tender no. 25-2014...q3. pricing form – alternative pricing – “item 3” which contains exmp...

Victor Tryl, Acting Director

Purchasing and Materials Management Division City Hall, 18th Floor, West Tower 100 Queen Street West Toronto, Ontario M5H 2N2

David Ferguson Manager Construction Services

April 3, 2014 Reply to: Michael Porcarelli Via Website Posting: 58 Pages Tel: (416) 338-5585

Addendum No. 1

Tender No. 25-2014

Re: Bike Storage Facility for Nathan Phillips Square Revitalization Project, Toronto City Hall, 100 Queen Street West, Toronto

Revised Closing Date: April 11, 2014 at 12 O’clock Noon Local Time.

Please refer to the above Tender Call document in your possession and be advised of the following information:

1. Revised Closing Date The Closing date has been changed from April 7, 2014 at 12 O'Clock noon local time to the revised closing date of April 11, 2014 at 12 O'Clock noon local time.

2. Revised Pricing Form

a.) The Pricing Form – Alternative Pricing, pages 39 and 40 of 162 in the Tender document are replaced with the enclosed 2 pages, Revised Pricing Form - Alternative Pricing.

b.) The Pricing Form – Unit Pricing, page 38 of 162 in the Tender document is replaced

with the enclosed 1 page, Revised Pricing Form – Unit Pricing. 3. Additional Technical Information

Please refer to the following enclosed attachments: - Structural Alterations – Section 02060 – 2 pages - Cast-In-Place Concrete – Section 03300 – 8 pages - Structural Steel – Section 05120 – 11 pages - Metal Deck – Section 05311 – 4 pages - Electrical Addendum No. ADD E01 – 7 pages - Mechanical Addendum No. M-001- 19 pages

4. General Clarification To Questions From Bidders

Q1. All the sections in the specifications from Blackwell are missing, please provide the sections listed in the Table of Contents to us.

1 of 58




A1. The following four sections were inadvertently not attached: BS - 02060 Structural Alterations (Blackwell) BS - 03300 Cast-in-place Concrete (Blackwell) BS - 05120 Structural Steel (Blackwell) BS - 05311 Metal Deck (Blackwell) These documents are attached here as separate pdf files.

Q2. Pricing Form – Alternative Pricing – “Item 1 – refer to specification section 2.1.7 / 05500”

which is “anchors and shims pipe”, please verify. A2. These should be two separate items, therefore there are 5 Alternate Prices altogether.

COT to revise front end spec. Refer to enclosed 2 pages, Revised Pricing Form, in this addendum.

Q3. Pricing Form – Alternative Pricing – “Item 3” which contains EXMP and Ceramic Mosaic Tile in one item, is this correct? Please advise.

A3. Refer to item # 2 in this addendum, Revised Pricing Form.

Q4. At washroom area the structural drawing showing concrete block is 190mm, but

architectural drawing showing it is P2 (140mm), please verify.

A4. Follow structural. Architectural will be revised accordingly to 190mmm thick block [P1].

Q5. Drawing A1/BR-A-104 along gridline 29 indicating P1 which supposes to be 190mm block, but the elevation showing it is EXMP, please verify.

A5. [P1] wall tag to be deleted. This is an EXMP wall.

Q6. Drawing A3/BR-A-104 indicating “Extend existing guard to 1070mm – P1”, please it

should be concrete wall or block wall?

A6. All extended concrete guard walls are to be constructed of poured in place concrete. Q7. Due to the current work load, huge volume of the specifications and request from our

sub-contractors, we would like to ask to extend the closing date to April 17, you approval is much appreciated.

A7. In this addendum please refer to Item 1, Revised Closing Date. 2 of 58




Q8. 8 of 162, section 3, refers to unit rates for metal mesh, lighting fixtures and data drops. No units are specified. Please clarify.

A8. The unit prices are to be submitted for each item. Refer to item # 2 in this addendum,

Revised Pricing Form. Q9. In reference to Alternate Pricing on Page 40 of 162, section 3: Scope of Items 3 and 4 are

not clear. Please clarify. A9. Refer to item # 2 in this addendum, Revised Pricing Form.

Q10. Could you please provide us with the specification of the metal locker or the manufacturer’s name?

A10. Add the following item 2.1.7 to spec section 10800:

“Ambassador Locker, or approved equal, Stainless Steel Coin operated, conforming to CAN/CGSB-44.40, 300 mm wide x 450 380 mm deep lockers in single tier(s) as indicated on drawings. Coin operated and master keyed. Height varies as indicated on drawings. Provide options including: Handicap Accessibility, Stainless Steel finished end panels, sloping top and fillers.

Q11. Page 02050-5, Item 3.3, refers to Appendices III and IV in Volume 3 for owner supplied items, etc. I do not see any. Please clarify.

A11. Remove items 3.3.2.1 and 3.3.2.2 in entirety from spec section 02050 Demolition. Q12. Page 02050-7, Item 3.5.4, refers to Peace Garden Building. Please clarify.

A12. Remove item 3.5.4 in entirety from spec section 02050 Demolition.

All other information regarding the call document is unchanged. All other terms and conditions remain the same. Should you have any questions regarding this addendum contact Michael Porcarelli, Corporate Buyer, at email [email protected].

