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SOUTHEAST FALSE CREEK ENERGY CENTRE SECTION 05120 AND SEWAGE PUMP STATION STRUCTURAL STEEL PAGE 1

ITT PS08037 Sandwell Engineering Inc. / 162178 June 2008

1 GENERAL

1.1 Description of Work

.1 The Work includes but is not necessarily limited to providing all materials, labour, equipment, and services for the supply, detailing, fabrication, protective coating, storage, delivery to site, offloading, erection and installation, touch-up and clean-up of structural and miscellaneous steelwork.

1.2 Related Work

.1 Related sections of the work include:

.1 Grout Section 03600

.2 Embedded Steel Section 05400

.3 Painting Section 09900

.2 This section of the Specifications is not necessarily complete in itself. Read it with the other sections of the tender documents.

1.3 Reference Standards

.1 Unless specified otherwise the following standards are the minimum acceptable Standards for performance of the Work. If a more recent edition is available when the work is done, use the most recent edition.

.2 Canadian Standards Association:

.1 CAN/CSA S16.1-01 Limit States Design of Steel Structures (including S16S1-05, supplement #1)

.2 CSA W47.1- 92 Certification of Companies for Fusion Welding of Steel Structures

.3 CSA W59-M1989 Welded Steel Construction (Metal Arc Welding)

.4 CAN/CSA G40.20-M92 General Requirements for Rolled or Welded Structural Quality Steel

.5 CAN/CSA G40.21-M92 Structural Quality Steels

.6 CAN/CSA G164-M92 Hot Dip Galvanizing of Irregularly Shaped Articles

.3 Canadian Institute of Steel Construction:

.1 Handbook of Steel Construction, ninth edition 2006

.4 American Society for Testing and Materials:



.1 ASTM A53/A53M-99b Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless

.2 ASTM A108-99 Standard Specification for Steel Bars, Carbon, Cold-Finished, Standard Quality

.3 ASTM A153/A153M-98 Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware

.4 ASTM A307-97 Standard Specification for Carbon Steel Bolts and Studs, 60 000 PSI Tensile Strength

ASTM A325-97 Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength

.5 American Galvanizers Association:

.1 The Design of Products to be Hot Dip Galvanized After Fabrication

.6 Galvanizing Department, Canron Inc., Western Bridge Division:

.1 Design Recommendations for Products to be Hot Dip Galvanized after Fabrication

.7 Follow all the requirements of CAN/CSA S16.1 for structural steel work, except where these specifications impose different requirements.

.8 Follow all the requirements of CSA W59 for welding. Except where these specifications impose different requirements, only use companies and welders certified and qualified in accordance with CSA W47.1.

1.4 Source Quality Control

.1 Before starting work, submit two certified copies of mill reports covering the chemical and physical properties of the steel used in this work.

1.5 Design of Details and Connections

.1 Design details and connections to CAN/CSA S16.1 to resist forces, moments and shears shown.

.2 Weld shop connections and bolt field connections except where noted on the drawings and as agreed by the Consultant.

.3 Design beam end connections to provide a connection capacity equal to the factored shear resistance of the as-rolled beam (Vr) or the load noted on the drawings unless otherwise noted. Design the connections to provide the connection capacity in all respects. Consider both shear and bending at all critical sections, particularly when members are coped.

.4 Bolted or welded double angle beam connections and end plate beam connections meeting tables 3-37, 3-38 and 3-39 of the CISC Handbook will be accepted, provided that:

.1 The heaviest connection for each beam size is used, and



.2 The connection capacity is at least 1.0 Vr.

.1 Any combination of welded or bolted legs may be selected from the tables.

.5 For beams with copes, connections with reduced capacity of at least 0.9 Vr will be accepted if this can be achieved without reinforcement. If the coped section does not provide at least 0.9 Vr, reinforce the connection. Design the reinforced connection for the full capacity of 1.0 Vr, or the load noted on the drawings.

.6 1.5.6 Follow the specific requirements shown on the drawings. Where member sizes and plate thickness are not shown, provide:

.1 Rolled sections, minimum web thickness: 5.0 mm

.2 Plate, general including checker plate, minimum thickness: 6.0 mm

.3 Plate stiffeners, Gusset plates, minimum thickness: 10.0 mm

.4 Hollow sections, minimum wall thickness: 4.8 mm

.7 Use E-480XX electrodes.

.8 Use 20 mm diameter bolts or larger. Use one bolt size throughout except as shown or approved by the Engineer.

.9 Use bearing type bolted connections unless noted otherwise. Exclude threads from shear plane. Unless otherwise noted, use at least two bolts in all connections.

.10 Do not use single angle beam connections except for small channel sections for members supporting walkways and gratings.

.11 Unless noted otherwise, design moment connections for 100 percent of the moment capacity of the members.

.12 Design column splices and base plate connections to meet CAN/CSA S16.1, using the loads shown on the drawings. Provide splice capacity sufficient for the loads shown and no less than the full compression capacity and 100% of the moment capacity of the smaller member spliced. The minimum acceptable connection of column to base plate is a continuous seal weld.

.13 Use work points that are specifically shown on the engineering drawings. If no work points are shown, locate work points at the intersections of members and design connections so that no eccentricities will be introduced in the members. Special requirements may apply if members are HSS sections and fatigue is a design consideration.

.14 Design connections subject to fatigue loading to the requirements of CAN/CSA S16.1, Clause 14.

.15 Avoid creating recesses that cannot be painted. Where packing plates and shims are required, provide plates wider than the smaller member in the connection.

.16 If galvanizing is specified, detail components to suit the galvanizing process. Provide adequate venting and drainage holes.



1.6 Additional Requirements for Braced Frames (including roof bracing)

.1 Review the following provisions with the Consultant, and submit sample calculations and proposed connection layout to the Consultant for review before starting connection design.

.2 Design beam and strut end connections to provide a shear capacity equal to the greater of:

.1 the beam shear capacity Vr, or

.2 the sum of the beam shear load shown on the drawing plus the vertical components of the forces used for brace connection design.

.3 Design beam and strut end connections to provide an axial capacity equal to the greater of:

.1 20 percent of the tension capacity of the member, or

.2 the pass-through force shown on the drawings.

.4 Interconnect all star angle braces at third points.

.5 Connect cross braces at crossover point with 1 bolt for angles and 2 bolts for tees.

.6 Design connection details to comply with the special ductility requirements of CSA S16.1, clause 27, consistent with the ductility rating of the structure as identified on the drawings.

.7 Splice columns to resist the loads induced by the AgFy forces in the bracings.

.8 Use pretensioned high-strength bolts per the requirements of CSA S16-1.

.9 Reinforce braces at connections as required to maintain the net area at least equal to the gross area of the brace section.

1.7 Shop Drawings

.1 Prepare shop and erection drawings under the supervision of the Contractor's Professional Engineer registered in the Province in which the work is being performed.

.2 Before preparing shop drawings, prepare concept sketches of connections and review the concept of connections, loads and pass-through forces with the Consultant.

.3 Prepare shop drawings, including erection and setting out drawings, and structural steel details that the Consultant considers necessary to show details of the work to be provided in relation to adjacent work of other contracts. Clearly identify shop drawings by title and number of this Contract, and provide reference to the applicable Contract Drawings. Show payment category and weights on each drawing. Notify the Consultant in writing of changes made from Contract Drawings.

.4 Indicate shop and erection details including cuts, copes, connections, holes, bolts, and welds. Indicate welds by welding symbols defined in CSA W59.

.5 The Contractor may use reproductions of the design drawings as the basis for his erection drawings. Remove the Consultant’s logo and title block and replace them with a title block containing at least the identifying information required by these specifications.



.6 Supply drawings, templates and special instructions as called for in the Specifications, or required for the proper installation of the parts shown and in accordance with the intent of the Contract Documents.

1.8 Submittals

.1 Before starting preparation of shop drawings, provide a shop drawing submittal schedule to the Consultant for review and approval. Include a general description of each group of shop drawings that will be submitted, and the proposed number of drawings and submittal date for each group.

.2 Submit shop drawings conforming to the format used for the Contract Drawings. Use metric dimensions with metric SI shape designations throughout the project.

.3 Before submitting the drawings to the Consultant for review, have the shop drawings checked and the accuracy and quality verified by the Contractor's Professional Engineer. Field verify all dimensions of existing structures before fabrication.

.4 Submit in accordance with the Contract Schedule not less than one print and one sepia of shop drawings to the Consultant for his review. The Consultant will return one print, stamped to indicate that the shop drawings have been reviewed and comments added where applicable. Illegible, obscure or incomplete shop drawings will be returned by the Consultant marked "not reviewed". Redraw and resubmit any shop drawings returned “not reviewed”.

.5 Make changes and resubmit shop drawings to meet the Consultant’s requirements.

.6 When the Consultant’s review is complete, provide the Consultant with one signed and sealed print and one sepia of all final shop and erection drawings incorporating the requested changes. The signature and seal on each drawing must be the by the Contractor's Professional Engineer registered in the Province in which the work is being erected or installed.

