IS 800:2007 PDF - General Construction in Steel – Code of Practice

इंटरनेट मानक Disclosure to Promote the Right To Information Whereas the Parliament of India has set out to provide a practical regime of right to information for citizens to secure access to inform...

इंटरनेट मानक Disclosure to Promote the Right To Information Whereas the Parliament of India has set out to provide a practical regime of right to information for citizens to secure access to information under the control of public authorities, in order to promote transparency and accountability in the working of every public authority, and whereas the attached publication of the Bureau of Indian Standards is of particular interest to the public, particularly disadvantaged communities and those engaged in the pursuit of education and knowledge, the attached public safety standard is made available to promote the timely dissemination of this information in an accurate manner to the public. “जान1 का अ+धकार, जी1 का अ+धकार” “प0रा1 को छोड न' 5 तरफ” Mazdoor Kisan Shakti Sangathan Jawaharlal Nehru “The Right to Information, The Right to Live” “Step Out From the Old to the New” IS 800 (2007): General Construction In Steel - Code of Practice [CED 7: Structural Engineering and structural sections] “!ान $ एक न' भारत का +नम-ण” Satyanarayan Gangaram Pitroda “Invent a New India Using Knowledge” “!ान एक ऐसा खजाना > जो कभी च0राया नहB जा सकता ह” है” ह Bhartṛhari—Nītiśatakam “Knowledge is such a treasure which cannot be stolen”  IS 800:2007 Indian Standard GENERAL CONSTRUCTION IN STEEL — CODE OF PRACTICE ( Third Revision) ICS 77.140.01 0 BIS 2007 BUREAU OF INDIAN STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 December 2007 Price Rs. 1130.!?! Structural Engineering and Structural Sections Sectional Committee, CED 7 FOREWORD This Indian Standard (Third Revision) was adopted by the Bureau of Indian Standards, after the draft finalized by the Structural Engineering and Structural Sections Sectional Committee had been approved by the Civil Engineering Division Council. The steel economy programme was initiated by erstwhile Indian Standards Institution in the year 1950 with the objective of achieving economy in the use of structural steel by establishing rational, efficient and optimum standards for structural steel products and their use. IS 800: 1956 was the first in the series of Indian Standards brought out under this programme. The standard was revised in 1962 and subsequently in 1984, incorporating certain very importmt changes. IS 800 is the basic Code for general construction in steel structures and is the prime document for any structural design and has influence on many other codes governing the design of other special steel structures, such as towers, bridges, silos, chimneys, etc. Realising the necessity to update the standard to the state of the art of the steel construction technology and economy, the current revision of the standard was undertaken. Consideration has been given tO the de~elopments taking place in the country and abroad, and necessary modifications and additions have been incorporated to make the standard more useful. The revised standard will enhance the confidence of designers, engineers, contractors, technical institutions, professional bodies and the industry and will open a new era in safe and economic construction in steel. In this revision the following major modifications have been effected: a) In view of’the development and production of new varieties of medium and high tensile structural steels in the country, the scope of the standard has been modified permitting the use of any variety of structural steel provided the relevant provisions of the standard are satisfied. b) The standard has made reference to the Indian Standards now available for rivets; bolts and other fasteners. c) The standard is based on limit state method, reflecting the latest developments and the state of the art. The revision of the standard was based on a review carried out and the proposals framed by Indian Institute of Technology Madras (IIT Madras). The project was supported by Institute of Steel Development and Growth (INSDAG) Kolkata. There has been considerable contribution from INSDAG and IIT Madras, with assistance from a number of academic, research, design and contracting institutes/organizations, in the preparation of the revised standard. In the formulation of this standard the following publications have also been considered: AS-4 100-1998 Steel structures (second edition), Standards Australia (Standards Association of Australia), Homebush, NSW 2140, BS-5950-2000 Structural use of steelwork in buildings: Part 1 Code of practice for design in simple and continuous construction: Hot rolled sections, British Standards Institution, London. CAN/CSA- Limit states design of steel structures, Canadian Standards Association, Rexdale (Toronto), S16.1-94 Ontario, Canada M9W 1R3. ENV [993-1-1: Eurocode 3: Design of steel structures: 1992 Part 1-1 General rules and rules for buildings The composition of the Committee responsible for the formulation of this standard is given in Annex J. For the purpose of deciding whether a particular requirement of this standard, is complied with, the final value, observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance with IS 2:1960 ‘Rules for rounding off numerical values (revised)’. The number of significant places retained in the rounded off value should be the same as that of the specified value in this standard.  