)

2.310 1.848 1.540 1.155 p , [from equation (3.6.2-7)] I 25 20 16.7 12.5 e 200 250 300 400

I 2.330 1.613 1.165 O. 789 K = pm/py = Edsf 0.0026 0.0018 0.0013 0.00088 E (from figure 3.62 M R = 0.2)

I [from eqdons(3.6.2-7) and(3.6.2-8)] A = plpy (from figure 3.6-4) 0.263

1.213 0.869 0.585 0.306 p (allowable) ( N / m 2 )

0.525 0.470 0.380

I Interpolating p versus e for p (allowable) of 0.69 N/mm2 gives e = 17.9 mm. 1

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BS 6" : 1997 Issue 2, November 1999 Annex W

-. I W.2.3 Calculation 4fMective length of shell acting with a stsener, Le

Calculate the effective length of shell acting with a stiffener, Le:

with e = 17.9mm R =250011~n L, = 1Ooomm

$ m = 4.27 X F R - - 0.0637

I Using the values in table 3.6-6 gives the values in table W.3.

I

Table W.3 Derivation of L,& 19

2n R 10-5 4.27 X 10-6 0.06

'1 Obtained by linear interpolation.

0.3752 0.2362 0.07 0.4212l) 0.35972) 0.25501) 0.0637 0.4483 0.2661

2, Obtained by single logarithmic interpolation as follows: - given that log = -6, log 4.27 X = -5.37 and log lo-' = d;

- the value of m is given by 0.4212 - 2 ~ ( ~ - 5 ~ ~ - ( 7 ~ ~ ~ 1 X (0.4212 - 0.2550) =0.3597; 1

WE O BSI 09-1999



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L, = 360 mm œ

- 'A

1

~ 0.55d

Figure W.l Stiffener proportions

I w.2.4 Determination of internal stwener size It is first necessary to decide on stiffener propo~ons. The proportions chosen are as shown in figure W.l and are shown later to satisfy the requirements of 3.6.2.2. An alternative approach would be to use standard sections @ossibly with cropped webs, provided that the proportions satisfy the requirements of 3.6.2.2) and find the

I smallest section to give o, S sfs for n = 2. A, = 0.21d2, Is = 0.0277d4, R, = 2491 - 0.814d, & = 2491 - 1.W F'rom 3.6.1.1, A, = A, + eL, = 0.21d2 + 17.9 X 360 = 6444 + 0.21d2

I From equation (3.6.2-13), AJ, =

= [y X 360 + 0.21d2 + l(2500 - 2491 + 0.814d) -

= 57674 +d2 (3.759 + 0.171d) e3 I From equation (3.6.2-12), I , = 3 L, + I, + A, + A(R - Rs)] - ~

A C

=- 17" X 360 + 0.0277d4 + 0.21d2 + l(2500 - 2491 + 0.814d)y - A, (ACXC)2 3

= 6.882 X lo5 + 0.02774d4 + 0.21& [8.95 + (9 + 0.814d)]2 - 2

A C (w.2)

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~

STDBBSI BS 5500-ENGL L777 m l b 2 4 b b 9 080Ylb7 b T 2 m

BS 6600 : 1997 h e 2, November 1999 Annex W

M m equation (3.6.2-16), 3 = A(R - 4) - X, + e or X, whichever is larger 2

= l(2500 - 2491 + 1.2d) - X, + - or X , 17.9 2

= 17.9 + 1.2d - X, or X, (w.3) The stiffener size is determined by d and it is necessary to fínd the minimum value of d by successive approximations. A starter value of d which should reduce the amount of iteration involved can be estimated by using equation (3.6.2-11) , taking p , = 4p, n = 2 and ß = O.

Thus I, =L33 - L, P@ E

4.33 x 0.69 X 25003 xlooo 2.07 X 105

= 6.93 X 107 m 4

Guessing d = 160 and using equations W1 and W.2 gives I , = 7.51 X lo7 mm4.

This is close enough to 6.93 X lo7 to proceed with evaluating a, [equation (3.6.2-15), for n = 21. For d = 160 mm, R, = 2360 mm, A, = 5376 mm2, A, = 11820 mm2,

X, = 72.28 IIUII. d = 138mm A = 6028m2 a = 0.00605 aL = 6.05 N = 1.0 (í?om table 3.6-1) pys ( m o n (3.6.2-14)] = 3.53 NmUn2 pn [equation (3.6.2-ll)] = 2.98 N/mm2 (with n = 2, ß = O) a, [equation (3.6.2-15)] = 238 for cold formed stiffener

-

The value of a, just exceeds sf, showing that the stiffener is slightly too small. n y i n g d = 17011~n pys = 3.74 NIIWII~ pn = 3.62 N b 2 a, = 194

'Ihis shows that the Stiffener defined by d = 170 mm is adequate. Note that if the approximation A = O is used in equation (3.6.2-14) , the a, would equal 326 and a significantly larger stiffener would be required The criteria for Mener proportions in 3.6.2.2 are shown to be satisfied since: Using figure 3.6-6 for a symmetric stiffener.

d e w 3 + &W? c = 'i +12efwf~2d + ef)l

C = 170 X 1P + 8 X 34 X 72.5' 100 [6 X 1702 X 17 + 12 X 34 X 72.5 X (340 + 34)]

d/% = 10 I 1.1 = 32.9 5 0.67 d w $ = 46.7 W ~ Q = 1.375 5 0.5 m = 15.0 5 0.32 d w = 22.3.

The exact dimensions, appropriate to d = 170 mm, are unlikely to be convenient and the nearest convenient geometry can be taken with additional check calculations if thought necessary to ensure meeting the design criteria

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Annex W h e 2, November 1999 BS 5500 : 1997

I

W.3 Example 2 W.3.1 Basis 4f anal&s This example makes use of simplification a) in Example 1, but stiffener design is assessed using a more rigorous and less conservative approach than in example 1. It illustraks the determination of scantlings for a vessel which will be subject in service both to low intÆI"I pressure and to vacuum conditions.

Table W.4 Design data assumed for complete vessel Inside diamekr Dl =2000mm

Length along Stmght =6OOomm - Internal design pressure External design pressure

p = 12.5 bar = 1.25 N/IIUII~

Poisson's ratio E = 2.07 105 N h 2 Modulus of elasticity p = 1.0 bar = 0.10 NmUn2

S = 1.4 Stress factor fs =165 N h 2 Design stress, Mener f = 1 6 5 N h 2 Design stress, cylinder

V = 0.3

-

I

~~

W.3.2 Calculate thicknesses for internal pressure W.3.2.1 Required cylinder thi&ness excluding c m s h ahwance

e = (2 X 165) - 1.25 x 2000 = 7.605 mm (from 3.5.1.2)

W.3.2.2 Required end thi&ness d u d i n g corrosion &warne Mean inside radius of R, = 2000 mm shell Inside knuckle radius ?-j =200mm Inside diameter Di = 2000mm Inside head height h, = 4 - d(& - Din)(& + Difi - 2.1;)

2000 -400)

= 387.55 mm Assume e = 12.5, then

hJD - E = 0.198 o - 2025

pJ = - = 0.0076 1.25 165

&lo = 0.0063 (from figure 3.5-2) e = 0.0063 X 2025

= 12.76, 12.75 ~lun

W.3.3 Check for external pressure W.3.3.1 End

R = 2006.375

P,, = x x x 12'75 = 2.9359 Nhnm2 [from equation (3.6.41)] 2006.375

Pe = x 2'07 x 'O: x 12'752 = 10.115 N/mm2 [from equation (3.6.4-2)] 2006.375 pJpyss = K = 3.445 plpyss = A = 0.3175 (from figure 3.64b)

Thus p (maximum allclwable) = 0.932 N/mmz (from 3.6.4) This is satisfactory as p (maximum allowable) > external design pressure.

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STD*BSI BS 5500-ENGL L777 Lb29bbS 08011LbS 975

BS 6600 : 1997 Issue 2, November 1999 Annex W

I W.3.3.2 Cylinder I$ = 1ooomm e = 7.605 mm R = 1003.8 IIU~

I L = 6000 + 2 (0.4 X 387.55) = 6310 mm [from figure 3.6lb)l W e = 2007.W.605 = 263.98 Lf2R = 6310f2007.6 = 3.143

I E = 9.6 X (from figure 3.62)

I Py' x 165 x 7'605 [from equation (3.6.2-7)] 1003.8 = 1.750 N/mm2

2.07 X 10-5 X 7.605 X 9.6 X 10-5 [from e q u ~ o n (3.6.2-8)1 I p m = 1003.8 = 0.1506 N h 2

pnJpy = K = 0.0860 p/' = A = 0.0290 (from figure 3.Ma)

Thus p (maximum allowable) = 0.0290 X 1.750 = 0.05075 Nhnm2

p (maximum allowable) < extemal design pressure therefore stiffener(s) have to be provided or the shell thickness increased. The increased shell thickness that gives a value of p = 0.10 N h 2 using the above simplified calculation method is 9.8 mm. Alternatively using method B, an internal flat bar 82 mm X 9 mm, as an intermediate cold formed light stiffener, on a cylinder thickness of 7.605 mm is found to be just adequate (see table W.5, which shows key values as determined by computer using relevant equations in section 3.6).

I

I

I - -

Table W.6 Key values for stiffener desim T Base parameters

E, N h 2 2.07 X 105 V 0.3 e, - 7.605 R -7 1003.8 L,, n-un 3155 dl a2 e,- 9 LC, n-un 6310

N h 2 1.750 Pml N b 2 0.305 (n = 5) pys, Nhnm2 3.259

Calculated functions

Functions For values of n

2 3 4 6

1381) 1361) 1341) 129l) 1797 11776 1759 1720 1.289 X lo6 1.284 X 10s 1.278 X lo6 1.264 X lo6 1.984 0.807 1.268 1.974 O. 1624 0.8516 0.9013 0.8654 - - - - - - - - - - - - - - - -

L, is determined using the approximation L, = Z'R where 2' is taken from the table 3.67.

For each value of n, the value of F, was less than 1.0 and greater than O, and pn was not less than 2p. Thus an integral flat bar of 82 mm X 9 mm on a cylinder of 7.605 mm thickness is adequate.

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Annex W h u e 2, November 1999 BS 6500 : 1997

I W.4 Example 3 I W.4.1 Basis of analysis

This example illwtrates the use of annex M in assessing the safe extemal working pressure for cylindrical sections outside the circularity limits specified in 3.6. A somewhat lower value of sf than would normally be applicable has been used in this example for illustrative purposes. Othe&, with this particular geometry, the reduction in allowable pressure due to the assumed shape imperfections would have been less sigruficant and the allowable pressure limited by the criterion pq I l.@*

Table W.6 Design data assumed for cylindrical sections Modulus of elasticity E = 2.07 X 10s N h 2

I V = 0.3 PoisSon’s ratio Minimum calculated thickness

R=lOOOIIUn Mean radius of shell e = 8.89mm

y = o With the approlcimation

sf= 121 N/mm2 Effective yield stress

L = 2313 Unsupported length of shell

Therefore calculating p the safe external pressure of the cylinder to tolerance, from 3.6.2.1: I 4 = 1.07 Nhnm2 [from w o n (3.6.2-’T)] I E = 0.O0033954 (from figure 3.6-2) I p , = 0.62475 N / m 2 [from equation 3.6.2-8)]

pm/py = 0.w p/py = 0.195 (from figure 3.6-4, curve a)) Therefore p = 0.20825 Nhnm2, this is the value of pa to be used in the annex M calculations.

I W.4.2 Measured shape Values of the radii R, measured at 24 equally spaced inkrvals and the calculated departures from the mean circle E, are given in table W.7 NOTE. The values of E, can be derived by using table 1 of Enquiry Case 5500133.

I Table W.7 Measured radii and dep<

f I

1 2

Measured radii

Rr

nm

991.4 998.6 996.9

1008.6 1006.8 998.3 989.8 987.7 994.4

987.7 989.7 993.8

arture from mean circle Departure from mean circle

-r

nm

-6.0 1.7 O. 5

12.7 11.4 3.3

- 4.9 -6.8

O -6.8 -5.1 - 1.3

r

12 13 14 15 16 17 18 19 20 21 22 23

Measured radii

R, mm

993.4 1006.2 1005.7 994. O 991.3 993.1

1008.4 1003.8 1003.7 990.5 990.7 991.0

Departure from mean circle

EI

mm

-2.1 10.2 9.1

-3.1 -6.3 -4.9 + 10.1

5.3 5.2

- 7.9 - 7.5 -6.9

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~

STD-BSI BS 5500-ENGL L997 Lb24bb7 0804L7L O23 W

BS 6500 : 1997 Issue 1, January 1999 Annex W

It can be seen from table W.7 that the maximum departure from the mean circle is 12.7 mm which exceeds the allowable tderance of 0.5 % of the radius. Thus annex M has to be used to derive a safe allowable external pressure. In this case the procedure is a) himy, evaluate coefficients %, b, and pm(n);

b) Next evaluate, for every value of r (O, 1,2, ...., 23)) the pressure p at which pWe + I a r I = sf, (equation (M.2)), where ar is obtained from equation (M.3); c) The lowest value of p, obtained at any location, is ps the lower bound esthate to the collapse pressure; d) This value of pq is used in equaiion (M.1) to obtain p(allowable), the safe external pressure.

~

NOTE. These calculations require trial and error methods or a systematic iteration process, and to be practical, the use of a computer. For the example under consideration,: the calculated values of coefficients u,,, b, and pm(n) are given in table W.8; from the calculations for all values of r, from O to 2 3 , the lowest value of p to satisfy equation M.2 was 0.2014, at r = 18; the corresponding terms for Dbr for each value of n and the results of the summation are given in table W.9 with

%r = 98.35 sf = 121 = 98.35 + 22.65

therefore pWe = 22.65 and p = 2.014 this lowest value of p is thus pq, which is less than 1 . 5 ~ ~

1.5 1.5 = 0.1639 N h 2

The allowable pressure has been reduced from 0.20825 N h n 2 to 0.1634 N m 2 due to the shape b e i outside the 0.5 % tolerance.

Table W.8 Values of a,, b, 1 ..

n

O 1 2 3 4 5 6 7 8 9

10 11 12

L and Pm(n)

a, mm

- - 1.80

4.46 1.79 3.05

-3.72 -0.38 l.#

-0.15 0.32 1.26 1.23 O

bn

- 0.95 - 996.48 N/mm2 mm Pm(n)

-1.18 -5.13

46.819

1.473 -0.10 6.113

1.89 O. 706 -0.02 0.625 0.96 0.726

- 1.00

1.944 0.37 1.639 -0.34 l. 362 -2.15 1.114 0.66 0.899

Q BSI 1998 ~~



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Annex W h e 1, January 1999 BS 6500 : 1997

lhble W.9 Values of qbrl,,)

rL

2 3 4 5 6 7 8 9 10 11 12 NE c n = 2

0.02 0.53

-0.24 36.92 0.28

20.53 -18.64 - 6.78 37.58 20.93 6.22

98.35



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Annex Y Worked examples for supports and mountings for horizontal vessels Y. 1 Introduction This annex provides worked examples illustrahg the use of 6.3.3 in the design of supports and mountings for horizontal vessels. Three Merent examples of possible supporting arrangements for a horizontal vessel with torispherical ends, as used for the storage of glucose syrup at low pressure, are considered:

a) Example 1 uses twin saddle supports located away fimm the ends; b) Example 2 uses twin saddle supports located near the ends, c) Example 3 utilizes a ring and leg support.

In each case the support mountings are welded to the vessel. starting with the minimum required vessel thickness to satisfy pressure and temperatwe considerations, the stnses are cal- and compared with the appropriate recommended limits in the sequence in which they are dealt with in 6.3.3.2. When a limit is exceeded the critical calculations are repeated with an increased shell thickness or with the addition of internal or extemai ring stiffeners.

I 'Igble Y.l Design data

Design pressure (i.e. top pressure)

1.4 Specific gravity of fluid contents

50 "C Design temperature zero to 2 bar gauge (0.2 N h ?

Specifíc weight of water y

Construction category 3 : visual inspection only

~ ~~

9810 Nhn3

MatÆIial BS 1501320-S31 for all wetted parts Inside diameter of cylindrical vessel

1295.5 mm h i d e radius of cylindrical vessel, r,

2591 mm

Torispherical head. spherical inside radius 2591 mm

I knuckle inside radius I254mm I I depth of head, b (see figure Y.1)

I

I499mm - I I Distance to saddle from end. A. in examde 1 and 3 I 732 mm I NOTE. For these examples the value of A is assumed to be fixed by site conditions.

~~

Y.2 Example 1: Saddle supports away from the ends

Y.2.1 Design details Figure Y 1 shows the layout of the vessel on the saddles. Internal pressure and manufacturing considerations require the following thicknesses: - cylindrical shell = 2.5 mm minimy - dished, torispherical ends = 5.5 mm minimm

Assuming the vessel shell thickness t = 2.5 mm, the reaction per support, a r i s i i from the contents and self weight of the vessel, W1 = 286 855 N. MW radius r = 1295.5 + 1.25 = 1296.75 mm.

value of W D given in 6.3.3.2.6. NOTE. A value of saddle width b, = 200 mm was selected h m previous experience, despite it being less than the suggested



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Figure Y.l Vessel on saddle supports

Y.2.2 Longitudinal bending moments (see 6.3.3.2.1) Y.2.2.1 At mid-span

Equation G.? M 3 = - 4 where T is the mean radius of vessel. Thus:

286 855 X 7055 1 + Z(1296.752 - 4992)/70552 4 X 732 M3 = 4 [ 1 + 4 X 49943 X 7055) "I 7055 M 3 = + 278.97 X 106 N*IIWI

Y.2.2.2 At the supports

Elpation G.8: M 4 = -WlA

M4=-286855X732 [1 - 1 - 732l7055 + 1 (1296.752 + 4 X 499/(3 - 4992)/(2 X 7055) X 732 X 7055) I M4 = - 11.39 X 106 N.IIUTI

Y.2.3 tongitudinal stresses at mid-span (see 6.3.3.2.2) Y.2.3.1 The S- at the highest point of the cross-section

Equation G.9 fi =F - 3 fi = (0.2 + 9810 X 1.4 X 1295.5 X 10-9 X 1296.75/(2 X 2.5) - 278.97 X 106/(~ X 1296.752 X 2.5) fi = 35.36 m 2 .