.7 Shop and erection drawings will not be accepted for construction until the Consultant receives the signed and sealed copies.

.8 Make sure that the work supplied conforms to the final sealed shop drawings.

.9 The Consultant’s review of shop drawings is for general concept only and in no way relieves or mitigates the Contractor's obligation for drawing accuracy, suitability of materials and to produce Works which are complete, accurate and fit for their intended purpose. Any errors in dimensions, sizes, welds, connections, fasteners and details shown on the shop drawings are the responsibility of the Contractor.

.10 The cost of changes resulting from the Consultant’s review is the responsibility of the Contractor.

.11 Allow a two-week period for Consultant’s review. Any work that proceeds before shop drawings signed and sealed by the Contractor’s Professional Engineer, have been submitted to the Consultant, or before the Consultant has accepted the shop drawings for construction is at the risk of the Contractor.

.12 Before the Contractor notifies the Owner that the Works are ready for final inspection, furnish to the Consultant one print and one sepia of "as built" drawings for items supplied or fabricated by the Contractor.



.13 Submit a proposed fabrication, delivery and erection schedule for all steelwork items. Submit a progress report at the end of every week identifying the progress of shop drawings, material ordered and expected delivery date, material received, material fabricated, material painted, material shipped and material erected.

1.9 Measurement for Payment

.1 No measurement is required for Lump Sum work. Measure changes to Lump Sum work on the Unit Price basis.

.2 Measure work performed on the Unit Price basis, as follows:

.1 Shapes, Bars and Hollow Structural Sections - Compute the mass of metal from the finished dimensions shown on the "as-built" shop drawings. Do not deduct for holes created by cutting, punching or drilling, for material removed by coping or clipping, or for materials removed by weld joint preparation. Do not allow for crops, cutting, milling or planing, fasteners, washers, welds, studs, shims, painting, or galvanizing in the computed mass. Use the published mass per meter of length, or if no mass is published, compute the mass from the specified cross-sectional area. Assume the mass density of steel to be 7,850 kilograms per cubic meter.

.2 Floor and Wall Bracing - Vertical or horizontal members whose sole purpose is to provide stability to the building are classified as bracing. Columns, floor and roof framing which form part of the bracing are not classified as bracing. Wall struts that form part of the bracing are classified as beams.

.3 Temporary Bracing - No measurement required. Considered as part of erection cost.

.4 Connections - Compute the mass of connecting materials such as end plates, connection angles, gusset plates and base plates from the "as-built" shop drawings. Combine with the mass of the member to which the connecting materials are shop-attached. Payment will be made under the individual member pay category.

.5 Plates and Slabs - Compute the mass of plates using the theoretical rectangular dimensions of plates or slabs from which the finished plate or slab pieces shown on the shop details can be cut. When it is practical and economical to do so, cut several irregularly shaped pieces from the same plate or slab. In this case, compute the mass using the theoretical rectangular dimensions of the plate or slab from which the pieces are cut. Do not allow for burning, cutting, trimming or planing, fasteners, welds, studs, shims, painting and galvanizing in the computed mass. In all cases use the published mass provided by the manufacturer of the specified plate.

.6 Grating - Compute the area from the finished dimensions shown on the "as-built" shop drawings without allowances for wastage, banding, fasteners, welds, paint and galvanizing.

.7 Grating Treads - Compute the mass of grating treads from the shop drawings using the published mass of the grating.

.8 Checker Plate - Compute the area from the finished dimensions shown on the "as-built" shop drawings without allowances for wastage, burning, cutting, trimming, planing, fasteners, studs, welds, painting or galvanizing.



.9 Guardrail and handrail - Compute the length from the finished dimensions shown on the "as-built" shop drawings or from field measurement without allowance for wastage, crops, burning, cutting, milling, trimming, planing, fasteners, welds, shims, posts, intermediate rails, inserts, sleeves, fitting or painting.

.10 Kickplate - Compute the length from the finished dimensions shown on the "as-built" shop drawings or from field measurement without allowances for wastage, crops, burning, cutting, milling, trimming, planing, fasteners, welds, painting or galvanizing.

.11 Hourly Rates - Compute drawing office labor on the basis of hourly rates and the authorized hours spent to revise the shop and/or erection drawings due to revisions on engineering drawing. NO hours will be allowed in computation because of changes to the engineering drawing, which occur before the detail shop drawing is issued to the Consultant, or for changes in the areas marked "hold" and released at a later date.

2 PRODUCTS

2.1 Materials

.1 Structural steel:

.1 Rolled sections (except angles and channels): CAN/CSA G40.21 Grade 350W

.2 Rolled sections (angles and channels): CAN/CSA G40.21 Grade 300W

.3 Welded wide flanges: CAN/CSA G40.21 Grade 350W

.4 Plate: CAN/CSA G40.21 Grade 350W

.5 Hollow structural sections: CAN/CSA G40.21 Grade 350W, Class H

.6 Checker plate: ASTM A36

.7 Stack Carrier Pipe Stainless Steel, ASTM A778 Gr. 316L welded, ANSI/ASME B36.19 Sch. 80S. Fittings are to be to ASTM A774

.2 Anchor bolts:

.1 ASTM A307, hot dip galvanized

.2 Dywidag Threadbar to CSA-G30.18 fy=517 MPa; fu=690 MPa.

.3 Drilled-in concrete anchors

.1 Anchor systems by HILTI Canada Limited or as approved by Consultant.

.4 Bolts, nuts and washers:

.1 ASTM A325 or ASTM A490 hot dip galvanized

.5 Welding materials:



.1 CSA W59M

.6 Guardrail and handrail pipe:

.1 ASTM A-53, minimum yield strength 240 MPa

.7 Grating:

.1 Welded carbon steel serrated bar grating with 38 mm x 5 mm bearing bars at 30 mm centers and cross bars at 100 mm centers. Grating to be fully banded and galvanized.

.8 Shear studs:

.1 ASTM A108 (Grades 1015 and 1018).

.9 Hot-dip galvanizing:

.1 CAN/CSA G164, minimum zinc coating 610 g/m2.

.10 Use new materials free from excessive rust, scale, discoloration and other defects that would reduce the strength or general serviceability thereof. Conform to the tolerances specified in CAN/CSA G40.20-M.

.11 If hot-dip galvanizing is specified, ensure steel as supplied and fabricated is suitable for hot-dip galvanizing, and will withstand galvanizing operations without embrittlement. Conform to the recommendations of appendices A and B of CSA G164.

.1 Ensure steel is chemically suitable for galvanizing. Take particular care to verify before fabrication that the steel can be galvanized if the following limits are exceeded:

.1 Carbon 0.25 %

.2 Phosphorus 0.04 %

.3 Manganese 1.35 %

.4 Silicon 0.05%

.5 If the silicon content is below 0.04 %, confirm before fabrication that the specified minimum coating weight can be achieved.

2.2 Alternatives

.1 Do not substitute steel sections or materials unless approved in writing by the Consultant. Furnish the Consultant with the specifications of the alternative steel that the Contractor proposes to use and the name of the Mill at which the material was manufactured. Revise drawings immediately with substituted member.



3 EXECUTION

3.1 Fabrication

.1 Fabricate structural steel, as indicated, in accordance with CAN/CSA S16.1 and in accordance with approved shop drawings.

.2 Do not field splice without prior written approval by the Consultant.

.3 Close all hollow structural sections air tight with end plates and seal welds. If galvanizing is specified, provide drain holes as required for galvanizing. After galvanizing, seal weld drain holes and repair galvanizing with Zinga.

.4 Do not use intermittent welds in areas subject to corrosion or fatigue. Seal weld all welded joints.

.5 Fabricate guardrail, handrail and kickplate to allow field alignment and adjustment. Detail and fabricate guardrails to fit around equipment. Field measure for guardrails near equipment after equipment is in place.

.6 Avoid welding which will distort or damage the members, or induce stresses greater than design stresses.

.7 Stress-relieve complex weldments.

.8 Provide grout and vent-holes in base plates where the perimeter of the plate will be obstructed by shear-plates or angles. If the corners of the base plate are open, provide a 25 mm hole near the centre of the plate. If the corners of the base plate are not open, provide a 25 mm hole in each of two diagonally opposite corners, and provide 10 mm vent holes in the other corners.

3.2 Connection to Existing Work

.1 Verify all dimensions of existing work before starting shop detailing or fabrication. Report any discrepancy to the Engineer and await instructions.

.2 Carry out an accurate survey of as-built locations of anchor bolts as soon as practicable, if possible before starting shop fabrication. Modify shop drawings as required to suit as-built locations of anchor bolts.

3.3 Painting and Galvanizing

.1 Paint as per Specification in Section 09900.

.2 Do not paint steelwork in areas to be field welded.

.3 Galvanize the following unless noted otherwise (do not paint):

.1 All Grating

.2 Stair treads including nosing

.3 All structural steelwork within the wet well



.4 All embedded insert plates

.4 Galvanize structural steel sections where indicated (do not paint these galvanized sections unless specifically indicated in paint specification, Section 09900).