3 of 58

mailto:[email protected]�




Please attach this addendum to your Request for Tender document and be governed accordingly. Bidders must acknowledge receipt of all addenda on the space provided on the Tender Call Cover Page as per the Process Terms and Conditions, Section 1, Item 8 - Addenda, of the Tender Call document. All other aspects of the Tender remain the same. Yours truly, David Ferguson, Manager, Construction Services, Purchasing & Materials Management

4 of 58

Section 3 – Tender Submission Package Pricing Form

Tender Call No. 25-2014 Contract No. N/A (Addendum No. 1, April 3, 2014)

PMMD V 5.7 Page 3-10

Revised Pricing Form – Alternative Pricing Bike Storage Facility for Nathan Phillips Square Revitalization Project, Toronto City Hall, 100 Queen Street West, Toronto. The Bidder must provide the rate and the amount for each tender item, the total for each part / subsection, the grand total, HST amount and the total amount of tender on the forms in the ensuing pages. Bidders that do not fully complete these forms (such as leaving lines blank), or have unclear answers (such as "n/a", "-", "tba" or "included" etc.) will be declared non-compliant. Prices that are intended to be zero cost/no charge to the city are to be submitted in the space provided in the price schedule as "$0.00" or "zero". All spaces for the aforementioned information must be completed in ink ensuring the printing is clear and legible. All Bidders must

complete in its entirety and submit the enclosed Pricing Form pages with your bid submission by the closing time and date. Failure to do so SHALL result in the Bid being rejected as non-compliant.

Where included, the Supplementary List of Prices Required for Extra Work form must also be completed.

NAME OF CONTRACTOR: _________________________________________________________

Alternative Prices are for work which is NOT included in the Tender Price listed on Tender Form but which may be SUBSTITUTED by the Owner for work which is included (no price listed shall mean no change in cost). Alternative prices are to include all labour, material, equipment, overhead and profit and applicable taxes (excluding H.S.T.)

1. Architectural: Expanded aluminum mesh in 2mm thick anodizing quality aluminum. Mesh shall be 34mm short way of diamond X 76.2mm long way of diamond. Maximum panel size of 1,220mm X 3,048mm with 34% open area. Mesh to be class 1 clear anodized finish. Architectural Series, APEX style 12 mesh” by AIMCO Canada or approved equal. Refer to Specification Section 2.1.8 / 0550. $______________

2. Architectural: Single supplier to provide complete expanded metal mesh partition assembly including: expanded galvanized metal mesh finish, stainless steel brackets and galvanized rectangular steel tubing, by AIMCO Canada or approved equal. Note: this is in lieu of two different suppliers, one for mesh and one for support. Refer to Specification Section 2.1.7 / 05500. $_____________

Continued on next page…

5 of 58



PMMD V 5.7 Page 3-11

3. Architectural: Single supplier to provide complete expanded metal mesh partition assembly including: expanded aluminum metal mesh finish, stainless steel brackets and galvanized rectangular steel tubing by AIMCO Canada or approved equal. Note: this is in lieu of two different suppliers, one for mesh and one for support. Refer to Specification Section 2.1.7 / 05500.

$_____________

4. Architectural: Ceramic Mosaic Tile [CMT 1]

Manufacturer: AMERICAN OLEAN or approved equal Series: Unglazed Ceramic Mosaics Colour: Storm Gray Number: A22 Size: 1” x 1” Application: Washrooms / Showers Note: provide Cove Base, Cove Base Inner and Cove Base Outer trims $_____________

5. Architectural: Glass Mosaic Tile [GMT 4] – colour Red Architectural: Glass Mosaic Tile [GMT 5] – colour Rustic Architectural: Glass Mosaic Tile [GMT 6] – colour Yellow Architectural: Glass Mosaic Tile [GMT 7] – colour Dark Blue Size: 1” x 1” Supplier: OSI HARD SURFACES or approved equal

$_____________

6 of 58



PMMD V 5.2 Page 3-1

Revised Pricing Form - Unit Pricing Bike Storage Facility for Nathan Phillips Square Revitalization Project, Toronto City Hall, 100 Queen Street West, Toronto. The Bidder must provide the rate and the amount for each tender item, the total for each part / subsection, the grand total, HST amount and the total amount of tender on the forms in the ensuing pages. Bidders that do not fully complete these forms (such as leaving lines blank), or have unclear answers (such as "n/a", "-", "tba" or "included" etc.) will be declared non-compliant. Prices that are intended to be zero cost/no charge to the city are to be submitted in the space provided in the price schedule as "$0.00" or "zero". All spaces for the aforementioned information must be completed in ink ensuring the printing is clear and legible. All Bidders must

complete in its entirety and submit the enclosed Pricing Form pages with your bid submission by the closing time and date. Failure to do so SHALL result in the Bid being rejected as non-compliant.

Where included, the Supplementary List of Prices Required for Extra Work form must also be completed.

NAME OF CONTRACTOR: __________________________________________________________

Unit Prices are for work which is included in the Tender Price listed on Tender Form. Unit rates shall be used for the purpose of valuing changes to the Contract in accordance with changes in the Work. The unit rates shall include all costs for labour, materials, taxes, plant, equipment and services for the execution of the unit price work. Provide one unit price, which shall be for both, additions and deletions to the contract.