Check the condition when the vessel is full of product with zero top pressure, ie. Pm = 1.4p-l fi = (9810 X 1.4 X 1295.5 X 10-9 X 1296.75/(2 X 2.5) - 278.97 X 106/(~ X 1296.752 X 2.5) fi = - 16.51 N/mm2

Y.2.3.2 The scresS at the lowest point of the cross-section

fi = (0.2 + 9810 X 1.4 X 1295.5 X 10-9 X 1296.75/(2 x 2.5) + 278.97 X l06/(~ X 1296.752 x 2.5) fi = 7 7 . 6 o N / m 2



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Y.2.4 Longitudirud stresses at the supports (see 6.3.3.2.3) Y.2.4.1 7" S- war the equator This is given by:

Equation G.11: f3 = - - Pmr M4 2t K T t

where KI = 0.161 h m table G.2 for 8 = lm", since A > rE and the shell is not Mened. Thus:

f3 = (0.2 + 9810 X 1.4 X 1295.5 X 10-9 X 1296.75/(2 X 2.5) + (11.39 X 106)/(0.161 X X X 1296.752 X 2.5) f3 = 61.84 N h 2

Y.2.4.2 Stnm at the lowest point of the mss-ssction

where K2 = 0.279 h m table G.2 for 8 = 150". Thus:

f4 = (0.2 + 9810 X 1.4 X 1295.6 X X 1296.75/(2 X 2.5) -11.39 X 106/(0.279 X X X 1296.752 X 2.5) f4 = 53.39 N h u n 2 (for zero top pressure,fg = 1.52 N h 2 . )

Y.2.6 AUowable direct stresses

Y.2.6.1 The calculated tensile and compressive &esses should not exceed the values permitted in k3.4.2.1 and A.3.6. Y.26.2 Stress intensitg (see B.4) The stress intensity acting at the point considered should be taken as:

where 01 and 0 2 are the principal stsesses. = max (01 - 02; 61 + 0.b; 0 2 + O.@)

For this case the stress intensity should not exceed f; For austenitic stainless steels, category 3 construction, 3.4.2.2 indicates that the design stress f shall not exceed the values permitted for construction categories 1 and 2 vessels and the smaller of 120 N h 2 or 120 X 450/(400 +T) where, T is the design temperature in "C, i.e. f = 120 X 450/(400 + 50) = 1 2 0 N h 2

For this case the primary membrane circumferential stress at the highest point of the cnxwxtion = ao = pr/t = 0.2 X 1296.75E.5 =103.74 N h z ; at the lowest point of the cross-section = ao = O, + 2ri X 1.4y)rlt = (0.2 + 2 X 1295.5 X 1.4 X 9810 X 10-9 X 1296.75E.5 = 122.20 N / m 2 . The primary membrane stress intensities involving the longitudinal stress are ao - a, and 0, + 0.5~. At midspan they are as follows. Highest point of cross-section

0 6 - 0, = 103.74 - 35.36 = 68.38 N/mm2 U, + O.@ = 35.36 + 0.5 X 0.2 - 35.46 N h 2

Lowest point of cross-section 00 - 0, = 122.20 - 77.60 = 44.60 N h 2 0, + O.@ = 77.60 + 0.5 X 0.2 = 77.70 N b 2

At the support they are as follows. Esuator

68 - 0, = 103.74 - 61.84 = 41.90 N h 2 0, + O.* = 61.84 + 0.5 X 0.2 = 61.94 N / m 2

Lowest point of cross-section 0s - 6, = 122.20 - 53.39 = 68.81 N/mm2 0, + O.@ = 53.39 + 0.5 X 0.2 = 53.49 N/mm2

In each case the values are less than f and thus acceptable.

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BS 5500: 1997 Issue 1, January 1999 Annex Y

. Y.2.5.3 Limit for the longiWi& compressive si?wss (see k3.6) In this case the cal- compressive stress (see A.3.6) should not exceed dsf where d is obtained from figure A2 in terms of K with S and f defined in 3.6.1.1. For this case K = pJ%,. Using equations 3.24 and 3.25 of 3.6.4 and the nomenclature used earlier

K = - X ~ = F 1.21E.t2 r 0.605E.t

where

E = 199.7 X 103 Wmm2 h m table 3.63 by interpolation; S = 1.1; f = 163 N m 2 at 50 "C for BS 1501-32W1 (table 2.3-4); t = 2 . 5 m

Thus

K =

K = 1.30

0.605 X 199.7 X 103 X 2.5 1.1 X 163 X 1296.75

From figure A2 d = 0.5 [ l - (1 - 0.125 X 1.30>2] fl = 0.149

T ~ U S A#= 0.149 X 1.1 X 163 = 26.76 NmUn2 ie. allowable compressive stress = 26.76 N/mm2. It is noted that the highest longitudinal compressive stress is when the vessel is full of contents but not pressurized, ie. fi = - 16.51 Nhnm2. fi < A @ and so the stress is acceptable.

Y.2.6 lhgent ial shearing stresses (see 6.3.3.2.4) at the support Y.2.6.1 sheus of thidmess, 2.5mm For a shell not stiffened by the end, A > r/2

Equation G.13 q = - - KF [;:fi] where K3 = 0.799 from table G.3 for 8 = 150". Thus

1 q = 51.20 N h 2 .

The allowable tangential shearing stress h m table G.3 is the smaller of 0.8f and 0.06Efh 0 . q = 0.8 X 120 = 96 N h 2 0.06EU~ = 0.06 X 199.7 X 103 X 2.5l1296.75 = 23.10 N 1 m 2 i.e. q > O.oGEt/r and therefore the design should be changed. Y.2.6.2 Options for reassesmnent of design The options are:

a) increase the shell thiclzness; b) move the saddles to within r/2 of the ends, c) stiffen with rings in the plane of the saddle.

optionsb)andc)willbeusedlatersoatthis~eincreasetheshellthic~~to5mm. Y.2.6.3 sheu of i?zcmsed thiclnzess, 5 mm For this, the reaction per support will be increased to W1 = 292511 N, and the mean radius T = 1295.5 + 2.5 = 1298.0 mm.

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These changes will marginally alter M3 andM4 and the values of fi, f2, f3 and f4. The &-esses wiU be lower because of the increased shell thickness. In general it is not necessary to calculate these values when the shell thickness is in- However, for completeness, they are as follows:

M3 = + 284.54 X 106 N.mm; M4 = - 11.55 X 106 N.mm; fi = 17.52 N M or, when the top pressure is zero, -8.44 N/mm2; f2 = 39.02 N/mtn2; f3 = 30.98 Nhnm2; f4 = 26.71 N h d .

It is noted that the stress values are approximately one half of those in the case of the thinner shell. This reduction also applies to the primary membrane circumferential s t r e s s . The stress intensities are similar to those outlined in Y.2.6.2 and will all, therefore, be less than f and thus are acceptable. The allowable compressive stress will be greater for this case.

0.605 X 199.7 X 1@ X 5 = 2.596 K = 1.1 x 163 x 1298 Elom figure A2

d = 0.5 [l - (1 - 0.125 X 2.596>2] = 0.272 Thus dsf = 0.272 1.1 X 163 = 48.76 N h 2 Since the highest compressive stress fi = 8.44 N h 2 , f 1 < dsf and is acceptable. Consider again the expression for q in equation G.13 with the increased shell thickness and the component ChangeSinWiandK

0.799 X 292511 7055" 2 X 732 '= 1298x5 [ 7055+4X499/3 1 q = 26.08 N h z

As in Y.2.6.1, the allowable stress is the smaller of 0.8fand 0.0GEtlr. 0.8f = 0.8 X 120 = 96 N h 2 0.06Eth = 0.06 X 199.7 X 103 X 5/1298 = 46.15 N h Z Le. q < 0.06Et.h- and is thus acceptable with t = 5 mm. Y.2.7 Cìrcun#erential stresses (see 6.3.3.2.6.1) Y.2.7.1 Maximum stress The maximum values of the circumferential stress occur in the region of the saddle support, It is recommended in 6.3.3.2.6.1 that the thickness of the saddle plate, tl , be equal to the thickness of the shell plate, t. In the case of an extended saddle plate of width b2 = bl + lot, and angle not less than (8 + 12'7 certain stress reductions in f5 and f6 can be obtained

Y.2.7.2 Stress at the lowest point of the mss-section

For saddles welded to the vessel, 6.3.3.2.6.1 should be used in conjunction with table G.5 to determine the value of K5. S ice an extended saddle plate, as defmed in Y.2.7.1, is to be used the double thickness may be incorporated when deriving the stress in the plane of the saddle.

Equation G.16 f5 = - K5Wl/tb2

- Ks(for 0 = 1509 W1 f 5 = (t + tilb2

where

K5 = 0.0673 for 8 = 150" (see 6.3.3.2.5.1); (t + ti) = 5 + 5 =lo=, b 2 = b 1 + 1 0 t = 2 0 0 + 1 0 X 5 = 2 5 0 m m ; W1 = 292511 N.

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Thus fs = - 0.0673 X 292 511/(10 X 250) fs = - 7.87 N M 2

In the region at the edge of the saddle plate where the thickness is t: K5 (for 8 = 162") Wl h=- tb;!

where

K5 = 0.0651 for 8 = 162" by ink~olat ioq t =5mm;

W1 =292511N. = b l + l O t = 2 0 0 + 1 0 X 5 = 2 5 0 1 ~ ~ ~

Thus f5 = - 0,0651 X 292 511/(5 X 250) fs = -15.23 NmUrt2

6.3.3.2.6 limits f5 to f (= 120 N M 2 ) and thus the above is acceptable.

Y.2.7.3 ScresS ut the horn of the saddles Since Ur = 7W1298 = 5.435, use equation G.18

f6 = -1 W - 12K$Vlr 4¡%2 7

Since the saddle plate has been extended by 12" and has a width of value 212, the stresses at both the edge of saddle (e = 150") and at the edge of the extended saddle plate (S = 1627 should be determined. Y.2.7.3.1 At the edge of the sad&le

Thickness = shell thickness t + saddle plate thickness tl = 10 mm;

b2 =200+10X5=250mm; e =150"; & = 0.0109 h m table G.4, for A/r = 7324298 = 0.564 and 8 = li%", by interpolation.

Thus 292 511 12 X 0.0109 X 292 511 X 1298

f 6 = - 4 X 1 0 X 2 5 0 -

7055 X lo;! fs = -99.64Nhnm2

Y.2.7.3.2 At the edge of the saddle plute Thicknm = 5 mm;



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Annex Y Issue 1, Jan- 1999 BS 5500 : 1997

& from table G.4 requires double interpolation as follows.

%ble Y.2 Interpolation of table 6.4 for & Nr Angle

8 ( d e w s ) 160 166 162

5 0.5 0.0059 0.0063 0.0079

0.564 0.0238 0.0254 0.0316 z 1.0

0.0082 0.0087 0.0109

therefore = 0.0087. Thus

292 511 12 X 0.0087 X 292 511 X 1298 f 6 = - 4 X 5 X 250

- 7 0 5 5 x P

f6 = -283.24 N h 2 The numerical value of circumferential stress f6 should not exceed 1.25 times the design stress, i.e.

Thus the stress at the edge of the saddle plate is not acceptable and the design should be changed. The options f6 I 1.26 x 120 5 1% N h l . d

are: a) increase saddle angle; b) increase width of saddle and saddle p W , c) increase shell thickness (and saddle plate thicknm); d) stiffen the shell with rings; e) move the saddle to within rL2 of ends.

options a) and b) are unlikely to reduce the stress by the required amount. Option e) will be considered as example 2. Thus fry option c) and d). Y.2.7.3.3 With shell of increased thi.&ne.ss, 8 mm For this thickness of shell the reaction per support is increased to W, = 299 300 N. It is only necesary to consider the stress at the edge of the saddle plate, 8 = 162".

bz = b l + l O t = 2 0 + 1 O X 8 = 2 8 0 1 1 ~ t 1 ; T = 1295.5 + 4 = 1299.5 Alr = 732 / 1299.5 = 0.563; &, = 0.0087 using the double interpolation procedure given in table Y.2.

Thus 29930 - 12 X 0.0087 X 299300 X 1299.5

f 6 = - 4 X 8 X 2 8 0 7055 X 82 f6 = -1B.S N/mm2

This is now acceptable since it is less than 1.25 X f (= 150 N h 2 ) . Y.2.8 Vessel stgened with rings in the region of the saddle

Y.2.8.1 General For completeness, the design calculations are presented for both internal and extemal ring stiffening of the vessel in the region of the saddle. The internal stiffening is that of a ring in the plane of the saddle (figure G.61a) and the external stiffening is rings macent to the saddle (figure G.61~).

Y.2.8.2 IntemLal ring in the phne of the saddle (see figure Y.2) Y.2.8.2.1 Longitudinal at mid-span and supports (see 6.3.3.2.2, 6.3.3.2.3) Values for fi andfi will correspond to those determined in Y.2.3.1 and Y.2.3.2 respectively. The values for f3 and f4 are 57.35 N/mmz and 55.62 N h z respectively. By inspection these lead to stress intensities that are acceptable.

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STD-BSI BS 5500-ENGL L977 m l b i q b b 9 O A O l i L A O 03b

BSSMW) : 1997 Issue 1, January 1999 Annex Y

Y.2.8.2.2 Iltcngential shewing scresS ut supports (see 6.3.3.2.4) In Y.2.6.1 the tangential shearing stress was determined for the saddle case, A > rf2 for t = 2.5 mm Since the saddle was unstiffened, the K3 value was such that the calculated tangential shearing stress exceeded the allowable value and the shell thickness was increased to 5 mm. However, when rings are used in the plane of the saddle, the tangential sh'ess is lower and the K 3 value, as obtained from table G.3 for 8 = 150", is equal to 0.319. Thus the tangential shearing stress for this case with t = 2.5 mm, W1 = 286 855 N is:

0.319 X 286855 7055 - 2 X 732 = 1296.75 x 2.5 [ 7055 + 4 X 499B 1

q = 20.45 N h 2 This is less than 0.8f (= 96 N h 2 ) and 0.06Etfr (= 23.10 N/mm2) and thus t = 2.5 mm is considered adequate. Y.2.8.2.3 Cim?q$èrential scresseS (see 6.3.3.2.6.2a) For this case a single rectanguh crosssection ring of 150 mm radial depth and 25 mm width as shown in figure x 2 is p r o m .

L 2.5 (shell thickness 1

I Figure Y.2 Internal ring stiffener in plane of saddle

Area of stiffener = 150 X 25 = 3750 m m 2 Totalarea~=3760+(25+ 10X2.5) X 2.5=3875mm2 C = [3750 (75 + 2.5) + 50 X 2.5 X 1.25]/(3750 + 50 X 2.5) = 75.04 mm d = 152.60 -76.04 = 77.46 mm

I , = - X 25 X 1@ + 3750(77.50 - 75.04p + E X 50 X 2.53 + 50 X 2.5 X (75.04 - 1.25)2

I , = 7734629mm4

1 1 12

Atthehonzofthesaddle,inthesheU:

Equation G.19 f7 =

where K7 = 0.0316 and &3 = 0.303 from table G.5 for 0 = 150" and C4 = - 1 for internal rings. Thus:

c&7w1m I U

- 1 X 0.0316 X 286 855 X 1296.75 X 75.04 0.303 X 286 855 f 7 = -

7 734 629 3875 f7 = - 136.47 N M

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A t t h e h o m L o f t h e s a d d l e i n t h e t i p o f t h e r i n g ~ t e ~ U L e s h e U :

Equalion G.20:fa = cs7wld K.wl I a

Using the above constants and C5 = + 1 h m table G.5:

7734629 1 X 0.0316 X 286855 X 1296.75 X 77.46 0.303 X 286855 f a = -

3875 fa = + 95.29 N/mm2

Both these values are less than 1.25f (= 150 N h 2 ) and are therefore acceptable.

Y.2.8.3 E m rings [email protected] to the saddle (see fisure Y.3) In this case, the K3 value is the same as for the saddle without rings and thus from Y.2.6 the shell thickness should be increased to t = 5 mm (see Y.2.6.3). This valueisusedfortheshellthicknessandleadstoauseofr=1298mmandW~=292511N. Y.2.8.3.1 LongiEudinal stwsses and tangential &.awing S- (see 6.3.3.2.2, 6.3.3.2.3 and 6.3.3.2.4) Values for fi, fi and q will correspond to those determined in Y.2.6.3. The values of f3 and f4 are 28.71 N h 2 and 27.83 N h 2 respectively. By inspection these lead to stress intensities that are acceptable. Y.2.8.3.2 Cimq@ential smsses (see 6.3.3.2.6.2b) At the lowest point of the crosssection.

m o n G.21: f5 = -KsWl/tb2 If an extended saddle plate is used as in Y.2.7.2 the values of f5 at the edge of the saddle plate and in the plane of the saddle can be determined. In this case they are the same as in Y.2.7.2, Le.: in the plane of the saddle: f5 = - 7.87 Nhnm2 at the edge of the saddle plate:& = - 15.23 N/mm2. However, if the above is not assum&

f 5 = -~5(for e = 150yvl

tb2 where

K5 = 0.0673 for 8 = lW, ie. one tenth of the value h m table G.5 as the saddle is welded to the shell (see 6.3.3.2.5.1);

t =5mm; b2 = b l + l O t = 2 0 0 + 1 0 X 5 = 2 5 0 ~ ; W1 = 292 511 N.