.5 Stencil the lifting capacity on each side of monorail and crane beams. Use at least 150 mm high letters.

.6 Stencil the bay-line references for each of the two intersecting bay lines on each column. Locate the stencilled references approximately 1500 mm above grade and 1500 mm above each floor level. Use at least 100 mm high letters.

3.4 Marking

.1 Shop mark materials for fit and match.

.2 Mark materials in accordance with CAN/CSA G40.20.

.3 Do not use welded mark numbers on any members.

.4 Do not use die stamping without the approval of the Consultant. Die stamping of fracture critical members will not be permitted.

.5 If steel is to be painted, use indelible markings of maximum 50 mm height or attach tags. After erection, touch up indelible marking and remove tags.

.6 If steel will be left unpainted, place marking at locations not visible from exterior after erection.

3.5 Delivery and Storage

.1 Suitably secure and protect all materials during fabrication, shipping, storage and erection.

.2 Repair and make good all damaged or defective materials, including paint damaged during shipping or paint damaged due to exposure, at no expense to the Owner.

3.6 Schedule of Work

.1 Supply all necessary instructions and drawings to other trades for work to be completed by such trades for this work.

.2 Schedule fabrication, delivery and erection for proper execution of work and work of other trades.

3.7 Erection

.1 Inspect work of other trades that affect the Work and advise the Consultant of any errors or discrepancies before starting Work.

.2 Erect structural steel, as indicated and in accordance with CAN/CSA S16.1 and in accordance with approved drawings.

.3 Obtain written permission of Consultant before field cutting or altering of structural members.



.4 Clean with mechanical brush and touch up paint to bolts, rivets, welds and burned or damaged surfaces at completion of erection.

.5 Install all temporary bracing required to ensure that all loads can be safely sustained until the work is securely bolted and welded and all permanent restraining systems are installed.

.6 Bush hammer concrete surfaces before placing shims.

.7 Set column bases and base plates to the proper elevations on steel shims ready for grouting. Locate shims so as not to protrude past grouted surfaces.

.8 Clean underside of base plates before erection.

.9 Clean erection marks, dirt and debris from all steel.

3.8 Quality Control

.1 Ensure that material, workmanship and erection meet the requirements of the Specifications and Standards and provide testing results to the Owner complete with documentation and written reports.

3.9 Inspection and Testing

.1 Inspect all welded moment connections and tension connections by an approved non-destructive testing (NDT) method.

.2 Subject 100% of butt welds resisting tensile stresses to radiographic or ultrasonic testing.

.3 Inspect bolts in accordance with CSA S16.1, clause 23.7.

.4 Inspect all welds. Test (NDT) a minimum of 10 percent of all fillet welds and 20 percent of all butt welds of non-tensile members.

.5 The Owner may, at its own expense, engage the services of a Testing Agency to perform additional inspection and testing. Allow the Owner, and the Testing Agency free access to all parts of the works at all times.

.6 At any time during the progress of the work, the Owner may reject any material which it may find defective or not in accordance with the drawings and specifications. This material or workmanship may be rejected notwithstanding any previous acceptance. Replace rejected items at Contractor's expense.

.7 Where, in the opinion of the Consultant, visual inspection is inadequate or inconclusive, examine welds by an approved non-destructive testing method at the Contractor's expense.

3.10 Clean-Up

.1 Remove all debris and excess material occasioned by the work from the premises and leave the site clean.

END OF SECTION

SOUTHEAST FALSE CREEK ENERGY CENTRE SECTION 05125 AND SEWAGE PUMP STATION STEEL WORKS PAGE 1

ITT PS08037 Sandwell Engineering Inc. / 162178 May 2008

1 GENERAL


.1 The Work includes all labour, materials and equipment required to fabricate, supply and install the micropile anchor assemblies for the proposed micropiles at the existing bridge pilecaps as specified and shown on the drawings.

1.2 Related Work

.1 This section of the Specifications is not necessarily complete in itself. Read it in conjunction with the other sections of the Contract Documents.


.1 Unless specified otherwise the following standards are the minimum acceptable Standards for performance of the Work. If a more recent edition is available at the time of construction, use the most recent edition.

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

.2 CAN/CSA-G40.20-M General Requirements for Rolled or Welded Structural Quality Steel".

.3 CAN/CSA-G40.21-M Structural Quality Steels

.4 CSA-W59 Welded Steel Construction (Metal Arc Welding)

.5 CSA-W47.1 Certification of Companies for Fusion Welding of Steel Structures

.6 CSA-W48.1-M Carbon Steel Covered Electrodes for Shielded Metal Arc Welding

.7 CSA-W48.4 Solid Carbon Steel Filler Metals for Gas Shielded Arc Welding

.8 CSA-W48.5-M Carbon Steel Electrodes for Flux and Metal Cored Arc Welding

.9 CSA-W48.6 Fluxes and Carbon Steel Electrodes for Submerged Arc Welding

.10 CSA S136 Cold Formed Steel Structural Members

.11 ASTM A325 M High Strength Bolts for Structural Steel Joints

.12 ASTM A307 Carbon Steel Externally and Internally Threaded Standard Fasteners

.13 Canadian Institute of Handbook of Steel Construction Steel Construction



1.4 Shop Drawings

.1 Submit shop drawings in accordance with Section 01300 - Submittals.

.2 Indicate method and schedule of construction.

.3 Each shop drawing submitted shall bear the stamp and signature of qualified professional engineer registered in the Province of British Columbia.

.4 The submittal shall include the names of the fabricator, the fabricator's welding engineer, welding supervisor and shop inspector who are to be employed on the Work. Copies of operator's certification shall also be submitted.

.5 The submittal shall also include the manufacturer's mill certificates giving the chemical and physical properties of the steel to be used in the Work. (The mill certificate data to the fabricated components must be indicated as part of the record.).

1.5 Contractor Qualification

.1 The fabricator shall be experienced in the fabrication and working of metals, including cutting, bending, forming, and finishing.

.2 Fabricators of welded construction shall be certified by the Canadian Welding Bureau in accordance with CSA W47.1;

.3 Welding practice shall be in accordance with CSA W59.

1.6 Inspection

.1 Material and workmanship may be subject to inspection by the Owner and shall cover the Work and field installation, as deemed necessary by the Owner.

.2 Inspection and testing of welding shall be in accordance with the applicable provisions of CSA W59.

.3 The Contractor shall give the Owner advance notice of the date of commencement of fabrication.

.4 Cost of Inspection and Testing: by Contractor.

.5 The Owner may do Quality Assurance testing.

.6 Testing and inspection by the Owner will in no way relieve the Contractor of its responsibility to furnish materials and construction in full compliance with the Contract Documents, and provide and pay for its own quality control program. Materials, welding and bolting procedures, Contractor's drawings, and steelwork fabrication may be inspected by the Owner. The Contractor shall provide assistance and access for the Owner at all times during the fabrication and installation to facilitate inspection.


.1 No measurement will be made under this Section. Include costs in costs for Cambie Street Bridge Foundation Seismic Retrofit.



2 PRODUCTS

2.1 Materials

.1 Structural Steel

.1 All materials shall be new (unless specifically approved for re-use by the Owner’s Representative) and free from rust, scale, discolouration and other defects which would reduce the strength or general serviceability thereof. Permissible tolerances shall be in accordance with CAN/CSA-G40.20-M.

.2 Structural steel shall conform to CAN/CSA G40.21-M Grade 300W, as indicated on the Drawings.

.2 Welding Electrodes

.1 The Contractor shall furnish evidence that the welding consumables comply with the requirements of the appropriate following specifications:

.1 manual, shielded metal arc welding: electrodes for manual, shielded metal arc welding shall conform to CSA W48.1-M;

.2 gas, metal arc welding: electrodes used in the gas, metal arc welding process shall conform to CSA W48.4;

.3 submerged arc welding: welding electrodes and fluxes used in the submerged arc welding process shall conform to CSA-48.6; and

.4 flux core arc welding: the flux core shall conform to CSA W48.5-M.

.3 Bolts

.1 All anchor bolts are to be as specified on the drawings.

3 EXECUTION

3.1 Fabrication

.1 All miscellaneous metal items shall be fabricated in accordance with the reviewed Contractor's Drawings and shall conform to the requirements of Clause 26 of CSA S16.1.

.2 Insofar as practicable, all items shall be shop fabricated, complete and ready for installation.

.3 All shop connections shall be welded, except as noted. All joints shall be tightly fitting, securely fastened, square, plumb, straight, and true.

.4 Shop welding shall be done under cover and gas metal arc welding, shall be done in an area free from wind effects.

.5 Welding of structural and miscellaneous steel items shall conform to CSA W59:

.1 type, size, and spacing of welds shall be as indicated on the reviewed Contractor's Drawings. Welding shall be accomplished in a manner which will either eliminate or



minimize distortion of finish surfaces, and which will ensure no discolouration on the finished side. Weld spatter and welding oxides on finished surfaces shall be removed.

.6 Metal surfaces, which have been subjected to severe forming operations shall be ground and polished, made free from extraneous material, rinsed with clear water, and dried.