1. Architectural: Supply and Install expanded galvanized metal mesh [EXMP] screen: $___________ Each 1,220mm x 3,048mm panel, as per spec item 2.1.8 / 0500 2. Architectural/Electrical: Supply and Install perforated metal light shield for FC4 fixture: $___________ Each 3. Electrical: Supply and Install FC1 Fixture: $___________ Each

4. Electrical: Supply and Install FC2 Fixture: $___________ Each

5. Electrical: Supply and Install FC4 Fixture: $___________ Each

6. Electrical: Supply and Install CA3 Fixture: $___________ Each

7. Electrical: CAT6A Data Drop: $___________ Each (Including terminations and testing)

7 of 58

Nathan Phillips Square Revitalization – Bike Storage STRUCTURAL ALTERATIONS Issued for Tender Section 02060 2014 February 07 Page 1 of 2

Blackwell Bowick Partnership Limited 060449

1 GENERAL REQUIREMENTS 1.1 WORK INCLUDED

.1 Provide labour, materials and equipment necessary to perform structural alterations indicated or noted on the drawings or in the specifications including: i. Verification of field conditions and dimensions. ii. Design of shoring and needling and associated bracing along with necessary

foundations thereto as required to safely install new structural members. iii. Temporary shoring, needling and associated bracing and, where necessary,

jacking of existing work and removal thereof as required to safely install new structural members.

1.2 RESPONSIBILITY

.1 Be responsible for all damage arising out of the work of the Contract and for all damage to adjacent private or public property. Make good damages caused in the performance of this contract to the satisfaction of the Consultant.

.2 Review of shoring and needling design drawings by the Consultant shall in no way relieve the Contractor of his responsibility for carrying out the work in a manner which ensures the complete safety of the existing work, persons and adjacent property and also ensures that no damage occurs thereto, during any period of the alterations.

1.3 GENERAL

.1 The drawings governing alterations to existing structural work were prepared using the following assumptions: i. The existing structure is built in accordance with the original contract documents,

significant details of which have been reproduced on the drawings. ii. The workmanship and materials employed on the existing buildings were of good

quality and the building has not deteriorated significantly. iii. Bearing walls, structural steel, and structural concrete is reasonably true and

plumb. 1.4 EXAMINATION

.1 Examine the site and buildings on it. Establish conditions under which the work is to be done, and accept the premises as found upon taking possession of the property. The Owner will make no allowance for conditions that were apparent at the time of submission of tender. Direct all inquiries to the Consultant.

.2 Before proceeding with alterations to structural members, verify that the assumptions

described above are correct. Should the assumptions described above not be correct notify the Consultant immediately. The Consultant will determine revisions necessary to the work as shown. The Contractor shall provide the necessary assistance to enable the consultant to determine the extent of the revisions necessary.

.3 Investigate the existing building to determine actual field conditions, take field

dimensions, ascertain loads and forces to be supported or resisted, probe structural bearing members to determine soundness and perform other inspection necessary to carry out design of shoring, needling, bracing and the like, to schedule the sequence of operations, and prepare shop drawings and details.

1.5 DESIGN

.1 Design shoring, bracing, needling, scaffolding, and the like, along with the necessary foundations in accordance with the requirements of the Ontario Building Code, so that loads applied to them will be safely carried. Superimposed live loads, construction loads and wind loads shall be taken into account and the lateral stability of the elements supported and the shoring and needling shall be insured.

8 of 58

Nathan Phillips Square Revitalization – Bike Storage STRUCTURAL ALTERATIONS Issued for Tender Section 02060 2014 February 07 Page 2 of 2


.2 The members requiring shoring or needling, the elements to be altered, the general sequence of operations, and in some circumstances the type of needling and shoring, are shown. These general requirements shall govern the design.

.3 The design of shoring, needling and foundations thereto and the sequence of their

installation and the sequence of the work shall be prepared by a Professional Engineer registered in the province of Ontario.

.4 Prepare design of shoring, and the like, in co-operation with other trades so that new

work may be installed as required.

.5 Prepare and submit to the Consultant sepia drawings fully describing the shoring, needling, bracing and scaffolding work, the sequence of their installation and removal and the sequence of alterations. Submit calculations to the Consultant if he so requires.

.6 The Professional Engineer employed to design the shoring, bracing, needling and the like

shall also be employed to fully supervise their installation and removal and shall submit weekly reports to the Consultant regarding these phases of the work.

1.6 WORKMANSHIP

.1 Concrete, grouting, formwork and reinforcing steel shall conform to the requirements of CAN/CSA-A23.1-04.

.2 Structural steel shall conform to the requirements of CAN3-S16.1.

.3 Structural timber framing shall conform to CSA Standard 086.

.4 Carry out shoring and needling by means of jacking, wedging or by other suitable means

so that load is transferred to the shoring and needling without damaging the work supported. Ensure that over-wedging does not damage the work.

END OF SECTION 02060

9 of 58

Nathan Phillips Square Revitalization – Bike Storage CAST-IN-PLACE CONCRETE Issued for Tender Section 03300 2014 February 07 Page 1 of 8


PART 1: GENERAL

1.1 GENERAL REQUIREMENTS

.1 The General Conditions of the Contract, Supplementary General Conditions, and the General Requirements of Division 1, form part of this section, and must be read in conjunction with the requirements of this section, and all related sections.

