Constance Bay Community Centre Addition 05 12 20...

Constance Bay Community Centre Addition 05 12 20 STRUCTURAL STEEL FRAMING

10 Sep 2014

NORR Limited Project No. ECOT13-0068

1 GENERAL

1.1 SUMMARY

.1 Section Includes:

.1 Labour, Products, equipment and services necessary to complete the work of this Section.

.2 Comply with requirements of Division 01.

1.2 REFERENCE

.1 Comply with the Ontario Building Code and the By-laws of the local municipality.

.2 Reference Standards: Perform work of this Section in conformance with requirements of the latest edition of the following standards (ASTM standards referenced in S16 are not repeated in the following list:

.1 CAN/CSA-S16.1, Limit States Design of Steel Structures.

.2 CAN/CSA-S136, Cold Formed Steel Structural Members.

.3 CSA Standard W59, Welded Steel Construction (Metal Arc Welding).

.4 CSA Standard G164-, Hot Dip Galvanizing of Irregularly Shaped Articles.

.5 CSA Standard W178.1, Qualification Code for Welding Inspection Organizations.

.6 CSA Standard W178.2, Certification of Welding Inspectors.

.7 SSPC-SP 6, Structural Steel Painting Council, Commercial Blast Cleaning.

.8 AISC Manual of Steel Construction.

.3 Materials, design, fabrication and erection shall conform to CSA S16 except as noted herein. Where specific requirements are noted herein, they are in addition to the requirements of CSA S16 and do not supersede them unless specifically stated.

1.3 QUALIFICATIONS

.1 The work of this section shall be fabricated and installed by a company who is a member in good standing of the Canadian Institute of Steel Construction.

.2 Information submitted involving engineering services including design, execution, operations procedures and shop drawings shall be prepared by or under the direct supervision of a Professional Engineer registered in the Province of Ontario. He shall check all drawings, and calculations before submission to the Consultant, and shall certify that he has made such checks by sealing and signing the information submitted.

.3 Undertake welding only by fabricators certified by Canadian Welding Bureau under Division 2.1.

1.4 SOURCE QUALITY CONTROL

.1 Inspection and testing of materials and shop fabrication of work of this Section, and field quality control specified elsewhere in this Section, will be performed by an Inspection and Testing Company appointed and paid by the Owner.

.2 Inspection and Testing Company shall be qualified under CSA W178.

.3 Welding inspectors shall be certified by Canadian Welding Bureau in Category (a), Buildings, to CSA W178.2.


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.4 Inspection and Testing Company shall carry out:

.1 Mill Inspection:

.1 Check that materials conform to specified standards. Mill test reports, properly correlated to materials, will be accepted in lieu of physical tests.

.2 Shop Inspection

.1 Verify that:

.1 Structural Steel is fabricated in accordance with shop drawings.

.2 Specified fabrication, welding, cleaning and painting procedures are followed.

.3 Surfaces inaccessible for cleaning and painting after assembly are treated before assembly.

.4 For surfaces painted with zinc-rich paint or zinc primer, specified surface preparation is followed, and specified paint thickness is applied.

.3 Non-destructive Testing of Welded Connections

.1 Carryout non-destructive testing of welded connections chosen at random as follows:

.1 10% of moment connections involving use of fillet welds, by Magnetic Particle Inspection.

.2 All moment connections and all connections in direct tension involving use of Full Penetration Groove welds, by ultrasonic testing.

.3 Where moments are transferred by either fillet welds or groove welds into end plates in "T" joint configurations, examine base metal for lamellar tearing or cracking, by ultrasonic testing.

1.5 SUBSTITUTIONS

.1 Submit all proposals for substitutions to the Consultant in writing in advance of shop drawings. Each item shall be clearly identified. Do not proceed with a proposal unless it is accepted in writing.

.2 Substitution of alternative sections will be allowed provided the new members have equal or greater capacity and stiffness and are of dimensions acceptable at that location. Clearly identify all substitutions on shop drawings.

1.6 SUBMITTALS

.1 Refer to Submittals Section 01 33 00.

.2 Shop Drawings:

.1 Submit erection diagrams and shop details, fully detailed and dimensioned, with complete information necessary for fabrication and erection without reference to structural drawings.

.2 Submit typical details of connections and any special connections for review before preparation of shop drawings.

.3 Prior to submission to Consultant, Contractor shall review all shop drawings. By this review, Contractor represents to have determined and verified all field measurements, site conditions, materials, catalogue number and similar data and


10 Sep 2014


to have checked and coordinated each shop drawing with the requirements of Contract Documents. Contractors review of each shop drawing shall be indicated by stamp, date and signature of a responsible person.

.4 At time of submission, Contractor shall notify Consultant in writing of any deviations in shop drawings from requirements of Contract Documents.

.5 Consultant will review and return shop drawings in accordance with an agreed schedule. Consultant's review will be for conformity to design concept and for general arrangement only, and shall not relieve Contractor of responsibility for errors and omissions in shop drawings or of responsibility for meeting all requirements of Contract Documents.

.6 Contractor shall make any changes in shop drawings which Consultant may require consistent with Contract Documents, and resubmit unless otherwise directed by Consultant.

1.7 PRODUCT HANDLING

.1 Handle and store steel materials at the job site in such a manner as to cause no damage to other materials, to existing buildings, to property or to the new structure.

.2 Handle structural steel so as to avoid distortion.

.3 Handle architecturally exposed structural steel with care, having due regard for the surface finish.

2 PRODUCTS

2.1 MATERIALS

.1 Provide new materials in accordance with reference standards, of strength and quality noted on the structural drawings:- Structural Steel - CAN/CSA G40.20/21 grade 350W.

.2 Hollow structural sections - CAN/CSA G20/21, Grade 350 W, Class C.

.3 Cold formed shapes - CSA S136.

.4 Bolts, nuts and washers - ASTM A325 for heavy hexagonal structural bolts. Where in contact with galvanized structural steel, use galvanized bolts, nuts and washers.

.5 Drilled-in concrete anchor bolts - Kwik bolts and/or HIT HY-200 by Hilti.

.6 Primer Type 'A' - CISC/CPMA 1-73a.

.7 Primer Type 'B' - CISC/CPMA standard 2-75.

.8 Galvanizing - CSA G164 M92 - Minimum 5 mil thickness.

.9 Coal tar protective coating - Koppers Bitumastic No. 50.

2.2 FABRICATION

.1 Use shop and field connections as indicated on the structural drawings, or herein, or in the absence of any such indications in accordance with CSA S16 and the CISC Handbook of Steel Construction.

.2 The minimum end connections of any beams shall be such as to resist 50% of the maximum allowable unstiffened web shear capacity of the beam. In all cases, beam connections shall be adequate to resist the reactions indicated or produced by the framing or load conditions.

.3 Provide flexible beam connections for unrestrained members in accordance with CSA S16.1, unless shown otherwise on Drawings. Submit for review, in advance of preparation of shop drawings, sketches and, when requested, design calculations sealed by a


10 Sep 2014


Professional Engineer licensed in the Province of Ontario, of connections which do not meet these requirements.

.4 In addition to the tolerance requirements of S16.1, connections on columns shall not have a variation from the detailed location of more than 10 mm.

.5 Provide double angle header connections where practical. Where not practical, provide seat connection and top or side clip angles for lateral support.

.6 One sided connections or fish plates are not acceptable for members subjected to bending.

.7 At anytime before detailed drawings are completed and reviewed, provide punched holes not more than 12 mm in diameter for the convenience of other sections, in attaching metal or other materials to the work of this section. Place such holes so as not to cause any appreciable reduction in the strength of the members.

.8 Cutting of steel beams in the field shall be done only when directed.

.9 Where steel is exposed in the finish work, provide neat details and connections. Avoid excessive gaps and protrusions in forming connections.

.10 Provide adjustable connections for all lintel angles and head supports attached to the structural frame to allow for frame deflections and tolerances.

.11 Where members act as hangers, increase their connection capacity by an additional one-third of the live load.

.12 Provide all eccentrically loaded spandrel beams with top and bottom flange connections for torsional restraint.

.13 Detail and erect vertical diagonal bracing to provide a minimum prestress of 30 MPa.

.14 Use friction type high strength bolts for connections of bracing members required to resist effects of lateral loads. Provide tension adjustment hardware at rod type bracing.

.15 Provide at least one stiffener plate each side of web of beams continuous over columns unless another arrangement of stiffeners is shown on the drawings.

.16 Do not permit connections to encroach on the clearance lines required for the installation work of other sections.

.17 Fabricate trusses and sway frames as shown with connections to withstand the forces shown. Lines of truss members shall intersect at panel points. All double members are to have welded spacers in accordance with the Code. Camber trusses 3 mm per 3000 mm of length unless otherwise indicated. All trusses and sway frames shall be welded construction.

.18 Where galvanized steel members are exposed to weather, connections are to be bolted to ensure minimum damage to galvanizing. Contact faces of bolted connections are also to be galvanized and connection capacities designed accordingly.

.19 Provide effective drainage holes to prevent accumulation of water in tubular members.

2.3 ARCHITECTURALLY EXPOSED STEEL

.1 Fabricate, handle and erect all structural steel work, which will remain exposed and subject to normal view by pedestrians or occupants on the completed exterior or interior of the building, in accordance with the AISC specification for architecturally exposed steel, unless otherwise noted in this article.

.2 Material shall be the same as specified for structural steel.

.3 Use welded connections. Where bolted connections are indicated or permitted, take special care with the detailing, in order that the finished work will be neat with tight joints.


10 Sep 2014


.4 Prepare surfaces to SSPC.SP6 and prime steel as specified in this section.

.5 Prevent staining of steel by concrete, mortar, plaster, oil, paint, and other foreign substances.