.7 Protection against galvanic action shall be provided where dissimilar metals will be in contact. That protection shall consist of either painting the contacting surfaces with bituminous paint or by separating the contacting surfaces with tape especially manufactured for the purpose of preventing galvanic action between dissimilar metals.

.8 Corners of frames shall be mitred, welded, and ground smooth.

3.2 Delivery, Storage and Handling

.1 Materials and fabrications shall be stored above ground on skids, or racks, and protected from prolonged exposure to weather.

.2 All materials and finished products shall be kept clean and free from damage and corrosion.

3.3 Installation

.1 Materials shall be installed where indicated, and shall be made rigid and secure; horizontal lines shall be level, and vertical lines shall be plumb.

END OF SECTION

SOUTHEAST FALSE CREEK ENERGY CENTRE SECTION 05311 AND SEWAGE PUMP STATION STEEL DECK PAGE 1

ITT PS08037 Sandwell Engineering Inc. / 162178 April 2008

1 GENERAL


.1 The Work includes but is not necessarily limited to the furnishing of all materials, labor, equipment, and services for the supply, detailing, fabrication, protective coating, storage, delivery to site, offloading, erection and installation, touch-up and clean-up of steel deck.

1.2 Related Work

.1 Related sections of the Work include:

.1 Structural and Miscellaneous Steel Section 05120

.2 Painting Section 09900

.2 This section of the Specifications is not necessarily complete in itself and must be read in conjunction with the other sections of the tender documents.




.1 CAN/CSA-S136-M89 Cold Formed Steel Structural Members



.1 ASTM A653/A653M-94 Specification for Steel Sheet, Zinc Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot- Dip Process

.2 ASTM A792-89 Specification for Steel Sheet, Aluminum-Zinc Alloy- Coated by the Hot-Dip Process

.4 Canadian Sheet Steel Building Institute:

.1 CSSBI 10M-86 (Rev. 88) Steel Roof Deck

.2 CSSBI 12M-84 (Rev. 88) Composite Steel Deck

.5 Hilti (Canada) Ltd:

.1 Hilti Engineering Manual



.6 Weld in accordance with CSA W59 using companies certified by and welders qualified for deck welding in accordance with CSA W47.1 except where specified otherwise.

1.4 Design Criteria

.1 Design steel deck using limit states design in accordance with CSA S136, CSSBI 10M and CSSBI 12M. Design connections in accordance with the Hilti Engineering Manual.

.2 Wherever possible, span decking units over three or more spans.

.3 Steel deck and connections to safely carry dead, live, construction and other loads as indicated.

.4 Steel deck and connections to carry loads resulting from combination of diaphragm action.

.5 Deflection under specified live load not to exceed 1/240th of span, except that when gypsum board ceilings are hung directly from deck, live load deflection not to exceed 1/360th of span.

1.5 Shop Drawings

.1 Submit shop drawings conforming to the format used for the Contract Drawings. Use Metric dimensions with metric SI shape designations throughout the project.

.2 Submit design calculations if requested by Consultant.

.3 Clearly indicate deck plan, profile, dimensions, base steel thickness, metallic coating designation, connections to supports and spacing, projections, openings, reinforcement details and accessories.

.4 Do not design for connection of deck by welding unless specifically shown on the drawings or authorized by the Consultant in writing.

.5 Indicate details of temporary shoring of steel deck, such as location, time and duration of placement and removal of shoring.

.6 Ensure the accuracy and quality of shop drawings are verified by the Contractor's Professional Engineer before the drawings are submitted to the Consultant for his review. Field verify all dimensions of existing structures before fabrication.

.7 Submit in accordance with the Contract Schedule not less than one print and one sepia of shop drawings to the Consultant for his review.

.8 Make changes in shop drawings which the Consultant may require consistent with the Contract Documents, and resubmit. Ensure work and units supplied conform to final shop drawings.

.9 Prior to fabrication submit each shop drawing bearing the signature and seal of the Contractor's Professional Engineer registered in the Province in which the work is being installed. Shop drawings will not be accepted for construction until the signed and sealed copies are received by the Consultant.

.10 The Consultant's review of shop drawings is for general concept only and in no way relieves or mitigates the Contractor's obligation for drawing accuracy, suitability of materials and to produce Works which are complete, accurate and fit for their intended purpose. Any errors in



dimensions, sizes, connections, fasteners and details shown on the shop drawings are the responsibility of the Contractor.

.1 The cost of changes resulting from the Consultant's review are the responsibility of the Contractor.

.11 Allow a two-week period for Consultant's review. Any work, which proceeds before shop drawings, signed and sealed by the Engineer's Professional Engineer, have been submitted to the Consultant, or before the shop drawings have been accepted for construction by the Consultant is at the risk of the Contractor.

1.6 Delivery, Storage and Handling

.1 Secure and protect materials during fabrication, shipping, storage and handling.

.2 Code and tag all materials.

.3 Inspect material immediately on receipt of shipment for entrapped moisture; if moisture present, dry at once. Wrap bundles in waterproof material.

.4 Store pre-painted decking bundles vertically, in a clean, dry and warm location, away from excessive heat or chemicals.

.5 During construction, store bundles on wood blocks, clear of ground and slightly tilted to ensure water run-off.

.6 Store fasteners in their original containers in storage sheds.

.7 Do not store or place decking materials in such concentrations that exceed the capacity of supporting members.

.8 Do not permit overloading of, or damage to, placed decking due to storage of materials or other construction Work.

.9 Replace or make good, at no expense to Owner, all damaged decking materials.

1.7 Scheduling of Work

.1 Supply all necessary instructions and drawings to other trades related to this Work.

.2 Schedule fabrication, delivery and erection for proper execution of Work and Work of other trades.

1.8 Alternatives

.1 Do not substitute for materials shown on the Contract Drawings or specified unless specifically approved in writing by the Consultant.


.1 No measurement is required for lump sum work.



.2 Measure work performed on the Unit Price basis and changes to the Lump Sum Work on a unit basis as follows:

.1 Measure decking based on the area computed from the finished dimensions on the as-built shop drawings without allowances for laps, wastage, fastening, galvanizing or painting.

2 PRODUCTS

2.1 Materials

.1 Zinc (Z) coated steel sheet: ASTM A653/A653M structural quality Grade A with Z275 coating, regular spangle surface.

.2 Aluminum-zinc alloy (AZ) coated steel sheet: ASTM A792M structural quality grade 33, with AZ150 coating, regular spangle surface.

.3 Cover plates, edge forms, cell closures and flashings: Minimum base thickness of 0.76 mm.

.4 Material and coating same as deck material.

.5 Fasteners:

.1 To support steel: Hilti ENPH 2-21 L15 fasteners or #14, Type B, 300 Series SS cadmium plated screws c/w SS bonded neoprene washer.

.2 Nested side laps: #14, Type A, 3/4" long SS screws

.6 Shear connectors: Hilti X-HVB 110 shear connectors complete with two ENPH 2-21 L15 fasteners or approved equal

2.2 Types of Decking

.1 Steel deck: As indicated on the drawings.

3 EXECUTION

3.1 General

.1 Design, detail, fabricate and erect in accordance with CSA�S136, CSSBI 10M and CSSBI 12M.

3.2 Erection

.1 Examine supporting structure for accuracy and alignment. Notify the Owner of any deficiency prior to commencing erection.

.2 Erect steel deck in accordance with CSA S136, CSSBI 10M, CSSBI 12M, manufacturer’s instructions and as indicated on shop drawings.

.3 Place and align units in their final position on the supporting structure prior to making permanent connections, according to pattern indicated on the drawings. Minimum end lap 5 inches. 125 mm. Locate laps over supports.



.4 Install decking to be used as a concrete form with widest flute in contact with supporting steel unless noted otherwise.

.5 If welding has been approved for fixing deck, make practice welds prior to actual job welding to check satisfactory fusion. Inspect all welds to size and spacing and use pry tests to demonstrate metal-to-metal fusion. Touch up pre-painted decking material with matching paint in accordance with decking manufacturer's recommendations.

.6 Provide sufficient fixing to beams to provide lateral restraint of beams.

.7 Provide at least one fastener in each flute at ends of sheets.

.8 Provide fasteners at maximum 400 mm centers on all beams.

.9 Unless shown otherwise on the drawings, on bay lines and on perimeter beams provide fixing at 300 mm centers, comprising fasteners at 600 mm centers staggered with shear connectors at 600 mm centers.

.10 Connect side laps at maximum 600 mm centers.

.11 Install shear connectors through steel deck to steel beams below.

3.3 Closures and Edge Forms

.1 Install closures to ensure effective closure against weather and thermal effects.

.2 Install edge forms where required.

.3 For details not indicated, follow manufacturer's recommendations.

3.4 Openings and Areas of Concentrated Loads

.1 In general, because of safety requirements, all openings through the deck will be cut by the contractor carrying out the concrete work.

.2 No reinforcement required for openings cut in deck, which are smaller than 6 inches 150 mm square.