.2 The work of this section, and related work specified in other sections shall comply with all requirements of Division 1 – General Requirements.

.3 Provide all material and labour required for the completion of the Contract. Breakdown of Work by Section is for guidance only and is not necessarily complete.

.4 Work Furnished and Installed:

i. All cast-in-place concrete.

.5 Related Work Specified Elsewhere:

i. Concrete Formwork, Section 03100.

ii. Concrete Reinforcing, Section 03200.

iii. Sandblasting, Section 03353.

1.2 STANDARDS, CODES AND ACTS

.1 Conform with the Ontario Building Code 2006 under O. Reg. 403/97, and amendments O. Reg. 22,102 and 122/98, O. Reg. 152,278,593 and 597/99, O. Reg. 205/00, O. Reg. 283/01, O. Reg. 220/02, O. Reg. 304 and 305/03, O. Reg. 23 and 245/04 and O. Reg. 145, 146, 236 and 389/05 and any other applicable acts of any authority having jurisdiction and the following:

i. CAN/CSA-A23.1-04, Concrete Materials and Methods of Concrete Construction, Canadian Standards Association.

ii. CSA-A23.3-04, Design of Concrete Structures for Buildings, Canadian Standards Association.

iii. ASTM C260-01, Standard Specification for Air-Entraining Admixtures for Concrete, ASTM International.

iv. CAN/CSA-S269.3-M92 (R2003) - Concrete Formwork, Canadian Standards Association.

.2 Where there are differences between the specifications, drawings, codes, standards or acts, the most stringent shall govern.

1.3 TOLERANCES

.1 Perform placing operations so that completed work will be within the tolerances set out in CAN/CSA-A23.1.

10 of 58



.2 These tolerances are acceptable with regard to visual and structural requirements. Interfacing tolerances may not be compatible with the above. Review and coordinate interfacing tolerances so that the various elements come together properly.

1.4 CONCRETE MIX DESIGN

.1 Design of Mix

i. Design the mix in accordance with CSA – A23.1 so that concrete will be homogeneous, uniformly workable, and readily placeable into corners and angles of forms and around reinforcement by the methods of placing and consolidation employed on the work, but without permitting materials to segregate or excessive free water to collect on the surface. The concrete, when hardened, shall have the qualities specified.

ii. Cement Type: 10 Normal.

iii. Specified Strength: As called for on drawings.

iv. Water Cement Ratio, Slump and Air Content: As called for on the Drawings. These requirements are for concrete at the point of placing.

v. Nominal Size of Coarse Aggregate: 20 mm.

vi. Admixtures: Type WN water reducing admixture.

vii. Fly Ash: Except as noted above, cementing materials for concrete shall contain 40% fly ash by mass. Do not use fly ash in concrete that will be exposed to view and in concrete that will be exposed to freeze-thaw cycles or de-icing chemicals.

viii. Do not use recycled concrete aggregate in slabs or in concrete exposed to view. Except as noted, recycled concrete shall constitute up to 100% of the coarse aggregate for concrete.

ix. Use of calcium chloride is not permitted.

x. Each type of architectural concrete may have a custom tint to be specified by the Consultant.

xi. Concrete mix for cast-in-place curbs to be designed to meet the requirements in this section, as well as to match the colour, mix and finish of the precast concrete curbs & caps.

xii. Obtain cementitious materials from same source throughout.

1.5 ARCHITECTURAL CONCRETE

.1 All concrete exposed to view is to be considered architectural concrete.

.2 Quality of Finish:

i. The quality of finish shall be such that when the forms are stripped, it meets the standards set out below, without further finishing work other than treatment of tie holes and clean-up.

11 of 58



ii. Dense, even concrete free of major defects such as deep or extreme honeycombing, inconsistencies in plane, severe cold joint lines and major loss of fines. Minor imperfections may be acceptable. Major defects will necessitate replacement. The judgement as to what constitutes major or minor defects will be the Consultant's. Patching will not be permitted and if used, will constitute a major defect. Repairs, i.e. removal of sections of a member, may be carried out if approved by the Consultant, but the repair shall match the colour and texture of the surrounding concrete.

iii. Concrete members of generally uniform colour.

iv. Concrete members with sharp, accurate definition at corners, arrises, reglets and the like, generally free of chipped or spalled areas and within dimensional tolerances set out in CAN/CSA-S269.3. Members shall be visually straight.

v. Plane surfaces without protuberances, indentations, ridges or bulges.

vi. Under no circumstances shall repair to any architectural concrete be undertaken without the consultant's consent will be classified as defective Work and the consultant may require their removal and replacement.

1.6 SAMPLES AND ASSISTANCE

.1 Concrete Test Cylinders

i. Cooperate in the execution of the concrete cylinder testing program. Furnish concrete required, protect specimens against injury and loss, and assist in the sampling and storage of specimens.

ii. Sample concrete and cast cylinders in accordance with CAN/CSA-A.23.1 where directed by the Consultant.

iii. In accordance with requirements of CAN/CSA-A.23.1, provide storage facilities for the initial 24 hours of site storage of all cylinders and the subsequent site storage of field cured cylinders. Suitably equip the 24 hour storage facility with humidity and temperature control equipment and maximum/minimum thermometers. It shall be sufficiently large to handle the maximum number of cylinders required at any one time.

iv. Provide sufficient field curing storage facilities so that cylinders representing the various areas can be safely stored in locations representing the curing conditions for those areas. Move the field-cured cylinder storage facilities from area to area as the work progresses.