.6 Do not use paint, crayons or other marking materials on surfaces to be exposed.

2.4 CLEANING, SURFACE PREPARATION AND PRIMING

.1 Surface cleaning and preparation shall be in conformance with the following specification(s) of the steel structures painting council. SSPC vis 1-67T, Pictorial Surface Preparation Standards For Painting Steel Structures is to apply.

.1 SSPC.SP 2, Hand Tool Cleaning

.2 SSPC.SP 3, Power Tool Cleaning

.3 SSPC.SP 6, Commercial Blast Cleaning

.4 SSPC.SP 7, Brush-off Blast Cleaning

.2 Apply one coat of primer in the shop with the exception of:

.1 Surfaces encased in or in contact with cast-in-place concrete including top flanges of beams supporting slabs.

.2 Surfaces and edges to be field welded for a distance of 50 mm from the joint.

.3 Contact surfaces of friction type shear connections assembled with high-strength bolts.

.3 Hot dip galvanize angles, hangers and their connections which support exterior wythes of exterior masonry walls and exposed steel members exposed to weather. Use recommended practice for safeguarding against embrittlement and recommended principles of design and preparation of materials. Minimum preparation to SSPC.SP6.

.4 Apply one shop coat of zinc-rich paint to steel members embedded in the interior wythes of exterior masonry walls. Minimum cleaning to SSPC.SP6.

.5 Apply one shop coat and one field coat of coal tar protective coating to columns, base plates and anchor bolts in contact with soil where indicated on drawings. Minimum cleaning to SSPC.SP7. Apply minimum 15 mil dry thickness each coat.

.6 Apply Primer Type 'B' to all steel which is exposed in finished work. Cleaning as specified in CISC/CPMA 2-75.

.7 Apply Primer Type 'A' to all steel not otherwise primed. Clean as specified in CISC/CPMA 1-73a.

.8 Apply touch-up paint after erection to all areas which have been missed, scraped or chipped using the same paint as the shop coat or primer.

2.5 OPEN-WEB STEEL JOISTS

.1 Design open-web steel joists for the dead load, live load and to the depths as shown on the drawings and in accordance with CSA S16 and S136.

.2 All joists, members and joints, shall be designed by a Professional Engineer registered in the Province of Ontario. Joists supporting uniform loadings may be selected from standard loading tables prepared by the Professional Engineer but those supporting concentrated or other special loads shall be individually designed. On request, submit calculations and such further proof as is necessary to show that the joists conform to the requirements of the specifications. All documents shall carry the seal of the Professional Engineer. The Professional Engineer responsible for joist design, or another Professional Engineer acceptable to him shall inspect all joists after fabrication. The Professional Engineer shall


10 Sep 2014


confirm that the joists have been fabricated in accordance with the design requirements. He shall approve any modifications made in the field because of site conditions. Submit the Engineer's report to the Consultant.

.3 Minimum thickness of material for interior use only:

.1 Hot Rolled Sections - 3 mm

.2 Rods - 9 mm

.3 Cold Formed Sections - 2 mm

.4 Flats - 6 mm

.4 Make all joist shoes with solid webs unless it can be shown by a fully documented analysis or test program that an alternative shoe arrangement is satisfactory.

.5 Total load deflection shall not exceed 1/240 the of the span and live load deflection 1/360 the of the span.

.6 Camber shall not exceed 1.5 x dead load deflection.

.7 Where point loads are shown but not specifically located, for purposes of design, place the loads to give maximum stress combination under dead and live loads.

.8 Design bottom chords of open-web steel joists for an additional concentrated force of 0.4 kN placed in any location on the bottom chord between panel points. This load is to be used to check local axial force and bending conditions without contributing to the global bending moment.

.9 For all joists design top chord for eccentricity between intersection of axis of chord and end diagonal and the centre of bearing of joist. For joists framing from one side only of a beam, centre the reaction point of the joist over the centre of the supporting beam.

.10 For joists framing from both sides of a beam design the top chord of the end panel for additional eccentricity between the centre of bearing of joist and centroid of beam as shown on drawings.

.11 Arrange joists and bridging to accommodate recessed fixtures, and mechanical and electrical services.

.12 Locate bridging at panel points wherever possible.

.13 Use crossed diagonal type bridging for joists 600 mm and deeper, unless otherwise noted. Install bridging by bolting to welded gussets at top and bottom chords and at the intersection of diagonals. Such connections shall permit continuous transfer of loads in bridging through the chords.

.14 Where horizontal top and bottom bridging is used, cross brace joists every 20 joists or 20 m, whichever is less.

.15 Install ceiling extensions where required.

.16 Composite open-web steel joists.

.1 Design open-web steel joists with shear studs to act compositely with the concrete slab.

.2 Camber open-web steel joists for the sum of dead load and one-quarter of live load deflections.

.3 Supply shear studs to steel deck subcontractor for welding through metal deck.


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3 EXECUTION

3.1 EXAMINATION

.1 Verify, before delivery of structural steel, that work of other sections on which work of this section is dependent is correctly installed and located.

3.2 PREPARATION

.1 Supply anchor bolts, base and bearing plates and other members to be built in under work of other sections as work progresses. Co-operate with installers of this work and provide instructions for its setting.

.2 Where new work connects to existing construction, determine site conditions and dimensions accurately in field before making any necessary adjustments. Report adjustment to Consultant.

3.3 ERECTION

.1 Repair all small bends and kinks received during transportation before the members are erected. Replace, as directed, members seriously damaged.

.2 Make adequate provision for all loads acting on the structure during erection. Provide temporary bracing to keep the structure stable, plumb and in true alignment during construction. Any bracing members or connections shown on the plans are those required for the finished structure, and may not be sufficient for erection purposes. Such additional temporary bracing as may be required is the responsibility of the contractor. Temporary bracing shall remain in place until concrete slabs, masonry etc., required for final stability are completed.

.3 Set column base plates on levelling screws or on steel shims to the required elevation ready for grouting. Locate steel shims at the corners of the base plate to permit full grouting.

.4 The use of levelling plates for beams or columns is not permitted.

.5 Report failure of material to fit together properly and report to obtain approval for corrective measures.

.6 Level all lintel angles and head supports attached to the steel frame only after nearly all the dead loads have been put on the steel frame, and immediately prior to the installation of the windows, door or screens below or walls that they support. Do this to eliminate as much dead load deflection as possible.

.7 Structural drawings do not show all loose lintels required. Refer to general notes on the drawings.

.8 Bolt together multiple angle lintels. Provide spacers where separated. Provide steel packing where angle seats are at different elevations.

.9 Connect ends of suspended lintels to the structure and/or extend into masonry to provide adequate bearing and restraint.

.10 Provide diagonal or cantilevered support angles at sides of columns where required for bearing support of interrupted deck.

3.4 WELDING

.1 Do not weld in the field in rain, snow, sleet, or direct wind.

.2 Evaporate moisture from all surfaces by heat before commencing any welding.


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.3 Weld members only when the air temperature is above -18°C. If the air temperature is

above -18°C but is cold enough to prevent the welder from producing sound work, then welding will not be permitted.

3.5 SPECIAL BEARINGS

.1 Install special bearings in locations, sizes and for loadings as shown on the drawings. Install in accordance with manufacturer's recommendations.

3.6 COATING TOUCH-UP

.1 Clean welds to remove all residue from electrodes.

.2 After erection is complete, give one coat of touch-up paint to field bolts, field connections, burnt areas, and abrasions or damage to prime coats.

.1 Use a compatible primer to touch-up 1-73a or 2-75 shop applied primer.

.3 Give areas of bare metal on galvanized members two coats of zinc-rich paint.

3.7 FIELD QUALITY CONTROL

.1 Inspection and Testing Company shall provide:

.1 Inspection of erection and fit-up, including placing, plumbing, levelling and temporary bracing and conformance with specified tolerances.

.2 Inspection of bolted connections.

.3 Inspection of welded joints, including slag removal.

.4 General inspection of field cutting and alterations.

.5 General inspection of shop coating touch-up.

.6 Inspection of zinc primer and zinc-rich paint, including surface preparation and coating thickness.

3.8 DEFECTIVE WORK

.1 Variations in excess of specified tolerances, and failure of materials or workmanship to meet requirements of this specification, and which cannot be repaired by approved methods, will be considered defective work performed by this section.

.2 Replace defective work, as directed by Consultant.

.3 Contractor shall pay for additional inspection and testing and related expenses if work has proven to be deficient.

END OF SECTION

Constance Bay Community Centre Addition 05 31 00 STEEL DECKING 10 Sep 2014 Page 1


1 GENERAL

1.1 SUMMARY



1.2 REFERENCE STANDARDS

.1 Except where specified otherwise, design, fabricate and erect steel decking in accordance with the requirements of CAN/CSA-S136, Cold Formed Steel Structural Members and the following Canadian Sheet Steel Building Institute Standards:

.1 ASTM A653M Steel Sheet, Zinc Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip process.

.2 For Steel Roof Deck - CSSBI Standard 10M

.3 For Composite Steel Deck - CSSBI Standard 12M.

.4 CGSB Standard for Coating, Zinc-rich, Organic, Ready Mixed, 1-GP-181M.

.5 The Ontario Building Code, latest edition.

1.3 DESIGN CRITERIA

.1 Floor Deck:

.1 Design floor deck (either composite or non-composite as specified) in conformance with CSSBI 12M, Articles 7.6 and 7.7, including Appendix thereto, for loading indicated on drawings, including concentrated loads stipulated in OBC Table 4.1.5.10.

.2 Design of steel floor deck shall be by a Professional Engineer licensed in the Province of Ontario, who shall sign and seal shop drawings prior to submission for review.

.3 Design composite deck sections for concrete strength indicated on drawings. In design of composite deck allow for loss of composite action at trench header duct locations.