.3 Frame deck openings with any one dimension 150 to 300 mm as recommended by manufacturer, except as otherwise indicated.

.4 For deck openings with any one dimension greater than 300 mm and for areas of concentrated load, reinforce in accordance with structural framing details, except as otherwise indicated.

3.5 Clean-up

.1 Remove debris, wastage, fasteners and surplus material from the premises as installation Work proceeds.

.2 Clean decking of all debris or other materials and leave ready for work by other trades.

END OF SECTION

SOUTHEAST FALSE CREEK ENERGY CENTRE SECTION 05400 AND SEWAGE PUMP STATION EMBEDDED STEEL PAGE 1


1 GENERAL


.1 The Work includes but is not necessarily limited to all materials, labor, equipment and services for the supply, detailing, fabrication, protective coating, delivery and placing of embedded steel.

1.2 Related Work

.1 Related sections of the work include:

.1 Concrete Reinforcement Section 03200

.2 Cast-in-place Concrete Section 03300

.2 This section of the Specifications is not necessarily complete in itself. Read it in conjunction with the other sections of the tender documents.




.1 CSA G30.18-M92 Billet-Steel Bars for Concrete Reinforcement

.2 CAN/CSA G40.20-M92 General Requirements for Rolled or Welded Structural Quality Steel

.3 CAN/CSA G40.21-M92 Structural Quality Steels

.4 CAN/CSA G164-M92 Hot Dip Galvanizing of Irregularly Shaped Articles

.5 CAN/CSA S16.1-94 Limit States Design of Steel Structures


.7 CSA W59-M1989 Welded Steel Construction (Metal Arc Welding)

.8 CSA W186-M1990 Welding of Reinforcing Bars in Reinforced Concrete Construction

.3 Canadian Institute of Steel Construction

.1 Handbook of Steel Construction, seventh edition 1997


.1 ASTM A36/A36M-97ae1 Standard Specification for Carbon Structural Steel



.2 ASTM A108-99 Standard Specification for Steel Bars, Carbon, Cold- Finished, Standard Quality

.3 ASTM A307-97 Standard Specification for Carbon Steel Bolts and Studs, 60 000 PSI Tensile Strength

.5 Contractors must be certified under the requirements of CSA W47.1.

.6 Weld in accordance with CSA W59 and W186 for welding of structural steel and reinforcing bars respectively, using welding operators who are qualified under CSA W47.1.

1.4 Shop Drawings

.1 Prepare shop and erection drawings under the supervision of the Contractor's Professional Engineer registered in the Province in which the work is being performed.

.2 Indicate materials, finishes, connections, joints, anchorage method, number of anchors, weight, supports, reinforcement, details and accessories.

1.5 Submittals

.1 Submit shop drawings for all items included in this work to the Consultant for review prior to commencing fabrication.

.2 Submit shop drawings conforming to the format used for the Contract Drawings. Use metric dimensions with metric SI shape designations throughout the project.


.1 No measurement is required for Lump Sum work. Measure changes to Lump Sum work as for Unit Price work.

.2 Measure work performed on a Unit Price basis as follows:

.1 Base measurement on the mass of metal computed from the dimensions shown on the "as-built" shop drawings. Assume the mass density of steel to be 7,850 kilograms per cubic meter.

.2 Exclude any allowance for welds and protective coatings.

.3 Accept payment for embedded steel as full compensation for everything furnished and done therewith, including supply, cutting, bending, welding, coating and placing.

2 PRODUCTS

2.1 Materials

.1 Structural steel: CAN/CSA G40.21 Grade 300W (except HSS Grade 350W, Class C)

.2 Anchor bolts: ASTM A 307 (unless shown otherwise on the drawings)

.3 Welding materials: CSA W59



.4 Shear studs: ASTM A108 (Grades 1015 and 1018)

.5 Welded Reinforcing Steel: Weldable billet steel Grade 400W deformed bars to CSA G30.18

.6 Hot-dip galvanizing: CAN/CSA G164, minimum zinc coating 610 g/m2 on rolled sections, 460 g/m2 on bolts and washers

3 EXECUTION

3.1 Fabrication

.1 Fabricate work square, true, straight and accurate to required size, with joints closely fitted and properly secured. Finish all metal work smooth and free from any defects.

.2 Ensure exposed welds are continuous for the length of each joint. Grind exposed welds smooth and flush. Seal weld all joints.

3.2 Painting and Galvanizing

.1 Hot-dip galvanize all embedded steel.

3.3 Placing

.1 Place and secure all embedded items prior to pouring concrete. Install embedded steel in accordance with the Cast-in-place Concrete Specification, Section 03300 in strict compliance with the tolerances specified.

END OF SECTION

SOUTHEAST FALSE CREEK ENERGY CENTER SECTION 05500 AND SEWAGE PUMP STATION METAL FABRICATIONS PAGE 1

ITT PS08037 Walter Francl Architecture Inc. / 162178 May 2008

1 GENERAL

1.1 Summary

.1 Provide shop fabricated ferrous metal items, clips and miscellaneous accessories for a complete installation as indicated and specified.

.2 Provide shop fabricated aluminum items including but not limited to interior handrails, break shape metals and access covers.

.3 Coordinate with work of Section 09900 Painting and Coating to ensure compatibility of finish systems.

.4 Provide metal fabrication protection to exposed plumbing and cast concrete columns exposed to vehicular traffic in parking garages.

.5 Provide metal ladders, bollards, gates, exterior and interior handrails, and screen frame.

.6 Provide sheet metal cover plates for elevator pits.

.7 Provide metal frames and anchors for handrails and guardrails.

.8 Provide metal trellis and canopies as indicated.

.9 Galvanize exterior items after fabrication.

.10 Prevent galvanic action by adequately separating dissimilar metals. Pay particular attention to isolating metal fabrications from zinc cladding as specified in Section 07610 Metal Panel Cladding System.

1.2 Related Sections

.1 03300 Cast-in-Place Concrete.

.2 08110 Metal Doors and Frames.

.3 08330 Sectional Overhead Doors.

.4 09900 Painting and Coating.

.5 Structural Specifications – on Structural Drawings.

1.3 References

.1 AAMA 611, Specifications for Anodized Architectural Aluminum.

.2 AAMA 2603-02, Performance Requirements and Test Procedures for Pigmented Organic Coatings on Aluminum Extrusions and Panels.

.3 AAMA 2604-05, Voluntary Specifications, Performance Requirements and Test Procedures for High Performance Organic Coatings on Aluminum Extrusions and Panels.



.4 AAMA 2605-05, Voluntary Specification, Performance Requirements and Test Procedures for Superior Performing Organic Coatings on Aluminum Extrusions and Panels.

.5 ANSI A14.3 Ladders, Fixed, Safety Requirements.

.6 ANSI / NAAMM MBG 531, "Metal Bar Grating Manual" and "Metal Finishes Manual for Architectural and Metal Products".

.7 ASTM A27/A27M-05, Standard Specification for Steel Castings, Carbon, for General Application.

.8 ASTM A36/A36M-05, Standard Specification for Carbon Structural Steel.

.9 ASTM A53/A53M-05, Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless.

.10 ASTM A307, Specification for Carbon Steel Bolts and Studs, 60,000 psi Tensile.

.11 ASTM A325M, Specification for High Strength Bolts for Structural Steel Joints.

.12 ASTM A653/A653M-06a, Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process.

.13 ASTM B209/B209M-04, Standard Specification for Aluminum and Aluminum-Alloy Sheet and Plate.

.14 ASTM B210-04, Standard Specification for Aluminum and Aluminum-Alloy Drawn Seamless Tubes.

.15 ASTM B211-03, Standard Specification for Aluminum and Aluminum-Alloy Bar, Rod, and Wire.

.16 ASTM B221/B221-05a, Standard Specification for Aluminum and Aluminum-Alloy Extruded Bars, Rods, Wire, Profiles, and Tubes.

.17 ASTM C1107-05, Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Nonshrink).

.18 CAN/CGSB-1.40-97, Anticorrosive Structural Steel Alkyd Primer.

.19 CAN/CGSB-181-99, Ready Mix Organic Zinc Rich Coating.

.20 CAN/CSA-G40.21-04, General Requirements for Rolled or Welded Structural Quality Steel.

.21 CAN/CSA-S16-01, Consolidated including "Limit States Design of Steel Structures".

.22 CISC / CPMA, Standard 1-73a, Quick-drying One-coat Paint for Use on Structural Steel.

.23 CSA G164-M92, Hot Dipped Galvanizing of Irregular Shaped Articles.

.24 CSA S157-05/S157.1-05, Strength Design in Aluminum.

.25 CSA W47.1-03, Certification of Companies for Fusion Welding of Steel Structures.



.26 CSA W47.2-M1987 (R1998), Certification of Companies for Fusion Welding of Aluminum.

.27 CSA W59-03, Welded Steel Construction (Metal Arc Welding), Edition: 8.

.28 CSA W59.2-M1991(R2003), Welded Aluminum Construction.