.2 Cold Weather Concreting Plan

i. Submit for review a plan for cold weather concreting. Included as a minimum:

• Curing period for concrete selected if accelerators are to be used to reduce the length of time winter heat is required.

• Method of application of winter heat to the concrete for the initial curing period, be it through construction of a heated enclosure or other means.

12 of 58



• Method of protection of the concrete for the balance of the curing period, be it through the use of insulating blankets, straw, fill or other methods.

• Method of pre-heating of embedded elements such as reinforcing steel and cast-in inserts.

1.7 SUBMITTALS

.1 Submit the following for review by the Consultant:

.2 Certificates

i. Prior to beginning work and when any change in materials or source of supply is proposed, provide the following certificates prepared by an approved inspection company. The cost of this work shall be borne by the Contractor.

• Certification that aggregates and cements proposed for the work comply with requirements of specifications and CSA-A.23.3.

• Certification that compressive strength, water-cement ratio, slump, entrained air content and other specified properties will be met, using the proposed mixes.

• Give proportions by dry weight of cement, coarse and fine aggregate, type and amount of admixture or air entraining agents, and water-cement ratio, for the mix proposed for each class of concrete.

• State for each mix if fly ash is used in lieu of cement.

• Verification that air entraining admixtures is compatible with water reducing admixtures.

1.8 WASTE MANAGEMENT AND DISPOSAL

.1 Separate and recycle waste material sin accordance with Section 01740 Cleaning and Waste Management.

.2 Use trigger operated spray nozzles for water hoses.

.3 Designate a cleaning area for tools to limit water use and runoff. Cleaning area should be a portion of the site which is be paved at a later date.

.4 Carefully coordinate the specified concrete work with weather conditions.

.5 Ensure emptied containers are sealed and stored safely for disposal away from people.

.6 Prevent plasticizers, water-reducing agents and air-entraining agents from entering drinking water supplies or streams. Using appropriate safety precautions collect liquid or solidify liquid with an inert, non-combustible material and remove for disposal. Dispose of all waste in accordance with applicable local, provincial and national regulations.

13 of 58



.7 Choose least harmful, appropriate cleaning method which will perform adequately.

PART 2: PRODUCTS

2.1 MATERIALS

.1 Concrete

i. Conform to CAN/CSA-A.23.1.

ii. Comply with section 01611 LEED Product Requirements (minimum 25% SCM where applicable).

iii. Concrete supplier should provide RMCAO LEED letter based on Technical Bulletin T-030.

.2 Coarse Aggregate: from locally quarried non-alkali reactive rock, Mineral or Air-cooled Blast Furnace Slag

.3 Recycled Concrete Coarse Aggregate: Clean, hard, strong, durable particles, free of absorbed chemicals, coatings and other fine materials, crushed from aggregate having a compressive strength not less than 35 MPa

.4 Supplementary Cementing Materials: Type F Fly Ash to CAN/CSA-A23.5

.5 Cementitious Hydraulic Slag: to CAN/CSA-A363

.6 Water: to CAN/CSA-A23.1

.7 Admixtures: Air entraining agents or water reducing admixtures conforming to CSA CAN3-A266.1.

.8 Chemical admixtures: to ASTM C494. Consultant to approve accelerating or set retarding admixtures during cold and hot weather placing.

.9 Concrete retarders: to ASTM C494 water based, low VOC, solvent free. Do not allow moisture of any kind to come in contact with the retarder film.

.10 Curing Compound: Water based curing compound conforming to CSA-A.23.1. such as Cure & Seal 30 EF by Dayton/Richmond.

.11 Corrosion Inhibitor: DCI Corrosion Inhibitor, Type S, at a concentration of 11 litres/cubic metre of concrete, as manufactured by W.R Grace and Co., Cambridge, MA, USA or approved equivalent.

.12 Expansion Joint Filler: Asphalt impregnated fibre board, ½” thick unless noted otherwise; ASTM D1751.

.13 Additional criteria for Architectural concrete:

i. Colour pigment: Chromix Admixture by L.M. Scofield or by Davis or by Elementis or approved alternate. Finished concrete colour at curbs to match precast curbs. Colour at planter to match historic precast spandrel panels/guard rail. Finished

14 of 58



concrete colour at paving to match adjacent paver units. Finished concrete colour at furniture bases to be selected.

PART 3: EXECUTION

3.1 CONSTRUCTION AND CONTROL JOINTS

.1 Obtain approval from the Consultant for location and details of construction joints not shown.

.2 Place joint filler vertical in position in straight lines. Secure to formwork during placement of concrete. Recess top of filler 6mm for sealant placement. Do not tool border at jointing or edges.

.3 Maximum spacing of control joints to be 4800mm.

3.2 PLACING CONCRETE

.1 Conform to requirements of CAN/CSA-A.23.1 and the following:

.2 Immediately before placing concrete, clean forms and reinforcement of foreign matter.

.3 During hot weather conditions, do not use concrete mixed more than 1 hour after introduction of mixing water or 1-1/2 hours during other periods.