.4 Deflection of floor deck shall not exceed 1/360th of span under superimposed load.

.5 Steel deck units shall be capable of sustaining the loads of wet concrete and placing and finishing operation, including unbalanced conditions, without overstressing the deck units or causing undue deflection or vibration, and, unless otherwise specified, without temporary shoring.

.2 Roof Deck:

.1 Design roof deck and fasteners in conformance with CSSBI 10M Article 8.6:

.1 To ensure that the roof deck is capable of supporting the dead plus live loads shown on the Drawings, the concentrated loads stipulated in OBC Table 4.1.5.10, and to resist the following minimum gross unfactored uplifts.

.2 1.25 kPa for the parallel to the edge strips and 2.0 kPa for the corner areas denoted as S and C respectively in the Structural Commentary to the National Building Code of Canada, Commentary I.



.3 Canopies 2.0 kPa.

.4 1.0 kPa for all other roof areas.

.5 Dead load of roof deck construction may be deducted from these uplifts, after applying relevant load factors for wind load and dead load resisting uplift.

.2 Design of steel roof deck shall be by a Professional Engineer licensed in the Province of Ontario, who shall sign and seal shop drawings prior to submission for review.

.3 Limit deflection of roof deck under specified snow load to 1/360 of span.

1.4 SUBMITTALS

.1 Submit erection drawings.

.2 Indicate design loading, including concentrated loads required by OBC, concrete strength, material grade and thickness, zinc coating designation, and test design specification number if applicable, whether deck is inverted, required minimum bearing, layout of units, framing and supports, anchorages, openings and reinforcement, accessories, details of flashings or closures at openings and columns, and details of construction, including size and spacing of fastenings to meet uplift and diaphragm action.

.3 Submit installation instructions for electrical raceways in accordance with CSA Standards.

.4 Prior to submission to Consultant, Contractor shall review all shop drawings. By this review, Contractor represents to have determined and verified all field measurements, site conditions, materials, catalogue number and similar data and to have checked and coordinated each shop drawing with requirements of the work and of the Contract Documents. Contractor's review of each shop drawing shall be indicated by stamp, date and signature of a responsible person.

.5 At time of submission, Contractor shall notify Consultant in writing of any deviations in shop drawings from requirements of Contract Documents.

.6 Consultant will review and return shop drawings in accordance with an agreed schedule. Consultant's review will be for conformity to design concept and for general arrangement only, and such review shall not relieve Contractor of responsibility for errors or omissions in shop drawings or of responsibility for meeting all requirements of the Contract Documents. Contractor shall make changes in shop drawings which Consultant may require consistent with the Contract Documents, and resubmit unless otherwise directed by Consultant. When resubmitting, Contractor shall notify Consultant in writing of revisions other than those requested by Consultant.

2 PRODUCTS

2.1 MATERIALS

.1 Steel: ASTM A653M. Base steel nominal thickness 0.76 mm or greater.

.2 Types of Deck

.1 Roof Acoustic deck

.1 38 mm

.2 Floor Composite deck

.1 38 mm



.3 Acoustical insulation: non-combustible, non-hygroscopic glass fibre with a density of 17.6kg/m3.

.4 Acoustical closures: 25 mm thick closed cell foam rubber, preformed to fit tightly to the deck underside between flutes.

.5 Cover plates, cell closures, cants and flashings: galvanized steel sheet with a minimum steel core thickness of 0.75 mm.

.6 Closures to exterior wall: closed cell neoprene.

.7 Primer: zinc rich, ready mix to CGSB 1-GP-181M.

.8 Fasteners: approved, corrosion resistant, of adequate capacity to resist uplift and diaphragm shear forces when test strengths are evaluated in accordance with procedures adopted by the Steel Deck Institute, St. Louis, Missouri.

2.2 FABRICATION

.1 Fabricate roof deck in accordance with CSSBI 10M.

.2 Acoustic Deck:

.1 Fabricate acoustic deck with rib webs perforated with 3 mm dia. holes staggered at 10 mm o.c.

.3 Reinforcement for Openings:

.1 Provide reinforcement for openings in accordance with CSSBI 10M, Clause 8.7.7.

.4 Fabricate composite steel deck in accordance with CSSBI 12M.

.5 Composite Non-Cellular Floor Deck:

.1 Provide bond between deck and concrete by deformations rolled into vertical webs and/or tops of flutes.

.2 Profile as dimensioned in catalogue load tables.

.3 End joints: swaged for 50 mm overlap and to provide faces of deck in same plane.

3 EXECUTION

3.1 EXAMINATION

.1 Verify alignment and levels of supporting members before laying floor or roof deck. Do not proceed with erection until conditions are made satisfactory.

3.2 ERECTION

.1 Place steel decking on structure and adjust to final position before permanently securing thereto. Bring each unit to proper bearing on supporting members. Pack if required between supporting steel and steel deck.

.2 Align deck end to end to accurately fit with the corresponding sections, with sections parallel, even and straight.

.3 After alignment and levelling fasten deck units to structure at ends of units and at intermediate supports by fusion welds not less than 19 mm diameter, spaced not more than 0.4 m o.c. where units abut, fasten each unit to the structure. Fasten side laps of adjacent units between supports by 0.025 m long welds at 0.9 m o.c. maximum or by clinching at



0.6 m o.c. maximum. Stagger welds along flanges of supporting members. Place one weld in each flute where side lap is made.

.4 Install necessary angle and channel closure pieces at ends of deck abutting other steel.

.5 Weld sheet metal flashing of similar material to the deck to close gap between floor units and columns. Close open ends of cell runs which occur at columns, openings, walls and where cells change direction, with cell closures of minimum core thickness of 1.2 mm.

.6 Where metal decking rests on exterior masonry walls, fill web spaces with neoprene closures.

.7 Where flutes are at right angles to exterior walls, and decking exposed on underside extends beyond these walls, the interlocking side laps of the decking shall be caulked for 0.4 m immediately over the walls. Install interior and exterior closures, the exterior closures being suitably caulked to prevent air infiltration. In addition, provide roofer with sufficient quantity of glass fibre pads to close off top-side flutes directly over the face of the wall.

.8 Where flutes run at right angles to interior partitions, fill web spaces with double run of acoustical closures.

.9 Closures are not required between interior partitions and underside of decking in areas having a suspended ceiling.

.10 Where flutes are parallel to interior partitions, install steel flashings to provide a neat juncture between the two materials.

.11 Attach metal cell closures at locations required to contain poured concrete.

.12 Install edge forming for concrete slabs over deck.

.13 Reinforcement is not required for openings cut in deck which are smaller than 150 mm diameter or sq. and where not more than two vertical webs are removed.

.14 For deck openings from 150 to 300 mm diameter or sq. in size, install 50 x 50 x 6 mm steel angle, perpendicular to flutes, welded to 2 flutes each side of opening.

.15 For deck openings over 300 mm diameter or sq., separate framing will be supplied under Work of Section 05100.

.16 Immediately after decking is permanently secured in place, touch up galvanized surface with primer where burned by welding.

.17 Note that roof areas have slopes in both directions. Where required, terminate deck at a "break-point" and provide a butt or lap joint as required.

3.3 ACOUSTICAL ROOF DECK

.1 In addition to the requirements of this section, meet the following requirements.

.2 Provide a sufficient number of 3 mm diameter holes at 10 mm staggered centres in all vertical webs to ensure a noise reduction coefficient of 0.7.

.3 Upon request, submit data to the Consultant substantiating load carrying capacity of deck.

END OF SECTION

Constance Bay Community Centre Addition 05 41 00 LIGHT WEIGHT STEEL FRAMING 10 Sep 2014 Page 1


1 GENERAL

1.1 SUMMARY



1.2 DESCRIPTION OF SYSTEM

.1 Lightweight Steel Framing includes Wind Bearing Studs, Axial Load Bearing Studs, and Roof Joists.

.2 Wind Bearing Studs

.1 Wall studs subjected to lateral loads (no axial loads other than self-weight and the weight of applied finishes)

.2 Steel bridging

.3 Top and bottom track

.4 Head, sill and jamb members for wall openings

.5 Stud, bridging and track connections

.6 Top and bottom connections to the main structure including detailing to accommodate floor and/or roof deflections.

.3 Joists

.1 Floor joists

.2 Headers and trimmers for floor or roof openings

.3 Bridging

.4 Closure channels

.5 Connections including web stiffeners.

1.3 QUALITY ASSURANCE

.1 Retain a Professional Engineer registered in the province of the Work to design the Lightweight Steel Framing System; to prepare, seal and sign all shop drawings; and to perform field review. Shop drawings shall show both design and installation requirements.

1.4 DESIGN CRITERIA

.1 Design shall be based on Limit States Design principles using factored loads and resistances.

.2 Loads and load factors shall be in accordance with the National Building Code of Canada. For wind load calculations, the reference velocity pressure, q, shall be based on a 1 in 50 probability of being exceeded in any one year for strength design and 1 in 10 for deflection.

.3 Resistances and resistance factors shall be determined in accordance with the National Building Code of Canada and CSA-S136.

.4 Conform to the requirements of fire rated assemblies which have been tested in accordance with CAN/ULC-S101 and provide a fire resistance rating as indicated.

.5 Stud and joist depths are shown on the drawings. Adjust stud and joist material thicknesses and spacings, as required by the design criteria. Use greater or lesser stud and joist depths only if approved by the Consultant.



.6 Space wall studs at 400 mm maximum unless otherwise shown on drawings. Use lesser stud spacings if required by the design criteria.

.7 For studs, track and joists, conform to the minimum design thicknesses in Table 1. Use greater stud, track and joist design thicknesses if required by the design criteria.

.8 For wall studs supporting brick veneer, the minimum design thickness exclusive of coating shall be the greater of the design thicknesses in Table 1 or 1.12 mm.