1S 800:2007 Contents SECTION 1 GENERAL 1 1.1 scope 1 1.2 References 1 1.3 Terminology 1 1,4 Symbols 5 1.5 Units 11 1.6 Standard Dimensions, Form and Weight 11 1.7 Plans and Drawings 11 1.8 Convention for Member Axes 12 SECTION 2 MATERIALS 12 2.1 General 12 2.2 Structural Steel 12 2.3 Rivets 12 2,4 Bolts, Nuts and Washers 15 2.5 SteeI Casting 15 2.6 Welding Consumable 15 2.7 Other Materials 15 SECTION 3 GENERAL DESIGN REQUIREMENTS 15 3.1 Basis for Design 15 3.2 Loads and Forces 15 3.3 Erection Loads 16 3.4 Temperature Effects 16 3.5 Load Combinations 16 3.6 Geometrical Properties 17 3.7 Classification of Cross-Sections 17 3.8 Maximum Effective Slenderness Ratio 20 3.9 Resistance to Horizontal Forces 20 3.10 Expansion Joints 21 SECTION 4 METHODS OF STRUCTURAL ANALYSIS 22 4.1 Methods of Determining Action Effects 22 4.2 Forms of Construction Assumed for Structural Analysis 22 4,3 Assumptions in Analysis 23 4.4 Elastic Analysis 24 4.5 Plastic Analysis 25 4.6 Frame Buckling Analysis 26 SECTION 5 LIMIT STATE DESIGN 27 5.1 Basis for Design 27 5.2 Limit State Design 28 5.3 Actions 28 5.4 Strength 29 5,5 Factors Governing the Ultimate Strength 30 5.6 Limit State of Serviceability 30 SECTION 6 DESIGN OF TENSION MEMBERS 32., 6.1 Tension Members 32 6.2 Design Strength Due to Yielding of Gross Section 32 6.3 Design Strength Due to Rupture of Critical Section 32 6.4 Design Strength Due to Block Shear 33 i IS 800:2007 SECTION 7 DESIGN OF COMPRESS1ON MEMBERS 34 7.1 Design Strength 34 7.2 Effective Length of Compression Members 35 7.3 Design Details 46 7.4 Column Bases 46 7.5 Angle Struts 47 7.6 Laced Columns 48 7.7 Battened Columns 50 7.8 Compression Members Composed of Two Components Back-to-Back 52 SECTION 8 DESIGN OF MEMBERS SUBJECTED TO BENDING 52 8.1 General 52 8.2 Design Strength in Bending (Flexure) 52 8.3 Effective Length for Lateral Torsional Buckling 54 8.4 Shear 59 8.5 Stiffened Web Panels 60 8.6 Design of Beams and Plate Girders with Solid Webs 63 8.7 Stiffener Design 65 8.8 Box Girders 69 8.9 Purlins and Sheeting Rails (Girts) 69 8.10 Bending in a Non-Principal Plane 69 SECTION 9 MEMBER SUBJECTED TO COMBINED FORCES 69 9.1 General 69 9.2 Combined Shear and Bending 69 9.3 Combined Axial Force and Bending Moment 70 SECTION 10 CONNECTIONS 73 10.1 General 73 10.2 Location Details of Fasteners 73 10.3 Bearing Type Bolts 74 10.4 Friction Grip Type Bolting 76 10.5 Welds and Welding 78 10.6 Design of Connections 81 10.7 Minimum Design Action on Connection 82 10.8 Intersections 82 10.9 Choice of Fasteners 82 10.10 Connection Components 82 10.11 Analysis of a Bolt/Weld Group 83 10.12 Lug Angles 83 SECTION 11 WORKING STRESS DESIGN 84 11.1 General 84 11.2 Tension Members 84 11.3 Compression Members 84 11.4 Members Subjected to Bending 85 11.5 Combined Stresses 85 11.6 Connections 86 SECTION 12 DESIGN AND DETAILING FOR EARTHQUAKE LOADS 87 12.1 General 87 12.2 Load and Load Combinations 87 12.3 Response Reduction Factor 87 12.4 Connections, Joints and Fasteners 87 12.5 Columns 87 12.6 Storey Drift 88 12.7 Ordinary Concentrically Braced Frames (OCBF) 88 ii  IS 8~0 :2007 12.8 Special Concentrically Braced Frames (SCBF) 88 12.9 Eccentrically Braced Frames (EBF) 89 1~. 10 Ordinav Moment Frames (OMF) 89 12.11 Special Moment Frames (SMF) 90 12.12 Column Bases 90 SECTION 13 FATIGUE 91 13.1 General 91 13.2 Design 91 13.3 Detail Category 92 13.4 Fatigue Strength 93 13.5 Fatigue Assessment 99 13.6 Necessity for Fatigue Assessment 100 SECTION 14 DESIGN ASSISTED BY TESTING 100 14.1 Need for Testing 100 14.2 Types of Test 101 14.3 Test Conditions 102 14.4 Test Loading 102 14.5 Criteria for Acceptance 103 103 SECTION 15 DURABILITY 15.1 General 103 15.2 Requirements for Durability 103 SECTION 16 FIRE RESISTANCE 105 16.1 Requirements 105 16.2 Fire Resistance Level 105 16.3 Period of Structural Adequacy (PSA) 106 16.4 Variation of Mechanical Properties of Steel with Temperature 106 16.5 Limiting Steel Temperature 106 16.6 Temperature Increase with Time in Protected Members 107 16.7 Temperature Increase with Time in Unprotected Members 108 16.8 Determination of PSA from a Single Test 108 16.9 Three-Sided Fire Exposure Condition 108 16.10 Special Considerations 108 16.11 Fire Resistance Rating 109 SECTION 17 FABRICATION AND ERECTION 110 17.1 General 110 17.2 Fabrication Procedures 110 17.3 Assembly 112 17.4 Riveting 113 17.5 Bolting 113 17.6 Welding 113 17.7 Machining of Butts, Caps and Bases 113 17.8 Painting 113 17.9 Marking 114 17.10 Shop Erection 114 17.11 Packing 114 17.12 Inspection and Testing 114 17.13 Site Erection 114 17.14 Painting After Erection 116 17.16 Steelwork Tenders and Contracts 116.. 111 IS 800:2007 ANNEX A LIST OF REFERRED INDIAN STANDARDS 117 ANNEX B ANALYSIS AND DESIGN METHODS 120 B-1 Advanced Structural Analysis and Design 120 B-2 Second Order Elastic Analysis and Design 120 B-3 Frame Instability Analysis 120 ANNEX C DESIGN AGAINST FLOOR VIBRATION 121 C-1 General 121 C-2 Annoyance Criteria 121 C-3 Floor Frequency 121 C-4 Damping 122 C-5 Acceleration 122 ANNEX D DETERMINATION OF EFFECTIVE LENGTH OF COLUMNS 122 D-1 Method for Determining Effective Length of Columns in Frames 122 D-2 Method for Determining Effective Length for Stepped Columns (see 7.2.2) 124 D-3 Effective Length for Double Stepped Columns 124 ANNEX E ELASTIC LATERAL TORSIONAL BUCKLING 128 E-1 Elastic Critical Moment 128 ANNEX F CONNECTIONS 130 F-1 General 130 F-2 Beam Splices 130 F-3 Column Splice 130 F-4 Beam-to-Column Connections 131 F-5 Column Bases 134 ANNEX G GENERAL RECOMMENDATIONS FOR STEELWORK TENDERS 135 AND CONTRACTS G-1 General 135 G-2 Exchange of Information 135 G-3 Information Required by the Steelwork Designer 135 G+4 Information Required by Tenderer (If Not Also Designer) 136 G-5 Detailing 137 G-6 Time Schedule 137 G-7 Procedure on Site 137 G-8 Inspection 137 G-9 Maintenance 137 ANNEX H PLASTIC PROPERTIES OF BEAMS 138 iv  AMENDMENT NO. 1 JANUARY 2012 TO IS 800 : 2007 GENERAL CONSTRUCTION IN STEEL — CODE OF PRACTICE (Third Revision) [(Page (iii), Section 17] — Insert the following new item, as appropriate: ‘17.15 Bedding Requirement 116’ (Page 6, line 38) — Delete the symbols ‘Cmy, Cmz’ and the corresponding explanation. (Page 8, line 33) — Insert the following symbols and explanations after this line: ‘Ky, Kz, KLT — Moment amplification factors (see 4.4.2, 4.4.3.1, 4.4.3.3 and 9.3.2.2)’ (Page 18, Table 2, col 2) — Substitute ‘d/t’ for ‘D/tf’ for entry against ‘Stem of a T-section, rolled or cut from a rolled I- or H-section’. (Page 18, Table 2, col 3, 4 and 5) — Substitute ‘but ≥ 42ε’ for ‘but ≤ 42 ε’ for entries against ‘Web of an I, H or box section’. (Page 18, Table 2, Notes, last line) — Substitute ‘overall’ for ‘overll’. (Page 19, Fig. 2, ROLLED CHANNELS) — Substitute ‘d’ for ‘h’ in the figure. (Page 24, clause 4.4.2, line 10) — Substitute ‘Ky, Kz’ for ‘Cy, Cz’. (Page 24, clause 4.4.3.1, line 9) — Substitute ‘Ky and Kz’ for ‘Cy and Cz’. (Page 24, clause 4.4.3.3, line 3) — Substitute ‘(Ky, Kz)’ for ‘(Cmy, Cmz)’. (Page 25, clause 4.5.2, line 19) — Insert ‘less’ between ‘be’ and ‘than’. (Page 31, clause 5.6.1, line 6) — Substitute ‘using load factors of Table 4.’ for ‘using a load factor of 1.0.’ (Page 31, clause 5.6.1, third sentence) — Insert the following at the end: ‘In Table 6, live load should include all post construction loads including superimposed dead loads.’ (Page 33, clause 6.3.3, line 6) — Substitute ‘0.9 fu γm0/fy γm1’ for ‘fu γm0/fy γm1’. (Page 34, clause 7.1.2, line 1) — Substitute the following for the existing: ‘The factored design compression, P in members shall satisfy the following requirement: P < P d’ (Page 34, clause 7.1.2.1, line 20) — Substitute ‘γm0’ for ‘λm0’. Price Group 3 1 Amend No. 1 to IS 800 : 2007 (Page 35, Fig. 8) — Insert ‘λ’ as the title of the abscissa (x-axis). (Page 44, Table 10, col 2, line 3) — Substitute ‘40 mm < tf ≤ 100 mm’ for ‘40 ≤ mm < tf ≤ 100 mm’. (Page 45, Table 11, second row, col 1 and 2) — Substitute the following for the existing entries: (1) (2) Restrained Free (Page 48, clause 7.5.1.2, line 4) — Add the following in the end: “, in place of λ in 7.1.2.1 and using curve ‘c’ (α = 0.49)” (Page 48, clause 7.5.1.2, line 9, formula) — Substitute the following for the existing:  l    ‘ vv   rvv  and    b1  b2  / 2t ’ 2  2  E  E   250 250 (Page 49, Fig. 10) — Substitute the following figure for the existing as appropriate, and substitute ‘Members’ for ‘Numbers’ in the sub-title of Fig. 10C and substitute the existing title of Fig. 10 with ‘TOP RESTRAINT CONDITIONS’: (Page 53, clause 8.2.1.1, line 3) — Substitute ‘ d/tw > 67ε’ for ‘d/tw ≤ 67ε’. (Page 54, clause 8.3.1, second para) — Substitute the following for the existing: ‘In simply supported beams with intermediate lateral restraints against lateral torsional buckling, the effective length for lateral torsional buckling, LLT to be used in 8.2.2.1 shall be taken as the length of the relevant segment in between the lateral restraints. In the case of intermediate partial lateral restraints, the effective length, LLT shall be taken as equal to 1.2 times the length of the relevant segment in between the partial lateral restraints.’ (Page 57, Table 14) — Substitute ‘LLT/ry’ and ‘hf/tf’ for ‘KL/r’ and ‘h/tf’. (Page 58, clause 8.3.2, line 9) — Insert ‘centre’ between ‘shear’ and ‘and’. (Page 58, Table 15, col 3, first row) — Substitute ‘Both flanges partially restrained’ for ‘Both flanges fully restrained’. 2  Amend No. 1 to IS 800 : 2007 (Page 59, clause 8.4.2.1) — Substitute ‘ε w’ for ‘ε’ and ‘fyw’ for ‘fy’, wherever appearing. τ ’ ‘t ’ (Page 60, clause 8.4.2.2, col 1, line 18 from top) — Substitute ‘ cr,e for cr,e. d  c d    (Page 60, clause 8.4.2.2, col 2, line 52) — Substitute ‘nearly = tan-1 ’ for ‘ = tan-1  c  ’. 1.5 (Page 60, clause 8.4.2.2, col 2, line 55) — Substitute ‘= d cosф – (c – sc – st) sinф, for the existing. (Page 60, clause 8.4.2.2, col 2, lines 59 and 60) — Delete the lines. (Page 60, clause 8.5.1, line 3) — Insert ‘out’ between ‘carried’ and ‘in’. (Page 61, Table 16, last row, col 1) — Substitute the following for the existing figure: (Page 62, Fig. 12) — Substitute the following for the existing figure: NOTES 1 Panel A is designed utilizing tension field action as given in 8.4.2.2(b). 2 Panel B is designed using simple post critical method as given in 8.4.2.2(a). 3 Bearing stiffener is designed for the compressive force due to bearing plus compressive force due to the moment Mtf as given in 8.5.3. FIG. 12 END PANEL DESIGNED NOT USING TENSION FIELD ACTION (Page 63, Fig. 13, Notes) — Delete NOTE 2 and renumber the subsequent Note accordingly. (Page 63, clause 8.6.1.1) — Substitute ‘εw’ for ‘ε’ wherever appearing. (Page 63, clause 8.6.1.1, line 13) — Substitute ‘c < 0.74d’ for ‘c < d’. 3  Amend No. 1 to IS 800 : 2007 250 (Page 64, clause 8.6.1.2, line 15) — Substitute ‘εf = yield stress ratio of flange = ’ for ‘εf = yield f yf 250 stress ratio of web = ’. f yf (Page 65, clause 8.7.1.2, second para, line 1) — Insert ‘stiffener’ between the words ‘web’ and ‘is’. [Page 70, clause 9.3.1.2(c)] — Substitute the following for the existing: ‘c) For standard I or H sections Mndz = 1.11 Mdz (1 – n) ≤ Mdz for n ≤ 0.2, Mndy = Mdy for n > 0.2, Mndy = 1.56 Mdy (1 - n) (n + 0.6)’ (Page 72, Table 18) — Substitute the following for the existing table: Cmy, Cmz, CmLT Bending Moment Diagram Range (1) (2) Uniform Loading Concentrated Load (3) (4) −1 ≤ ψ ≤ 1 0.6 + 0.4 ψ ≥ 0.4 M M 0 ≤ αs≤ 1 −1 ≤ ψ ≤ 1 0.2 + 0.8 αs ≥ 0.4 0.2 + 0.8 αs ≥ 0.4 Mh Mh Ms 0≤ψ≤1 0.1 − 0.8 αs ≥ 0.4 − 0.8 αs ≥ 0.4 −1 ≤ αs ≤ 0 αs = Ms/ Mh −1 ≤ ψ ≤ 0 0.1(1−ψ) − 0.8 αs ≥ 0.4 0.2(−ψ) −0.8 αs ≥ 0.4 0.90 + 0.10 αh 0 ≤ αh ≤ 1 −1 ≤ ψ ≤ 1 0.95 − 0.05 αh M h Mh Ms 0≤ψ≤1 0.95 + 0.05 αh 0.90 + 0.10 αh αh = Mh/ Ms −1 ≤ αh ≤ 0 −1 ≤ ψ ≤ 0 0.95 + 0.05 αh (1+2 ψ) 0.90 + 0.1αh (1+2 ψ) For members with sway buckling mode, the equivalent uniform moment factor Cmy = Cmz = 0.9. Cmy, Cmz, CmLT shall be obtained according to the bending moment diagram between the relevant braced points Moment factor Bending axis Points braced in direction Cmy z–z y–y Cmz y–y z–z My for Cmy CmLT z–z z–z for Cmz Mz for CmLT 4  Amend No. 1 to IS 800 : 2007 (Page 75, clause 10.3.2, line 3) — Substitute the following for the existing: ‘Vsb ≤ Vdb’ (Page 76, clause 10.4.3, first sentence) — Substitute the following for the existing: ‘Design for friction type bolting, where slip resistance is required at factored design force Vsf, shall satisfy the following:’ (Page 76, clause 10.4.3, line 14) — Substitute ‘μf ≤ 0.55’ for ‘μf = 0.55’. (Page 76, clause 10.4.3, Note, line 1) — Substitute ‘Vnsf’ for ‘Vns’. (Page 77, clause 10.4.5, col 1, line 6, from top, formula) — Substitute ‘0.9 fub An ≤ fyb Asb(γm1/γm0)’ for ‘0.9 fub An ≤ fyb Asb(γm1/γm)’. (Page 80, clause 10.5.10.2.2, line 7, formula) — Substitute ‘ f br2 ’ for ‘ f bf2 ’. (Page 89, clause 12.8.2.1, first sentence) — Substitute the following for the existing: ‘Bracing members shall be made of E250B steel of IS 2062 or of steel having Charpy V-notch energy, E > 27J.’ (Page 90, clause 12.11.1, line 2) — Insert ‘or of steel having Charpy V-notch energy, E > 27J’ between ‘IS 2062’ and ‘and’. fy T  905 – T (Page 106, clause 16.4.1, line 4, formula) — Substitute ‘ =  1.0 for the existing. f y  20  690  ui   Li (Page 121, Annex B, clause B-3.2, line 10 from top, formula) — Substitute ‘фsi = ’ for ‘фs = hi  u  L ’. h (Page 121, Annex B, clause B-3.2, lines 12, 13 and 16 from top) – Substitute ‘hi’, ‘δui’ and ‘δLi’ for ‘h’, ‘δu’ and ‘δL’. (Page 128, Annex E, clause E-1.2, line 5, formula) — Substitute ‘(LLT)2’ for ‘(LLT)’. (Page 128, Annex E, clause E-1.2, line 30) — Substitute ‘(z2 + y2)2’ for ‘(z2 – y2)’. (Page 129, Annex E, clause E-1.2, col 1, line 18 from top) — Insert ‘St. Venant’s’ before ‘torsion’. (Page 130, Table 42, col 5, row 7) — Substitute ‘1.267’ for ‘1.257’. (Page 129, Table 42, col 6, rows 5 and 10) — Substitute ‘1.730’ for ‘1.780’ and ‘1.890’ for ‘1.390’, respectively. (CED 7) Reprography Unit, BIS, New Delhi, India 5........ -= IS 800:2007 Indian Standard GENERAL CONSTRUCTION IN STEEL — CODE OF PRACTICE ( Third Revision) SECTION 1 1.3.1 Accidental Loads — Loads due to explosion, GENERAL impact of vehicles, or other rare loads for which the structure is considered to be vulnerable as per the user. 1.1 Scope 1.3.2 Accompanying Load — Live (imposed) load 1.1.1 This standard applies to general construction acting along with leading imposed load but causing using hot rolled steel sections joined using riveting, lower actions and/or deflections. bolting and welding. Specific provisions for bridges, 1.3.3 Action Effect or Load Effect — The internal force, chimneys, cranes, tanks, transmission line towers, bulk axial, shear, bending or twisting moment, due to storage structures, tubular structures, cold formed light external actions and temperature loads, gauge steel sections, etc, are covered in separate standards. 1.3.4 Action — The primary cause for stress or deformations in a structure such as dead, live, wind, 1.1.2 This standard gives only general guidance as regards seismic or temperature loads. the various loads to be considered in design. For the actual loads and load combinations to be used, reference may 1.3.5 Actual Length — The length between centre-to- be made to IS 875 for dead, live, snow and wind loads centre of intersection points, with supporting members and to IS 1893 (Part 1) for earthquake loads. or the cantilever length in the case of a free standing member. 1.1.3 Fabrication and erection requirements covered in this standard are general and the minimum necessary 1.3.6 Beam — A member subjected predominantly to quality of material and workmanship consistent with bending. assumptions in the design rules. The actual 1.3.7 Bearing Type Connection — A connection made requirements may be further developed as per other using bolts in ‘snug-tight’ condition, or rivets where standards or the project specification, the type of the load is transferred by bearing of bolts or rivets structure and the method of construction. against plate inside the bolt hole. 1.1.4 For seismic design, recommendations pertaining 1.3.8 Braced Member — A member in which the to steel frames only are covered in this standard. For relative transverse displacement is effectively prevented more detailed information on seismic design of other by bracing. structural and non-structural components, refrence should be made to IS 1893 (Part 1) and other special 1.3.9 Brittle Cladding — Claddings, such as asbestos publications on the subject. cement sheets which get damaged before undergoing considerable deformation. 1.2 References 1.3.10 Buckling Load— The load at which an element, The standards listed in Annex A contain provisions a member or a structure as a whole, either collapses in which through reference in this text, constitute service or buckles in a load test and develops excessive provisions of this standard. At the time of publication, lateral (out of plane) deformation or instability. the editions indicated were valid. All standards are subject to revision and parties to agreements based on 1.3.11 Buckling Strength or Resistance — Force or this standard are encouraged to investigate the moment, which a member can withstand without possibility of applying the most recent editions of the buckling. standards indicated in Annex A. 1.3.12 Bui/t-ap Section — A member fabricated by interconnecting more than one element to form a 1.3 Terminology compound section acting as a single member. For the purpose of this standard, the following 1.3.13 Camber- Intentionally introduced pre-curving definitions shall apply. (usually upwards) in a system, member or any portion 1 IS 800:2007 of a member with respect to its chord. Frequently, 1.3.28 Detail Category — Designation given to a camber is introduced to compensate for deflections at particular detail to indicate the S-N curve to be used in a specific level of loads. fatigue assessment. 1.3.14 Characteristic Load (Action) — The value of 1.3.29 Discontinuity — A sudden change in cross- specified load (action), above which not more than a section of a loaded member, causing a stress specified percentage (usually 5 percent) of samples of concentration at the location. corresponding load are expected to be encountered. 1.3.30 Ductility — It is the property of the material or 1.3.15 Characteristic Yield/Ultimate Stress — The a structure indicating the extent to which it can deform minimum value of stress, below which not more than beyond the limit of yield deformation before failure or a specified percentage (usually 5 percent) of fracture. The ratio of ultimate to yield deformation is corresponding stresses of samples tested are expected usually termed as ductility. to occur. 1.3.31 Durability — It is the ability of a material to 1.3.16 Column — A member in upright (vertical) resist deterioration over long periods of time. position which supports a roof or floor system and 1.3.32 Earthquake Loads — The inertia forces predominantly subjected to compression. produced in a structure due to the ground movement 1.3.17 Compact Section —A cross-section, which can during an earthquake. develop plastic moment, but has inadequate plastic 1.3.33 Edge Distance — Distance from the centre of a rotation capacity needed for formation of a plastic fastener hole to the nearest edge of an element collapse mechanism of the member or structure. measured perpendicular to the direction of load 1.3.18 Constant Stress Range — The amplitude transfer. between which the stress ranges under cyclic loading 1.3.34 Eflective Lateral Restraint — Restraint, that is constant during the life of the structure or a structural produces sufficient resistance to prevent deformation element. in the lateral direction. 1.3.19 Corrosion — An electrochemical process over 1.3.35 Effective Length — Actual length of a member the surface of steel, leading to oxidation of the metal. between points of effective restraint or effective 1.3.20 Crane Load — Horizontal and vertical loads restraint and free end, multiplied by a factor to take from cranes. account of the end conditions in buckling strength calculations. 1.3.21 Cumulative Fatigue — Total damage due to fatigue loading of varying stress ranges. 