.29 SSPC Steel Structures Painting Manual, The Society for Protective Coatings, (formerly SSPC - Steel Structures Painting Council).

1.4 Submittals

.1 Submit in accordance with the following sections:

.1 01300 Submittals.

.2 01015 R002 Green Building Product Information Submittal Forms.

.2 Product Data: Templates for anchor bolts.

.3 Shop Drawings:

.1 Shop Drawings: Shall bear the seal and stamp of a Professional Engineer experienced in design of this work and licensed in the Province of British Columbia.

.2 Submit shop drawings for review prior to fabrication of metal items, including connections to primary structure.

.3 Indicate profiles, sizes, connection attachments, reinforcing, anchorage, size and type of fasteners, and accessories.

.4 Include erection drawings, elevations, and details where applicable, including attachment to other work, handrails and guardrails.

.4 Samples: Submit duplicate 100mm x 305mm (4 in. x 12 in.) samples of each exposed element with specified finish. Indicate each colour, texture and finish. Label samples indicating coats to be applied, and each coat identified as to manufacturer’s name, brand, type, finish and colour.

.5 Letters of Assurance: at completion of installation submit Letters of Assurance from Structural Engineer who signed shop drawings; in accordance with requirements of the Vancouver Building By-Law.

.6 Welders Certificates: Submit for certified welders employed on the Work, verification of qualification within the previous 12 month period.

1.5 Quality Assurance

.1 Perform steel welding in accordance with CSA W59 using fabricators certified by the Canadian Welding Bureau to CSA W47.1.

.2 Perform aluminum welding in accordance with CSA W59.2 using fabricators certified by the Canadian Welding Bureau to CSA W47.2.

http://www.techstreet.com/cgi-bin/detail?product_id=945682



.3 Perform steel resistance welding in accordance with CSA W55.2 using fabricators certified by the Canadian Welding Bureau to CSA W55.3.

.4 Welding of structural components shall be done only by fabricators certified by Canadian Welding Bureau to CSA welding qualification codes; CSA Standard W47 for welding of steel, and CSA Standard W47.2 for welding of aluminum.

1.6 Project Conditions

.1 Prior to application of primers coordinate materials used with Section 09900 Painting and Coating to ensure compatibility of finish systems.

2 PRODUCTS

2.1 Metals

.1 Metal Surfaces – General: Provide materials with smooth, flat surfaces without blemishes.

.2 Use steel with 80% or greater recycled content, and minimum 25% post consumer content.

.3 Steel Sections: to CAN3 G40.21 Grade 300W.

.4 Steel Plates: to CAN3 G40.21 Grade 260W pattern as indicated.

.5 Steel Tubing: to CAN3 G40.21 Grade 350W, Class C or H, Square, sizes and dimensions as indicated.

.6 Pipe: ASTM A53, Grade B Schedule 40.

.7 Bolts, Nuts, and Washers: ASTM A307 galvanized to CAN/CSA-G164.

.8 Welding Materials: to CAS W48 and CSA W59.2

.9 Ladders: ANSI A14.3.

.10 Shop and Touch-Up Primer: to CAN/CGSB-1.40.

.11 Touch-Up Primer for Galvanized Surfaces: zinc rich coating to CAN/CGSB-1.181.

2.2 Aluminum

.1 Maximize recycled content minimum 75% post-consumer recycled content.

.2 Extruded Aluminum: ASTM B221/B221M AA6063-T5, alloy and temper.

.3 Sheet Aluminum: ASTM B209/B209M.

.4 Aluminium-Alloy Drawn Seamless Tubes: ASTM B210 AA6063-T6, alloy and temper.

.5 Aluminium-Alloy Bars: ASTM B211.

.6 Bolts, Nuts, and Washers: Stainless steel.



.7 Welding Materials: Type required for materials being welded.

2.3 Accessories

.1 Fasteners: Stainless-steel type 304 or 316 fasteners for exterior use and zinc-plated fasteners with coating complying with CSA G164, where built into exterior walls, handrails or guardrails of type, grade, and class required by application indicated.

.2 Exposed fasteners: Of same material, color and finish as metal to which it is applied unless otherwise noted.

.3 Non-shrink, Nonmetallic Flowable Grout: to ASTM C1107, factory-packaged, non-staining, non-corrosive, nongaseous grout; 40MPa at 28 days; pullout strength 7.9 MPa and as required in notes on structural drawings.

.4 Concrete Fill: Comply with requirements in Section 03300 Cast-in-Place Concrete, for normal-weight, air-entrained, ready-mix concrete with a minimum 28-day compressive strength of 3000 psi (20 MPa), unless otherwise indicated.

.5 Glazing: Refer to Section 08800 Glass Glazing.

2.4 Fabrication

.1 General: Use materials of size and thickness shown, or, if not shown, of required size, grade and thickness to produce strength and durability in finished product. Shop-paint items not specified to be galvanized after fabrication.

.2 Fabricate work to be truly straight, plumb, level and square and to sizes, shapes, and profiles indicated on reviewed Shop Drawings. Ease exposed edges. Cut, reinforce, drill and tap metalwork as necessary for proper assembly and use.

.3 Fabricate miscellaneous metal supports, brackets, braces and the like required to fully complete the work.

.4 Avoid use of screws and bolts. Where unavoidable, countersink heads countersunk, screw up tight with threads nicked or lock bolted.

.5 Fit and shop assemble in largest practical sections for delivery to the site.

.6 Grind smooth sharp edges, exposed welding, angles and corners.

.7 Connections, General: Use connections that maintain structural value of joined pieces. Shear and punch metals cleanly and accurately. Weld permanent connections. Remove burrs.

.8 For Work Exposed To View:

.1 Take special care in choosing materials that are smooth and free of blemishes such as pits, roller marks, trade names, scale and roughness. Fabricate work with uniform, hairline tight joints.

.2 Form welded joints and seams continuously, and grind flush and smooth to be invisible after painting.



.3 Fillet welds will not be accepted; plug welds and flush welds are required. For exposed fasteners, use hex head bolts or Robertson head machine screws.

.4 Form exposed connections with hairline joints, flush and smooth, using concealed fasteners where possible. Locate joints where least conspicuous.

.9 Welding:

.1 Ensure exposed welds are continuous for length of each joint. File or grind exposed welds smooth and flush. Seal exterior steel fabrications to provide corrosion protection in accordance with CAN3-S16.1-M84.

.2 Weld corners and seams continuously to comply with AWS recommendations. Use materials and methods that minimize distortion and develop strength and corrosion resistance of base metals.

.3 Obtain fusion without undercut or overlap. Remove welding flux immediately. Finish exposed welds and surfaces smooth and blended so that no roughness shows after finishing and contour of welded surface matches those adjacent.

.4 Use materials and methods that minimize distortion and develop strength and corrosion resistance of base metals.

.10 Joints Exposed to Weather: Fabricate to exclude water, or provide weep holes.

.11 Equip items to be cast into concrete or built into masonry with integrally welded anchors at 600mm (24 in.) on center.

.12 Pipe Guards: Fabricate as indicated.

.13 Pipe Bollards: Fabricate as indicated.

.14 Hole Drilling: 1.5 mm to 3.0 mm greater than pipe or dowel diameter. Depth as indicated on detail drawings. By percussive or rotary machine, diamond coring for holes greater than 50 mm in diameter. First test holes and grouting to be approved on site by Consultant.

.15 Anchors, Bolts, and Screws: Fixing and anchorage for metal fabrications items shall be supplied as and where required to suit installation and erection. No burrs permitted in exposed fastener heads, grind smooth or replace. Exposed fastener heads with burrs will be rejected.

.16 Shelf Angles, Clips, and Channels: Provide general angles, anchors, clips, plates and channels required to support or fix items of work installed by other sections, save where specifically excepted, and supply and fix other miscellaneous ironwork items required in the work.

.17 Loose Bearing and Leveling Plates: Fabricate loose bearing and leveling plates for steel items bearing on masonry or concrete construction. Drill plates to receive anchor bolts and for grouting.

.18 Miscellaneous Framing and Supports: Fabricate steel framing and supports that are not a part of structural-steel framework as necessary to complete the Work from structural steel of welded construction. Cut, drill, and tap units to receive hardware, hangers, and similar items.



.19 Miscellaneous Steel Trim: Fabricate units with continuously welded joints and smooth exposed edges. Miter corners and use concealed splices where possible. Fabricate cutouts, fittings, and anchorages. Coordinate assembly and installation with other work.

.20 Ladders: Comply with ANSI A14.3, unless otherwise indicated.

.1 For elevator pit ladders, comply with ASME A17.1.

.2 Siderails: Continuous, 12.7mm x 64mm (1/2 by 2-1/2 in.) steel flat bars, with eased edges.

.3 Rungs: 19mm (3/4 in.) diameter steel bars.

.4 Fit rungs in centerline of siderails; plug-weld and grind smooth on outer rail faces.

.5 Provide non-slip surfaces on top of each rung, either by coating rung with aluminum-oxide granules set in epoxy-resin adhesive or by using a type of manufactured rung filled with aluminum-oxide grout.