Thus f5 = - 0.0673 X 292 511/(5 X 250) f5 = -15.75 N h 2

This stress should be limited to f (= 120 N/mm2). The above is thus acceptable.

(20+10x5)

Figure Y.3 External ring stiffeners adjacent to the saddle



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Issue 1, January 1999 Annex Y

S-es near the equator f7 and fs: For this case two rectangular rings are used a x e n t to the saddle. The axial length between the stiffeners should be not less than bz + 10t and not more than r. The proposed size of ring is 100 mm 20 mm, as shown in figure Y.3. ~reaof~lnglest i f fener=1~~20=2000mm2 Totalareaa=2000+(20+50) X5=2350mm2 C = [ZOO0 (50 + 5 ) + 70 X 5 X 2.5]/(2000 + 70 X 5 ) = 47.18 mm d = 105 - 47.18 = 57.82 mm

for single stiffener + plate

I~=-X2OX1oO3+2ooO(55.oO-47.18)2+~X7OX53+7OX5(47.18-2 .50)2 12 1 1

I- = 2 488407mm4 A t a p o i n t n s a r t h e e q u a t o l ; i n U z e C i p o f t h e ~ ~ ~ t e ~ t h e s h e U :

Equation G.=. f7 = I c&7 wlm wl a

where K7 = 0.0355 and Ks = 0.219 from table G.5 for B = 150" and C4 = -1. Thus

0.0335 X 292 511 X 1298 X 47.18 0.219 X 292 511 f 7 = - f7 = -141.41 N&

2488407 X 2 -

2350x2

Atapointneartheequator,intheCipoftheringremote~thesheU:

Using the above constants and C5 = + 1 from table G.5 + 0.0355 X 292 511 X 1298 X 57.82 0.219 X 292 511

f s =

f8 = + 142.96 Nhnm2

- 2488407 X 2 2350x2

Both these values are less than 1.25f (= 150 N&) and are therefore acceptable. firther ch& m the f6 stress at the edge of the saddle plate (see 6.3.3.2.5.2): In view of the fact that the ring stiffeners may be located r& from the centre line of the saddle, it is necessary to check the& saddle centre dress at the horn The saddle region is considered to be stiffened by the rings in a manner similar to that provided by the end of the vessel, ie. A h 5 0.50. The highest of the f6 &esses occurs at theedgeofthesaddleplate8=162",t=5mm,b~=250mmand&=0.0063isobtainedbyin~~~onfrom table G.4.

292 511 12 X 0.0063 X 292511 X 1298 f 6 = - 4 X 5 X 2 5 0 7055x52 f6 = -221.24 N h 2 which is greater than 1.25f.

-

On this basis increase the thickness to 6.5 mm Thus:

r = 1295.6 + 3.25 = 1298.75 mm; W, =296006N & = 0.0063 as above;

= 200 + (10 X 6.5) = 265

Thus 296006 12 X 0.0063 X 296 O06 X 1298.75

= - 4 X 6.5 X 266 -

7055 X 6.52 f6 = - 140.47 Nhnm2

which is satisfactory. Thus the thickness should be increased to 6.5 mm. Because the thickness has been increased it would be possible to reduce marginally the size of the rings used ascent to the saddle.

I

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Annex Y Issue 1, January 1999 BS 5500 : 1997

Y.3 Example 2: Saddle supporta near the ends Y.3.1 Design data The design data for this example are as for example 1 except that A 5 rb. As in example 1, the minimum shell thickness is assumed to be 2.5 mm and the minimum thickness of the ends is assumed to be 5.5 mm. The mean radius r = 259m + 1.25 = 1296.75 mm. Sice A 5 1296.75/2 5 648.375 mm, make A = 648 mm. The self weight of the vessel and contents remain the same as before, ie. W1 = 286 855 N for t = 2.5 m Y.3.2 Longitudinal bending moments (see 6.3.3.2.1) Y.3.2.1 At micGspan

Equation G.7: M3 = 4 286855 X 7055 1 + 2(1296.752 - W)/'705€? 4 X 648

M3 =

M3 = 303.07 X 106 N.mm 4 [ 1 + 4 X 49943 X 7055) --I 7055

Y.3.2.2 At the supports

Equation G.8 M4 = - WIA l+#ßL 1 M 4 = - 2 8 6 8 5 5 X 6 4 8 [ 1 - 1 - W 0 5 5 + 1+4X499/(3X7055) (1296.752 - 4W)/(2 X 648 X 7055) 1 - - M4 = - 5.01 X 106 N-mm

Y.3.3 Longitudinal stresses at mid-span (see 6.3.3.2.2) Y.3.3.1 The stress at the highest point of the mss-ssction

fi = (0.2 + 9810 X 1.4 X 1295.5 X X 1296.75/(2 X 2.5) - 303.07 x l@/(n x 1296.752 X 2.5) fi = 33.54 N h 2

Check the condition when the vessel is full of product with zero pre,ssm, Le. P, = 1.4 yi. fi = (9810 X 1.4 X 1295.5 X 10-9 X 1296.75/(2 X 2.5) - 303.07 X 106/(~ X 1296.752 X 2.5) fi = - 18.33 N b 2

Y.3.3.2 The stress at the lowest point of the cross section

Equation G.10 fi = + P r M3 2t s t

f2 = (0.2 + 9810 X 1.4 X 1295.5 X X 12!36.75/(2 X 2.5) + 303.07 X 106/(n X 1296.752 X 2.5) f2 = 79.43 N h 2

Y.3.4 Longitudid stresses at the supports (see 6.3.3.2.3) Y.3.4.1 The stress at the highest point of the mss-ssction

Equation G.11: f3 = 'mr - M4 2t m where KI = 1 h m table G.2 for B = lm", since A S r/2. Thus:

f3 = (0.2 + 9810 X 1.4 X 1295.5 X X 1296.75/(2 X 2.5) + 5.01 x 106/(1 X X 1296.752 X 2.5) f3 = 56.86 N h 2

Y.3.4.2 The stms at the lowest point of the cross-section

Equation G.12 f4 = JE + P r M4 2t K X

where K2 = 1 from table G.2 for 8 = lm", since A 5 r/2. Thus:

f4 = (0.2 + 9810 X 1.4 X 1295.5 X X 1296.75/(2 X 2.5) - 5.01 X 106/(1 X 7c X 1296.752 X 2.5) f4 = 56.10 N h 2 (For zero top pressure, f4 = 4.23 N/mm2)

~~

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Issue 1, Janua~y 1999 Annex Y

Y.3.6 AUowabl.e direct stresses The allowable direct s t r e s s e s 7 in accordance with A.3.4.2.1 and A.3.6 (for t = 2.5 mm) are those presented in Y.2.6, nameb f = 120 N/mmz for maximum stress intensity; f = 26.76 N/mm2 for maximum compressive stress.

Following the procedure adopted in Y.2.6, the value of the primary membrane circumferential stress at the highest point of the crossedion = 103.74 N/mmz and at the lowest point of the crosssection = 122.20 N/mmz. The primary membrane stress intensities involving the longitudinal stsess o, are 0 0 - o, and o, + O.$. From these the complete set of values can be obtained usingfl to f4. It is found that the maximum stress intensity values occur at the mid-span position and are as follows:

00 - 0, = 103.74 - 33.54 = 70.2 N/IWII' + O.$ = 79.43 + 0.5 X 0.2 = 79.53 N/mm2

The maximum cal- compressive stress isf1 and occm when the vessel is full of contents but not pressurized, i.e:

In all cases these values are less than the corresponding allowable values and therefore acceptable.

Y.3.6 Tangential shearing stresses (see 6.3.3.2.4)

Y.3.6.1 Geneml When the shell is stiffened by the end of the vessel (A 5 m ) the tangential shearing stresses are given by equations G. 14 and G. 15. Y.3.6.2 shear scresseS in the SM

fi = 18.33 N/mm2

Equation G.14 q = - K3wl rt

where K3 = 0.485 from table G.3 for a shell stiffened by the end of the vessel, bl < A I rlz, and B = 150". Thus:

q = 0.485 X 2 8 6 8 5 5 / 1296.75 X 2.5 q = 42.91 N h 2

The allowable shearing stxsses for t = 2.5 mm are given in Y.2.6.1, namely the smaller of O.8f (= 96 N/mmq and O.oGEt/r (= 23.10 N/mm2). In this case the dest value is O.OGEt/r and since q O.oGEt/r the design should be changed. Since this is an example without rings at the saddles the only viable alternative is to increase the shellthickness.~t=4mm,inwhichcasethesad~ereactionisincreasedto W1 =290249Nandthemean radius r = 1296.5 + 2 = 1297.5 mm. Thus in equation G.14 ,

I q = 0.485 X 290 249 / (1297.5 X 4) q = 27.12 N m 2

The allowable tangential shear stress O.oGEt/r is now

ie. q < 0.06Et.h and the shell is acceptable with t = 4 mm. Y.3.6.3 shear s t w s in the vessel end

0.06 X 199 7 X 1@ X 4/1297,5 = 36.93 N/mmz

where

li;? = 0.296 from table G.3 for bl c A I r/2 and 8 = 150"; 6 = 5.5 mm (see Y.2.1); W1 =290249N (t =4m1n).

Thus: qe = 0.295 X 290 249/(1297.5 X 5.5) qe = 12.00 N/mm2

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Annex Y h e 1, January 1999 BS stioo : 1997

The allowable tangential shearing stms for the vessel ends is U5f - fn(d), as stated in table G.3. The value of fn(d) can be found from figure 3.52 using appropriate values of U D and elD to give plfand hence:

fn(d) = p /@m (W 3.6.2 and note 2 to table G.3) w'D = 5.5/(2591 + 11) = 0.00211 h, = min [h;@/4(r + e ) ; d m 2 ]

h=499+5.512=501.8mm @/4(R + e) = (2591 + 11)2/4(2591 + 5.5) = 651.9mm 4- = 42591 + 11) (254 + 5.5)/2 = 581.0 mm therefore hJD = 50l.W(2591 + 11) = 0.193

Entering the values for dD and hJD in figure 3.52

Thus plf = 0.0018

fn(d) =p/@& = 0.2/0.0018 = 111.11 N h 2 The allowable tangential shearing stress in the vessel end is thus:

The calculated tangential shearing stress in the end is 12.00 Nhnm2 which is less than the allowable value. The end is thus acceptable.

Y.3.7 Circwerential stresses (see 6.3.3.2.6.1) Y.3.7.1 S m at the h e s t point of the cross-section

As in Y.2.7.2 for saddles welded to the vessel, 6.3.3.2.6.1 should be used in conjunction with table G.5 to determine the value of K5. Since an extended saddle plate is to be used, the double thickness may be incorporated when deriving the stress in the plane of the saddle:

(1.25 X 120)-111.11 = 38.89 N M 2

Equation G.16 f 5 = -K5Wl/tb2

-K5 ($¿W 8 = 150) W1 f 5 =

where (t + tlIb2

K5 = 0.0673 for 8 450, ( t + t l ) = 4 + 4 = 8 m m ; b ~ = b ~ + 1 0 t = 2 0 0 + 1 0 X 4 = 2 4 0 m m ; W, =290249N

Thus: f 5 = - 0.0673 X 290249/(8 X 240) f 5 = -10.17 Nhnm2

In the region of the edge of the saddle plate where the thickness is t: -K5 ($W 8 = 162") W1

a2 f 5 =

where K 5 = 0.0651 for 8 = 162" by inteqmlatioq t=4mm; b 2 = b ~ + l O t = 2 0 0 + 1 0 X 4 = 2 4 0 m m ;

Thus f5 = - 0.0651 X 290 249/(4 X 240) f 5 = -19.69 NmUn2

In 6.3.3.2.6 f5 is limited to f (= 120 Nhnm2), therefore these stresses are acceptable.

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Y.3.7.2 Stms at the horn of the saddles Since Ur = 7055'129'7.5 = 5.437 use equation G.18:

Using the same approach as inY.2.7.3 the stsesses at the edge of the saddle (0 = 150") and the edge of the extended saddle (9 = 1629 should be checked. Y.3.7.2.1 At the edge of ule saddle

thickn- = ti + t =8-

b2 = 2 0 0 + 1 O X 4 = 2 4 0 ~ e = 150";

& = 0.0079 from table G.4 for Alr c 0.5; W1 =290249N.

Thus: 290 249 12 X 0.0079 X 290 249 X 1297.5

f s = 4 X 8 X 2 1 0 - 7 0 5 5 X t F f6 = -116.86 Nhnm2

Y.3.7.2.2 At the edge of the saddle phte

t = 4 9 b2 = 2 0 0 + 1 0 X 4 = 2 4 0 ~ ; 9 =16z"; & = 0.0063 by interpolation from table G.4 for Ah < 0.5; W1 =290249N.

Thus: 290249 12 X 0.0063 X 290 249 X 1297.5

f 6 = - 4 x 4 x m -

7055 X 42 fs = -327.81 N h 2

The allowable value forf6 is 1.25f (= 150 N h 2 ) . The &ess at the edge of the saddle plate is therefore not acceptable. It is therefore necessary to increase the shell thickness. 'lky t = 6.5 mm. Thus r = 1295.5 + + 3.26 = 1298.75 mm, W1 = 296 006 N, & = 0.0063 by interpolation from table G.4, bz = 200 + 10 6.5 = 265 mm. The stress of the saddle plate is thus:

296006 12 X 0.0063 X 296006 X 1298.75 ' = - 4 X 6 . 5 X 2 6 5

- 7055 X 6.P

f6 = -140.47 Nhl12 which is sakisfactmy. The thickness should therefore be increased to 6.5 mm.

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Y.4 Example 3: Ring and leg support

Figure Y.4 Vessel on ring and leg support

Y.4.1 Design data The design data used in example 1 are relevant again for this example. The layout is as shown in figure Y.4. The subtended angle of the leg 91 = 80". As in example 1, assume the minimum shell thickneses of the shell and ends to be 2.5 mm and 5.5 mm respectmely. That is, the mean radius r = 1296.75 mm, the self weight of the vessel and contents remain the same as in example 1, ie. W1 = 286 855 N for t = 2.5 mm. The values of the longitudinal bending moments (see 6.3.3.2.1) M3 and M4 are those given in Y.2.2, namely:

M3 = + 278.97 X 106 N.IIUTI M4 = 11.39 X 106 N.mm

Y.4.2 Longìtudinal stresses at mid-span (see 6.3.3.2.2) The mid-span stressesf1 and fi at the highest and lowest points of the crcxs-section respectively, are the same as in Y.2.3.1 and Y.2.3.2, namely:

fi = 35.36 N h 2 when full and at pressure; fi = -16.51 N h 2 when full with zero top pressure; f2 = 77.60 N / m 2 when full and at pressure.

Y.4.3 Longitudinal stresses at the supports (see 6.3.3.2.3) Y.4.3.1 ScresS at ule highest point of the mss-section

m o n G. 11: f3 = - M4 2t K T

where KI = 1 from table G.2 for 8 = 150' for a ring stiffened shell. Thus:

f 3 = (0.2 + 9810 X 1.4 X 1295.5 X X 1296.75/(2 X 2.5) + 11.39 X 106/(1 X n + 1296.79 X 2.5) f3 = 57.35 N h 2

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BS 6600 : 1997 Issue 1, January 1999 Annex Y

Y.4.3.2 Strew at the lowest point of the mss-section

Equation G.12: f4 = - M4 2t K T t where K2 = 1 h m table G.2 for B = 150“ for a ring stiffened shell. Thus: f4 = (0.2 + 9810 X 1.4 X 1295.5 XlO-9 X 1296.75/(2 X 2.5) - 11.39 X 106/(1 X X + 1296.79 X 2.5) f4 = 55.62 Nhnm2

Y.4.4 Ahwable d i m stmses The allowable direct s t r e s s e s , in accordance with A.3.4.2.1 and A.3.6 (for t = 2.5 mm) are those presented inY.2.6, nameb

f = 120 Nh”nz for maximum stress intensia f = 26.76 N h $ for maximum compressive stress.

Following the procedure adopted in Y.2.6, the value of the primary membrane CircumferentiaJ stress at the highest point of the c1y)Bs-section = 103.74 N h m 2 and at the lowest point of the crosssedion = 122.20 N/mm2. The primary membmne stress intensities involving the longitudinal stress u, are 00 - a, and a, + O.$. From these the complete set of values can be obtained using fi to f4. It is found that the maxjmum stress intensity values occur at the midspan position and are as follows:

- 0, = 103.74 - 35.36 = 68.38 N/IIu”~~ U, + 0.5p = 77.60 + 0.5 X 0.2 = 77.70 N h 2

The maximum dculM compressive stress isf1 and occurs when the vessel is full of contents but not pressurized, ie. fi = 16.51 N h 2 . In all cases these values are less than the correspondmg allowable values and are therefore acceptable. Y.4.8 Tangentìal shearing stresses The shearing stress in the shell dacent to the ring support is @ven by:

q = - W,[(L - 2A)/(L + &/3)] rt

‘ = 1296.75 X 2.5 x 286 855 [u055 - 2 X 732)/(7055 + 4 X 499B)l

q = 20.45 N h 2 The allowable tangential shearing stress h m table G.3 is the smaller of 0.8f and 0.06Etlq i.e. 96.00 N/mm2 and 23.10 Nhnm2 (see Y.2.6), ie. q < 0.06Etlr and is thus acceptable with t = 2.5 mm. Y.4.6 Cimun#emntial stresses at the ring support (see 6.3.3.3) Y.4.6.1 Ring data The proposed ring section is a 203 mm X 89 mm mild steel channel in accordance with BS 4 : Part 1 : 1993 rolled ’toes out’ (see figure YS). I

Y I 203 + ./i7 = 259.9

u Figure Y.6 Channel and shell as ring girder

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For the channel using:

Total area of channel and shell = 3794 + (203 + fi) t = 3794 + (203 + J1296.75 X 2.5 ) 2.5 =3794+650=4444m2

C = [37!34 X (26.5 + 2.5) + (650 X 1.25)]/4444 = 24.94 mm d=89+2.6-24.94=66.56mm I of the combined section = 2 644 O00 + (259.9 X 2.53/12) + 3794 (26.50 + 2.50 - 24.94y + + 259.9 X 2.5 (24.94 - 1.25y = 3 071 527 ~ t ~ m ~

Y.4.6.2 Maximum circumferential st-

where

Klo = 0.017 and K11 = 0.29 from table G.6 for q11 = 80"; Q = the radius through the centsoid of the section = 1295.5 + c = 1295.5 + 2 4 . 9 4 = 1320.44 mm; W, =286855N 2 = least section modulus = 3 071 527/66.56 = 46 147 mm3;

a = effective area = 4444 mm2.