.4 Allow 24 hours minimum after placing concrete in columns, piers or walls before placing concrete in beams or slabs supported thereon.

.5 Ensure waterproof membranes are not damaged during placing of concrete over them.

.6 Remove concrete spilled onto forms around hoisting equipment before depositing concrete in these areas.

3.3 PROTECTION

.1 General

i. Conform to the requirements of CAN/CSA-A.23.1 and the following to protect freshly deposited concrete from freezing, premature drying and extremes of temperature. Maintain concrete with minimal moisture loss at a relatively constant temperature for the period of time necessary for the hydration of the cement and to achieve the specified strength of the concrete.

.2 Cold Weather Concreting

i. Between the 15th of October of any year and the 15th of April of the following year, provide on hand and ready for use all equipment necessary for adequate cold weather protection and curing before concrete placement is begun.

ii. When fresh concrete is to be cast against existing concrete, prevent the loss of heat by extending the protection for the fresh concrete at least 600 mm over the existing.

15 of 58



iii. Insulate, or enclose within the protective housing, tie rods, reinforcement or metal which projects from the concrete being protected.

iv. Construct enclosures tight and safe for wind and snow loadings.

v. Maintain housing, enclosures and supplementary heat in place for entire period of protection, except that sections may be temporarily removed as required to permit placing additional forms or concrete provided the uncovered concrete is not permitted to freeze. Make up time lost from the required period of protection at the required temperature before protection is discontinued and removed.

vi. Dispose heating units to avoid heating concrete locally or drying it excessively. Avoid high temperature and dry heating within enclosures.

vii. Take particular care to maintain edges and corners of concrete at the required temperature owing to their greater vulnerability to freezing.

.3 Protection of Completed Work

i. At all times during the work, protect exposed concrete, exposed masonry and other exposed members from staining or becoming coated with concrete leakage due to continuing concreting operations. Members which become coated may be classed as defective work by the Consultant.

ii. Protect exposed members from staining due to rusting of reinforcement projecting beyond construction joints.

iii. The application of de-icing salts on completed work is not permitted.

iv. During the curing period, take suitable measures to protect the surface of the concrete from pitting and loss of fines due to rain.

3.4 OPENINGS THROUGH COMPLETED MEMBERS

.1 Do not cut openings through completed members without the Consultant's approval.

.2 Where the location of openings is approved, mark their position on each side of members to be perforated. In the case of slabs over 75 mm thick, cut two-thirds of the thickness by drilling from the top and remaining one-third by drilling from the bottom. Drill walls similarly from each side.

.3 Where the location of openings is approved, locate the reinforcing by x-ray, cover meter or other positive means and adjust the location of the opening so that no reinforcement is cut unless specifically approved otherwise in writing by the Consultant.

.4 Maintain the axis of the hole at right angles to the surface of the member.

3.5 MAKING GOOD

.1 Where directed by the Consultant, make good temporary openings left in concrete construction around pipes, ducts and the like using a mortar of the same proportions as the surrounding work. Reinforce mortar with mesh or the like where openings exceed 75 mm. Roughen existing surfaces to receive mortar or apply suitable bonding agent such that mortar will be securely bonded to existing concrete.

16 of 58



3.6 TREATMENT OF FORMED SURFACES NOT DESIGNATED AS ARCHITECTURAL CONCRETE

.1 General

i. After stripping for forms, the bared surface of concrete will be inspected by the Consultant. Do not proceed with repairs or surface treatment to concrete prior to the Consultant's inspection.

ii. After the Consultant's inspection, remove or cut back 25 mm, bolts, ties, nails or other metal not specifically required for construction purposes.

iii. Where no serious defects are revealed by the Consultant's inspection, cut out areas of moderate honeycombing to sound concrete. Saturate the affected areas with water but leave surface dry (no standing water) and fill with cement mortar of the same general composition as that used in the concrete.

iv. Where serious defects are found, such as large voids or extensive honeycombing, repair the defect as directed by the Consultant.

v. Where surfaces are to be, damp-proofed, waterproofed or similarly finished, remove fins, ridges or bulges which would interfere with the application of the final finishes.

vi. Remove traces of form lining compound from concrete surfaces which may affect the bonding of following surface application.

.2 Surfaces Exposed to View

i. In addition to the above requirements, go over the surface, remove ties, nails, timber, inserts, minor imperfections, leaving the surface clean.

ii. Where major defects are revealed, repair as the Consultant directs.

iii. Where in the Consultant's opinion defects are minor, repair as follows or as the Consultant may otherwise direct. Cut out affected areas, saturate cut-out areas, voids, pit holes and form tie holes with water and fill with a cement mortar containing an approved type of latex bonding agent. Affected areas should be saturated but surface dry. Mortar mix and application shall be in accordance with the recommendations of the manufacturers of the bonding agent.

iv. After the mortar stiffens, wipe the whole surface clean such that no material remains on the surface, except that within the voids and such that finished surface is clean and smooth. Cure the patched areas by keeping moist for at least 7 days.

v. Where directed by the Consultant, power wash concrete surfaces to remove surface imperfections remaining after the treatment noted above has been carried out.