.6 Provide non-slip surfaces on top of each rung by coating with abrasive material metallically bonded to rung by a proprietary process.

.7 Galvanize ladders after fabrication, including brackets and fasteners.

.21 Grating:

.1 Aluminum: Extruded Bars and Shapes: ASTM B221 (ASTM B221), Alloy 6061-T6 or 6063-T6, for bearing bars of gratings and shapes; Alloy 6061-T1, for grating crossbars.

.1 Standard Mesh Aluminum Grating:

1. Bearing Bars: 25mm x 3mm spaced at 30mm on centre, complete with accessories and fasteners as indicated and specified.

2. Cross Bars: Type 30M, twisted, spaced at 102mm on centre.

.2 Close Mesh Aluminum Grating:

1. Bearing Bars: 25mm x 3mm spaced at 17.5mm on centre, complete with accessories and fasteners as indicated and specified.

2. Cross Bars: Type 18P, twisted, spaced at 102mm on centre.

.2 Steel: Sheet, Strip, Plate, and Flat Bars: ASTM A 666. Bars and Shapes: ASTM A 276.

.1 Welded steel, pressure-locked steel, pressure-locked stainless-steel as indicated:

.2 Bearing Bar Spacing: 30mm on centre.

.3 Clear area: 65%



.4 Bearing Bar Depth: As required to comply with structural performance requirements.

.5 Bearing Bar Thickness: As required to comply with structural performance requirements.

.6 Crossbar Spacing: 102mm on centre.

.7 Traffic Surface: Serrated.

.8 Steel Finish: Hot-dip galvanized with a coating weight of not less than 550 g/sq. m (1.8 oz./sq. ft.) of coated surface.

2.5 Aluminum Handrails and Guardrails

.1 Design and fabricate aluminum handrails, guardrails, railings and privacy screens of aluminum extrusions as indicated and required to fulfill design requirements, complete with posts, vertical pickets and rails as detailed.

.2 Aluminum Extrusions: Shapes as indicated and as required to fulfill specified performance requirements of suitable alloy and proper temper for extruding and fabricating with adequate structural characteristics to meet design and performance requirements specified, and suitable for finishing as specified.

.3 Aluminum Sheet: Quality suitable for application of finish specified and of thickness to provide distortion free surface completely free of oil canning under design loads specified.

.4 Accessories:

.1 Fasteners: Stainless steel, concealed wherever possible.

.2 Anchoring System: As detailed, galvanized steel spring connector rods.

.3 Grout: Non-shrink, non-metallic, flowable, minimum compressive strength 30 MPa at 28 days; Quick-Rok expansion Cement; or other preapproved type.

.4 Glass and Glazing: Provide glazing as specified in Section 08800 Glass Glazing, fitted into top and bottom rail system.

.5 Sealant: As recommended by railing manufacturer.

.5 Fabrication – Handrails and Guardrails:

.1 Accurately form components to suit stairs and landings to each other where applicable, and to building structure.

.2 Accommodate for expansion and contraction of members and building movement without damage to connections or members.

.3 Fit and shop assemble components in largest practical sizes for delivery to site.

.4 Fabricate components with joints tightly fitted and secured. Provide spigots and sleeves to accommodate site assembly and installation.



.5 Provide anchors required for connecting fences and railings to structure.

.6 Exposed Mechanical Fastenings: Minimize use of exposed fasteners. Where they are unavoidable, countersink or locate unobtrusively consistent with design components.

.7 Supply components required for anchorage of fabrications. Fabricate anchors and related components of same material and finish as fabrication, unless noted otherwise.

.8 Exterior Components: Continuously seal joined pieces by continuous welds. Drill condensate drainage holes at bottom of members at locations that will not encourage water intrusion.

.1 Gates: Fabricate from members as indicated. Lockable. Finish to match adjacent guardrails. Refer to 08710 Door Hardware.

.9 Interior Components: Continuously seal joined pieces by continuous welds.

.10 Grind exposed joints flush and smooth with adjacent finish surface. Make exposed joints butt tight, flush, and hairline. Ease exposed edges to small uniform radius.

2.6 Fabrication Tolerances

.1 Squareness: Maximum difference in diagonal measurements: 3 mm (1/10 in.)

.2 Maximum Offset between Faces: 1.5mm (1/18 in.)

.3 Maximum Misalignment of Adjacent Members: 1.5mm (1/18 in.)

.4 Maximum Bow: 3mm in 1.2m (1/10 inch in 47 inches)

.5 Maximum Deviation from Plane: 1.5mm in 1.2m (1/20 inch in 47 inches)

2.7 Finishes - Steel

.1 Finish metal fabrications after assembly. Comply with NAAMM's "Metal Finishes Manual for Architectural and Metal Products" for recommendations for applying and designating finishes.

.2 Coordinate with Section 09900 Painting prior to application of primers to ensure compatibility with finish coats. Colours: Selected by Consultant, to match building colour scheme.

.3 Steel items exposed to exterior and located on cold side of air vapor barrier, to be hot dipped galvanized.

.4 Cleaning:

.1 Thoroughly clean steel of loose mill scale, loose rust, oil or dirt.

.2 Prime steel, except for steel to be encased in concrete, steel to be fireproofed, steel which will receive shear studs, faying surfaces of slip resistant connections and the underside of base plates and bearing plates.

.3 Clean and prime structural steel for interior exposure, which will not receive a finish paint coat in accordance with CISC/CPMA Standard 1-73 (minimum).



.4 Clean structural steel that is to be primed for exterior exposure or is to receive a shop or field paint finish in accordance with SSPC-SP6 “Commercial Blast Cleaning”.

.5 Apply primers in accordance with manufacturer’s instructions.

.6 Shop Primed Items: ferrous-metal items not indicated to be galvanized.

.7 Prepare uncoated ferrous-metal surfaces to comply with SSPC-SP 3, "Power Tool Cleaning."

.8 Apply shop primer to comply with SSPC-PA 1, "Paint Application Specification No.1," for shop painting.

.9 After installation on site and connections are completed, touch up steel in exterior exposures, steel which is to have a finish paint coat, and steel with no paint shop coat that has been chipped or scraped to CAN/CGSB-1.181.

.5 Galvanized Items:

.1 To the greatest extent possible, galvanize items after fabrication is completed.

.2 Hot-dip galvanize after fabrication items indicated to be galvanized to comply with as applicable to CSA G164.

.3 Touch Up: to CAN/CGSB-1.181.

2.8 Finishes - Aluminum

.1 Exterior Finish: factory applied 2-coat, PVDVF to AAMA 2605, Duranar or approved alternate, in color to match Consultant's sample.

.2 Interior Finish: factory applied 1-coat, thermoset Acrylic Enamel coating to AAMA 2603, Duracron or approved alternate, in color to match Consultant's color -"White".

.3 Apply one coat of bituminous paint to concealed aluminum surfaces in contact with:

.1 Dissimilar metals except stainless steel, zinc, or white bronze of small area.

.2 Concrete, mortar and masonry.

.3 Wood.

3 EXECUTION

3.1 Examination

.1 Examine areas to receive metal fabrications with installer present.

.2 Correct unsatisfactory conditions.

.3 Start of work indicates acceptance of conditions as suitable for a satisfactory installation.



3.2 Preparation

.1 Clean and strip primed steel items to bare metal and aluminum where site welding is required.

.2 Supply steel items required to be cast into concrete or embedded in masonry with setting templates to appropriate sections.

3.3 Installation

.1 Install items plumb and level, accurately fitted, free from distortion or defects.

.2 Provide for erection loads, and for sufficient temporary bracing to maintain true alignment until completion of erection and installation of permanent attachments.

.3 Field weld components indicated on shop drawings.

.4 Perform field welding in accordance with CSA requirements.

.5 Obtain approval prior to site cutting or making adjustments not scheduled.

.6 After erection, prime welds, abrasions, and surfaces not shop primed or galvanized, except surfaces to be in contact with concrete.

3.4 Schedule – Steel

.1 The following Schedule is a list of principal items only. Refer to Drawing details for items not specifically scheduled.

.2 Door Frames for Overhead Door Openings: Channel sections; prime paint finish. For overhead doors at entrance to parkade and garbage rooms.

.3 Elevator Hoist Beam: Coordinate with Division 14.

.4 Garbage Room Bumper Rails: Horizontal channel, wall mounted around perimeter of room, sized to suit application in both garbage rooms where indicated, prime paint finish.

.5 Loose Bearing and Leveling Plates: Fabricate loose bearing and leveling plates for steel items bearing on masonry or concrete construction. Drill plates to receive anchor bolts and for grouting. Galvanize plates after fabrication.

.6 Metal Floor Plate: Fabricate treads from rolled-steel checker floor plate. Refer to Structural Drawings for gage.

.7 Miscellaneous Framing and Supports: Fabricate steel framing and supports that are not a part of structural-steel framework as necessary to complete the Work from structural steel of welded construction. Cut, drill, and tap units to receive hardware, hangers, and similar items.