TABLE 1 Minimum Design Thicknesses

Studs, Track or Joist Depth (mm) Minimum Design Thickness Exclusive of Coating (mm)

64, 92, 102, 140, 152 0.84

184 0.91

203 1.12

235 1.22

254, 286, 305 1.52

356 1.91

.9 The minimum design thickness for bridging channel shall be 1.22 mm for studs and 1.52 mm for joists. Use greater bridging channel design thickness if required by the design criteria.

.10 The minimum design thickness for clip angles shall be 1.52 mm for studs and 1.91 mm for joists. Use greater clip angle thickness if required by the design criteria.

.11 Maximum flexural deflections under specified live or wind loads shall conform to the following:

.1 Wall studs supporting masonry veneer shall meet the requirements of CSA S304.1 with veneer deflections limited to L/720.

.2 Wall studs supporting other finishes, L/360.

.12 Building sway due to all effects, 1/400 of building height or 1/500 of storey height.

.13 For wind bearing studs, design connections to accommodate vertical deflection movement of the structure, frame shortening and vertical tolerances without imposing axial loads onto the framing. Leave a minimum gap of 25 mm. Larger gaps may be required to accommodate structural movement. Co-ordinate with the Project Structural Engineer. For spans larger than 13 m leave a gap of 50 mm.

.14 For wind bearing studs, limit free play and movement in connections perpendicular to the plane of the framing to ± 0.5 mm relative to the building structure.

.15 Design Lightweight Steel Framing components and assemblies to accommodate specified erection tolerances of the structure.

.16 Design bridging to prevent member rotation and member translation perpendicular to the minor axis. Provide for secondary stress effects due to torsion between lines of bridging. Do not rely on collateral sheathing to help restrain member rotation and translation perpendicular to the minor axis. Provide bridging at 1500 mm o.c. maximum for wind bearing studs,1200 mm o.c. maximum for axial load bearing studs and 2100 mm o.c. maximum for joists. Space bridging at equal intervals over the span length of the member. Closer spacings may be required to satisfy structural requirements.

.17 Design anchorage and splice details for bridging.



.18 Design for local loading due to anchorage of cladding and interior wall mounted fixtures where shown.

.19 Connections between light steel framing members shall be by bolts, welding or sheet metal screws.

.20 Allow for appropriate end eccentricities in the design of axial load bearing members.

.21 For stud walls, provide head, sill and jamb members and connections to frame openings larger than 100 mm in any dimension. For joists, provide headers and trimmers and connections to frame openings larger than 100 mm in any dimension.

.22 For stud walls anchor top and bottom track to the structure at a maximum spacing of 800mm o.c. Closer spacings may be required to satisfy structural requirements.

1.5 SUBMITTALS

.1 Shop drawings.

.1 Each shop drawing submitted shall bear the stamp and signature of a qualified Professional Engineer responsible for the design of this Section and registered in the Province of Ontario.

.2 Include all necessary shop details and erection diagrams. Indicate member sizes, locations, thicknesses exclusive of coating, coatings, and material types. Include connection details for attaching framing to itself and for attachment to the structure. Show splice details where permitted. Indicate dimensions, openings, requirements of related work and critical installation procedures. Show temporary bracing required for erection purposes.

.3 Indicate design loads.

.2 Submit three certified copies of mill reports covering chemical and mechanical properties, and coating designation of steel used in this work.

.3 Submit product data for mechanical fasteners indicating sizes, load capacities and type of corrosion protection.

.4 Submit on request, three representative pieces of all framing component parts including mechanical fasteners if used.

.5 Submit on request, three copies of engineering calculations or data verifying the capacity of the members, including masonry connectors if specified, and the ability of the assemblies to meet the design requirements.

.6 Do not fabricate or construct until submittals other than field review reports are reviewed and approved.

.7 Submit three copies of field review reports.

2 PRODUCTS

2.1 MATERIALS

.1 Steel shall conform to the requirements of CSA-S136 and shall be identified as to specification, grade, mechanical properties and coating type and thickness.

.2 Steel shall have metallic coatings that conform to one of the following ASTM Standards:

.1 ASTM-A653/A653M Standard Specification for Steel Sheet Zinc-Coated (Galvanized).

.2 Zinc-Iron Alloy Coated (Galvannealed) by the Hot-Dip Process ASTM A792/A792M Standard Specification for Steel Sheet, 55% Aluminum Zinc Alloy-Coated by the Hot-Dip Process.



.3 Lightweight steel framing members forming part of the exterior building envelope shall have a minimum coating of Z180 galvanizing in accordance with ASTM-A653/A653M. Other coatings (e.g. aluminum-zinc alloy to ASTM A792/A792M) providing equal or better corrosion protection may be used.

.4 Sheathing: Meets or exceeds requirements of ASTM C1177, gypsum sheathing, water-resistant treated core, non-combustible when tested in accordance with ASTM E136, maximum flame spread 5 and smoke developed 0 when tested in accordance with ASTM E84, 16 mm Dens-Glass Gold Sheathing by G-P Gypsum Corporation or 16 mm thick Securock Glass-Mat Sheathing Panels by CGC.

.5 Sheathing screws: Type S-12, bugle head, self-tapping, rust-resistant, fine thread for heavy steel gauge.

2.2 FASTENERS AND WELDS

.1 Bolts and nuts shall conform to the requirements of ASTM A307 or ASTM A325. Provide washers. Hot-dip galvanize bolts, nuts and washers.

.2 Sheet metal screws shall have a minimum coating thickness of .008 mm of zinc. Other coatings providing equal or better corrosion protection may be used.

.3 Welding materials shall conform to the requirements of CSA W59.

.4 Welding electrodes shall be of the 480 MPa minimum tensile strength series.

.5 Zinc rich paint for touching up welds and damaged metallic coatings shall conform to CAN/CGSB-1.181.

.6 Concrete anchors shall have a minimum coating thickness of .008 mm of zinc. Other coatings providing equal or better corrosion protection may be used.

.7 Powder actuated/low velocity fasteners are not permitted for fastening to structural steel or for fastening to concrete.

3 EXECUTION

3.1 GENERAL

.1 Fabrication and erection shall conform to the reviewed shop drawings. Modifications required to accommodate as-built conditions (other than minor dimensional changes) shall be submitted to Consultant for approval.

3.2 FABRICATION

.1 Except as noted herein, fabricated wall framing components shall conform to the requirements of CAN/CGSB-7.1.

.2 Where specified, provide cut-outs centred in the webs of members to accommodate services and through-the-knockout style bridging. Unreinforced cut-outs shall be limited to the dimensions in Table 2. The effect of cut-outs on the strength and stiffness of the member shall be considered.

.1 The distance from the centreline of the last unreinforced cut-out to the end of the member shall be not less than 300 mm.

TABLE 2 Allowable Dimensions for Unreinforced Cut-Outs

Member Depth (mm)

Perpendicular to the Length of the Member (mm)

Parallel to the Length of the Member (mm)

Centre to Centre Spacing (mm)

92, 102 40 max. 105 max. 600 min.



TABLE 2 Allowable Dimensions for Unreinforced Cut-Outs

Member Depth (mm)

Perpendicular to the Length of the Member (mm)

Parallel to the Length of the Member (mm)

Centre to Centre Spacing (mm)

>152 65 max. 115 max. 600 min.

.3 Length tolerances for members shall conform to Table 3.

TABLE 3 Length Tolerances

Member Types Length Tolerances

Tracks None

Wind Bearing Studs Plus/Minus 3 mm

Axial Load Bearing Studs Plus/Minus 1.5 mm

Joists Plus/Minus 3 mm

.4 Cross sectional geometry tolerances for members shall conform to Table 4.

TABLE 4 Cross Sectional Geometry Tolerances

Member Type

Member Depth A (mm)

Flange Width B (mm)

Lip Length C (mm)

Thickness T (mm)

Corner Angles

Joist, track or stud

-1, +2 -1, +2

Where Sheathing are attached directly to the flange, the minimum flange width shall be 31 mm.

-0, +4 The tolerance on delivered steel thickness shall conform to requirements of CSA S136*

Plus/Minus 3 degrees

.5 The steel thickness exclusive of coating shall be marked on each member by embossing, stamping with indelible ink or by colour coding.

3.3 FASTENERS AND WELDS

.1 Insure that connected parts are in contact. Provide clamping before welding or installing screws as required.

.2 Companies engaged in welding shall be certified by the Canadian Welding Bureau to CSA W47.1.Companies shall have welding procedures approved and welders qualified for the base material types and thicknesses that are to be welded.

.3 Welds shall conform to CSA S136, CSA W59 and ANSI/AWS D1.3, whichever is applicable.

.4 For material less than 3 mm thick, shop drawings may show nominal weld leg sizes. For such material, the effective throats of welds shall not be less than the thickness of the thinnest connected part.

.5 Touch-up welds and coatings damaged by welding with zinc rich paint. Prior to touching-up prepare surface in accordance with paint manufacturer’s recommendations.

.6 Sheet metal screws shall be of the minimum diameter indicated on the shop drawings but not less than a #8.



.7 Penetration of sheet metal screws beyond joined materials shall be not less than 3 exposed threads.

.8 Sheet metal screw thread types, drilling capability and installation shall conform to the manufacturer’s recommendations.

.9 Sheet metal screws covered by sheathing materials shall have low profile heads.

.10 Install concrete anchors in accordance with manufacturer’s recommendations.

3.4 ERECTION

.1 Methods of construction may be either piece by piece (stick-built) or by fabrication into panels (panelized) either on or off site.

