NBC 2016 (SP 7:2016) Volume 1
2016 · PDF page 1060
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Tolerances for fabrication of steel structures shall conform to the accepted standard [6-6(41)]. Tolerances for erection of steel structures shall conform to the accepted standard [6-6(42)]. For general guidance on fabrication by welding, reference may be made to good practice [6-6(43)].
Material shall be straightened or formed to the specified configuration by methods that will not reduce the
properties of the material below the values used in design. Local application of pressure at room or at elevated temperature or other thermal means may be used for straightening, provided the above is satisfied.
The erection clearance for cleated ends of members, connecting steel to steel should preferably be not greater than 2.0 mm at each end. The erection clearance at ends of beams without web cleats should be not more than 3 mm at each end. Where for practical reasons, greater clearance is necessary, suitably designed seating should be provided.
23.2.2.1 The holes for bolts may be made as given in Table 19, unless otherwise specified by the engineer. The hole diameter in base plates shall not exceed the anchor bolt diameter by more than .
23.2.2.2 In friction type of connection clearance may be maintained, unless specified otherwise in the design document.
PART 6 STRUCTURAL DESIGN — SECTION 6 STEEL
| Sl No. | Nature of Construction and Materials | Minimum Thickness (in mm) of Protection for a Fire Resistance of | |||||
| h(3) | 1h(4) | h(5) | 2h(6) | 3h(7) | 4h(8) | ||
| i) | Hollow protection (without an air cavity beneath the lower flanges):a) Metal lathing with trowelled lightweight aggregate gypsum plaster b) Plasterboard with 1.6 mm wire binding at 100 mm pitch, finished with lightweight aggregate gypsum plaster less than the thickness specified :1) 9.5 mm plaster board2) 19 mm plaster boardc) Asbestos insulating boards, thickness of board:1) Single thickness of board, with 6 mm cover fillets at transverse joints2) Two layers, of total thickness | 13 | 13 | 15 | 20 | 25 | — |
| 10 | 10 | 15 | — | — | — | ||
| 10 | 10 | 13 | 20 | — | — | ||
| — | — | 19 | 25 | — | — | ||
| — | — | — | — | 38 | 50 | ||
| ii) | Hollow protection (with an air cavity below the lower flange):Asbestos insulating board screwed to 25 mm asbestos battens | 9 | 12 | — | — | — | — |
| iii) | Solid protections:a) Concrete, not leaner than 1:2:4 mix (unplastered):1) Concrete not assumed to be load bearing, reinforced 2) Concrete assumed to be load bearingb) Lightweight concrete, not leaner than 1:2:4 mix (unplastered) | 25 | 25 | 25 | 25 | 50 | 75 |
| 50 | 50 | 50 | 50 | 75 | 75 | ||
| 25 | 25 | 25 | 25 | 40 | 60 | ||
Where wire binding cannot be used, expert advice should be sought regarding alternative methods of support to enable the lower edges of the plasterboard to be fixed together and to the lower flange, and for the top edge of the plasterboard to be held in position.
Reinforcement shall consist of steel binding wire not less than 2.3 mm in diameter, or a steel mesh weighing not less than 0.5 kg/m . In concrete protection, the spacing of that reinforcement shall not exceed 200 mm in any direction.
Cutting shall be effected by sawing, shearing, cropping, machining or thermal cutting process. Shearing, cropping and gas cutting shall be clean, reasonably square, and free from any distortion. Should the inspector find it necessary, the edges shall be ground after cutting. Planning or finishing of sheared or gas-cut edges of plates or shapes shall not be required, unless specially noted on drawing or included in stipulated edge preparation for welding or when specifically required in the following section.
Re-entrant corners shall be free from notches and shall have largest practical radii with a minimum radius of 15 mm.
Shearing of items over 16 mm thick to be galvanized and subject to tensile force or bending moment shall not be carried out, unless the item is stress relieved subsequently.
The use of sheared edges in the tension area shall be avoided in location subject to plastic hinge rotation at factored loading.
Gas cutting of high tensile steel by mechanically
controlled torch may be permitted, provided special care is taken to leave sufficient metal to be removed by machining, so that all metal that has been hardened by flame is removed. Hand flame cutting may be permitted only subject to the approval of the inspecting authority.
Except where the material is subsequently joined by welding, no load shall be transmitted through a gas cut surface.
Thermally cut free edges, which shall be subject to calculated static tensile stress shall be free from round bottom gouges greater than 5 mm deep. Gouges greater than 5 mm deep and notches shall be removed by grinding.
23.2.4.1 Holes through more than one thickness of material for members, such as compound stanchion and girder flanges, shall be where possible, drilled after the members are assembled and tightly clamped or bolted together. A round hole for a bolt shall either be machine flame cut, or drilled full size, or sub-punched 3 mm undersize and reamed to size or punched full size.
Hand flame cutting of a bolt hole shall not be permitted except as a site rectification measure for holes in column base plates.