.8 Miscellaneous Steel Trim: Fabricate units with continuously welded joints and smooth exposed edges. Miter corners and use concealed splices where possible. Fabricate cutouts, fittings, and anchorages; coordinate assembly and installation with other work.

.9 Pipe Bollards: Fabricate from Schedule 40 steel pipe.



.1 Cap bollards with concrete.

.2 Fabricate sleeves for bollard anchorage from steel pipe with 6mm (1/4 in.) thick steel plate welded to bottom of sleeve.

.10 Pipe Angle Guards: 75mm x 75mm x 8mm (3 in. x 3 in. x 5/16 in.) steel angles, extending from floor to 1100mm (42 in.) above floor, with 10mm (3/8 in.) steel base plates for bolting to floor. Provide at least two vertical angles at each location. Connect tops of angles and anchor to wall or column with 6mm x 50mm (1/4 in. x 2 in.) steel strap braces welded to angles and bolted to wall.

.11 Steel Grates: Refer to architectural drawings and structural requirements.

.12 Ladders: Comply with ANSI A14.3, unless otherwise indicated.

.1 Roof Access Steel Ladder:

.1 Siderails: Continuous, 12mm x 64mm (1/2 in. x 2-1/2 in.) steel flat bars, with eased edges, spaced 457mm (18 in.) apart.

.2 Bar Rungs: 19mm (3/4 in.) diameter steel bars, spaced 300mm (12 in.) on center.

.3 Fit rungs in centerline of side rails; plug-weld and grind smooth on outer rail faces.

.4 Support each ladder at top and bottom and not more than 1500mm (60 in.) on center with welded or bolted steel brackets. Size brackets to support design loads specified in ANSI A14.3.

.5 Fabricate ladder safety cages to comply with ANSI A14.3. Assemble by welding or riveting.

.2 Elevator Pit Ladders:

.1 Steel, of 9mm x 50mm (3/4 in. x 2 in.) side rails spaced at 500mm (16 in.);

.2 rungs of 25mm (1 in.) diameter solid rod spaced 300mm (12 in.) on centre; space rungs 175mm (7 in.) from wall surface;

.3 steel mounting brackets and attachments;

.4 prime paint finish;

.5 Locate as shown in approved Shop Drawings.

.13 Masonry Support Angles: For support of masonry and millwork as detailed; galvanized finish.

.14 Wall mounted handrails.



3.5 Schedule – Aluminum

.1 The following Schedule is a list of principal items only. Refer to Drawing details for items not specifically scheduled.

.2 Aluminum Metal Access Gate.

.3 Glazed Railing Supports.

END OF SECTION

1 GENERAL1.1 Description of Work.1 The Work includes but is not necessarily limited to providing all materials, labour, equipment, and services for the supply, detailing, fabrication, protective coating, storage, delivery to site, offloading, erection and installation, touch-up and clean-up of structural and miscellaneous steelwork.

1.2 Related Work.1 Related sections of the work include:.1 Grout Section 03600.2 Embedded Steel Section 05400.3 Painting Section 09900

.2 This section of the Specifications is not necessarily complete in itself. Read it with the other sections of the tender documents.

1.3 Reference Standards.1 Unless specified otherwise the following standards are the minimum acceptable Standards for performance of the Work. If a more recent edition is available when the work is done, use the most recent edition. .2 Canadian Standards Association:.1 CAN/CSA S16.101 Limit States Design of Steel Structures (including S16S1-05, supplement #1).2 CSA W47.1 92 Certification of Companies for Fusion Welding of Steel Structures.3 CSA W59M1989 Welded Steel Construction (Metal Arc Welding).4 CAN/CSA G40.20M92 General Requirements for Rolled or Welded Structural Quality Steel.5 CAN/CSA G40.21M92 Structural Quality Steels.6 CAN/CSA G164-M92 Hot Dip Galvanizing of Irregularly Shaped Articles

.3 Canadian Institute of Steel Construction:.1 Handbook of Steel Construction, ninth edition 2006

.4 American Society for Testing and Materials:.1 ASTM A53/A53M-99b Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless .2 ASTM A108-99 Standard Specification for Steel Bars, Carbon, Cold-Finished, Standard Quality .3 ASTM A153/A153M-98 Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware .4 ASTM A307-97 Standard Specification for Carbon Steel Bolts and Studs, 60 000 PSI Tensile Strength ASTM A325-97 Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength

.5 American Galvanizers Association:.1 The Design of Products to be Hot Dip Galvanized After Fabrication

.6 Galvanizing Department, Canron Inc., Western Bridge Division:.1 Design Recommendations for Products to be Hot Dip Galvanized after Fabrication

.7 Follow all the requirements of CAN/CSA S16.1 for structural steel work, except where these specifications impose different requirements..8 Follow all the requirements of CSA W59 for welding. Except where these specifications impose different requirements, only use companies and welders certified and qualified in accordance with CSA W47.1.

1.4 Source Quality Control.1 Before starting work, submit two certified copies of mill reports covering the chemical and physical properties of the steel used in this work.

1.5 Design of Details and Connections.1 Design details and connections to CAN/CSA S16.1 to resist forces, moments and shears shown..2 Weld shop connections and bolt field connections except where noted on the drawings and as agreed by the Consultant..3 Design beam end connections to provide a connection capacity equal to the factored shear resistance of the as-rolled beam (Vr) or the load noted on the drawings unless otherwise noted. Design the connections to provide the connection capacity in all respects. Consider both shear and bending at all critical sections, particularly when members are coped..4 Bolted or welded double angle beam connections and end plate beam connections meeting tables 3-37, 3-38 and 3-39 of the CISC Handbook will be accepted, provided that:.1 The heaviest connection for each beam size is used, and .2 The connection capacity is at least 1.0 Vr..1 Any combination of welded or bolted legs may be selected from the tables.

.5 For beams with copes, connections with reduced capacity of at least 0.9 Vr will be accepted if this can be achieved without reinforcement. If the coped section does not provide at least 0.9 Vr, reinforce the connection. Design the reinforced connection for the full capacity of 1.0 Vr, or the load noted on the drawings..6 1.5.6 Follow the specific requirements shown on the drawings. Where member sizes and plate thickness are not shown, provide:.1 Rolled sections, minimum web thickness: 5.0 mm.2 Plate, general including checker plate, minimum thickness: 6.0 mm.3 Plate stiffeners, Gusset plates, minimum thickness: 10.0 mm.4 Hollow sections, minimum wall thickness: 4.8 mm

.7 Use E-480XX electrodes..8 Use 20 mm diameter bolts or larger. Use one bolt size throughout except as shown or approved by the Engineer..9 Use bearing type bolted connections unless noted otherwise. Exclude threads from shear plane. Unless otherwise noted, use at least two bolts in all connections..10 Do not use single angle beam connections except for small channel sections for members supporting walkways and gratings..11 Unless noted otherwise, design moment connections for 100 percent of the moment capacity of the members..12 Design column splices and base plate connections to meet CAN/CSA S16.1, using the loads shown on the drawings. Provide splice capacity sufficient for the loads shown and no less than the full compression capacity and 100% of the moment capacity of the smaller member spliced. The minimum acceptable connection of column to base plate is a continuous seal weld..13 Use work points that are specifically shown on the engineering drawings. If no work points are shown, locate work points at the intersections of members and design connections so that no eccentricities will be introduced in the members. Special requirements may apply if members are HSS sections and fatigue is a design consideration..14 Design connections subject to fatigue loading to the requirements of CAN/CSA S16.1, Clause 14..15 Avoid creating recesses that cannot be painted. Where packing plates and shims are required, provide plates wider than the smaller member in the connection..16 If galvanizing is specified, detail components to suit the galvanizing process. Provide adequate venting and drainage holes.

1.6 Additional Requirements for Braced Frames (including roof bracing).1 Review the following provisions with the Consultant, and submit sample calculations and proposed connection layout to the Consultant for review before starting connection design..2 Design beam and strut end connections to provide a shear capacity equal to the greater of:.1 the beam shear capacity Vr, or .2 the sum of the beam shear load shown on the drawing plus the vertical components of the forces used for brace connection design.

.3 Design beam and strut end connections to provide an axial capacity equal to the greater of:.1 20 percent of the tension capacity of the member, or .2 the pass-through force shown on the drawings.

.4 Interconnect all star angle braces at third points..5 Connect cross braces at crossover point with 1 bolt for angles and 2 bolts for tees..6 Design connection details to comply with the special ductility requirements of CSA S16.1, clause 27, consistent with the ductility rating of the structure as identified on the drawings..7 Splice columns to resist the loads induced by the AgFy forces in the bracings..8 Use pretensioned high-strength bolts per the requirements of CSA S16-1..9 Reinforce braces at connections as required to maintain the net area at least equal to the gross area of the brace section.

1.7 Shop Drawings.1 Prepare shop and erection drawings under the supervision of the Contractor's Professional Engineer registered in the Province in which the work is being performed. .2 Before preparing shop drawings, prepare concept sketches of connections and review the concept of connections, loads and pass-through forces with the Consultant..3 Prepare shop drawings, includin