.2 Lightweight Steel Framing shall be erected true and plumb within the specified tolerances. Temporary bracing shall be employed wherever necessary to withstand all loads to which the structure may be subject during erection and subsequent construction. Temporary bracing shall be left in place as long as required for the safety and integrity of the structure. The Erector shall ensure that during erection a margin of safety consistent with the requirements of the National Building Code and CSA-S136 exists in the uncompleted structure.

.3 Erection Tolerances

.1 For the purposes of this Section, camber is defined as the deviation from straightness of a member or any portion of a member with respect to its major axis, and sweep is defined as the deviation from straightness of a member or any portion of a member with respect to its minor axis.

.2 For wind bearing studs, out of plumbness shall not exceed 1/500th of the member length. Out of straightness (camber and sweep) shall not exceed 1/1000th of the member length.

.3 For joists, out of straightness (camber and sweep) shall not exceed 1/1000th of the member length.

.4 For track, camber shall not exceed 1/1000th of the member length.

.4 Studs shall seat into top and bottom tracks. The gap between the end of the stud and the web of the track shall not exceed 4 mm for wind bearing studs.

.5 Align adjacent or abutting members in the same plane to within ± 0.5 mm maximum.

.6 Spacing of studs shall not be more than ±3 mm from the design spacing. The cumulative error in spacing shall not exceed the requirements of the finishing materials.

.7 Align web cut-outs in studs and joists as required for the installation of through-the-knockout style bridging and services.

.8 Make all field measurements necessary to insure the proper fit of all members.

.9 Cutting of members may be by saw or shear. Torch cutting is not permitted.

.10 For studs and joists, reinforce cut-outs where the distance from the centreline of the cut-out to the end of the member is less than 300 mm. Submit the reinforcing detail to the Consultant for approval

.11 All axially loaded members shall be aligned vertically to allow for full transfer of the loads down to the foundation. Vertical alignment shall be maintained at roof/wall and floor/wall intersections.



.12 Joists, or their end stiffeners, shall be located directly over axial load bearing studs. Alternatively a load distribution member shall be provided to transfer loads. The use of track as a load distribution member is not permitted.

.13 Holes that are field cut into Lightweight Steel Framing members shall conform to the requirements of “Fabrication” paragraph.

.14 Replace members with localized damage.

.15 Unless a closer spacing is shown on the shop drawings, anchor top and bottom tracks securely to structure at 800 mm o.c. maximum. Place one additional anchor within 100 mm of the end of each piece of track and additionally as required by the shop drawings.

.16 Install additional studs at abutting walls, openings, terminations against other materials and on each side at corners unless explicitly detailed otherwise on the shop drawings.

.17 Insulation equal to that specified shall be placed in all jamb and header assemblies that will be inaccessible after their installation into the wall. Insure that insulation is kept dry and not compressed.

.18 Handling and lifting of prefabricated panels shall not cause permanent distortion to any member or collateral material.

3.5 SHEATHING

.1 Install sheathing in accordance with manufacturer’s instructions and applicable instructions in ASTM C1280.

.2 Use maximum lengths possible to minimize number of joints.

.3 Attach sheathing to metal framing with screws spaced 200 mm o.c. at perimeter where there are framing supports and 200 mm o.c. along intermediate framing in field.

.4 Drive fasteners to bear tight against and flush with surface of sheathing. Do not countersink.

.5 Locate fasteners minimum 10 mm from edges and ends of sheathing panels.

3.6 INSPECTION

.1 The Lightweight Steel Framing Design Engineer, responsible for the production of the shop drawings, shall provide periodic field review during construction and shall submit reports. These field reviews shall include review of mill tests reports, welded and screwed connections, connections to the main structure, member sizes, location and material thickness, coating thickness, erection tolerances, and all field cutting.

.2 The cost of this field review shall be paid for by the Contractor.

.3 Additional inspection and testing of materials and workmanship shall be carried out by a qualified Independent Inspection Agency appointed by the Owner.

.4 The cost of this additional inspection shall be paid for by Owner except that any testing or inspection required by the Consultant because of an error by the Contractor or due to departure from the Contract Documents by the Contractor, shall be paid for by the Contractor.

.5 Inspection shall include:

.1 Checking that mill test reports are properly correlated to materials.

.2 Sampling fabrication and erection procedures for general conformity to the requirements of the specification.

.3 Checking that the welding conforms to the requirements of this Section.



.4 Checking fabricated members against specified member geometries.

.5 Visual inspection of all welded connections including sample checking of joint preparation and fit-up.

.6 Sample checking of screwed and bolted joints.

.7 Sample checking that tolerances are not exceeded during fit-up or erection.

.8 Additional inspection and testing of welded connections as required by CSA W59.

.9 General inspection of field cutting and alterations required by other Sections.

.6 Submission of reports to the Consultant, the Contractor and the authorities having jurisdiction covering the work inspected with details of deficiencies discovered.

.7 The Contractor shall provide the necessary co-operation and access to insure that the inspection can proceed.

.8 The inspection provided in this section does not relieve the Contractor of his responsibility for the performance of the contract. The Contractor is solely responsible for quality control and he shall implement his own supervisory and quality control procedures.

.9 The Contract cannot rely on timely discovery and reporting of defective work. Materials or workmanship not conforming to the requirements of the Contract may be rejected at any time during the progress of work at no cost to the Owner even if the Contractor has to demolish and rebuild other work as a result.

END OF SECTION

Constance Bay Community Centre Addition 05 50 00 METAL FABRICATIONS 10 Sep 2014 Page 1


1 GENERAL

1.1 SUMMARY



1.2 REFERENCES

.1 ASTM A53: Pipe, Steel, Black and Hot-Dipped, Zinc-Coated Welded and Seamless

.2 ASTM A167: Standard Specification for Stainless and Heat-Resisting Chromium-Nickel Steel Plate, Sheet and Strip.

.3 ASTM A307: Standard Specifications for Carbon Steel Bolts and Studs, 60,000 psi Tensile Strength

.4 ASTM A325M: High-Strength Bolts for Structural Steel Joints Metric

.5 ASTM A500: Cold Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes

.6 ASTM A653/A653M: Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy Coated (Galvannealed) by the Hot-Dip Process

.7 ASTM D635: Test Method for Rate of Burning and/or Extent and Time of Burning of Self-Supporting Plastics in a Horizontal Position

.8 ASTM E84: Test Method for Surface Burning Characteristics of Building Materials

.9 ASTM F436: Hardened Steel Washers (for Use with High Strength Bolts)

.10 CSA-G40.20/G40.21-M: General Requirements for Rolled or Welded Structural Quality Steel/Structural Quality Steel

.11 CAN/CGSB-1.181: Ready Mixed Organic Zinc Rich Coating

.12 CAN/CSA G164-M: Hot Dip Galvanizing of Irregularly Shaped Articles

.13 CAN/CSA-S16.1: Limit States Design of Steel Structures

.14 CSA W47.1: Certification of Companies for Fusion Welding of Steel Structures

.15 CSA W47.2: Certification of Companies for Fusion Welding of Aluminum

.16 CSA W48 Series: Electrodes

.17 CSA W59-M: Welded Steel Construction (Metal Arc Welding)

.18 CSA-W117.2: Safety in Welding, Cutting and Allied Processes

.19 CGSB 85-GP-16M: Painting Galvanized Steel

.20 CISC/CPMA 2.75: Canadian Institute of Steel Construction/Canadian Paint Manufacturers Association “A Quick-Drying Primer for Use on Structural Steel”

.21 CISC: Canadian Institute of Steel Construction, "Code of Standard Practice"

.22 SSPC: Steel Structures Painting Council, "Steel Structures Painting Manual, Vol. 2

1.3 SUBMITTALS

.1 Shop Drawings

.1 Submit shop drawings for each item showing:

.1 Product and material identification, thicknesses, gauges, finishes.



.2 Dimensions and jointing details.

.3 Cuts and drilled holes.

.4 Anchorage and securement systems.

.5 Interfaces with the work of other Sections.

.2 Where structural or miscellaneous metal shapes and sizes, including shapes and sizes of hangers, bracing and anchors, are indicated on Architectural drawings it is the responsibility of the Metal Fabrications Subcontractor's structural engineer to review these shapes and sizes and confirm that they are adequate to support the loads anticipated. Consult with the Consultant regarding loading allowed by building structure. Subcontractor's structural engineer shall stamp and sign each shop drawing ensuring that the assemblies are provided in accordance with the engineer's design.

.3 Shop drawings for stairs and handrails and support members shall bear the seal and signature of a licensed Ontario Professional Structural Engineer responsible for their design.

.4 Clearly show and describe all items; sections, dimensions, erection details, anchors and fastenings, connection and jointing details.

.5 Clearly indicate any deviation from the specifications or drawings.

.2 Test Reports: Provide certified test reports showing compliance with specified performance characteristics and physical properties.

.3 Product Data: Submit manufacturer's printed product literature, specifications and data sheets.

.4 Samples: Duplicate samples of 300 mm square sheet, 300 mm long members of each finished architectural metal work. Show each combination of mechanical and chemical treatments to be used on alloy. Prepare samples on metal of same alloy and gauge to be used for work. Show typical welds, fasteners, screws, mitres, and anticipated joints for compatible finish.

1.4 QUALITY ASSURANCE

.1 Employ a professional structural engineer registered in the province of Place of the Work to review components and supporting systems for the Work of this Section requiring structural performance, to be responsible for determining sizes, joint spacing to allow thermal movement, and loading of components in accordance with applicable codes and regulations, and to consult with the Project structural engineer regarding loading allowed by building structure.

.2 It is imperative that the Metal Fabrications Subcontractor's structural engineer review and coordinate shop drawings with respective Subcontractors specified to ensure proper interface of Work between both Subcontracts.

.3 Retain a firm certified in accordance with CSA W47.1 Division 1 or 2.1 to perform welding.

.4 For aluminum work retain a firm certified in accordance with CSA W47.2-M to perform welding.