1.3.36 Elastic Cladding — Claddings, such as metal sheets, that can undergo considerable deformation 1.3.22 Cut-o~Limit — The stress range, corresponding without damage. to the particular detail, below which cyclic loading need not be considered in cumulative fatigue damage 1.3.37 Elastic Critical Moment —The elastic moment, evaluation (corresponds to 108 numbers of cycles in which initiates lateral-torsional buckling of a laterally most cases). unsupported beam. 1.3.23 Dead Loads — The self-weights of all 1.3.38 Elastic Design — Design, which assumes elastic permanent constructions and installations including the behaviour of materials throughout the service load self-weight of all walls, partitions, floors, roofs, and range. other permanent fixtures acting on a member. 1.3.39 Elastic Limit — It is the stress below which the 1.3.24 Dejection — It is the deviation from the material regains its original size and shape when the standard position of a member or structure. load is removed. In steel design, it is taken as the yield stress. 1.3.25 Design Life — Time period for which a structure or a structural element is required to perform its 1.3.40 End Distance — Distance from the centre of a function without damage. fastener hole to the edge of an element measured parallel to the direction of load transfer. 1.3.26 Design Load/Factored Load — A load value ob~~ined by multiplying the characteristic load with a 1.3.41 Erection Loads — The actions (loads and load factor. deformations) experienced by the structure exclusively during erection. 1.3.27 Design Spectrum — Frequency distribution of the stress ranges from all the nominal loading events 1.3.42 Erection Tolerance — Amount of deviation during the design life (stress spectrum). related to the plumbness, alignment, and level of the 2..... —..., IS 800:2007 element as a whole in the erected position. The 1.3.53 Flexural Stiffness — Stiffness of a member deviations are determined by considering the locations against rotation as evaluated by the value of bending of the ends of the element. deformation moment required to cause a unit rotation while all other degrees of freedom of the joints of the 1.3.43 Exposed Surface Area to Mass Ratio — The member except the rotated one are assumed to be ratio of the surface area exposed to the fire (in mm2) to the mass of steel (in kg). restrained. NOTE — In the case of members with tire protection material 1.3.54 Friction Type Connection — Connection applied, the exposed surface area is to be taken as the internal effected by using pre-tensioned high strength bolts sur~acearea of the fire protection material. where shear force transfer is due to mobilisation of 1.3.44 Fabrication Tolerance — Amount of deviation friction between the connected plates due to clamping allowed in the nominal dimensions and geometry in force developed at the interface of connected plates fabrication activities, such as cutting to length, finishing by the bolt pre-tension. of ends, cutting of bevel angles, etc. 1.3.55 Gauge — The spacing between adjacent parallel 1.3.45 Factor of Safety — The factor by which the yield lines of fasteners, transverse to the direction of load/ stress of the material of a member is divided to arrive stress. at the permissible stress in the material. 1.3.56 Gravity Load — Loads arising due to 1.3.46 Fatigue — Damage caused by repeated gravitational effects. fluctuations of stress, leading to progressive cmcking of a structural element. 1,3.57 Gwsset Plate — The plate to which the members intersecting at a joint are connected. 1.3.47 Fatigue Loading — Set of nominal loading events, cyclic in nature, described by the distribution 1.3.58 High Shear — High shear condition is caused of the loads, their magnitudes and the number of when the actual shear due to factored load is greater applications in each nominal loading event. than a certain fraction of design shear resistance (see 9.2.2). 1.3.48 Fatigue Strength — The stress range for a category of detail, depending upon the number of 1.3.59 Imposed (Live) Load — The load assumed to cycles it is required to withstand during design life. be produced by the intended use or occupancy including distributed, concentrated, impact, vibration 1.3.49 Fire Exposure Condition and snow loads but excluding, wind, earthquake and a) Three-sidedfire exposure condition — Steel temperature loads. member incorporated in or in contact with a 1.3.60 Instability — The phenomenon which disables concrete or masonry floor or wall (at least an element, member or a structure to carry further load against one surface). due to excessive deflection lateral to the direction of NOTES loading and vanishing stiffness. 1 Three-sided fire exposure condition is to be considered separately unless otherwise specified (see 16.10). 1.3.61 Lateral Restraint for a Beam (see 1.3.34) 2 Members with more than one face in contact with a concrete or masonry floor or wall may be treated as 1.3.62 Leading Imposed Load— Imposed load causing three-sided tire exposure. higher action and/or deflection. b) Four-sided jire exposure condition — Steel member, which may be exposed to fire on all 1.3.63 Limit State — Any limiting condition beyond sides. which the structure ceases to fulfil its intended function (see also 1.3.86). 1.3.50 Fire Protection System — The fire protection material and its method of attachment to the steel 1.3.64 Live Load (see 1.3.59) member. 1.3.65 Load — An externally applied force or action 1.3.51 Fire Resistance — The ability of an element, (see also 1.3.4). component or structure, to fulfil for a stated period of 1.3.66 Main Member — A structural member, which time, the required stability, integrity, thermal insulation is primarily responsible for carrying and distributing and/or other expected performance specified in a the applied load or action. standard fire test. 1.3,67 Mill Tolerance — Amount of variation allowed 1.3.52 Fire Resistance Level —The fwe resistance grading from the nominal dimensions and geometry, with period for a structural element or system, in minutes, which is required to be attained in the standard fire test. respect to cross-sectional area, non-parallelism of 3 IS 800:2007 flanges, and out of straightness such as sweep or structures, members or connections that are nominally camber, in a product, as manufactured in a steel mill. identical (full scale) to the units tested. 