Thus: 0.017 x 286 855 x 1320.44 0.29 x 286 855

f i o = 46 147 + u fio = 158.26 N h 2

Y.4.6.3 AUowable stresses In the case of category 1 and 2 vessels the rings are in general of the same material as the vessel and constructed to the same category as the vessel with thefvalue obtained from table 2.3-2 to 2.3-4. In the case of the rings associated with category 3 vessels, it is considered acceptable to use the correspondmg category 1 and 2 vesself values as given in table 2.32 to 2.34 providing the radial weld seams joining the segments of the rings are located in the region of low bending stress in the rings. Justification for this procedure may be found in 3.4.2.2. The distribution of the bendmg moment in a typical ring support is shown in PD 6497. Where the ring is made of a different material to that. of the vessel, thef value for the weaker material should be used. In this case, the valuef = 163 N/mm2 at 50 "C in accordance with BS 150132O-S31 (see table 2.3-4) is used. It is noted that the maximum stress <f = 163 N/mm2 and thus the ring girder is considered acceptable. For mild steel ring girdem used on category 3 vessels and not subject to above ambient temperatures, it is acceptable to use the allowable stresses h m BS 449 : Part 2. In this case the ring should be designed as a separate structure without the benefit of the length of shell fi. Y.6 Conclusions A surmnary of the results obtained by the above procedure for all three examples is presented in table Y.3. stresses that are outside the recommended limit are underlined and the recalculated value corresponding to increased shell thicknesdaddition of Mener are given in an adjacent column. When a stress has been found satjsfactory it is not generally recalculated for the modified design; for such cases the letter 'S appears in the relevant column, indicating that the stress is satisfactory. Acceptable designs are indicated by means of the symbolt. For this particular vessel, where external stiffening is obviously preferable, table Y3 provides a basis for choosing the most economical design.

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h e 3, November 1999 BS 6500 : 1997

Aluminium supplement Requirements for alaminium and aluminium alloys in the design and construction of unfired fusion welded pressure vessels 'Ibis supplement shall be read in coqjunction with the mainbodyofthestandardtoestablishthe requirements for aluminium and aluminium alloy unfíred fusion welded pressure vessels. This supplement lists the sections of the main text applicable to and those not applicable to the design and construction of aluminium and aluminium alloy pressure vessels. In addition the supplement contains clauses specific to such vessels which replace the corresponding clames of the main text in this context. Cross-references are to the relevant clauses of this supplement unless otherwise stated.

Section 1. General See main text.

Section 2. Materials 2.1 Selection of materials See main text.

2.2 Materials for low temperature applications See main text. 2.3 Aluminium and aluminium alloys

2.3.1 Materials covered bg British Standards 2.3.1.1 Permissible materials complying with the appropriate British Standards shall be as given in table 2.3-1. Nondeslructive testing requirements shall be as specified in 6.6.2.

2.3.1.2 The design strength values given in table 2.31 are appropriate to materials, thicknesses and form as specified in the relevant British Standards listed. It is permissible to use other thicknesses of the Same form or other product forms, the minimum tensile properties being established either by reference to the &rial specification or by arrangement with the material supplier. If the minimum values of 4 0 . 2 and& are less than those given in table 2.3-1 for the same temper or condition, the design strengths that are not timedependent shall be reduced proportionately as follows:

a) materials 1050A, 3103,6060/6063 and 6082 in ratio of actual minimum &/h in table 2.3-1; b) other materials in ratio of actual minimum Rpo.2/Rpo.2 in table 2.31.

2.3.2 Materials not covered bg British Standards

2.3.2.1 Other materials as specified in 2.1.2.lb of the main text shall comply with the general requirements of 2.3.2.2 to 2.3.2.4. 2.3.2.2 The material specification shall spec@ the composition limits for all constituents, heat treatment and the appropriate mechanical properties for acceptance and other purposes.

2.3.2.3 Mechanical properties at room temperature shall be specified for acceptance tests in accordance with BS 18 covering

the tensile strength m e , the minimum 0.2 % proof stress (h), the specified minimum percentage elongation at fracture, referred to a gauge length of 5.65&,39) or 50 mm, shall be appropriate to the type of material with a lower limit of 5 %

2.3.2.4 For materials that wiU be used at temperatures above 50 T , tensile data shall be provided from which the expected minimum tensile strength and minimum 0.2 % proof strength at the operating temperature can be established. If the operating temperature equals or exceeds 100 "C, stress rupture data shall be available for determining the design strength and design Metime.

2.3.2.6 to 2.3.2.11 M a i n text is not applicable. 2.3.3 Aluminium magnesium allogs Pressure vessels in aluminium alloys containing 3.0 % or more of magnesium for use at temperatures above 65 "C shall be constructed only from material supplied in the annealed (O) condition. NOTE. Extended service of alloys containing 3.0 % or more magnesium at temperatures above 65 "C can result in grain boundary precipitation of Mg-AI intermetallic compounds which corrode in some process fluids leading to disintegration in weld areas. Alloys of this type should not be used at temperatures above 65 "C unless tests or service experience have demonstrated that they are suitable for specific duty.

I I I I I I I

S, is the original cross-sectional area of the gauge length of the tensile test specimen.



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I I I I I I I I I

I

BS 6600 : 1997 h u e 1, November 1999 Aluminium supplement

Section 3. Design 3.4 See m i n with. the foUowing changes.

'lbble 3.4-1 Construction categories Construction

temperature limit thickness of testing (NDT) category Lower Upper temperature Maximum nominal Permitted material Non-destructive

component') limit mm

1 None See general note (b) None, except where All 100 % (see 6.6.4.1) to tables 2.3-2 to NDT method limits

2.3-12 of main text

2 None See general note (b) 40 Alloys 10504 3103, Limited random (spot)

5083 (see 6.6.4.3)

2.3-12 of main text (see 5.6.4.2) to tables 2.3-2 to 5154,5154A, 5083

3 None 65 "C 16 Alloys 5154,5154A, V i d

In the case of flat ends and flanges, the limitation applies to the governing dimension of the attachment weld and not to the thickness of the flat end or flange itself.

I 3.4.2 Design stresses I 3.4.2.1 &tegories 1 and2

The design stresses for British Standard materials shall not exceed the appropriat~ nominal design strength value given in table 2.31 for the material of construction at the design temperature. For welded construction, the nominal design strengths given in table 2.31 for materials in the annealed condition, shall

. beused. I 3.4.2.2 Category 3 I The design stres shall not exceed M5 irrespective of I the orientation of the main weld seam (for deíïnition I of Iz, see K.2 of the main text). Main welded seams I are defined as type A welds (see figure 5.61 of the

I 3.6 Vessels under external pressure

I 3.6.1 General I Add In the light of current experience, materials for I vessels subject to external pressure shall be restricted I to materials 3103,5154A, 5083 and 5454.

NOTE. In view of the lack of appropriate data it is recommended that the use of 5154A and 5083 materials be restricted to below 65 "C and the use of 3103 materials be restricted to 50 "C.

I main text).

I 3.6.1.1 Notation I see m i n t a t but substitute

I Table 3.6-3 E values for aluminium alloys I I (Young's modulus)

Temperature "C

-200 -20

O 20

100 150 200

Aluminium I N h Z I 76.6 X 103

I 70.5 X 103 I

69.9 x 103

I 65.4 x 103

I 69.3 x 103 I

67.4 X 103 I

62.3 X 103 I

Section 4. Manufacture and workmanship 4.1 General aspects of construction 4.1.1 General See m i n text. 4.1.2 Material identification See main text. 4.1.3 Order of completion 4f weld seams See m i n text. 4.1.4 Junction of more than two weld seams Main text is not applicable.

I S is the factor re- f to effective yield point of I I

material; for the purposes of 3.6, S shall be taken to be 1.1;

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BS 6500 : 1997 h e 2, November 1999 Aluminium supplement

Table 2.3-1. Design strength values (N/mm2> : aluminium and aluminium alloys Material standards, BS references BS 1470 to BS 1476 and BS &W1)

1050A 3103 30034) 5251 5454 5154A5) 50B5) 6061n 60617) 60@7) 8)

6063A

60637) 6063A } 6082 6082

Condition

O O O O O O O T6 T6 welded T6 T6 T6 welded

T6 T6 welded

Minimum tensile strength') R, N/llUTI'

55 90 96 160 215 2 15 275 280 165 185 230 120

280 165

Minimum 0.2 94 roof stress $1 Rpo.2 N/ml"t'

T

- - 34 60 80 85 125 225 - 160 190 -

240 -

Values 60

11 236) 23 40 53 57 83 93 55 62 77 40

93 55

ff for d

75

11

23 40 53 576) 836)

93 55 60 75 40

Ba 55

sign te 100

10

23 40 53

92 55 58 72 40

83 55

peratm 126

10

21 40 52

86 54 51 63 38

71 54

s ('C) m 150

10

17 33 34

74 51 38 47 36

60 51

t excee 176

9

12 29 28

54 43 27 33 22

47 43

Q 8

10 22 22

41 32 15 19 14

33 32

'hbe produced in accordance with BS 1474 by the portholehridge extrusion method is not acceptable for pressure vessel shells or nozzles unless agreed between the contracting parties. Its use in such cases is subject to the manufacturer demonstrating to the Inspecting Authority the effectiveness of the procedures to be used to ensure a consistent quality of the extrusion seam weld. '1 See 2.3.2.4.

General note b) to tables 2.3-2 to 2.3-12 of the main text applies. This alloy is the kkk designation not at present listed in British Standards.

6, See 2.3.3. '1 See 2.3.3.5154A and 5083 materials should not be used at temperatures above 65 ' C , and 3103 should not be used at temperatures above 50 "C unless tests or service experience have demonstrated that they are suitable for the specific duty.

These alloys are suitable only for tube type welded attachments (e.g. weld neck flanges) not subject to severe weld restmint. Exlxusions and forainas UD to 160 mm thick.

4.2 Cutting, forming and tolerances

4.2.1 Cutting of material 4.2.1.1 Method All matmial shall be cut to size and shape preferably by machining, chipping or plasma-arc cutting. However, for plates less than 25 mm thick, it is permissible to use cold shearing provided that the cut edges are dressed back mechanically by not less than 1.5 mm to provide a suitable surface to permit a satisfactory examination of the edges prior to welding. It is permissible for plates less than 10 mm thick, which are cold sheared, not to be dressed where the cut edges are to be subsequently welded. Surfaces that have been plasma-arc cut shall be dressed back by machining to remove severe notches and scale. Edges that are plasma-arc cut shall be dressed back by machining for a distance of 1.5 mm unless the manufacturer can demonstsate to the satisfaction of the Inspecting Authority that the material has not been adversely affected by the cutting process (see table 1.51 of the main text).

4.2.1.2 Examination of cut eo!ges See main text. 4.2.2 Forming of shell sections and end plates

4.2.2.1 Geneml Frior to forming, a visual examination of all plates shall be carried out, followed by measurement of the thickness.

I

AA/2 o BSI 09-1999



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STDmBSI ES 5500-ENGL 1997 1b2qbb9 080917Y 620 W Aluminium supplement Issue 1, January 1997 BS 5500 : 1997

Plates shall be formed to the required shape by any process provided that the quality of the material is not impaired. It is permissible to apply an effective heat treatment following the forming operation to restore the mechanical properties to their specified values. By agreement, the manufacturer may be required to demonstrate that the forming and heat treatment operalions have not rendered the material unsuitable for the intended service (see table 1.51 of the main text). As far as is practicable, all hot and cold forming shall be done by machine; local heating or hammering shall be used only by agreement between the purchaser and the manufacturer (see table 1.51 of the main text). Lubricant remaining after any forming operation shall be removed by a suitable chemical cleaning process that will not impair the quahly of the material.

4.2.2.2 Plates welded prior to hot m cold forming It is permissible to butt weld plates together prior to forming provided that the joint is nondetmctively tested after forming by a method agreed between the purchaser and the manufacturer (see table 1.51 of the main text).

4.2.2.3 Cold forming If the inside radius of curvature of a pressure part is less than 10 times the thickness, an appropriate heat treatment to reduce the effects of cold work may be applied by agreement between the purchaser and the manufacturer (see table 1.51 of the main text).

4.2.2.4 F m i n g 4.2.2.4.1 Aluminium hot forming Aluminium plates to be treated or hot worked shall be heated uniformly in a neutral or oxidizing atmosphere, without flame impingement, to a temperature not exceeding 450 "C. Deformation shall not be carried out after the temperature of the material has fallen below 300 "C. Local heating shall not be used 4.2.2.4.2 Aluminium cold working It is permissible to soften aluminium that has been cold worked when the purchaser and the manufacturer agree that the extent of the cold working is sufficient to necessitate treatment (see table 1.51 of the main text). The requirements for any softening treatments shall be subject to agreement between the purchaser and the manufacturer (see table 1.5-1 of the main text).

4.2.2.5 Manufacture of shell plates and ends See main text. 4.2.2.6 Examination of formed plates See main text. 4.2.3 Assembly tolerances See main text.

4.2.4 lblerances for vessels subject to internal pressure See main text. 4.2.6 lblerances for vessels subject to external pressure See main text. 4.3 Welded joints

4.3.1 General See m i n text. 4.3.2 Welding consumables Welding consumables (e.g. wire, electrodes, flux, shielding gas) shall be the Same type as those used in the weldmg procedure. F'iller rods and wires shall comply with BS 2901 : Part 4 and shall be stored in accordance with the suppliers' recommendations. The selection of filler rod or wires shall be appropriate to the parent alloy(s) (see BS 3019 : Part 1 and BS 3571 : Part 1). In all cases where filler metals do not match parent metal compositions, or where alternative filler metals are to be used, the purchaser shall be satisfied that the combination to be used is suitable for the service conditions (see table 1.51 of the main text).

4.3.2.1 Main text is not applicable. 4.3.2.2 Main text is not applicable. 4.3.2.3 Main text is not applicable. 4.3.2.4 Main text is not applicable. 4.3.3 Preparation of plate edges and openings 4.3.3.1 See main text. 4.3.3.2 See main text. 4.3.3.3 After edges of the plates have been prepared for welding they shall be given a thorough visual examination for cra~ks, laminations, inclusions or other defects. It is permissible to supplement visual methods with nondestructive testing techniques when this is agreed between the purchaser and the manufacturer (see table 1.51 of the main text). It is permissible to restore general deficiency of any plate edge by weld metal deposition. The method to be used shall be agreed between the purchaser and the manufacturer (see table 1.51 of the main text).

4.3.4 Assembly for welding See main text. 4.3.6 Attachments and the removal of temporaly attachments 4.3.6.1 Attachments See main text. 4.3.5.2 Removal of attachments See main text.



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BS5500:1997 h e 1, January 1997 Aluminium supplement

4.3.6.3 Attachments of dissimilar duminium &YS It is permisible to attach dissimilar aluminium alloy attachments directly to the shell. Compatible mer metals shall be used in an approved procedure.

4.3.6 Butt joints

4.3.6.1 Butt welcls between plates of unequal thiChXU3S

See main text. 4.3.6.2 Backing strips Permanent backing strips shall not be used for longitudinal welds. It is permissible to weld circumferential butt joints in tubes with tempo-, permanent or consumable backing rings only by agreement between the purchaser and the manufacturer ( see table 1.51 of the main text). Where a backing strip is to be used, the material shall be such that it will not adversely influence the weld Unless otherwise agreed between the purchaser and the manufacturer, backing strips shall be carefully zemoved prior to any special nondestructive tests on the joint (see table 1.51 of the main text). 4.3.7 Welding: general requirements

4.3.7.1 All fusion faces shall be thoroughly cleaned of oil or other foreign substances and oxide films removed to give a clean metal surface. Such cleaning shall extend for a distance of 12 mm from the edge of each fusion face. F'iller materials for TIGwelding shall be cleaned immediately before use. F'iller wire for MIGwelding shall be protected from contamination during use and, in particular, between shifts.

4.3.7.2 See main text. 4.3.7.3 Each run of weld metal shall be thoroughly cleaned before the next run is deposited. All scratch brushes shall be of stainless steel and shall be used only on aluminium.

4.3.7.4 See main text 4.3.7.6 Arcs shall be shuck only where weld metal is to be applied or in the fusion path.

4.3.7.6 See main text. 4.3.7.7 Not less than two layers of weld metal shall be deposited at each weld attaching branch pipes, flanges and pads except where the particular welding procedure has been agreed between the purchaser and the manuEacturer (see table 1.51 of the main text). 4.3.7.8 When welding stops for any reason, care shall be taken when reshrhg to ensure proper fusion and penetration between the weld metal and previously deposited weld metal.