.5 Employ welding operators licensed per CSA W47.1 for types of welding required by the Work.

1.5 PRODUCT DELIVERY, STORAGE AND HANDLING

.1 Coordinate deliveries to comply with construction schedule and arrange ahead for strategic off-the-ground, covered storage locations. Do not load areas beyond the designed limits.



.2 Handle and store metal materials at job site in a manner to prevent damage to other materials, to existing buildings or property.

.3 Handle components with care, and provide protection for surfaces against marring or other damage. Ship and store members with cardboard or other resilient spacers between surfaces. Use lifting chokers of material which will not damage surface of steel members.

.4 Use strippable coatings or wrappings to protect exposed surfaces of prefinished metal work which does not receive site finishing. Use materials recommended by finishers or manufacturers of metals, to ensure that method is sufficiently protective, easily removed, and harmless to the finish.

.5 Prevent the formation of wet storage stain on galvanized articles by complying with the following measures:

.1 Stack articles or bundle to allow air between the galvanized surfaces during transport from supplier. Load materials in such a manner that continuous drainage could occur.

.2 Raise articles from the ground and separate with strip spacers to provide free access of air to most parts of the surface. Incline in a manner which will allow continuous drainage. Do not lay galvanized steel on cinders, clinkers, wet soil or decaying vegetation.

.3 Handle galvanized articles in such a manner as to avoid any mechanical damage and to prevent distortion.

.6 Tag metal fabrications, including associated anchor bolts, sleeves, and bases, or otherwise mark for ease of identification at project site.

1.6 COORDINATION

.1 Supply to concrete, masonry and/or other Sections, materials requiring setting and/or building-in in concrete, masonry or other trades. This includes inserts, anchors, frames, sleeves, etc. Verify locations of said materials.

1.7 PROJECT CONDITIONS

.1 Field Measurements: Take measurements at the building to assure proper fitting, fabrication, and erection of the work. Check dimensions in the field, whether or not shown, upon which the accurate fitting together and building-in of the metal fabrication work may depend or which affects the proper installation of the work of others.

2 PRODUCTS

2.1 MATERIALS

.1 Metals - General: free from defects which impair strength or durability, or which are visible; new, of best quality and free from rust, waves or buckles, and clean, straight throughout entire length, of sharply defined profiles and true in web and flange.

.2 Steel - General:

.1 Structural Shapes, Plates: New material conforming to CSA-G40.20/G40.21-M, Grade 350W for W and H shapes, and Grade 300W for other shapes, and plates.

.2 Hollow Structural Sections: New material conforming to CSA-G40.20/G40.21-M Grade 350W, Class H.

.3 Steel Pipe: Conforming to ASTM A53, Type "S", bare, Schedule 40, Grade A steel pipe.

.3 Galvanizing, steel shapes: CSA G164 Table 1, hot dip galvanized and pacivated after fabrication of individual components.



.4 Galvanzing, sheet steel: commercial quality to ASTM A653/A653M, Grade A, with zinc coating designation Z275, minimized spangle, in accordance with CSSBI Technical Bulletin No. 6. Galvanized sheets temper rolled and unpacivated zinc coating where required to receive paint or other applied finish.

.5 Welding Materials: Conforming to CSA W48.1-M and CSA W59-M.

.6 High Strength Bolts with Bolts, Nuts and Washers (for structural connections): Conforming to ASTM A325M with each type and size of bolt and nut sourced from same manufacture and of same lot. Use hot dipped galvanized where used in exterior connections or in unheated areas inside the building.

.1 Bolts: Heavy, hexagon head high strength structural bolts, of standard size, of lengths required for thickness of members joined and for type of connection.

.2 Nuts: Heavy hexagon semi-finished nuts.

.3 Washers: Flat and smooth hardened washers, quenched and tempered per ASTM F436.

.7 Common or Ordinary Bolts and Anchor Bolts (for general applications): Unfinished bolts conforming with ASTM A307, Grade A, with hexagon heads and nuts where exposed in the finish work. Use hot dipped galvanized where used in exterior connections or in unheated areas inside the building.

.1 Common bolts: of lengths required to suit thickness of material being joined, but not projecting more than 6 mm beyond nut, without the use of washers.

.2 Anchor bolts: of lengths noted, but projecting not less than 13 mm beyond nut unless otherwise noted.

.8 Drilled Inserts: Ramset "Mega" or Hilti "HSL" heavy-duty anchors installed in accordance with manufacturer's directions, to sizes shown. Load capacity when embedded in 25 MPa concrete shall not be less than:

Diameter Pullout kN Shear kN

8 mm 30.0 36.0

10 mm 43.6 57.2

12 mm 53.6 82.8

16 mm 83.6 149.6

20 mm 119.6 205.6

.9 Primer Paint: Solvent reducible alkyd, red oxide, in fast drying, lead and zinc-chromate free formulation conforming to CISC/CPMA 2.75. Use one brand of primer throughout the work.

.10 Galvanized Primer: Zinc rich conforming to CAN/CGSB-1.181 for new galvanized metal in compliance with CGSB 85-GP-16M. For galvanized fabrications touch-up to remain unpainted in finished work, use W.R. Meadows of Canada Ltd. "Galvafroid" or Kerry Industries "Z.R.C." or Niagara Paint Inc. "PL052898" zinc rich coating.

.11 Anchor bolts: CAN/CSA-G40.21, Grade 260W, expansion type with expandable collar not requiring oversize holes, non corrosive type for exterior use, stainless steel for use with aluminum.

.12 Drilled concrete anchors: Kwik-Bolt by Hilti or Wedge Anchor by Ucan Fastening Products.

.13 Drilled masonry anchors: SVA Sleeve Anchor by Hilti or SLE Sleeve Anchor by Ucan Fastening Products.

.14 Ladder rungs (on steel rails): "Algrip" by Safe Walk Inc., "Mebac" by IKG Industries, "Slipnot" by W.S. Molnar Co. or Safety-Tread by Amico.



.15 Ladder rungs (cast in concrete): 20 mm (3/4 rectangular solid aluminum, alloy 6051T4 with non-slip surface, No. 2916 by Stepcon Industries Inc. or approved alternative.

.16 Grout: V-3 Non-Metallic Grout by W.R. Meadows of Canada Ltd., or U. Set by U.S.E. Hickson Products Ltd.

.17 Grout for posts: Anchorite by C.C. Chemicals Limited or other epoxy grout of approved manufacturer.

2.2 FABRICATION

.1 Fabricate the work true to dimensions, square, plumb and level. Joints and intersecting members shall be accurately fitted with adequate fastenings.

.2 Finished work shall be free from distortion and defects detrimental to appearance and performance.

.3 Unless otherwise specified, noted or approved, all connections shall be welded.

.4 Where not possible connections shall be bolted or secured in an approved manner. Exposed fastenings shall be countersunk, bolts cut off flush with nuts and made as inconspicuous as possible. Exposed fastenings where approved shall be of the same material, colour and finishes as the base metal on which they occur.

.5 Shop and field connections shall comply with CSA S16.

.6 Connections to structural steel members shall be welded. No bolting or drilling of holes shall be done unless approved in writing by the Consultant.

.7 Fabricate items that are to be built into masonry or concrete and deliver to project site for setting; furnish items complete with bolts, anchors, clips, etc., ready to set. Furnish, completely install and connect other items. Erect items to proper lines and levels, plumb and true, and in correct relation to adjoining work. Secure parts in a rigid and substantial manner using concealed connections where practicable.

.8 Where necessary to secure work to the structure by means of expansion bolts, cinch anchors, and similar connections, lay out the work and install such connections, install the work and bolt up, unless otherwise noted.

.9 Provide bolts, shims, blocks, nuts, washers, wedging pieces, etc., required for complete installation, unless otherwise noted.

.10 Drill field holes for bolts or rivets. Do not burn holes.

.11 Furnish fitting-up bolts, drift pins, other tools and equipment and do necessary reaming of unfair holes found in field connections. New holes or enlargement of unfair holes by use of cutting torch is cause for rejection of the entire member. Replacement shall be made at Contractor’s expense.

.12 Mill joints to a tight, hairline fit; cope or miter corners. Form joints exposed to weather to exclude water.

.13 Remove burrs from all exposed cut edges.

.14 Accurately cut, machine and fit joints so that finished work presents a neat appearance.

.15 Assemble members without twists or open joints.

.16 Drill properly sized holes for connecting the work of other trades where such can be determined prior to fabrication. Where possible, show such holes on shop drawings. Place holes so not to cause an appreciable reduction in strength of member.



.17 Metal members shall be isolated where necessary in an approved manner to prevent corrosion due to metal to metal contact, or contact between masonry and concrete and metal.

.18 Backpaint aluminum surfaces in contact with cement, concrete, masonry, plaster or dissimilar metals with heavy coat of zinc chromate or non-staining alkali resistant bitumious paint.

2.3 WELDING

.1 Execute welding to avoid damage or distortion to the Work. Should there be, in the opinion of Consultant or Inspection and Testing company, doubt as to adequacy of welds, such welds shall be tested for efficiency and any work not meeting specified Standards shall be removed and replaced with new work satisfactory to Consultant. Execute welding in accordance with the following standards:

.1 CSA W48: for Electrodes. If rods are used, only coated rods are allowed.

.2 CSA W59: for design of connections and workmanship.

.3 CAN/CSA-W117.2: for safety.

.2 Welding shall be done by a fabricator fully approved by the Canadian Welding Bureau under the requirements of CSA W47.1.

.3 Thoroughly clean welded joints and expose steel for a sufficient space to perform welding operations. Neatly finish welds. Where exposed to view and finish painted, apply weld continuously and grind to a uniformly smooth finish.

2.4 PRIMING

.1 Prime all steel, whether exposed in the finish work or not, except as indicated below:

.1 Do not prime stainless steel and non-ferrous metals.