1.3.68 Normal Stress — Stress component acting 1.3.82 Prying Force — Additional tensile force normal to the face, plane or section. developed in a bolt as a result of the flexing of a connection component such as a beam end plate or leg 1.3,69 Partial Safety Factor — The factor normally of an angle. greater than unity by which either the loads (actions) are multiplied or the resistances are divided to obtain 1.3.83 Rotatiort — The change in angle at a joint the design values. between the original orientation of two linear member and their final position under Ioadlng. 1.3.70 Period of Structural Adequacy under Fire —— 1.3.84 Secondary Member — Member which is The time (t), in minutes, for the member to reach the provided for overall stability and or for restraining the limit state of structural inadequacy in a standard fire main members from buckling or similar modes of test. failure. 1.3.71 Permissible S~rcss — When a structure is being 1.3.85 Semi-compact Section — Cross-section, which designed by the working stress method, the maximum can attain the yield moment, but not the plastic moment stress that is permitted to be experienced in elements, before failure by plate buckling. members or structures under the nominal/service load (action). 1.3.86 Serviceability.Lirnit State — A limit state of acceptable service condition exceedence of which 1.3.72 Pitch — The centre-to-centre distance between causes serviceability failure. individual fasteners in a line, in the direction of load/ stress. 1.3.87 Shear Force — The inplane force at any transverse cross-section of a straight member of a 1.3.73 Plastic Collapse — The failure stage at which column or beam. sufficient number of plastic hinges have formed due to the loads (actions) in a structure leading to a failure 1.3.88 Shear Lag — The in plane shear deformation mechanism. effect by which concentrated forces tangential to the surface of a plate gets distributed over the entire section 1.3.74 Plastic IMsi,gn — Design against the limit state perpendicular to the load over a finite length of the of plastic collapse. plate along the direction of the load. 1.3.75 Plastic Hinge — A yielding zone with 1.3.89 Shear Stress — The stress component acting significant inelastic rotation, which forms in a member, parallel to a face, plane or cross-section. when the plastic moment is reached at a section. 1.3.90 Slender Section — Cross-section in which the 1.3.76 Plastic Mo~nent — Moment capacity of a cross- elements buckle locally before reaching yield moment. section when the entire cross-section has yielded due 1.3.91 Slenderness Ratio — The ratio of the effective to bending moment. length of a member to the radius of gyration of the 1.3.77 Plastic Section — Cross-section, which can cross-section about the axis under consideration. develop a plastic hinge and sustain piastic moment over 1.3.92 Slip Resistance — Limit shear that can be sufficient plastic rotation required for formation of applied in a friction grip connection before slip occurs. plastic failure mechanism of the member or structure. 1.3.93 S-N Curve —The curve defining the relationship 1,3.78 Poisson’s Ratio — It is the absolute value of between the number of stress cycles to failure (N,c) at the ratio of lateral strain to longitudinal strain under a constant stress range (SC), during fatigue loading of uni-axial Ioading. a structure. 1.3.79 Proof Stress — The stress to which high strength 1.3.94 Snow Load — Load on a structure due to the friction grip (HSFG) bolts are pre-tensioned. accumulation of snow and ice on surfaces such as roof. 1.3,80 Proof Testing — The application of test loads 1.3.95 Snug i’ight ——The tightness of a bolt achieved to a structure, sub-structure, member or connection to by a few impacts of an impact wrench or by the full ascertain the structural characteristics of only that effort of a person using a standard spanner. specific unit. 1.3.96 Stability Limit State — A limit state 1.3.81 Prototype Testing — Testing of structure, sub- corresponding to the loss of static equilibrium of a structure, members or connections to ascertain the structure by excessive deflection transverse to the structural characteristics of that class of structures, sub- direction of predominant loads. 4  IS 800:2007 1.3.97 Stackability — The ability of the fire protection 1.3.115 Transverse — Direction atong the stronger axes system to remain in place as the member deflects under of the cross-section of the member. load during a fire test. 1.3.116 Ultimate Limit State — The state which, if 1.3.98 St~ffener — An element used to retain or prevent exceeded can cause collapse of a part or the whole of the out-of-plane deformations of plates. the structure. 1.3.99 Strain — Deformation per unit length or unit 1.3.117 Ultimate Stress (see 1.3.113) angle. 1.3.118 Wind Loads — Load experienced by member 1.3.100 Strain Hardening — The phenomenon of or structure due to wind pressure acting on the surfaces. increase in stress with increase in strain beyond 1.3.119 Yield Stress — The characteristic stress of the yielding. material in tension before the elastic limit of the 1.3.101 Strength — Resistance to failure by yielding material is exceeded, as specified in the appropriate or buckling. Indian Stwdard, as listed in Table 1. 1.3.102 Strength Limir State — A limit state of collapse 1.4 Symbols or loss of structural integrity. Symbols used in this standard shall have the following 1.3.103 Stress — The internal force per unit area of meanings with respect to the structure or member or the original cross-section, condition. unless otherwise defined elsewhere in this 1.3.104 Stress Analysis —The analysis of the internal Code. force and stress condition in an element, member or A — Area of cross-section structure. AC — Area at root of threads I.3.105 Stress Cycle Counting — Sum of individual A. — Effective cross-sectionalarea stress cycles from stress history arrived at using any AC, — Reduced effective flange area rational method. — Total flange area A, 1.3.106 Stress Range — Algebraic difference between A, — Gross cross-sectional area two extremes of stresses in a cycle of loading. A,, — Gross cross-sectional area of flange 1.3.107 Stress Spectrum — Histogram of stress cycles A,O — Gross cross-sectional area of produced by a nominal loading event design spectrum, outstanding (not connected) leg of a during design life. member A, — Net area of the total cross-section 1.3.108 Structural Adequacy for Fire — The ability of An, — Net tensile cross-sectional area of bolt the member to carry the test load exposed