A punched hole shall be permitted only in material whose yield stress ( ) does not exceed 360 MPa and where thickness does not exceed (5 600/ ) mm. In cyclically loaded details, punching shall be avoided in plates with thickness greater than 12 mm.
For greater thickness and cyclically loaded details, holes shall be either drilled from the solid or sub-punched or sub drilled and reamed.
The die for all sub-punched holes or the drill for all sub-drilled holes shall be at least 3 mm smaller than the required diameter of finished hole.
A special plate washer of minimum thickness 4 mm shall be used under the nut, if the hole diameter is larger than the bolt diameter by 3 mm or more.
Oversize hole shall not exceed or in diameter, were is the nominal bolt diameter, in mm.
A short slotted hole shall not exceed the appropriate hole size in width and 1.33d, in length. A long slotted hole shall not exceed the appropriate hole size in width and 2.5d, in length. If the slot length is larger than those specified, shear transfer in the direction of slot is not admissible even in friction type of connection.
Slotted holes shall be punched either in one operation or else formed by punching or drilling two round holes apart and completed by high quality mechanically controlled flame cutting and dressing to ensure that bolt can freely travel the full length of the slot.
Holes for turned and fitted bolts shall be drilled to a diameter equal to the nominal diameter of the shank or barrel subject to tolerance specified in the accepted standards . Preferably, parts to be connected with close tolerance or barrel bolts shall be firmly held together by tacking bolts or clamps and the holes drilled through all the thicknesses at one operation and subsequently reamed to size. All holes not drilled through all thicknesses at one operation shall be drilled to a smaller size and reamed out after assembly. Where this is not practicable, the parts shall be drilled and reamed separately through hard bushed steel jigs.
23.2.4.5 Holes for rivets or bolts shall not be formed generally by gas cutting process. However, advanced gas cutting processes such as plasma cutting may be used to make holes in statically loaded members only. In cyclically loaded members subjected to tensile stresses which are vulnerable under fatigue, gas cutting shall not be used unless subsequent reaming is done to remove the material in the heat affected zone around the hole.
All parts of bolted members shall be pinned or bolted and rigidly held together during assembly.
The component parts shall be assembled and aligned in such a manner that they are neither twisted nor otherwise damaged, and shall be so prepared that the specified camber, if any, is provided.
When holes are drilled in one operation through two or more separable parts, these parts, when so specified by the engineer, shall be separated after drilling and the burrs removed.
Matching holes for rivets and black bolts shall register with each other so that a gauge of 1.5 mm or 2.0 mm (as the case may be, depending on whether the diameter of the rivet or bolt is less than or more than 25 mm) less in diameter than the diameter of the hole will pass freely through the assembled members in the direction at right angle to such members.
Drilling done during assembly to align holes shall not distort the metal or enlarge the holes.
Holes in adjacent part shall match sufficiently well to permit easy entry of bolts. If necessary, holes except oversize or slotted holes may be enlarged to admit bolts, by moderate amount of reaming.
When design is based on bolts with unthreaded shanks in the shear plane, appropriate measures shall be specified to ensure that, after allowing for tolerance, neither the threads nor the thread run-out be in the shear plane.
The length of bolt shall be such that at least one clear thread shows above the nut and at least one thread plus the thread run out is clear beneath the nut after tightening. One washer shall be provided under the rotated part.
When non-preloaded bolts are used in a structure subject to vibration, the nuts shall be secured by locking devices or other mechanical means. The nuts of preloaded bolts may be assumed to be sufficiently secured by the normal tightening procedure.
Washers are not normally required on non-preloaded bolts, unless specified otherwise. Tapered washers shall be used where the surface is inclined at more than to a plane perpendicular to the bolt axis.
Hardened washer shall be used for preloaded bolts or the nut, whichever is to be rotated.
PART 6 STRUCTURAL DESIGN — SECTION 6 STEEL
All material within the grip of the bolt shall be steel and no compressible material shall be permitted in the grip.
23.4.1 Rivets shall be heated uniformly throughout their length, without burning or excessive scaling, and shall be of sufficient length to provide a head of standard dimensions. These shall, when driven, completely fill the holes and, if countersunk, the countersinking shall be fully filled by the rivet. If required, any protrusion of the countersunk head shall be dressed off flush.
23.4.2 Riveted member shall have all parts firmly drawn and held together before and during riveting, and special care shall be taken in this respect for all single-riveted connections. For multiple riveted connections, a service bolt shall be provided in every third or fourth hole.
23.4.3 Wherever practicable, machine riveting shall be carried out by using machines of the steady pressure type.
23.4.4 All loose, burned or otherwise defective rivets shall be cut out and replaced before the structure is loaded, and special care shall be taken to inspect all single riveted connections.
23.4.5 Special care shall be taken in heating and driving long rivets.
23.5.1 In all cases where the full bearing area of the bolt is to be developed, the bolt shall be provided with a washer of sufficient thickness under the nut to avoid any threaded portion of the bolt being within the thickness or the parts bolted together, unless accounted for in design.
23.5.2 Pre-tensioned bolts shall be subjected to initial tension (the proof stress) by an appropriate pre-calibrated method.