.2 Do not paint surfaces embedded in concrete.

.3 Do not paint surfaces in friction connections.

.2 Clean but do not paint surfaces being welded in field.

.3 Clean steel to SSPC SP3 (SP6) and remove loose mill scale, weld flux and splatter.

.4 Shop prime with 1 coat of primer paint to dry film thickness of 0.025 mm . Paint on dry surfaces, free from rust, scale, grease. Do not paint when temperature is lower than 7°C (45°F). Paint items under cover and leave under cover until primer is dry. Follow paint manufacturer's recommendations regarding application methods, equipment, temperature, and humidity conditions.

.5 After installation make good primed coat.

2.5 GALVANIZING

.1 Unless otherwise specified galvanize exterior ferrous metals including members exposed to exterior elements when in final location; members embedded on the exterior side of exterior walls; members built into roof construction; members imbedded in concrete; members specified in this Section or noted on Drawings.

.2 Hot-dip galvanize steel, in accordance with CSA G164 coating weight as prescribed for type of article, or ASTM A525M coating weight of 380 g/sq.m. as applicable. Galvanize after fabrication where possible. Follow recommended precautions to avoid embrittlement of the base metal by overpickling, overheating or during galvanizing.



.3 Perform hot dip galvanizing after fabrication. Straighten shapes and assemblies true to line and plane after galvanizing. Repair damaged galvanized surfaces with galvanize primer in accordance with manufacturer's printed directions.

.4 Pipe: Plug relief vents air tight. After galvanizing, remove plugs, ream holes to proper size and re-tap threads.

.5 Where the specification requires that material be zinc-coated it shall be zinc-coated after fabrication and in accordance with CGSB1-GP-181M (or) 1-GP-183M.

.6 Wet Storage Stain: Remove wet storage stain that may have developed in the coating before installation so that premature failure of the coating does not occur. Remove wet storage stain in accordance with galvanizer's recommendations.

.7 Repair of Galvanized Items: Repair coatings damaged by welding, cutting, or during handling, transport or erection using cold galvanizing compound specified, and as follows:

.1 Ensure surface is clean, dry, and free of oil, grease and corrosion.

.2 Power clean surface to near white metal condition, extending into undamaged galvanized coating.

.3 Apply touch up material to a dry film thickness of 0.203 mm ( minimum. If touched up work is to remain exposed in the finished work, apply a finish coat of aluminum paint to provide a colour blend with the surrounding galvanizing.

.4 Coating shall be continuous, adherent, as smooth and evenly distributed.

3 EXECUTION

3.1 EXAMINATION

.1 Examine substrate surfaces to receive the work of this Section and ensure that work done as part of the work of other Sections is complete and that there are no conditions which will adversely affect the performance of this work.

.2 Verify the accuracy and alignment of structural framing to which work of this Section is connected.

.3 Do not proceed with work until unsatisfactory conditions have been corrected. Commencement of work implies acceptance of surfaces and conditions.

3.2 ERECTION

.1 Fit joints and intersecting members accurately. Make work in true planes with adequate fastenings. Build and erect work plumb, true, square, straight, level and accurate to sizes detailed, free from distortion or defects detrimental to appearance or performance.

.2 Fit door frames and jambs with temporary steel spreaders to prevent springing frames and jambs out of shape.

.3 Weld as specified herein.

.4 Take adequate care to prevent damage to any material such as weld burns, etc.

.5 Include all cutting and patching of masonry walls where necessary. Obtain Contractor's approval of cut-outs in advance.

.6 Insulate where necessary to prevent electrolysis due to dissimilar metal to metal contact, or metal to masonry and concrete. Use bituminous paint, butyl tape, building paper or other approved means.

.7 Install materials in a good and workmanlike manner, cleaning and grinding all welding laitance and touching up primer where necessary.



3.3 CONNECTIONS

.1 Weld or high strength bolt main member connections. Use CISC double angle header connections wherever possible. High strength bolted connections shall be bearing type using 19mm dia. bolts conforming to ASTM A325M. Secondary members may be bolted with machine bolts.

.2 Perform high tensile bolted connections in accordance with CSA-S16.1. Accurately space holes of size 1.6 mm larger than the nominal diameter of the bolt. Install bearing type high tensile bolted connections unless shown otherwise on Drawings. Provide compressor or electrical equipment capable of supplying and maintaining required pressure at the wrench. Make connections without the use of erection bolts, some high tensile bolts will serve that purpose. Prevent nuts on bolts, except high tensile bolts, from becoming loose by burring bolt thread, by welding or by lock washers or lock nuts.

.3 Execute welding as specified under shop welding in Part 2 and as follows:

.1 Provide continuous welds on exterior work to provide proper weathering.

.2 Take necessary safety precautions in accordance with CSA Standards when welding is carried out in cold weather.

3.4 FIELD TOUCH-UP

.1 Paint bolt heads, washers, nuts, field welds and previously un-primed items. Touch up shop primer damaged during transit and installation with material to match shop primer or galvanize coating.

.2 Clean off dirt on installed miscellaneous metal surfaces.

3.5 SCHEDULE OF METAL FABRICATION ITEMS

.1 General

.1 Provide metal fabrication items specified herein and items not indicated to be supplied under other Sections.

.2 Refer to drawings for details of metal fabrication work and related items not specifically listed in this Section.

.3 Where work is required to be built into work of other Sections supply such members to respective Sections.

.4 Provide anchor bolts and expansion bolts or other means of anchorage required for building into floors, walls and ceilings, where it is necessary to secure metal and wood to concrete, masonry or steel work. Supply anchor bolts, nuts and similar hardware to the respective Sections for fastening.

.2 Steel Sections

.1 Supply and install steel sections which are:

.1 Not shown on structural drawings.

.2 Shown in outline, but not identified on structural drawings.

.3 Not noted on drawings to be supplied by another section.

.4 Not specified to be supplied under another section.

.2 Cutting of these steel sections in the field shall be done under this section and as directed. The cost of field cutting shall be borne by the trades requiring such cutting.



.3 Where sections are required to be built into masonry or concrete, supply such members to respective trades.

.4 Refer also to 'Miscellaneous Items' and 'Steel Lintels' article in this section.

.5 This work shall include, without being limited to -

.1 Steel lintels (loose), including those required over masonry openings and recesses for mechanical services.

.2 Where lintels cannot be supported on masonry, provide plates anchored flush into column or wall and weld the lintel to same.

.3 Steel bracing from underside of floor structure to head of windows.

.4 Equipment upstand at roof: steel channels as indicated.

.3 Brackets, Miscellaneous Steel

.1 Supply and install steel brackets and angles shown, detailed or required for completion of the project. Brackets shall be of sizes, shapes and at spacing shown.

.2 Drill for countersunk wood screws and anchor bolts.

.3 Holes for wood slats shall be spaced at centres to suit spacing of slats. Welding - continuous and ground smooth.

.4 Concealed support elements and framing

.1 Construct concealed support elements and framing from rolled steel sections assembled by welding.

.2 Design work to withstand, within acceptable deflection limitations, their own weight, the weight of the items to be supported, loads imposed by the motion of supported items, where applicable, and all live loads, static and dynamic which might be applied to the supported items in the course of their normal function. Design supports with a safety factor of 3. Design supports further as required to accommodate structural deflection.

.3 Provide accessories, inserts and fixings necessary for attachment of supports to building structure. Drill supports to receive attachment of supported items. Arrange supports to avoid conflicts with pipes, ducts, pre-cast concrete connections, thermal and air/vapour barrier construction, framing provided under other Sections, and such that supports and their fixings are fully concealed from view within the finished work.

.4 Paint all supports unless galvanizing is specified.

.5 Steel Frames for Miscellaneous Openings

.1 Connections: Connect built-up members of frames by means of plug welding. Miter or cope and join members with continuous welding beads.

.6 Anchors, Bolts and other Anchorages

.1 Provide all anchors, bolts and expansion bolts or other means of anchorage required for building into floors, walls and ceilings, where it is necessary to secure metal and wood to concrete, masonry or steel work, other than anchorages specified under other sections. Supply anchor bolts, nuts and similar hardware to the respective sections for fastenings.



.7 Adjustable Strap Anchors

.1 Supply to Masonry Section 5 mm x 38 mm steel strap anchors for anchorage of masonry walls to structural steel columns.

.2 Provide 50 mm wide 'U' shaped steel strap welded to columns at approximately 600 mm centres vertically to form slots to receive anchors.

.3 Shape strap anchors on joints of masonry to suit job conditions and turn 50 mm down into void. End fitting column slots shall be 150 mm long.

.8 Shelf Angles: Supply structural steel angles as detailed complete with required fastenings and anchors, to support masonry projecting from the face of the building structure.

.9 Lintels, Steel

.1 Supply steel lintels (loose) including those required over masonry openings, holes through masonry and recesses for mechanical services. Lintels to be of strength to support the imposed loads.

.2 Where lintels cannot be supported on masonry supply and install steel plates, of thickness equal to lintels, anchored flush into wall or column and weld lintel to plate and grind welds smooth.

.3 Lintels with a bearing of not less than 150 mm , bolt back to back lintels together with 12 mm dia. bolts at 450 mm o.c. or use equivalent welding.

.4 Where plates are required or shown at underside of lintels weld plate to angles with continuous welds and grind smooth.

.10 Supports, Lateral for Masonry Walls

.1 Supply and install, minimum size 100 x 100 x 150 x 6 mm thick, steel angles along top of concrete block walls exceeding 4500 mm in length and laterally unsupported by masonry walls at right angles to them. Fasten angles to structure above and space at not over 1800 mm o.c. on both sides of the walls, staggering the angles, that when combined, angles are not over 900 mm o.c.