to the standard fire test. A,,C — Net cross-sectional area of the connected leg of a member 1.3.109 Structural Analysis — The analysis of stress, An, — Net cross-sectional area of each strain, and deflection characteristics of a structure. flange 1.3.110 Strut — A compression member, which may A,O — Net cross-sectional area of be oriented in any direction. outstanding (not connected) leg of a 1.3.111 Sway — The lateral deflection of a frame. member A,, — Nominal bearing area of bolt on any 1.3.112 Sway Member — A member in which the plate transverse displacement of one end, relative to the other A, — Cross-sectional area of a bearing is not effectively prevented. (load carrying) stiffener in contact 1.3.113 Tensile Stress — The characteristic stress with the flange corresponding to rupture in tension, specified for the A, — Tensile stress area grade of steel in the appropriate Indian Standard, as A,, — Gross cross-sectional area of a bolt listed in Table 1. at the shank 1.3.114 Test Load — The factored load, equivalent to At, — Gross sectional area in tension from a specified load combination appropriate for the type the centre of the hole to the toe of of test being performed. the angle section/channel section, etc (see 6.4) perpendicular to the line of force 5 IS 800:2007 A,n — Net sectional area in tension from the compression flange angles, plates or centre of the hole to the toe of tongue plates to the neutral axis the angle perpendicular to the line d, — Diameter of a bolt/ rivet hole of force (see 6.4) dO — Nominal diameter of the pipe column Av — Shear area or the dimensions of the column in Av, — Gross cross-sectional area in shear the depth direction of the base plate along the line of transmitted force dP — Panel zone depth in the beam-column (see 6.4) junction A,, — Net cross-sectional area in shear — Modulus of elasticity for steel E along the line of transmitted force — Modulus of elasticity of steel at T “C E (~ (se: 6.4 ) E (20) — Modulus of elasticity of steel at 20”C a, b — Larger and smaller projection of the E, — Modulus of elasticity of the panel slab base beyond the rectangle material circumscribing the column, F cdw — Buckling strength of un-stiffened respectively (see 7.4) — Peak acceleration beam web under concentrated load aO Fd — Factored design load — Unsupported length of individual al — Normal force elements being laced between lacing F. points FO — Minimum proof pretension in high B — Length of side of cap or base plate of strength friction grip bolts. a column F,,, — Bearing capacity of load carrying b — Outstand/width of the element stiffener — Stiff bearing length, Stiffener bearing F~ — Stiffener force b, length F,,, — Stiffener buckling resistance be — Effective width of flange between F lest — Test load pair of bolts F,~,,,, — Load for acceptance test b, — Width of the flange F test,Mm — Minimum test load from the test to b, — Width of flange as an internal element failure b,, — Width of flange outstand F tesl,R — Test load resistance b, — Panel zone width between column F test,s — Strength test load flanges at beam-column junction FW — Design capacity of the web in bearing b, — Shear lag distance F, — External load, force or reaction b, — Width of tension field FXd — Buckling resistance of load carrying b. — Width of outstanding leg web stiffener c — Centre-to-centre longitudinal f — Actual normal stress range for the distance of battens detail category cm — Coefficient of thermal expansion f, — Frequency for a simply supported one Cn,y,Cmz— Moment amplification factor about way system respective axes f, -— Frequency of floor supported on steel c — Spacing of transverse stiffener girder perpendicular to the joist — Moment amplification L — Calculated stress due to axial force Ch factor for braced member at service load — Moment reduction factor for lateral k. — Permissible bending stress in C,n torsional buckling strength compression at service load calculation J,c — Permissible compressive stress at c, — Moment amplification factor for service load sway frame — Permissible bending stress in tension “&( D — Overall depth/diameter of the cross- at service load section.fipb — Permissible bearing stress of the bolt d — Depth of web, Nominal diameter at service load — Twice the clear distance from the J,,, — Permissible stress of the bolt in shear d, at service load 6  IS 800:2007 — 1permissible tensile stress at service f“. Applied shear stress in the panel 1,oad designed utilizing tension field action — 1Permissible tensile stress of the bolt f — Actual stress of weld at service load.W it service load fwj — Design stress of weld at service load — 1Permissible stress of the weld at. Nominal strength of fillet weld f w“ service load — Maximum longitudinal stress under fx — Actual bending stress at service load combined axial force and bending — Actual bending stress in compression — Characteristic yield stress & at service load — Yield stress of steel at T ‘C fy(n — Design bending compressive stress — Yield stress of steel at 20°C fy(20) corresponding to lateral buckling — Characteristic yield stress of bolt f,, — Actual bearing stress due to bending f,, — Characteristic yield stress of flange at service load f ym. Average yield stress as obtained from — Actual bending stress in tension at test service load f,, — Characteristic yield stress of — Permissible bending stress in column connected plate base at service load f,, — Characteristic yield stress of stiffener Actual axial compressive stress at material service load f Yw — Characteristic yield stress of the web — Elastic buckling stress of a column, material Euler buckling stress G — Modulus of rigidity for steel — Design compressive stress g — Gauge length between centre of the — Extreme fibre compressive stress holes perpendicular to the load corresponding elastic lateral buckling direction, acceleration due to gravity moment h — Depth of the section — Equivalent stress at service load IIb — Total height from the base to the floor — Fatigue stress range corresponding to level concerned 5 x 10’ cycles of loading hC — Height of the column — Equivalent constant amplitude stress he — Effective thickness — Design normal fatigue strength h, — Cenre-to-centre distance of flanges — Highest normal stress range hi — Thickness of fire protection material — Normal fatigue stress range h, — Height of the lip. Normal stress in weld at service load h,. Storey height — Proof stress