17 of 58

Nathan Phillips Square Revitalization – Bike Storage STRUCTURAL STEEL Issued for Tender 05120 2014 February 07 Page 1 of 11


PART 1: GENERAL




i. Structural steel work.


i. Grouting beneath column bases and bearing assemblies on concrete members: Section 03300.

ii. Grouting beneath baseplates bearing on masonry: Section 04200.

iii. Miscellaneous metals: Section 05500.

iv. Metal stairs, handrails, guards, balustrades and railings: Section 05510.

v. Reinforcing at edges of openings in metal deck that are not larger than 450mm in roof deck and 300mm in floor deck: Section 05311.

.4 Work Furnished but not Installed:

i. Anchor bolts, bearing assemblies and other structural steel connections to be cast into concrete.

ii. Shelf angles and related connections to be built into concrete to receive masonry.

iii. Bearing plates and related connections for metal deck to be built into masonry or concrete.

iv. Loose lintels, shelf angles and plates to be built into masonry.


.1 Conform with the Building Code under Ontario Building Code 2006 (O. Reg. 403/97) and any applicable acts of any authority having jurisdiction and the following:

i. CAN/CSA-S16.1-01 - Limits States Design of Steel Structures; S16S1-05, Supplement #1; and replacement pages issued June 2003 and December 2003 as Update #1 and Update #2 Canadian Standards Association.

ii. CAN/CSA-G164-M92 (R2003) - Hot Dip Galvanizing of Irregularly Shaped Articles, Canadian Standards Association.

iii. EN-10210-1 EUROPEAN STANDARD FOR ELLIPTICAL HOT FINISHED STRUCTURAL TUBE.

18 of 58



iv. CSA-S136-94 - Cold Formed Steel Structural Members, Canadian Standards Association.

v. CSA-W47.1-03 - Certification of Companies for Fusion Welding of Steel Structures, Canadian Standards Association.

vi. CISC/CPMA 1-73a - Performance Specification for Shop Primer, Canadian Institute of Steel Construction.

vii. CISC/CPMA 2-75 - A Quick-Drying Primer for use on Structural Steel, Canadian Institute of Steel Construction.

viii. SSPC-SP2, Hand Tool Cleaning, The Society for Protective Coatings

ix. SSPC-SP6/NACE No. 3, Commercial Blast Cleaning, The Society for Protective Coatings

x. SSPC-SP 7/NACE No. 4, Brush-Off Blast Cleaning, The Society for Protective Coatings

xi. SSPC-SP 10/NACE No. 2, Near-White Blast Cleaning, The Society for Protective Coatings

xii. ASTM D6386, Preparation of Zinc (Hot-Dip Galvanized) Coated Iron and Steel Product and Hardware Surfaces for Painting

.2 Where there are differences between the specifications, drawings, standards, codes or acts, the most stringent shall govern.

1.3 TOLERANCES

.1 Conform to erection tolerances specified in CAN/CSA-S16.1 Clause 28.7.

.2 Interfacing tolerances may not be compatible with the above. Review and coordinate interfacing tolerances so that the various elements come together properly.

1.4 QUALIFICATIONS

.1 Be certified under the requirements of Division 1, or Division 2.1 of CSA Standard W47.1.

1.5 DESIGN

.1 General

i. Design connections, joists, bridging, trusses, castings and the like in accordance with the requirements of CSA S16.1 for the loads shown or implied.

ii. Design calculations shall be carried out by a professional engineer licensed to practice in the Province of Ontario.

.2 Connections

i. Use types of shop or field connection shown, or in absence of such indication, use most appropriate type of connection.

19 of 58



ii. Design of connections shall include not only those between columns, beams, girders, trusses and braces, but also between such members as spandrel angles and beams, hangers, stiffeners, etc., and their supporting members (be they steel or concrete).

iii. Design connections to safely withstand the combined effects of shear, moment and torque at applicable design stresses.

iv. Do not weld galvanized members without the Consultant’s approval.

v. Design bracing member connections for positive adjustability.

vi. Design connections that are exposed to weather so that moisture, dirt and the like cannot gain entry to the interior of hollow built-up members.

vii. Design and detail connections so as not to interfere with architectural clearance lines or finishes.

viii. Where connections between beams and columns and the like result in loss of bearing to the metal deck, design and provide support as required.

ix. Design connections that are to be cast into concrete to provide for the maximum deviation that can occur in erection and based on the following: � Specified steel erection tolerances. � Maximum permissible tolerances in the location of inserts cast into concrete

of plus or minus 15 mm in any direction.

1.6 SUBMITTALS

.1 Connection Details, Erection Diagrams, Shop Details, Erection Procedures, Field Work Details

i. Submit connection details, erection diagrams, shop details, erection procedures, and field work details for review by the Consultant.

ii. Do not reproduce the structural drawings to serve as erection or setting drawings without the Consultant’s approval.

.2 Connection Design Details

i. Connection design details shall be prepared before the preparation of shop details and submitted to the Consultant for review that the intent of the design is met.

ii. Connection design details shall bear the signature and stamp of a qualified professional engineer licensed to practice in the Province of Ontario

iii. Connection design details shall provide details of standard and non-standard connections and other data necessary for the preparation of shop details. Connection design details shall be referenced to the design documents or the erection drawings, or both.

.3 Erection Diagrams

i. Erection diagrams shall be submitted to the Consultant for review.