4.4 Heat treatment 4.4.1 Preheat requirements 4.4.1.1 Heating prior to welding aluminium is not nonnally considered necessary Where preheating is required it shall be specified in the weld procedure. The preheat temperature depends upon the type of joint, the metal thickness, the alloy and the heat input to each weld run. NOTE. As a general guide temperatures in excess of 150 "C should not be nec-.

4.4.1.2 The temperature shall be checked during the period of application using appropriate methods (e.g. thermocouples, contact Pyrometern or temperature indicating coatings). Where c0ahrg.s are employed they shall not be applied to fusion faces.

4.4.1.3 Main text is not applicable. 4.4.1.4 Main text is not applicable. 4.4.2 Normalizing: ferritic steels Main text is not applicable. 4.4.3 Post-weld heat treatment 4.4.3.1 For aluminium the details of any post-weld heat treatment shall be agreed between the purchaser and the manufaclmer (see table 1.51 of the main text). NOTE. Stress relieving heat treatment is not normdy necessary or desirable for aluminium pressure vessels.

4.4.3.2 Main text is not applicable. 4.4.3.3 Main text is not applicable. 4.4.3.4 Main text is not applicable. 4.4.3.6 Main text is not applicable. 4.4.4 Methods of heat treatment Main kxt is not applicable. 4.4.6 Post-weld heat treatment procedure Main text is not applicable. 4.6 Surface finish See main text.

Section 6. Inspection and testing

6.1 General Each pressure vessel shall be inspected during construction. Sufficient inspections shall be made to ensure that the materials, construction and testing comply in all respects with this standard Inspection by the Inspecting Authority shall not absolve the manufacturer from his responsibility to exercise such quality assurance procedures as will ensure that the requirements and intent of this standard are satisfied

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~

STD.BSI BS 5500-ENGL 2777 D Lb2L(bbS 0801119b L1T3 D

Aluminium supplement Issue 1, January 1997 BS 6600 : 1997

The Inspecting Authority shall have access to the works of the manufacturer at all times during which work is in progress, and shall be at liberty to inspect the manufacture at any stage and to reject any part not complying with this standard. The Inspecting Authority shall have the right to require evidence that the design complies with this standard. The Inspecting Authoriw shall notify the manufacturer before construction begins regarding the stages of the construction at which special examhations of materials will be made, and the manufacturer shall give reasonable notice to the Inspecting Authority when such stages will be reached, but this shall not preclude the Inspecting Authority from making examhations at any other stages, or from rejecting material or workmanship whenever they are found defective. NOTE. Table 6.8-1 is included in this supplement for guidance purposes only.

6.2 Approval testing of fusion welding procedures 6.2.1 Approval testing of welding procedures shall be conducted, recorded and reported in accordance with BS EN 2884 except as stated in 6.6. For fusion welding methods other than MIG and "TG (e.g. plasma arc or electron beam) the general principles of BS EN 2884 shall be complied with.

5.2.2 The manufacturer shall supply a list of all the welding procedures required in the fabrication of the vessel, together with test pieces which are representative of the various thicknesses and materials to be used to prove each welding procedure. The production and testing of these pieces shall be witnessed by the purchaser or his Inspecting Authority except that, in cases where the manufacturer casl furnish proof of previously authenticated tests and results on the Same type of joint and material within the permitted variables of BS EN 2884 he shall be deemed exempt from any further tests. 6.2.3 All welding shall be performed in accordance with a welding procedure specification, or other work instsuction, conforming to BS EN 2882. A welding procedure test on a branch connection will only qualify a WPS for welding a branch connection to BS 5500 when mechanical properties of the joint have been established by an equivalent butt weld. Alternatively a weld procedure approval test on a butt joint in pipe shall give approval for pipe branch connections and nozzle to shell connections, where:

a) the joint details and geometry for the branch connections have been accepted by the contracting parties; and b) a welded branch connection using the Same joint details and geometry has been previously demonstrated as sound in any steel, on the basis of volumelxic and surface nondestructive emination.

A preexisting weld procedure test performed in accordance with BS 4870 : Part 2, previously acceptable to an Inspecting Authority, shall remain acceptable providing it satisfies the intent of the technical requirements of BS EN 2884. However, the range of approval of such a test shall be in accordance with the ranges in BS EN 2884 except as modified by 6.6. NOTE. Existing procedures to BS 4870 : Part 2 are considered technically equivalent to BS EN 288-4 when similar types of tests have been carried out. Thus the bend tests in BS 4870 : Part 2 are considered equivalent to those in BS EN 2884 even though the exact number and the bend angle differ. Similarly visual, radiographic, ultrasonic, surface crack detection, transverse tensile, hardness, macro and impact tests are considered equivalent. Where BS EN 2884 calls for a type of test to be performed that has not been carried out on the preexisting BS 4870 : Part 2 procedure qualification tests, additional tests as described in clause O of BS EN 2884 should be carried out The alternative methods of approval of welding procedures addressed in BS EN 2881 are not permitted for welding on pressure vessels made in accordance with BS 5500.

6.2.4 Main text is not applicable. 6.2.6 Main text is not applicable. 6.2.6 Main test is not applicable. 6.3 Welder and operator approval 5.3.1 Approval testing of welders and operators shall be conducted, recorded and reported in accordance with BS EN 288-4.

6.3.2 See main text.



6.3.5 Welders who previously held approvals in accordance with BS 4871 : Part 2 are considered to be approved to work subject to the following provisos.

a) The range of approval of the welder is in accordance with BS EN 287-2. b) Welder approval tests in accordance with BS 4871 : Part 2 are considered technically equivalent to BS EN 287-2 except that for all MIG and MAG weldmg, bend tests should have been carried out. If bend tests for these processes have not been carried out during the BS 4871 : Part 2 test, reapproval to BS EN 287-2 should be performed c) The prolongation of a BS 4871 : Part 2 approval test should be made at six-monthly intervals by the employerhanufachmr, in accordance with 10.2 of BS EN 287-2, for the period of two years from the date of effect of BS EN 287-2, i.e. from 1 May 1992. d) The prolongation of a BS 4871 : Part 2 approval test in excess of the initial two year period (Le. after 1 May 1994) shall be made in accordance with 10.2 of BS EN 287-2 in coqjunction with an Inspecting Authority

"

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BS 5500 : 1997 k e 2, September 1997 Aluminium supplement

6.4 Production control test plates 6.4.1 Production control test plates shall not be required unless specified by the purchaser at the time of order (see 1.6.1). In such cases they shall be prepared and tested in accordance with 5.4 and the number of test plates shall be subject to agreement between the purchaser and the manufacturer (see table 1.51 of the main text). 5.4.2 The material used for the test plates shall comply with the Same specification as that used in the comtmction of the vesseL The plate shall be of the same nominal thickness as the shell and should preferably be selected from the Same batch of mat~rial as that used in fabricating the vesseL The test plates shall be sufficiently large to allow for the preparation of all the specimens required in BS EN 288-4 and for any additional specimens that may be required. The minimum width shall be in accordance with the following values:

Thickness of plate Minimum width (each of two plates)

Up to and including 6 mm 250 mm Over6mmuptoand 300 mm including 13 mm Over 13 mm up to and 450 mm includmg 25 mm Over 25 mm up to and mmm including 51 mm

However, if it can be demonstrated to the satisfaction of the Inspecting Authority that the equalization temperature of the test plates has not exceeded approximately 100 "C during weldin&O) it is permissible to reduce these widths to the following values ( see table 1.51 of the main text):

Thickness of plate Minimum width

Up to and including 6 mm 150 mm Over 6 mm 250 mm

6.4.3 When a vessel includes one or more longitudinal seams the test plates shall, wherever practicable, be attached to the shell plate on one end of one seam so thattheedgestobeweldedinthetestplatearea continuation and duplication of the correspondmg edges of the longitudinal seams. The weld metal shall be deposited in the test plates continuously with the welding of the corresponding longitudinal seam so that the welding process, procedure and technique are the same. When it is necessary to weld the test plates separaMy, the procedure used shall duplicate that used in the construction of the vessel.

(each of two plates)

When the test plates are required for circumferential welds, it is permissible to weld them separately from the vessel providing the technique used in their preparation duplicates, as far as possible, the procedure used in the welding of the appropriate seam in the vessel. 6.4.4 Care shall be taken to minimize distortion of the test plates during welding. If excessive distortion occurs, the test plate shall be straightened before post-weld treatment. At no h e shall the test plates be heated to a temperature higher than that used or to be used for the final heat treatment of the vessel, if any (see 4.4.3). At the option of the manufacturer it is permissible for the test plates to be nondestructively tested in the same manner as the production weld. If any defects in the weld of a test plate are revealed by nondestructive testing, their position shall be clearly marked on the plate and test specimens shall be selected from such other parts of the test plate as may be agreed upon between the manufacturer and the Inspecting Authority (see table 1.51 of the main text). On completion, specimens in accordance with 6.4.2 shall be cut from the production test plates and tested in accordance with 5.6. 5.6 Details of destructive tests for procedure, welder and production control testing 6.6.1 !&st requirements Weld procedure and production control testing shall be in accordance with BS EN 2884, except where otherwise stated in 6.6. Approval testing of welders shall be in accordance with BS EN 287-2, except where otherwise stated in 6.6. 6.6.2 Test temperature The tests shall be conducted at room temperature. 5.6.3 Dansverse tensile test For weld procedure and production control testing, transverse tensile tests shall be in accordance with BS EN 2884. For welder approval, such testing is optional but if required by the purchaser (see table 1.51 of the main text) shall be in accordance with BS EN 288-4. 6.6.4 Bend test Bend tests shall be in accordance with BS EN 287-2 as appropriate. 6.6.5 Macro- and micro-examination The specimen shall be prepared for macro-examhation, and for microexamination when the necessity for the latter has been agreed between the manufacturer and the purchaser (see table 1.51 of the main text). The weld shall be sound, i.e. free from cracks and substantially free from discontinuities such as porosity, to an extent equivalent to that given in table 5.7-1.

This may be achieved by applying suitable temperature indicating paints to the outer edges (remote from the weld) of the test plates before welding. It is suggested that an 80 "C indicator and a 120 'C indicator be employed on each plate.

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I

~~ ~

STDDBSI BS 5500-ENGL L997 9 LbZ'+bbS 080'4198 27b W

Aluminium supplement h u e 3, November 1999 BS 6500 : 1997

6.6.6 Retests Retests shall be as specified by BS EN 287-2 for weld approvals and as specified by BS EN 2884 for weld procedure and production control testing. Should any production control retest specimens not comply with the requirements, the welded seams represented by these tests shall be deemed not to comply with this standard If any retest specimens fail during weld procedure approval testing the w e of failure shall be established and the whole procedure test shall be repeated. 6.6 Non-destructive testing 6.6.1 General See main text. 6.6.2 Parent materials Acceptance standards for defects revealed by nondestructive testing of unwelded parent materials shall be subject to agreement between the manufacturer and the purchaser, andor the Inspecting Authority (see table 1.5-1 of the main text). Where repairs by welding are authorized, nondestructive testing techniques for the repair and subsequent acceptance standards shall also be subject to agreement between the manufacturer and the purchaser, andor the Inspecting Authority (see table 1.51 of the main text). 6.6.3 Components prepared for welding See main text. 6.6.4 Non-destructive testing of welded joints See main text. 5.6.4.1 Components to construction category 1

With the exception of materials and thicknesses permitted for construction category 2, the find nondestructive testing shall be carried out after completion of any post-weld heat treatment required (see 4.4.3). 6.6.4.1.1 Examination for intemal jluws The full length of all full penemon butt welds including the welds of forged butt welded nozzles shall be examined by radiographic and/or ultrasonic methods. Unless otherwise agreed between the purchaser and the manufacturer (see table 1.51 of the main text), the full length of all other welds (e.g. nozzles and branches) in or on pressure parts shall be examined by ultrasonic andor radiographic methods where the thickness of the thinnest part to be welded exceeds 40 mm. Where a branch compensation plate is used, the shell and the compensation plate shall be considered as one component of total thickness equal to the combined thickness of the shell and compensation ring unless:

a) the branch to shell weld is separate from, or is completed and inspected before, the branch to compensation ring, and b) the outer compensation ring to shell weld is not completed until the welds referred to in (a) have been completed.

6.6.4.1.2 Examination for su@¿¿e jluws The full length of all welds other than full penetration butt welds shall be examined in accordance with 6.6.6.2. Full penetration butt welds shall be examined by these methods when agreed between the manufacturer, the purchaser and the Inspecting Authorily (see table 1.51 of the main text). Defects revealed by nondestructive testing shall be assessed in accordance with 6.7.

6.6.4.2 Components to construction categcry 2

At least 10 % of the length of all full penemon butt welds, including the welds of forged butt welded nozzles, shall be examined by radiographic andor ultrasonic methods. Such examination shall include each intersection of longitudinal and circumferential seams. For ea& longitudinal and circumferential seam and for each forged butt welded nozzle there shall be at least one radiograph, or where ultrasonic testing is specified, at least a 200 mm length shall be examined. At least 10 % of the length of all other welds shall be examined by the penetrant method It is also pennissible to examine full penetration butt welds by these methods when agreed between the purchaser, the manufacturer and the Inspecting Authority (see table 1.51 of the main text). In addition, when openings occur in, or within 12 mm of, welded seams, such seams shall be examined each side of the opening for a distance not less than the diameter of the opening. Defects revealed by nondestructive testing shall be assessed in accordance with table 5.7-1. Where a particular exitmination reveals defects in excess of the levels given in table 5.7-1 all welds represented by the o r i m examination shall be examined by the Same nondestructive testing method and the results assessed in accordance with 6.7. 6.6.4.2.1 Emmimtion f i intemal jktws See main text.

6.6.4.2.2 Examination for su@¿¿we .flaws See main text.

6.6.4.3 Components to construction category 3 See main text.

6.6.6 Choice of non-destructive test methods for welds 6.6.6.1 In- jluws See main text.

I

O BSI 09-1999 AAR -



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BS 6600 : 1997 Issue 2, September 1997 Aluminium supplement

- 6.6.6.2 Suflàce jluws The choice of method for surface crack detection depends on material. Magnetic methods are not suitable for aluminium alloys. It is permissible to employ one of the following:

a) visual examination supplemented by a X2 or X5 magnification g l a s s ;

c) eddy current methods; . . b) dye penetrant examination;

by agreement with the purchaser andor the Inspecting Authority (see table 1.51 of the main text). 6.6.6 Non-destructive testing techniques for welds 6.6.6.1 Radiogmphic techniques Normally radiographic examhation shall be in accordance with BS 3451. Because several techniques with differing sensitivities are detailed in BS 3451, it is necessary to specify for each par t icw application which technique is required to be used. For thicknesses up to 50 mm X-ray techniques shall normally be used It is permissible to use other techniques provided it can be demonstrated to the satisfaction of the Inspecting Authority that adequate

r - sensitivity can be obtained (see table 1.51 of the main text). 6.6.6.1.1 Ma&ing and identqicatwn of radwgmphs See main k t . 6.6.6.2 UlEmsanic &chniques It is permissible to use ultrasonic examination generally in accordance with BS 3923 : Part 1, provided

- due allowance is made for different calibration tests due to the changed sound velocity. Before carrying out ultrasonic exarnination of welds, the aacent parent metal shall be ultrasonically examined to establish the thickness of the material and to locate any flaws which may prevent effective examination of the weld 6.6.6.3 Magnetic particle techniques Main W is not applicable. 6.6.6.4 Penetrant techniques See main W. 6.6.6.6 Suflam condition and preparation fn- mdesmuCtive testing See main W.

Permanent marking of the vessel alongside welds shall be. used to provide reference points for the accurate location of the seam with respect to the test report. "te method of marking shall be agreed between the purchaser and the manufacturer (see table 1.51 of the main text). stamping shall not be used on vessels intended for low t e m p e m e service or where stamping may have a deleterious effect on the material in service. 6.6.6.7 Reporing of m-destructive testing aaminations See main W.

I

-

.. . 6.6.6.6 Marking, al.? nomdestructive testiqg methods

41) For example see annex C or PD 6493.

6.7 Acceptance criteria for weld defects revealed by visual examination and non-destructive testing 6.7.1 General Subject to the provisions of annex C , the main constructional welds of pressure vessels shall comply with 6.7.2. It is permissible for other joints such as tube to tubeplate welds to be the subject of special requirements agreed between the purchaser and the manufacturer (see table 1.51 of the main text). 6.7.2 Qualitg control level af acceptance The defect acceptance levels given in table 5.7-1 shall be imposed during fabrication as a means of quality control. With the exception of inclusions these are, for practical Pupses , the same as those adopted for welder approval and procedure approval in BS EN 2884 and BS EN 287-2. When inclusions are greater than those permitted in these two standards, but less than those permitted in table 5.7-1, or where defect acceptance is based on 6.7.3.2 or 6.7.3.3, the reasons for the occurrence of such defects shall be investigated 6.7.2.1 Main text is not applicable. 6.7.2.2 Main text is not applicable. 6.7.2.3 Main text is not applicable. 6.7.2.4 Main text is not applicable. 6.7.3 Assessment of defects Defects shall be assessed according to one or other of the alternatives in 6.7.3.1 to 6.7.3.3. Defects that are unacceptable shall be deemed not to comply with this standard or be repaired. 6.7.3.1 If defects do not exceed the levels specified in table 5.7-1 the weld shall be accepted without further action. NOTE. Details for vessels intended for service in the creep range may require special consideration. 6.7.3.2 When acceptance levels41) different from those permitted in table 5.7-1 have been established for a particular application and are suitably documented, it is permissible for them to be adopted by specific agreement between the purchaser, the manufacturer and the Inspecting Authority after due consideration of material, stress and environmental factors (see table 1.51 of the main text). 6.7.3.3 It is pennissible to accept particular d e f d l ) in excess of those permitted in table 5.7-1 by specific agreement in the same way as in 6.7.3.2. 6.7.4 Repair of welds No rectification, repair or modification shall be made without the approval of the purchaser (see table 1.51 of the main text). Unacceptable defects shall be either repaired or deemed not to comply with this standard. Repair welds shall be carried out to an approved procedure and subjected to the same acceptance criteria as original work.