23.6.1 Welding shall be in accordance with good practices [6-6(45)], as appropriate.
23.6.2 For welding of any particular type of joint, welders shall give evidence acceptable to the purchaser of having satisfactorily completed appropriate tests as prescribed in good practices [6-6(46)], as relevant.
23.6.3 Assembly and welding shall be carried out in such a way to minimise distortion and residual stress and that the final dimensions are within appropriate tolerances.
23.7.1 Column splices and butt joints of struts and compression members, depending on contact for stress transmission, shall be accurately machined and close-butted over the whole section with a clearance not exceeding 0.2 mm locally, at any place. Sum of all such clearance shall not be more than 30 percent of the contact area for stress transmission. In column caps and bases, the ends of shafts together with the attached gussets, angles, channels, etc; after connecting together should be accurately machined so that clearance between the contact surfaces shall not exceed 2 mm locally, subject further to the condition that sum total of all such clearance shall not exceed 30 percent of the total contact area for stress transmission. Care should be taken that these gussets, connecting angles or channels are fixed with such accuracy that they are not reduced in thickness by machining by more than 2.0 mm.
23.7.2 Where sufficient gussets and rivets or welds are provided to transmit the entire loading [see Section 6(d)], the column ends need not be machined.
Slab bases and slab caps, except when cut from material with true surfaces, shall be accurately machined over the bearing surfaces and shall be in effective contact with the end of the stanchion, the bearing face which is to be grouted to fit tightly at both top and bottom, unless welds are provided to transmit the entire column face.
23.7.4 To facilitate grouting, sufficient gap shall be left between the base plates and top of pedestal and holes shall be provided where necessary in stanchion bases for the escape of air.
23.8.1 Painting shall be done in accordance with the good practices [6-6(47)].
23.8.2 All surfaces, which are to be painted, oiled or otherwise treated, shall be dry and thoroughly cleaned to remove all loose scale and loose rust.
23.8.3 Shop contact surfaces need not be painted unless specified. If so specified, they shall be brought together while the paint is still wet.
23.8.4 Surfaces not in contact, but inaccessible after shop assembly, shall receive the full specified protective treatment before assembly. This does not apply to the interior of sealed hollow sections.
23.8.5 Chequered plates shall be painted but the details of painting shall be specified by the purchaser.
23.8.6 In case of surfaces to be welded, the steel shall not be painted or metal coated within a suitable distance
of any edge to be welded, if the paint specified or the metal coating is likely to be harmful to welders or impair the quality of the welds.
23.8.7 Welds and adjacent parent metal shall not be painted prior to de-slagging, inspection and approval.
23.8.8 Parts to be encased in concrete shall not be painted or oiled.
23.8.9 Contact surface in friction type connection shall not be painted in advance.
Each piece of steel work shall be distinctly marked before dispatch, in accordance with a marking diagram and shall bear such other marks as will facilitate erection.
23.10.1 The steel work shall be temporarily shop erected complete or as arranged with the inspection agency so that accuracy of fit may be checked before dispatch. The parts shall be shop assembled with sufficient numbers of parallel drifts to bring and keep the parts in place.
23.10.2 In the case of parts drilled or punched, through steel jigs with bushes resulting in all similar parts being interchangeable, the steelwork may be shop erected in such position as arranged with the inspection agency.
23.10.3 In case of shop fabrication using numerically controlled machine data generated by computer software (like CAD), the shop erection may be dispensed with at the discretion of the inspector.
All projecting plates or bars and all ends of members at joints shall be stiffened, all straight bars and plates shall be bundled, all screwed ends and machined surfaces shall be suitably packed and all rivets, bolts, nuts, washers and small and loose parts shall be packed separately in cases, so as to prevent damage or distortion during transit.
23.12.1 The inspecting authority shall have free access at all reasonable times to those parts of the manufacturer's works which are concerned with the fabrication of the steelwork and shall be afforded all reasonable facilities for satisfying himself that the fabrication is being undertaken in accordance with the provisions of this section.
23.12.2 Unless specified otherwise, inspection shall be made at the place of manufacture prior to dispatch and shall be conducted so as not to interfere
unnecessarily with the operation of the work.
23.12.3 The manufacturer shall guarantee compliance with the provisions of this standard, if required to do so by the purchaser.
23.12.4 Should any structure or part of a structure be found not to comply with any of the provisions of this section, it shall be liable to rejection. No structure or part of the structure, once rejected shall be resubmitted for test, except in cases where the purchaser or his authorized representative considers the defect as rectifiable.
23.12.5 Defects, which may appear during fabrication, shall be made good with the consent of and according to the procedure laid down by the inspecting authority.
23.12.6 All gauges and templates necessary to satisfy the inspection authority shall be supplied by the manufacturer. The inspecting authority may, at his discretion, check the test results obtained at the manufacturer's works by independent testing at outside laboratory, and should the material so tested be found to be unsatisfactory, the cost of such tests shall be borne by the manufacturer, and if found satisfactory, the cost shall be borne by the purchaser.