.2 Where horizontal channels are indicated for laterally supporting masonry walls, provide slotted sleeve on flange of channel facing the masonry at 600 mm o.c. Along the channel together with (loose) angle bent 600 x 50 mm steel bars to fit slot to be adjusted to anchor into the nearest horizontal block mortar joint above and built in under Masonry Section 04 20 00.

.11 Metal Ladders

.1 Supply and install metal ladders complete with safety post in locations where indicated on the drawings. Metal ladders shall be 600 mm wide and constructed with 50 x 9 mm strings, 16 mm dia. rungs at 300 mm o.c. Rungs shall be shouldered and rivetted into strings. Ladders shall be complete with steel angle clips bolted to concrete floor and welded to strips. Secure to walls at not over 900 mm o.c with angle brackets and 12 mm dia. anchor bolts anchored into masonry. Finish painting: in accordance with Section 09 91 00.

.12 Bearing Plates at Expansion Joints

.1 Supply and install expansion joint steel bearing plates and angles, unless shown on structural drawings to be provided under Structural Steel section. Apply graphite lubrication compound between moving steel members.



.13 Boxes, Protective

.1 Fabricate 0.6 mm galvanized steel sheet boxes for soffit lights. Supply for installation under Drywall Section 09 21 16.

.14 Lintels, Steel

.1 Supply steel lintels (loose) including those required over masonry openings, holes through masonry and recesses for mechanical services. Lintels to be of strength to support the imposed loads.

.2 Where lintels cannot be supported on masonry supply and install steel plates, of thickness equal to lintels, anchored flush into wall or column and weld lintel to plate and grind welds smooth.

.3 Lintels with a bearing of not less than 150 mm, bolt back to back lintels together with 12 mm dia. bolts at 450 mm o.c. or use equivalent welding.

.4 Where plates are required or shown at underside of lintels weld plate to angles with continuous welds and grind smooth.

3.6 RECONSTRUCTION, ALTERATIONS AND MAKING GOOD

.1 Do all re-construction, alterations, fitting, patching and making good of the existing building and to join new work to existing.

END OF SECTION

Constance Bay Community Centre Addition 05 51 00 STEEL STAIRS AND RAILINGS 10 Sep 2014 Page 1


1 GENERAL

1.1 SUMMARY



1.2 WORK UNDER OTHER SECTIONS

.1 Structural steel members shown on the structural drawings - under Structural Steel Section 05 12 20.

.2 Installation only of steel sleeves in concrete - under Concrete Section 03 30 00.

.3 Installation of concrete fill and wire mesh for stair treads and landings - under Concrete Section 03 30 00.

.4 Finish painting - under Painting Section 09 91 00.

1.3 SHOP DRAWINGS

.1 Refer to Submittals Section 01 33 00.

.2 Shop drawings shall bear professional stamp and signature of an engineer, responsible for the design of this Section and registered in the Province of Ontario.

.3 Shop drawings to clearly indicate all locations, markings, quantities, materials, sizes and shapes and indicate all methods of connecting, anchoring, fastening, bracing and attaching to the work of other trades.

.4 Show verification that members used are adequate to carry the live and dead loads.

.5 Underline, ring or otherwise point up any deviation from the specification or drawings.

1.4 DESIGN

.1 Steel stairs and landings shall be designed in accordance with the Ontario Building Code and the regulations of the Factory Inspection Branch of the Ontario Department of Labour and the Ontario Fire Marshal's Office.

.2 Treads, landings and risers shall be minimum 3.5 mm thick.

.3 Maximum deflection for any members shall not exceed 1/360 of the span under a live load of 610 kg/m2 .

2 PRODUCTS

2.1 MATERIALS

.1 Steel - grade 44W steel complying with CAN/CSA G40.20/G40.21.

.2 Rolled Shapes - grade 300W steel complying with CAN/CSA G40.20/G40.21.

.3 Welding materials - complying with CSA W59.

.4 Exterior and interior grade primer - zinc-chromate conforming to CAN/CGSB 1-GP-40D.

.5 Epoxy grout - 'Anchorite' by C.C. Chemicals Ltd., Thornhill, or other approved non-shrink, non-staining epoxy grout.

.6 Steel checkerplate - steel checkerplate of manufacturer's standard design. Treads shall have integral nosing.

.7 Steel grating - 'M and M' grating by Dominion Bridge Co. Ltd. Treads shall have integral nosing.



.8 Stainless steel - No. 302 alloy, No. 4 finish, unless otherwise specified elsewhere in this section.

.9 Zinc rich paint and primer - zinc rich organic coatings complying to CAN/CGSB 1-GP-181-99.

.10 Hot dip galvanizing - complying to CAN/CSA G164-M92.

.11 Pipe Railings - Standard zinc coated steel.

.12 Tube Railings - Heavy walled zinc coated seamless tube with capped ends.

.13 Fastenings:

.1 To Steel - Machine Bolts or Countersunk Screws.

.2 To Concrete Block and Concrete - expansion shields.

.3 To Gypsum Board - Bolts into 6 mm thick drilled and tapped metal plate backing behind gypsum board.

2.2 FABRICATION

.1 Fabricate the work true to dimensions, square, plumb and level, joints and intersecting members shall be accurately fitted and with adequate fastening.

.2 Finished work shall be free from distortion and defects detrimental to appearance and performance.

.3 Welding shall comply with CSA W59 and be done by a fabricator fully approved by the Canadian Welding Bureau under the requirements of CSA W47.1. File or grind exposed welds smooth and flush do not leave grinding marks.

.4 Protect adjoining surfaces from weld spatter.

.5 Weld connections where possible, where not possible connections shall be bolted or secured in an approved manner. Exposed fastenings shall be countersunk, bolts cut off flush with nuts, and made as inconspicuous as possible. Exposed connections shall be of the same material, colour and finish as base material on which they occur.

.6 Shop and field connections shall comply with CSA S16.

.7 Construct treads, landings, risers, as detailed.

.8 To pans of treads, tack weld 75 x 75 x 3.4 mm expanded metal mesh to receive concrete fill supplied and installed under Section 03 30 00.

.9 Construct balustrades, handrails, wall rails and brackets as detailed. Wall handrails shall be similar in design and finish to the centre handrail.

.10 Fabricate wall rail brackets of 19 mm steel rod and 64 mm x 6 mm thick steel flange with a threaded rod welded to back of flange for screwing into expansion shield in concrete and masonry.

2.3 SHOP PAINTING

.1 After fabrication, steelwork shall be thoroughly descaled, any roughness and irregularities removed by grinding, cleaned with a wire brush, have oil and grease removed from the surface and be given one shop coat of priming paint.

.2 Do not paint steel to be encased in concrete, nor surfaces and edges to be field welded. If prepainted, remove paint for field welding for a distance of at least two inches on all sides of the joint.

.3 After installation spot prime field bolt heads and nuts field welds and any abrasions or damage to the shop coat of the primer.



3 EXECUTION

3.1 INSTALLATION

.1 Install treads, risers, stringers, landings, balustrades, wall rails and brackets, handrails complete and as detailed including steel bases at landings.

.2 Interior balustrades shall be plug welded to steel and shall be secured to walls with fixing plates.

.3 Connections between handrails and balusters and in lengths of handrails shall be continuously welded.

.4 Where fastenings or anchors have to be built in by other trades, supply same with necessary templates, instructions and supervision to ensure satisfactory installation. Supply metal anchoring devices.

.5 Where interior balustrades are set in concrete, set upright in sleeves with epoxy grout. Supply sleeves.

.6 Provide and fit adjustable metal scribe mould at top of all wall strings and intermediate landing steel base at junction with masonry.

.7 Install fastening clips to underside of stairs to permit installation of furring channels for soffits.

.8 Surplus welding material shall be ground off and internal and external corners shall have sharp lines. Remove grinding marks.

3.2 RAILINGS AND BALUSTRADES

.1 Supply and install interior and exterior balustrades, handrails and brackets at staircases, steps, balconies and open spaces where indicated.

.2 Balustrades with wood handrail:

.1 Pickets - zinc coated steel at the centres shown, welded at top of zinc coated steel bar. Drill bar for countersunk screws for fixing wood handrail. Set pickets in concrete a minimum depth of 100 mm and accurately spaced as shown. Pack with non-shrink grout.

.2 Anchor wall handrails with square zinc coated steel bar brackets complete with flanges as detailed, and spaced at maximum 900 mm o.c.

.3 Wood handrail - under Section 06 20 00.

.3 Balustrades with steel handrail:

.1 Railing - formed from mild steel sheet in as long lengths as possible with a minimum of joints. Continuously weld joints and grind smooth. Install stiffeners with rail at each picket or on wall at 700 mm o.c. fit support angles for lighting and lenses where required.

.2 Pickets - solid zinc coated steel. Set pickets as shown.

.3 Anchor wall handrails to concrete with expansion bolts at 1400 mm minimum centres. Install steel spacers and reinforcing as required. After fastening plug, fill and grind smooth bolt holes.

.4 Pipe Handrails:

.1 In service areas and at locations noted, provide and install 38 mm standard pipe handrails.



.2 Support wall rails on intermediate wall brackets located at maximum 1200 mm o.c. Securely anchor to wall with the threaded rod at back of flange screwed into expansion shield set into concrete and masonry. Tap metal plate behind gypsum board and screw threaded rod at back of flange thereto.

.5 Balustrades, with intermediate rails and pickets, maximum 1000 mm o.c., anchored with floor plate where noted balustrades shall be removable, provide recessed floor sockets to suit. Supply sockets to concrete section for installation.

.1 Plug open ends of rails and grind smooth.

.6 Construct balustrades and railings in accordance with the O.B.C. minimum loading requirements.

END OF SECTION

Constance Bay Community Centre Addition 05 12 20...

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