M O BSI 1997



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* m *

Aluminium supplement h e 1, January 1997 BS 5500 : 1997

l'able 6.7-1 Acceptance levels

Abbreviations used: e is the parent metal thickness. In the case of dissimilar thicknesses e applies to the thinner component; W is the width of defect; I is the length of defect; h is the height of defect; cp is the diameter of defect. Defect tupe') Planar defects

" I Permitted maximum

Cavities

Solid inclusions

Profile and visible surface defects

Cracks and lamellar tears Lack of root fusion Lack of side fusion Lack of inter-run fusion Lack of root penetration

a) Isolated pores (or individual pores in a

Not permitted

group)

porosity e > 3 mm up to 6 mm Scattered grades A and B e > 6 mm Scattered grades A and B plus isolated, grade C not more in number than e12 Der 1000 mm2 of

category 2 ~~~ ~

Such cavities may be accepted without l i t provided representative mechanical specimens from production test plates comply with requirements

3 of the weld may indicate lack of

-I-

-

- - - "

-

-

"

For definitions of defects, see BS 499 : Part 1. See below for definitions of uniform porosity: ~~

'scattered' is defined as t to 0.25t per square centimetre (where t = metal thickness in millimetres).

I x i $

fusion or lack of penetration and are therefore not permitted d) Wormholes isolated

g) Surface cavities Not permitted f ) Crater pipes As linear porosity e) Wormholes w e d E53mmzu51.5mm I -

Isolated patches permitted provided that they do not exceed e14 b) Oxide inclusions, diffuse Not permitted a) Oxide inclusions, linear

or 3 mm max. in average dameter and provided that they are not repetitive

c) Tungsten inclusions No limit except that they shall not be accompanied by oxide inclusions and that the max. diameter of individual inclusions does not exceed e14 or 3 m max.

d) Copper inclusions Not permitted a) Insufficient weld size b) Overlap Not permitted c) Shrinkage grooves and root concavity d) Undercut Slight intermittent undercut permitted, should not exceed

e) Excess penetration h 5 3 mm. Occasional local slight excess is allowable f ) Reinforcement shape The reinforcement shall blend smoothly with the parent metal and

approximately 0.5 mm

dressing is not normally required provided the shape does not interfere with the specified nondestructive testing techniques

g) Linear misalignment See 4.2.3 of the main text

Grade of uniform porosity Imm Approx. average diameter of pores

A

3 or greater D 1.5 C 0.8 B 0.4

'1 Area is the product of length and width of an envelope enclosing the affected volume of weld metal measured on a plane substantially parallel to the weld face (i.e. as seen on a radiograph).

NOTE. The significant dimension of a defect in terms of its effect on service performance is the height or through thickness dimension. If ultrasonic flaw detection is employed, it is probable that defect indications of very minor cross section will be obtained. In interpreting the requirements of this table, such indications having a dimension h of 1.5 mm or less should be disregarded unless otherwise agreed between the manufacturer, the purchaser and the lnspecting Authority.



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BS 6500 : 1997 h e 1, January 1997 Aluminium supplement

6.8 Pressure tests

6.8.1 General See m i n text. 6.8.2 Basic requirements See m i n text. 6.8.3 Hydraulic testing See m i n text. 6.8.4 Pneumatic tests See m i n text. 6.8.6 ‘Standard’ test pressure See main text. 6.8.6 Proof hydraulic test 6.8.6.1 A proof testing procedure to be followed for vessels (or vessel parts) of which the strength cannot be satisfactorily calculated (see 3.2.2 of the main text) shall be agreed (see 6.8.2.2 and table 1.51 of the main

6.8.6.2 Before the test is begun or any pressure has been applied to the vessel, strain gauges of electrical resistance or other types shall be affixed to both the inside and outside surfaces of the vessel. The number of gauges, their positions and their directions shall be chosen so that principal strains and stresses can be determined at all points of interest. The type of gauge and the cementing technique shall be chosen so that strainsuptol%canbedetermined

6.8.6.3 Pressure shall be applied gradually until either the ‘standard’ test pressure for the expected design pressure is reached or significant strain of any part of the vessel OCCUIS.

When either of these points is reached, the pressure shall not be further increased It is permissible to disregard indication of localized permanent set provided that there is no evidence of general distortion of the vessel.

text).

6.8.6.4 The m e s t pressure which is applied shall be maintained for the time sac i en t to permit inspection in accordance with 6.8.2.3 of the main text

6.8.6.6 Sixain readings shall be taken as the pressure is increased. The pressure shall be increased by steps of approximately 10 % and unloaded between steps, until the ‘standard’ test pressurePt is reached or until sgnificant general strain OCCUIS. Strain readings shall be repeated during unloading. Should the plot of strain versus pressure during the application of pressure and unloading show evidence of non-linearity it is permissible for the pressure reached to be reapplied not more than five times until the loading and unloading curves corresponding to two successive pressure cycles substantially coincide. Should coincidence not be attained, the pressure p y (see 6.8.6.6.2 of the main text) shall be taken as the pressure range corresponding to the linear portion of the curve obtained during the final unloading. 6.8.6.6.1 See main text. 6.8.6.6.2 See main text. 6.8.6.6 Main text is not applicable.

6.8.7 Combined hy&aulic?pneumatic tests See main text. 6.8.8 Leak testing See main text. 6.8.9 Vessel nameplate See main text. 6.8.10 Final inspection An internal and external examination of the completed vessel shall be carried out prior to despatch and the marking on the vessel shall be checked (see table 5.81).

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STD-BSI BS 5500-ENGL L997 m Lb2qbbS 0801rb911 135 m

I I I I I I I I I I I I

Aluminium supplement Issue 2, November 1999 BS 6500 : 1997

c

Table 6.8-1. Principal stages of inspection Stages of inspection

Examine materials at product maker’s works, select test pieces a n d witness the appropriate mechanical tests Correlate the material certificates of mechanical tests and chemical analyseswiththematerialsand check them with the suecifications Idenm material and witness transfe~ of identification marle in manufacturer’s works

V i examine material for flaws, laminations. etc. Check thickness Examine material cut edges and h w affected zones Approve weld procedures to be employed

Approve welders and operators

Wltness production weld tests

Examine welded joints after cold forming Examine plates after forming

E s e set 6 of s e m for welding, including dimensional check, examination of weld preparations, tack welds, etc.

- ~~

Responsible party

Impeding Authority

Manufacturer and Inspecting Authority


Manufacturer

Manufacturer and Inspecting Authority hspechg Authority

Inspecting Authority


Manufactum

Manufacturer and Inspecting AuthoriQ

Remarks

When required by the Clause reference

purchaser section 2

The manufacturer is

Inspecting Authority the certificates to the

text responsible for forwarding 1.6.2 of the main

Origin of material to be 4.1.2 of the main demonstrated from available text records to the satisfaction of the Inspecting Authority and any transfer of identifcation marks in manufacturer’s works to be witnessed Examination by Inspecting 4.2.2.1 Authority is optional Examination by Inspecting 4.2.1.2 Authority is optional

Inspecting Authority to 6.2 witness tests unless the procedures are already approved Inspecting Authority to 6.3 witness tests unless the welders and operators are already approved When required by the 6.4 purchaser Examination by Inspecting 4.2.2.2 Authority is optional Examination by Inspecting 4.2.2.4.1 AuthoriQ is optional 4.2.2.4.2

Examination by the 4.3.4 of the main Inspecting Authority is text optional for categories 1 and 2 components. For category 3 components the Inspecting Authority should not normally perform this examination on every joint of each component but shall exercise its discretion consequent to the results of examinations carried out

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1

BS 5500 : 1997 Issue 2, November 1999 Aluminium supplement I

ITable5.&1. Principal stages of inspection (continued) Stages of inspection Responsible party

hspect second side weld preparation &er the first side weld is completed md root cleaned. This is applicable to main seams where manual or ~mi-automatic welding from both sides is employed


Examine nondestructive test reports before and/or after post-weld heat


treatment as required by the procedure and consider acceptability of any defects Check all main dimensions on Manufacturer and completion of fabrications Inspecting Authority

Check post-weld heat treatment procedure

Manufacturer and Inspec- Authority

Check all main dimensions on Manufacturer and completion of manufacture Inspecting Authority Witness pressure test and where necessary record the amount of any Dermanent set


Examine completed vessel before Inspecting Authority despatch. Check marking Manufacturer and

Remarks

Inspecting Authority is optional for categories 1 and 2 components. For category 3 components the Inspecting Authority should not normally perform this examination on every joint of each component but shall exercise its discretion consequent to the results of exammahorn carried out The manufacturer is responsible for presenting the reports to the Inspecting Authority

. .

The Inspecting Authority should witness these checks. This stage may be omitted if the vessel is to be heat treated The Inspecting Authority should cany out this check when required Inspectmg Authority to witness these checks

Chuse reference

4.3.7.4 of the main text

5.6.6.7 of the main text

4.2.4, 4.2.6 of the main text

4.4.3

4.2.4, 4.2.6 of the main text 5.8

c:8.9, 6.8.10 of ;he main text

O BSI 09-1999



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STD-BSI SS 5500-ENGL L977 M Lb2Libb7 0809b7b T O B

Issue 1, January 1999 BS 6600 : 1997

Nickel supplement

Requirements for nickel and nickel alloys in the design and construction of unfired fusion welded pressure vessels This supplement shall be read in cor\iunction with the mainbodyofthestandardtoestablishthe requirements for nickel and nickel alloy unfired fusion welded pressure vessels. It lisCs the sections of the main text applicable to, and those not applicable to, the design and construction of nickel and nickel alloy pressure vessels. In addition the supplement contains clauses specific to such vessels which replace the correspondmg clauses of the main text in this conte& Cross-references are to the relevant clauses of this supplement unless otherwise stated.

M o n 1. General See main W.

Section 2. Materials 2.1 Selection of materials 2.1.1 Geneml Nickel and nickel alloys NA 11, NA 12, NA 13, NA 14, NA 15, NA 16 and NA 21 in accordance with BS 3072, BS3074andBS3076shallbeused. 2.1.2 Materials for pare parts See main W

2.2 Materials for low temperature application 2.2.1 The alloys specified in 2.1.1 are not susceptible to low stress brittle fractue and no special provisions are necessary for their use at temperatures down to - 196 "C. 2.3 Nickel and nickel alloys

2.3.1 Materials covered tg British Standar&s Deign strength values, appropriate to specified materials, shall be in accordance with tables 2.31 to 2.35.

1 'hble 2.3-1 Design strength values (N/mm2) for nickel and nickel alloy plate conforming to BS 3072 m e Values off for design temperatures (in "C) not exceeding R e R,

N/mm2

73 69 64 62 60 59 58 55 52 110 350 NA12 87 87 87 86 84 82 79 - 130 380 NA11

60 100 160 m 260 300 350 400 460 N / m 2

1 NA 14 (550 (265 I176 168 160 148 143 138 134 131 128 I NA 15

NOTE 2. The design strength is derived from 1 % proof stress (q l,o) using K3.3b; except for NA 21 for which values from ASME W1 NOTE 1. The above design strength values are for hot and cold rolled material in the annealed condition.

190 190 190 186 181 176 173 171 168 415 830 NA21 180 171 161 152 147 141 138 134 131 270 590 NA16 157 149 142 134 129 124 121 117 114 235 520

Division 1 1983 have been used pending further investigation (the values being for material in the as welded condition).

..

Table 2.3-2 Design strength values (N/mm2) for nickel and nickel alloy seamless tube conforming to BS 3074 m e Vdnee off for design temperatures (in "C) not exceeding Re R,

N/mm2 50 100 160 200 250 300 360 400 460 N/mm2

NA11 87 87 87 86 84 82 79 - - 130 380 1 NA 12 1 350 I 110 1 73 72 70 69 67 65 62 59 - 5 5 I I NA 13 I 480 I 220 I 147 137 127 117 117 117 117 114 110 I NA14

133 127 120 114 110 107 103 100 97 200 520 NA 16 133 124 116 107 103 100 97 93 90 200 450 NA15 153 145 136 128 124 121 117 114 110 230 550

NOTE 1. The above design strength values are for hot worked and annealed pipe and tube up to and including 125 mm outside diameter. NOTE 2. The design strength is derived from 1 44 proof stress (I$ using K.3.3b.

No data

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-~

STD-BSI BS 5500-ENGL L997 D l b 2 4 b b 9 0804b97 944 D

BS 5500 : 1997 Issue 1, January 1999 Nickel supplement

I

NOTE 2. The design strength is derived from 1 % proof stress (Rp using K.3.3b.



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Section 3. Design 3.1 General The design strength for materials entering service without any subsequent heat treaíment following the removal of test coupons at the material manufacturer's works shall be in accordance with tables 2.81 to 2.35. NOTE 1. These design strength have either been calculated in accordance with the rules given in K.3.3b using ~e typical mechanical properties given in BS 3072, BS 3074 and BS 3076 or, for alloy NA 21, have been assumed to be equal to the design stxesses in ASME strength section VIII Division 1, for the equivalent ASTM material. Higher design values, calculated in accordance with K.3.3a may be used provided elevated temperature tests on representative mat~rial are carried out to confirm or determine the properties at the design temperature. If any material is subjected to subsequent heat treatment (for example, in the manufacture of dished and flanged ends) representative &rial test coupons shall be heat treated with the components and subjected to the same mechanical tests as used to certify the material at the material manufacturer's works. The nominal design strengths shall then be calculated in accordance with K.3.3b. Ifthisdesignstrengthislowerthanthatusedinthe original calculations, the design of that component and any other related components shall be repeated using the actual material thicknesses and the newly derived nominal design The actual thckness shall be equal to or greater than the thickness determined from Section 3 of this standard. NOTE 2. In using the data in this supplement for designs with nickel and nickel alloys, attention is drawn to the effect of heat treatment on the materials, and care should therefore be taken when determining the thickness of materials that will receive subsequent heat treatments during manufacture.

3.2 Application See main text

3.3 Corrosion, erosion and protection See main text

3.4 Construction categories and design stresses

3.4.1 Construction categories See m i n text with ULe foU0win.g 17lodiifa tub& 3.4-1. 3.4.2 Design stress The design stresses for British standard materials shall not exceed the appropriate nominal design stregth value specified in tables 2.31 to 2.3-5 for the material of construction at the design temperature.

3.6 Vessels under internal pressure See m i n text 3.6 Vessels under external pressure See main text and ackiitùmdy. The value of S in 3.6 shall be taken as 1.1.

3.7 to 3.13 See main text

Section 4. Manufacturing and workmanship 4.1 General aspects of construction See main text 4.2 Cutting, forming and tolerances See main text and additionaUy

4.2.1 Cutting of maw Material shall be cut to size and shape, by machining or by a themal cutting technique, (include plasma-arc cutting). Plates less than 20 mm thick may be cold sheared provided that the cut edges are dressed back mechanically by not less than 1.5 mm to provide a suitable surface to permit a satisfactory examination of the edges prior to welding. Plates less than 10 mm thick, which are cold sheared, need not be dressed when the cut edges are to be subsequently welded. Surfaces that have been thermally cut shall be dressed back by machining or grinding for a minimum distance of 1.5 mm to remove metal dross and fused layer.

Table 3.4-1 Construction categc Construction category

1

2

- 3

Non-destructive testing

100 %

Limited random

wies Permitted material

All

All

Maximum nominal thickness of

Temperature limits

material

mm

Lower I "c: None

40

NA 11: 350 NA 12, NA 13, - 196

NA 16, NA 21

Not Demitted J

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BS 5600 : 1997 h e 2, November 1999 Nickel supplement

4.2.2 Forming of SM s a c t h and plates 4.2.2.1 Hot forming Nickel and nickel alloys to be heated or hot worked shall be heated M o w , without flame impingement, to a temperature not exceeding the maximum given for the particular material in table 4.2-1. The hot forming temperatwe shall not exceed the final annealing temperature.

Table 4.2-1 Maximum temperature for heating nickel and nickel alloys 1 Material

NA 11 NA 12 NA 13 NA 14 NA 15 NA 16 NA 21

Maximum temperature "C

930 930 980

1040 980 980

1040

Nickel and nickel alloys shall be cleaned before heating as they can be embrittled by sulfur, phosphorous, lead, zinc and other low mel- point metals and alloys which can be present in marking materials, die lubricants, pickling liquids, dirt accumulated in storage, fumace slag and cinder. Any foreign substance, even those which are not embnthg, can burn into the surface of the metal at hightempemtwes. Most fuels may be used provided that detrimental impurities, such as sulfur, are kept at low levels. In view of the above, however, it is preferable that nickel and nickel alloys are cold worked whenever possible. NOTE. Manufacturers constructing vessels in accordance with the provisions of this supplement, who carry out mechanical testing in accordance with 3.1 on materials which have been heat treated during manufacture, are requested to forward details of the mechanical properties redling to: The Secretary of F"1, British Standards Institution, 389 Chiswick High Road, London W4 W.