h, — Distance between shear centre of the — Actual bearing stress at service load two flanges of a cross-section — Actual bearing stress in bending at I — Moment of inertia of the member service load about an axis perpendicular to the — Bearing strength of the stiffeners plane of the frame — Frequency — Moment of inertia of the compression I fc — Actual shear stress in bolt at service flange of the beam about the axis load parallel to the web — Actual tensile stress at service load If, — Moment of inertia of the tension — Actual tensile stress of the bolt at flange of the beam about minor axis service load I, — Moment of inertia of a pair of — Characteristic ultimate tensile stress stiffener about the centre of the web, — Characteristic ultimate tensile stress or a single stiffener about the face of of the bolt the web — Average 1, — Second moment of inertia ultimate stress of the material as obtained from test I,. — Second moment of inertia of the — Characteristic ultimate tensile stress stiffener about the face of the element of the connected plate perpendicular to the web 7 IS 800:2007 [T — Transformed moment of inertia of the 1 — Centre-to-centre length of the one way system (in terms of supporting member equivalent steel, assuming the 1, — Distance between prying force and concrete flange of width equal to the bolt centre line spacing of the beam to be effective) lg — Grip length of bolts in a connection 1, — St. Venant’s torsion constant — Length of the joint li Iw — Warping constant — Length between points of lateral 1, IV. Moment of inertia about the minor support to the compression flange in axis of the cross-section a beam I, — Moment of inertia about the major 1, — Distance from bolt centre line to the axis of the cross-section toe of fillet weld or to half the root K, — Effective stiffness of the beam and radius for a rolled section column lw — Length of weld K, — Reduction factor to account for the M — Bending moment high strength friction grip connection M, — Applied bending moment bolts in over sized and slotted holes — Elastic MC, critical moment KL — Effective length of the member corresponding to lateral torsional KL(r — Appropriate effective slenderness buckling of the beam ratio of the section M, — Design flexural strength KLJry — Effective slenderness ratio of the — Moment capacity of the section under M,, section about the minor axis of the high shear section — Design bending strength about the A’ldy KLlrz — Effective slenderness ratio of the minor axis of the cross-section section about the major axis of the M& — Design bending strength about the section KL major axis of the cross-section (1 —— r 0 Actual maximum effective slenderness ratio of the laced column M~fi M,, — Reduced effective moment — Reduced plastic moment capacity of KL the flange plate Effective slenderness ratio of the (“-) r< - laced column accounting for shear M,, — Design piastic resistance of the flange deformation alone K, — Shear buckling co-efficient Mn, — Design bending strength under combined axial force and uniaxial K,V — Warping restraint factor moment k— Regression coefficient M,~Y,M“~Z—Design bending strength under k— sm Exposed surface area to mass ratio combined axial force and the L— Actual length, unsupported length, respective uniaxial moment acting Length centre-to-centre distance of alone the intersecting members, Cantilever M, — Plastic moment capacity of the length section L, — Length of end connection in bolted M,, — Moment in the beam at the and welded members, taken as the intersection of the beam and column distance between outermost fasteners centre lines in the end connection, or the length M. — Moments in the column above and of the end weld, measured along the below the beam surfaces length of the member M@ — Plastic design strength L LT — Effective length for lateral torsional buckling MP~~ — Plastic design strength of flanges only L. — Maximum distance from the restraint M~ — Applied moment on the stiffener to the compression flange at the M, — Moment at service (working) load plastic hinge to an adjacent restraint M,, — Moment resistance of tension flange (limiting distance) MY — Factored applied moment about the LO — Length between points of zero minor axis of the cross-section moment (inflection) in the span 8  IS 800:2007 M,,. Moment capacity of the stiffener R, — Net shear in bolt group at bolt “i” based on its elastic modulus R, — Response reduction factor M, — Factored applied moment about the R,, — Flange shear resistance major axis of the cross-section RU — Ultimate strength of the member at N — Number of parallel planes of battens room temperature N, — Design strength in tension or in r — Appropriate radius of gyration compression — Minimum radius of gyration of the rl N, — Axial force in the flange individual element being laced N,c. Numberof stress cycles together n — Number of bolts in the bolt group/ r~ — Ratio of the design action on the critical section member under fire to the design n, — Number of effective interfaces capacity offering frictional resistance to slip r ““ — Radius of gyration about the minor n, — Number of shear planes with the axis (v-v) of angle section. threads intercepting the shear plane ry — Radius of gyration about the minor in the bolted connection axis n, Number of shear planes without r, — Radius of gyration about the major threads intercepting the shear plane axis in the bolted connection s — Minimum transverse distance P — Factored applied axial force between the centroid of the rivet or P Yield Stress Ultimate Tensile Stress Elongation, MI%, &tin hfPa..%% Percent, Min (1) (2) (3) (4) (5} (6) 0 — — D 280 270-410 28 i) 1S513 DD 250 270-370 32 { EDD 2Z0 270-350 35 EX40XX 330 410-540 16 EX4 1xx 330 410-540 20 EX42XX 330 410-540 22 EX43XX 330 410-540 24 EX44XX 330 410-540 24 Exwxx 360 510-610 16 ii) lS 814 lh5 I xx 360 510-610 18 EX52XX 360 510-610 18 EX53XX 360 510-6!0 20 lsx54xx 360 510-610 20 EX55XX 360 S1O-61O 20 1 EX36XX 360 510-610 20 o — — D — 25 — 240-400 DD 28 260-390 EDD 32 260-380 3.6 —. 330 25 4.6 — 400 22 4.8 -- 420 —. [ 5.6 — 500 20 5.8 — 520 — 1 6.8 — 600 — iv) IS 1367 8.8 (d< 16 mm) 640 ‘) 800 12 (Part 3) 8.8 (d> 16 mm) 660 ‘) 830 12 9.s 720 ‘) 900 10 10.9 940 ‘) 1040 9 [ 12.9 i 100’) 1220 8 1 200 370 26 ( 1A 2 2A 220 230 250 410 430 460 25 24 22 1 3 270 490 21 V) 1S 1875 3A 280 540 20 4 320 620 15 5 350 710 13 6 370 740 10 dor( A r- -1 520 >20 vi) IS i 990 s, 37 360-440 26 220 200 {