4.2.2.2 Cold forming If the inside radius of curvature of a cold formed cylindrical pressure part is less than 10 times the thickness, an appropriate post forming heat tseatsnent, as described in 4.4, shall be given to remove the effects of cold work hardening. Dished and flanged ends that have been cold formed shall be subsequently softened, as described in 4.4, when the inside radius of cxmatwe of the minimum radius is less than 15 times the thickness, when the thickness exceeds 5 mm. 4.3 Welded joints See main text, additionally All surfaces to be welded shall be cleaned of oxide scale, grease, dirt , cutting fluids, paints and films arising from atmospheric contamination. Clean metal surfaces shall be exposed, if necessary by abrasive

means, to a distance of 20 mm h m each welding edge. Degreasing shall be undertaken immediately prior to welding.

Preheating is not normally necessary for nickel and nickel alloys.

4.4 Heat treatment See min &t, a d d i t i o d y After completion of the hot forming operation, or if required after cold forming, the material shall be given a final annealing within the temperature range given for the particular material in table 4.4-1. Precautions shall be taken to avoid contamination and embrittlement (as described in 4.2). After annealing the surfaces shall be descaled. 4.4.1 Post weld heat treatmatt procedure See min text, additionally Post weld heat treatment is not normally necessary for nickel and nickel alloys. If vessels are required for service in contact with caustic soda, fluorosilicates or some mercury salts, a sbress relieving procedure can be desirable. If post weld heat lreahnent is required then a heat treatment procedure shall be agreed between the purchaser and the manufacturer and precautions taken as for hot forming.

I

I

Table 4.4-1 Annealing temperature for nickel and nickel alloys Material Annealing temperature

"C NA 11

815 to 930 NA 12 815 to 930

930 to 1040 NA 21 870 to 980 NA 16 870 to 980 NA 15 930 to 1040 NA 14 870 to 980 NA 13

4.6 Surface finish See main text

Section 6. Inspection and testing See main text, additionally I 6.2 Approval testing of fusion welded I procedures I BS EN 2883 for approval of welding procedures shad I be used for nickel and nickel alloys until a specific I part of that standard is produced I 6.3 Welder and operator approval I 6.3.1 BS EN 287-1 for approval testjng of welders and I operators shall be used for nickel and nickel alloys I until a specific part of that standard is produced. I For welder qualification, all materials covered by this I supplement shall be considered as one group. I

BEY4 O BSI 09-1999 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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~ ~

STD-BSI BS 5500-ENGL L997 I b 2 4 b b 9 08011700 2b9 m Issue 3, January 1999 BS 6600 : 1997

abrasion, allowance for 3.3.4 acceptance criteria for weld defects 5.7

access openings 3.12 aluminium and aluminium alloys aluminium

supplement approval

nondestructive testing operator 5.6.1 nondestructive testing procedure 5.6.1 weld procedures 5.2 welder and operator 5.3

attachments 3.7 dissimilar metals 4.3.6.3 distance between welds 3.10.12 removal of temporary 4.3.5.2 welding 4.3.5.1

backing strips 4.3.6.2 bolting

design stress values table 3.8-1 fatigue analysis annex C.3

brackets annex G.3.1.4 branch compensation

see opening compensation

branches, minimum

branch pipe thickness 3.5.4.7

cast components

thickness 3.6.4.3.3

design stress limits 3.4.2.3 inspection 5.9 quality specification 2.1.2.3

category 3, additional

certificate of compliance

certification,

mäterials table 2.313

(Form x) 1.4.4

nondlestructive testing personnel 5.6.1

cladding see lining coatings see lining combined loadings annex B compensation see opening

cones compensation

cylinder junction at large end 3.5.3.4.5 cylinder junction at small end 3.5.3.6 external pressure 3.6.3 offset 3.5.3.7 thickness for intemal pressure 3.5.3.3

construction categories 3.4.1 corrosion

allowance 3.3.2 assessment 3.3.1 fatigue interaction annex C.1.3 inspection access 3.12

creep, fatigue interaction annex C.1.5 cutting of material 4.2.1

cylinders combined 10- 3.5.1.3 external pressure 3.6.2 internal pressure 3.5.1.2 local loads see local loads

defects see welding defects defintion of parties 1.3 design by agreement 3.2.2 design loads 3.2.1 design pressure 3.2.3 design strength derivation annex K design stress limits 3.4.2 design temperature

msurimum 3.2.4 minimum 3.2.5

destructive testing 5.5 dimensional checking see

dissimilar materials, tolerances

--weld heat treatment annex H

distortion, due to welding 4.3.7.2 documentation, completion report 1.5.2.2 optional annex S

domed and bolted ends 3.5.6 domed ends

external pressure 3.6.5 to 3.6.7 internal pressure 3.5.2 shape limitations 3.5.2.2

dye penetrant examination 5.6.4.2.2

earthquake loading ellipsoidal ends, internal

ellipsoidal ends, external

elliptical openings erosion, allowance for exclusions to scope extemal pressure

plPSSure

pressure

aluminium vessels cones cylinders cylinders outside tolerance domed ends ellipsoidal ends openings spheres stiffener rings testing torispherical ends worked examples

annex B.6

3.5.2.3.2

3.6.7 3.5.4.3.6 3.3.4 1.1.4

3.4.2.1~)3) 3.6.3 3.6.2

annex M 3.6.5 to 3.6.7 3.6.7 3.5.4.6 3.6.4 3.6.2.2. 5.8.5.2 3.6.6 annex W

fatigue analysis not required annex C.2.2 analysis of bolts annex C.3.5 assessment annex C.3 corrosion interaction annex C.1.2.2 design annex C temperature effects annex C.1.2.3

consequences of 1.1.5 fire

flanges bolting requirements 3.8.1.4 design full-face 3.8.4 design full-face with metal to metal contact 3.8.8 design lap joints 3.8.3.6 design narrow-face 3.8.3 design reverse M-face 3.8.7 design reverse narrow-face 3.8.6 design seal welded 3.8.5 gasket surface finish table 3.83 machining 3.8.1.6 split ring 3.8.3.7 types

flat ends 3.8.1.3

additional design €Xp¿UiOnS mex R design 3.5.5

Pl- 4.2.2

analysis annex U

forming of sections and

fracturemechanics

gasket contact surface finish table 3.8-3 material factors table 3.8-5

heads see domed ends heat treatment methods 4.4.4

normalhing 4.4.2 preheat 4.4.1 post-weld heat treatment 4.4.3

hemispherical ends 3.5.2.3.1 hydraulic pressure test 5.8.3

identification, materials impact test, requirements in service inspection and integrity

information supplied by parties

Inspecting Authority, responsibilities

inspection openings inspection general requirements

internal structures interpretations

4.1.2 annex D.4

annex N

1.5

1.4.3 3.12

5.1.2 3.7 1.2

jacketed vessels design 3.11 pressure test 5.8.5.6 weld details annex E.2.9

leak testing 5.8.8 ligament efficiency of openings 3.5.4.4.2

lining general 3.3.3 Dressure test 5.8.5.4

lo&, for design consideration 3.2.1

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local loads general annex G.2.1 moments on cylinders annex G.2.3 pipework radial loads on

annex G.2.7

cylinders annex 6.2.2 rigid attachments on spheres annex G.2.4 spherednodes annex G.2.5 spherednozzles Shakedown annex G.2.6

local post-weld heat

low temperature treatment 4.4.4

design annex D.5.1 manufacture annex D.5.2 materials 2.2 material requirements annex D.4 reference thickness annex D.3.3 requirements annex D

magnetic particle

manholes 3.12 manufacturers

information supplied by 1.5.2 optional documentation annex S responsibilities 1.4.2

nondestructive testing 5.6.6.6 @ansfer aRer cutting 4.1.2

additional for category 3 construction table 2.3-13 cutting 4.2.1 C, CMn and alloy steels not to BS 2.3.2 C, CMn and alloy steels to BS 2.3.1 design strength values, index table 2.3-1 design stress derivation annex K forming 4.2.2 identification 4.1.2 low temperature application 2.2 'M' banding 2.1.1.3 modulus of elasticity table 3.6-3 requirements for nonpressure parts 2.1.3 requirements for pressure parts 2.1.2

nameplate 5.8.9 nickel and nickel Nickel

nondestructive testing

examination 5.6.4.2.2

marking

materials

doYs supplement

general requirements 5.6.1 methods 5.6.5 operator approval 5.6.1 parent materials 5.6.2 procedwe approval 5.6.1 techniques 5.6.6 welded joints 5.6.4

normahzing, femtic steels 4.4.2 n o d e

compensation see opening compensation d a t i o n 3.5.4.1 minimum thickness 3.5.4.3.3 transient thermal stresses annex G.4

oblique openings 3.5.4.3.6 obround openings 3.5.4.3.6 offset cones 3.5.3.7 outside diameterhide diameter range 3.2.2

opening compensation dissimilar materials 3.5.4.3.7 external pressure 3.5.4.6 flat ends 3.5.5.2.1 groups of openings 3.5.4.4 internal pressure 3.5.4.3 limitations 3.5.4.2 oblique nozzles 3.5.4.3.6 obround and elliptical openings 3.5.4.3.6

pressure area method annex F reinforcement limits 3.5.4.3.4 reinforcing pads 3.5.4.5 set in forging 3.5.4.3.5 rim reinforcement 3.5.4.3.5

pierced ends 3.5.2.4 Plate

edge cutting 4.2.1 edge preparation 4.3.3 forming 4.2.2 visual examination 4.2.2.1

pneumatic pressure test 5.8.4 preheating 4.4.1 preparation plate edge 4.3.3 pressure protection

Capacity 3.13.2 devices annex J general requirements 3.13.1 setting 3.13.3

general requirements 5.8.2 hydraulic 5.8.3 jacketed vessels 6.8.5.6 linings 5.8.5.4 pneumatic 5.8.4 pressure 5.8.5 proof test 5.8.6 vacuum vessels 5.8.5.5

pressure test

production control test Plates 5.4

proof pressure test 5.8.6 purchaser

information supplied by 1.5.1 responsibilities 1.4.1

post-weld heat treatment 4.4.3 dissimilar metals local

annex H 4.4.4.4

methods 4.4.4 tube to tubeplate joint annex T

preparation and testing annex Q

qualification of nondestructive testing personnel 5.6.1 of welders 5.3

radiography see

reinforcing pads 3.5.4.5

relief devices see pressure

repair of welds 5.7.3

responsibilities of parties 1.4

nondestructive testing

ventilation hole 3.5.4.5.3

protection

heat treatment 4.4.3.4

saddles, design annex G.3.3.2.6 thickened strakes annex G.3.3.2

safety valves annex J scope of standard 1.1 screwed connections 3.5.4.8 serially produced vessels,

socket welded connections3.5.4.8 spheres

combined loading 3.5.1.3 external pressure 3.6.4 internal pressure 3.5.1.2 local loads see local loads

testing and inspection annex V

split ring flanges 3.8.3.7 stainless steel, higher

stayed flat plates 3.5.5.3 stiffeningrings

external pressure 3.6.2.2 strain indicating coatings 5.8.6.2

design stresses annex P

stress categonës stress corrosion stress s y s t e m s , general

studded connections structural tolerances SUPPOrn

criteria

brackets general design horizontal vessels vertical vessels

worked examples horizontal vessels

surface finish

tack welds test water

thermal cutting of

thickness defmitions threaded connections tolerances

recommendations

materials

assembly vessels under external pressure vessels under internal pressure

annex A.3.4.2 3.3.1, 4.4.3.1

annex A 3.5.4.8 annex L 3.7 annex G.3.1.4 annex G.3.1 annex G.3.3 annex G.3.2

annex Y 4.5

4.3.4.2

5.8.3.2

4.2.1.1 1.6 3.6.4.8

4.2.3

3.6.2.1

4.2.4 Structural annex L

pressure 3.5.2.3.2 torispherical ends, internal

torispherical ends, external pressure 3.6.6 tube to tubeplate welds annex T tubesheets

fixed 3.9.4 floating head 3.9.3 limitations 3.9 perforated plate characteristics 3.9.2 tube and shell stresses, 3.9.5 allowable tube joint end load, 3.9.6 allowable tube joint welds annex T U-tubed 3.9.3

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~ ~~ ~

STD-BSI BS 5500-ENGL L997 LbZVbbS 08011702 03L M

Issue 1, January 1999 BS 6500 : 1997

ultrasonic examination see nondestructive testing

unequal thickness plate, welding 4.3.6.1

vacuum protection see pressure protection ventilation, reinforcing

vibration annex C.1.2.4 visual examination, plates 4.2.2.1

wear plates 3.3.4 weld defects

plates 3.6.4.5.3

acceptance levels table 5.7-1 assessment 5.7.2 repair 5.7.3

cleaning 4.3.7.1 junction 4.1.4 order of completion 4.1.3

weld seam

welding agreement for commencement 4.3.1 approval of procedures 5.2 assembly 4.3.4 attachments 4.3.5 butt joints 4.3.6 consumables 4.3.2 details for non-principal seams annex E.2 details for principal seams annex E. 1 edge preparation 4.3.3 general requirements 4.3.7 nondestructive testing see nondestructive -ìi! unequal thickness plates 4.3.6.1 welder and operator approval 5.3

welds general design 3.10.1 non-principal seams, design 3.10.3

principal seams, design 3.10.2 tack 4.3.4.2 types

wind loading worked examples

external pressure flat plates as vessel ends

local loads on vessel shell

supports and mountings

transient thermal stresses

figure 6.61 annex B.6

annex W

W1

G.2

annex Y

G.4.6



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STD-BSI BS 5500-ENGL L777 m Lb29bb7 0809703 T78 m Issue 3, November 1999 BS 6500 : 1997

List of references See also references given in A.5, C.9,6.5 and annex R NOTE. Where standards are identified as bemg withdrawn, reference should be made to the foreword.

BSI publications BRlTISH STANDARDS INSTITUTION, London

I BS 18 BS 21

BS 449 BS 470 BS 499

I I BS799 BS 903

BS 970 BS 1113

BS 1123 BS 1134

BS 1449

BS 1470

BS 1471

BS 1472

BS 1473

BS 1474

BS 1475

BS 1500 BS 1501

BS 1502 BS 1503 BS 1504 BS 1506

I

Method for tensile testing of metals (including aerospace maw) (withdrawn) Specification for pipe threads for tubes and fittings where pressure-tight joints are made on th ulreads (metric dimensions) Specifkation for the use of s tm tuml steel in budding Specification for inspection, access and entry openings for pressure vessels Welding terms and symbols Part 1 Glossary for welding, brazing and thermal cutting

oil burning equipment Methods of testing vulcanized rubber Part A26 Determination of hardness Specification for wrought steels for mechanical and allied engineeri?l.g purposes Specification for design and manufacture of water-tube steam generating plant (including superheaters, reheaters and steel tube economizers) Safety d v e s , gauges and fusible plugs for compressed air or inert gas instauations Assessment of sugàce texture Part 1 Methods and instrumentation Sted plate, sheet and strip Part 1 Carbon and carbon-manganese plate, sheet and strip Part 2 Specification for stainl.ess and heat-resisting steel plate, sheet and strip Specification for wrought aluminium and aluminium alloys for general engineering purposes - plate, sheet and strip (withdrawn) Specification for wrought aluminium and aluminium alloys for general engineering purposes - drawn tube specification for wrought aluminium and aluminium &ys for general engineering purposes -forging stock and forgings Specifkation for wrought aluminium and aluminium alloys for geneml engineering purposes - rivet, bolt and screw stock Specifkation for wrought aluminium and aluminium alloys for geneml engineering purposes: bars, extruded round tubes and sections Specification for wrought aluminium and aluminium alloys for geneml engineering purposes - wire Specification for fusion welded pressure vessels for general purposes (withdrawn) Steels for pressure purposes Part 1 Specifkation for carbon and carbon-manganese steels: plates (withdrawn) Part 2 Specification for d o y steels: plates Part 3 Specification for corrosion- and heat-resisting steels: plates, sheet and strip Specifcation for steels for fired and unfired pressure vessels: sections and bars Specification for steel forgings fo r pressure purposes Specification for steel castings for pressure purposes Specification for carbon, low &y and stainless steel bars and billets for bolting r n a W to be used ,in pressure retaining applications

O BSI 09-1999 V ~~



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BS 6500 : 1997 Issue 2, January 1999

BS 1515

BS 1560 BS 1580

BS 1768

BS 1769

BS 2594 BS 2600

BS 2654

BS 2901

BS 2910

BS 2915 BS 3019

BS 3059

BS 3072 I BS 3074

BS 3076 BS 3111 BS 3274 BS 3381 BS 3451 BS 3500 BS 3571

BS 3601

BS 3602

BS 3603

BS 3604

BS 3605

BS 3606 BS 3636

Fusion welded pressure vessels for use in the c h i c a l , petroleum and d i e d industries

Circularmnges for pipes, valves and fittings (Class designated) Specification f o r Unified screw threads Parts 1 & 2 Diameters 34 in and la?yer Specification for Unified precision hexagon bolts, screws, & nuts (UNC & UNF threads). N o m a l serìes (obsolescent) Swcification. Unified black hexagon bolts, screws, nuts (UNC & UNF threads). Heavy series (obsolescent) Specification for carbon steel welded horizontal cylindrical storage tanks Radiogmphic examination of fusion welded butt joints in steel Part 1 MeUL0ds for steel 2 mm up to and including 50 mm thick Part 2 MeUL0ds for steel over 50 mm up to and including 200 mm thick Specification for manufacture of Mical steel welded noniref+àgemted storage tanks with butt-welded sheus for the petroleum industry Filler rods and wires for gas-shielded arc welding Part 4 Aluminium, aluminium alloys and magmium days Methods for radiographic mamination of fusion welded circumfèrential butt joints in steel Pipes Specification for bursting discs and bursting disc devices TIG welding Part 1 Specifation for TIG welding of aluminium, magnesium and their &YS

Specification for steel boiler and superheater tubes Part 1 Specification f i low tensile carbon steel tubes without specified elevated temperature

Part 2 Specification for carbon, alloy and austenitic stain,kss steel tubes with specified elevated temperature properties Specification for nickel and nick1 alloys: sheet and plate Specification for nicM and nickel alloys: sm&s tube Specification for nickel and nickel alloys: bar Steel for cold forged fasteners and similar components Specifkatwn for tubular heat exchangers for genera.! purposes Specification for spiml wound gaskets for steel.Jlangqs to BS 1560 Methods of testing h i o n welds in aluminium and aluminium &YS

MeUL0ds for creep and rupture testing of metals MIG welding Part 1 Specifkatwn for MIG welding of aluminium and aluminium d o y s Specification f o r carbon sted pipes and tubes with m f ï e d room temperature properties for pressure purposes Specification for steel pipes and tubes for pressure purposes: carbon and carbon manganese steel with specified eleuated temperature properties Part 1 Specification for seamless and electric resistance welded including induction welded tubes Part 2 Specification for longitudinally arc welded tubes Specification f o r carbon and &y sted pipes and tubes with specified low temperature properties for pressure purposes Steel pipes and tubes for pressure purposes: ferritic alloy steel with specified elevated temperature properties Part 1 Specifkation for seamless and electric resistance welded tubes Part 2 Specification for longitudinally arc we&d tubes Austenitic stainless steel pipes and tubes for pressure purposes Part 1 Specification for seamless tubes Part 2 Specification for longitudinally welded tubes Specifiatwn for steel tubes for heat mh4-~ngers Methods for proving the gas tightness of vacuum or pressurized plant

(withdrawn)

properties

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h e 2, November 1999 BS 5500: 1997

BS 3643

BS 3692 I BS3799

BS 3920

BS 3923

BS 3971

I BS4080 BS 4190 BS 4300

BS 4360 BS 4504 BS 4825 BS 4870

BS 487 1

BS 4882 BS 5044 BS 5046 BS 5135 BS 5276

BS 5400 I

I BS 5908 BS 5950 BS 5996 BS 6072 BS 6399

BS 6443 BS 6759

BS 7257 BS 7448 (all P m )

IS0 metric S m th- Part 1 Principles and basic datu Specafications for IS0 metric precision hexagon bolts, screws and nuts. Metric units. Specification for steel pipe fittings, screwed a,nd sockt-welding for ule petroleum industy Derivation and verifkation of elevated temperature pper t ies for steel products for pressure P u v s = Methods for ultrasonic examination of W& Part 1 Methods for manual maminution of fwion welds in f h t i c steels Specification for image qualitg indicators for industrial mdiogmphp (including guidance on Uldr use) Specification fo r severity levels for discontinuities in steel castings Specification for IS0 metric black hexagon bolts, screws and nuts Wrought aluminium and duminium aUogs for generml engineering prposes (supplenaerttary Series) Specifwation for weldabb structural steels Cimlar&nges for pipes, valves and fittings (PN hignated) Stainless steel tubes and fittings for the food industry and OW hygienic applications Smf ica t ion for approval testing of welding procedures Part 1 Fusion welding of steel (withdrawn) Part 2 TIG or MIG w a i n g of aluminium and its aUoys (withdrawn) Part 3 Arc welding of tube to tube-plate joints in m e t a U i c materials Spec@ication for approval testing of welders working to approved welding procedures Part 2 TIG or MIG welding of aluminium and its &gs (withdrawn) Part 3 Arc welding of tube to tube-plate joints in metallic materials Spec@kation for bolting for ftangm and pressure containing purposes Specification for contrast aid paints used in magnetic particle &W detection Method for the estimation of equivalent diameters in the heat treatment of steel Specification fo r arc welding of carbon and carbon manganese steels Pressure vessel details (dimensions) Part 1 Specification for &wits for branch covers of steel vessels Steel, concrete and composite bridges Part 10 Code of practice for fatigue Code of practice for fire precautions in W chemical and allied industries Structural. use of steelwork in building Methods for ultrasonic testing and specifying quality grades of ferritic steel plate Method for magnetic particle j law detection Loading for buildings Part 2 Code of practice for wind loads Method for penetrant flaw detection Safety valves Part 1 Spdfäcation for safety valves for steam and hot water Part 2 Specification for saJety valves for compressed air or inert gases Part 3 Specifäcation for safety valves fo r process fluids Methods fo r radiographic examination of fusion welded branch and nozzle joints in steel Fracture mechanics toughness tests

O BSI 09-1999 ~~

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STD-BSI BS 5500-ENGL L997 LbZqbb9 0801170b 787 D

BS 6600 : 1997 h e 2, November 1999

BS 7777

BS 81 10 BS EN 287

BS EN 288

BS EN 876

BS EN 1092

BS EN 10002-1

BS EN 10002-5

BS EN 10025

BS EN 10028 BS EN 10029

BS EN 100451

BS EN 10888

BS EN 20898 BS EN 25817 PD 6439

' (APartS)

PD 6493 PD 6497

PD 6539

PD 6550

fit-bottomed, verticd, cylindrical storage ta& for low temperature service Part 2 Spdfication for the design and construction of single, double and fuU containment metal tu& for the storage of liqwfied gases at temperatures down to -1 65 "C Structural use of concrete Approval testing of welders for fusion welding Part 1 Steels Part 2 Aluminium and aluminium au0 ys Specification and approval of welding procedures for metaUic materials Part 1 Geneml rules for fusion welding Part 2 Welding procedures speafication for arc welding Part 3 : 1992 Welding procedure tests for arc welding of ste& Part 4 Welding procedures speafication for arc welding of aluminium and its alloys Destructive tests on welds in metallic materials. Longitudinal tensile test on weld metal in fusion welded joints f inges and their joints. Cimdarjlunges for pipes, valves, fittings and accessories. PN designated Tensile testing of metallic materials Part 1 Method of test at ambient tmnperature Tensile testing of metallic materials Part 5 Method of test at ekwated temperature Sphficatwn for hot rolled pmducts of non-alloy structural steels and uleir technical delivery conditions S'fication fwj lut products made of steels for pressure-purposes Spec$fication for tolerances on dimensions, shape and muss for hot rolled steel plates, 3 mm thick or above Charpy impact test on metauk materials Part 1 Test method (V and U notches) Stainless steels

Mechanical pmperties of fasteners Arc-welded joints in steel. Guidance on quality levels for impet$ections A review of the methods of calculating skresses due to local loads and local attachments of pressure vessels Guidume on methods for assessing the acceptability ofjlaws in fusion welded skructures Stresses in horizontal cylindrical pressure WS& supported on twin saddles: a derivation of the basic equations and constants used in G.3.3 of BS 5500 : 1982 Guide to methods for the assessment of the iqfluence of crack growth on the significance of defects in components operating at high temperatures Explanatoyl supplement to BS 5500 : 1988 Speafication for unfired fusion welded pressure vessels', section three 'Design' Part 1 Domed ends cheads) Part 2 Openings and branch connections Part 3 Vessels under exterd pressure Part O Heat exchanger tubesheets

O BSI 09-1999 ~~



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~~ ~~ -

STD-BSI BS 5500-ENGL L777 m LbZVBb7 0804707 b13

h e 1, January 1997 BS 6600: 1997

IS0 publications INTERNATIONAL ORGANIZATION FOR STANDARDIZATION (W), Geneva (All publications are available from Cusbmer Services, BSI.)

IS0 1302 Technical drawings - Method of indicating surface texture on drawings ISO/DIS 269442) Pressure vessels IS0 6303 Pressure vessel steels not included in I S 0 2604, Parts 1-6. Derivation of long-term stress

rupture properties American Petroleum Industry RP 520 Recommended practice for the design and installation of pressure relieving systems in refineries American Petroleum Industry RP 521 Guide for pressure relief and depressurizing systems Institution of Chemical Engineers, Guide Notes on Safe Use of Stainless Steel in Chemical Process Plant

ANSI B16.5 Pipe flanges and flanged fittings ASME VlII ASME Boiler and pressure vessel code. Rules for the construction of pressure vessels &v 1

Other publications

Health and Safety Executive. Standurds Signvkant to Health and Safety at Wo&) Engineering Equipment and Materials User's Association Publication 143. Recm-tiom for %be End Welding. %bular Heat %mfi Equipment Part 1. Ferrous MateriaCs Building Research Establishment Digest No. 119. The assessment of wind loads SOEHRENS, J.E. The design of floating heads for heat exchangers. Pressure Vessel and Piping Design. Collected Papers 1927 to 1959, ASME WEILL, N.A. and MURPHY, J.J. Design and analysis of welded pressure vessel supports. %W. ASME J. Eng. for K n d . 1960, February: I BERGMAN, D.J. Temperature gradlents for skirt supports of hot vessels. k m . ASME J.Eng. for Zn&. 1963, May: 219 GARDNER, KA. 'hbesheet design - A basis for standardization - 1. Delft, 1969. Proc. 1st int. Con$ o n Pressure Vessel Technology MEUERS, P: Plates with doubly periodic pattern of circular holes leaded in plane stress or in bending. Delft, 1969 Proc. 1st int. Con$ on Pressure Vessel Technology MURRAY, N.W. and STUART, D.G. Behaviour of larger taper hub flanges. Symposium on pressure vessel research towards design. I. Mech. E., 1961 FREESE, C.E. Vibrations of vertical pressure vessels. J. Engng. Ind. 1959, February DE GHETTO and LONG. Check towers for dynamic stability. Hydrocarbon Processing. 1966,45(2) TEIXEIRA, M A McLEISH, R.D. and GILL, S.S. A simplified approach to calculatmg stresses due to radial loads and moments applied to branches in cylindrical pressure vessels. J. Strain A d . , 16, No. 4,1981 COE, F.R. Welding steels without hydrogen cracking. The Welding Institute Mild steel for pressure equipment at subzero temperature. Brit. Weld. J. 1964, March GALLETLY, G.D. and AYLWARD, R.W. Buckling under external pressure of cylinders with either torispherical or hemispherical end closure. C187/72 Proc. I. Mech. E. Conf. December 1972 KENDFUCK, S.B. Collapse of stiffened cylinders under external pressure. C190/72prOc. I. Mech. E-Conf. December 1972 NEWLAND, C.N. Collapse of domes under external pressure. C191/72 Proc. I. Mech. E. Conf. December 1972

42) III preparation 43) Referred to in the foreword only.



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BS 5500 : 1997

BSI 389 Chiswick High Road London W4 4AL

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BSI is the independent national body responsible for preparing British Standards. It presents the UK view on standards in Europe and at the internaiional level. It is incorporated by Royal Charter.

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AMD 9641

Amendment No. 2 published 15 September 1997 and effective from 1 January 1998 to BS 5500 : 1997

Specification for unfired fusion welded pressure vessels

Instructions for replacement of pages Where only one of the two pages on each sheet has been updated, the other page has been reprinted.

Front cover and inside front cover iiitovi

-.' xi to xvi Y1 to Y4 Y7 to 1/10 2/1 and 212 2/23and2124 2127 and 2LB 2/41 and 2/42 3/3tom 311 to 3/18 3LBand3/24 3/27 to 3/32 3/35to3/40 3/43 and 3/44 3/65 and 366 3/75 and 3/76 3/77 to 3/82 Y107 to 3110 W1 13 and 3 1 14 3116 to Y118 3/13 to 3/14 4 1 and 4.42 4l5to4n W1 and 612 !ïRand98 6/19 and 5/20 C41 and CE CUA and CM3 0 3 and C/4 c/5tocf8 (316 to (222 DA and DL2 DR and DA3 D7/A and D7/B W11 and W12

,. .

Replace the pages Replace the pages Replace the pages Replace the pages Replace the pages Replace the pages Replace the pages Replace the pages Replace the pages Replace the pages Replace the pages Replace the pages Replace the pages Replace the pages Replace the pages Replace the pages Replace the pages Replace the pages Replace the pages Replace the pages Replace the pages Replace the pages Replace the pages Replace the pages Replace the pages Replace the pages Replace the pages Replace the pages Insert the pages Replace the pages Replace the pages Replace the pages Replace the pages Replace the pages Insert the pages Replace the pages



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W47 to E60 G/1 and GE GA3 and G/14 GE9 and GB0 G/55 and G/56 G/63 to GI66 GAB to GR2 Gn2A, G/72B, G173 and G/74 N/1 and NB U/1 and UB

" AA/5toAA/8 Index I and II EU1 and EM? ECB and EU4 5and6ofEC5600/53 13 and 14 of EC 6500/53 land2ofEC5500/64 land2ofEC6500h31 land2ofEC5600B7 1 and 2 of EC 5500/101 1 of EC 5500/103 1 and 2 of EC 5500AM 1 and 2 of EC 5500/1051)

-I

' 7 and 8 of EC 5500/106 1 and 2 of EC 5500/108 1 and 2 of EC 5500/10!3 1 of EC 550011201)

Replace the pages Replace the pages Replace the pages Replace the pages Replace the pages Replace the pages Replace the pages Insefi the pages Replace the pages Replace the pages Replace the pages Replace the pages Replace the pages Insert the pages Replace the pages Replace the pages Remove the pages Remove the pages Replace the pages Remove the pages Remove the pages Remove the pages Insert the pages Replace the pages Remove the pages Remove the pages Insert the pages

You may wish to retain the superseded pages, e.g. for reference purposes, if so please mark them 'Superseded by issue X', where 'X' is the appropriate issue number. If you do not wish to retain the superseded pages, please destroy them.

is a new Enquiry Case which is being published at the same time as this amendment

2 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=BP International/5928366101


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AMD 9830

Amendment No. 3 published 16 October 1997 and effective from 1 January 1998 to BS 6600 : 1997

Specification for unfired fusion welded pressure vessels ~


Front cover and h i d e front cover Replace the pages _,, xii and xiii Replace the pages

Y115 and W116 Replace the pages Dl7 and D/7-A Replace the pages

You may wish to retain the superseded pages, e.g. for reference purposes, if so please mark them ‘Superseded by issue X, where ‘X’ is the appropriate issue number. If you do not wish to retain the superseded pages, please destroy them.

* * v)



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AMD 9873

Amendment No. 4 published and effective from 16 January 1998 to BS 6600 : 1997

Specifhation for nnfired fasion welded pressure vessels


Front cover and inside h n t cover Replace the pages xiandxii xiiandxiv 2/19 and m0 2/31 and 2/52 2/36and2136 2/41 and 242 3/27 and 328 GR1 and 6/72

Replace the pages Replace the pages Replace the pages Replace the pages Replace the pages Replace the pages Replace the pages Replace the pages

You may wish to retain the suplseded pages, e.g. for reference purposes, if so please mark them 'Superseded by issue IC, where 'X' is the appropriate issue number. If you do not wish to =tain the superseded p a g e s , pl- destroy them.

* m *



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AMD 10093

Amendment No. 5 published 15 September 1998 and effective from 1st January 1999 to BS 6500 : 1997


Instructions for replacement of pages The following pages contain new or revised text Where only one of the two pages on each sheet has been updated, the other page has been reprinted.

Fhnt cover and inside front cover itoxviii l/l If4 lf7tom 2/1 and 242 2/14 2/41 3/5 3/11 and 3/12 3/14 to 3/17 3/19 to 3/40 3/48 and 3/49 3/55 to 3/60 3/63 to 3/65 3/74 3/82 3/85 to 3/87 W103 3/117 3/12 1 3/130 3/134 3/138 3/142 31143 and 3/143A 4/1 4/5 &A and W B 5/1 5B

5/6 5/12 An C/15 DI1 and DE D/7 W47 f13 GE and GB G/16 GE1 and GE2 G/47 G/56 to G/% G/64 GR4 g189

W1 and W1-A W2 u1 to u 4 W1 W1 T/5 w/1 to WB YI1 to Y/18 AA/1 BB/l to BB/4 Index I to III List of references V to Vm

Please remove the following Enquiry Cases which have been deleted EC 5500ß2, EC 5500/53 and EC5500/90. You may wish to retain the superseded pages, e.g. for reference purposes, if so please mark them ‘Superseded by issue X , where ‘X is the appropriate issue number. If you do not wish to retain the superseded pages, please destroy them.



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STD=BSI BS 5500-ENGL L997 m Lb2‘ ILb l 0804714 853 E

AMD 10675

Amendment No. 6 published 15 September 1999 and effective from 15 November 1999 to BS 5600:1999


Instructions for replacement of pages The following pages contain new or revised text Please remove any superseded pages and insert the new or revised pages in the position given in the summary of pages (see page a). Where only one of the two pages on each sheet has been updated, the other page has been reprinted.

Front cover and inside front cover ii iii VtoiX xviii U1 l/2 Y5 31 to 3n 31 1 3/15 to 3/17 3/19 3/2 1 3/23 3/27 3/28 3/34 to 3/37 3/46 3/48 to 3/73 3/79 3/86 3/103 3/119 3,442 3/143 U1 44-A 4/2 4/4 4/7

5/12 BW4 5/17 to 5/20 List of references V to VIII An Back cover Ar7 ECE A/8 ECB B/2 c11 C/9 c/1 1 C/15 W16 CEO c122 D/6 D/6-A Dff-A D/8 to DAO GB1 G/40 to G/43-D G/67 L4 W1 w/1 to w/7 M 1 M l - A AA/2 M M11 M 1 2

Please remove the following Enquiry Cases which have been deleted: EC 5500/69, EC 5500/110, EC 5500/113 and EC 5500/118.

You may wish to retain the superseded pages, e.g. for reference purposes, if so, please mark the ‘Suspended by issue X where ‘ X is the appropriate issue number. If you do not wish to retain the superseded pages, please destroy them.



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39214630 bs-5500

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