20 of 58



ii. Amongst other items show the following: � General arrangement of the structure including all steel load-resisting

elements essential to the integrity of the completed structure � Principal dimensions of the structure � Piece marks � Sizes of the members � Connection details. � Bearing details. � Holes. � Finishes. � Grades of steel. � Size and type of bolts and bolt installation requirements � Shop and field welds � Elevations of column bases � All necessary dimensions and details for setting anchor rods � Sliding expansion joint bearing pad details, including materials, size and

thickness of pads, setting out dimensions and load capacity. � Required clearances and other details to receive correlative items � Any other information necessary for the assembly of the structure

iii. Show necessary dimensions and details for setting structural steel bearings, anchorages, assemblies and the like where they interface with other building components.

iv. Co-ordinate with shop drawings of cast-in-place concrete, masonry, miscel-laneous metal work, structural steel castings, metal deck and other interfacing work.

.4 Shop Details

i. Shop details shall be prepared before fabrication and submitted to the Consultant for review.

ii. Shop details shall provide complete information for the fabrication of various members and components of the structure, including the required material and product standards; the location, type, and size of all mechanical fasteners; bolt installation requirements; and welds.

.5 Erection Procedures

i. Erection procedures shall be prepared before erection and submitted to the Consultant for review.

ii. Erection procedures shall outline the construction methods, erection sequence, temporary bracing requirements, and other engineering details necessary for shipping, erecting, and maintaining the stability of the steel frame.

iii. Drawings and sketches that identify the location of permanent and temporary load-resisting elements essential to the integrity of the partially completed structure shall supplement erection procedures.

iv. Submit details of method proposed to apply and verify the magnitude of tension to bracing members within the specified tolerances.

v. Submit procedures proposed when erection is carried out at temperatures greatly differing from 20 degrees C.

21 of 58



.6 Fieldwork Details

i. Fieldwork details shall be submitted for review by the Consultant whenever modifications to the approved structural details are required.

ii. Fieldwork details shall provide complete information for modifying fabricated members in the shop or on the job site. All operations required to modify the member shall be shown on the fieldwork details.

.7 Substitution

i. If the Contractor wishes to make substitutions for steel materials or sizes indicated, submit proposals with the tender with necessary calculations for review of the Consultant.

.8 Drawings for Inspection Company

i. Furnish the Inspection Company with a copy of erection diagrams, shop details, erection procedures, and fieldwork details bearing the Consultant's reviewed stamp.

.9 As-Built Drawings

i. Mark on 2 complete sets of final drawings any changes, additions or deletions that occur during the construction as a result of the Contractor's work, change orders or for any other reason.

.10 Mill Test Reports

i. Submit copies of mill test reports properly correlated to the materials available to the Consultant.

PART 2: PRODUCTS

2.1 MATERIALS

.1 Rolled Wide Flange Sections: Conform to CSA-G40.21-M92 350W, unless otherwise noted.

.2 Rolled channels and angles: Conform to CSA-G40.21-M92 300W, unless otherwise noted.

.3 Steel plate, bars and rods: Conform to CSA-G40.21-M92 300W, unless otherwise noted.

.4 Hollow Structural Sections: Conform to CSA-G40.21-M92 Grade 350W, Class C.

.5 Bolts, nuts and washers: ASTM A325 M-00, galvanized when used with galvanized material.

.6 Shop paint primer: Type 1 - Water borne: Low VOCs, and not to be manufactured or formulated with aromatic solvents, formaldehyde, halogenated solvents, mercury, lead, cadmium, hexvalent chromium and their compounds. Devguard 4020 by ICI Devoe Coatings or approved equivalent. Contractor to verify compatibility of primer with finished paint including intumescent paint where applicable.

22 of 58



.7 Primer for steel to receive Cafco Intumescent coating: [Devguard 4160 structural primer by ICI Devoe Coatings][Rustguard 4150-7100 Red Low Voc Shopcoat Primer by ICI Devoe Coatings][Kem Kromik Universal Metal Primer B50NZ6 by Sherwin-Williams ] or approved equivalent

.8 Reinforced Inorganic Zinc Primer - Catha-coat 302H by ICI Devoe Coatings or approved Equivalent

.9 Alkyl Silicate Inorganic Zinc Coating - Catha-coat 304 by ICI Devoe Coatings or approved equivalent.

PART 3: EXECUTION

3.1 WORKMANSHIP AND FABRICATION

.1 Conform to CAN/CSA-S16.1-94 and the following:

.2 Provide holes to 15mm in diameter indicted at any time before shop drawings are reviewed, as required to permit the attachment of other materials.

.3 Plates and shelf angles supporting masonry shall be continuous and extend full length of masonry openings. At splices, grind welds smooth where exposed to view.

.4 Openings

i. Conform to requirements shown for location, size, reinforcing and cutting of openings through structural members.

ii. Obtain written permission of Consultant prior to field cutting or altering of struc-tural members not shown on the drawings.

.5 Galvanized Steel

i. Detail and fabricate steel such that it will not trap the galvanizing material.

ii. Detailed so that welding of galvanized material is not required.

iii. Provided with vent holes as required.

iv. Cleaned of all weld slag prior to galvanizing.

v. Upon completion of erection, touched up with zinc rich primer at all locations where galvanizing is damaged.

3.2 PROTECTION

.1 Steel ST-1

i. This steel type applies to all structural steel concealed from view in the finished building and not exposed to weather or high humidity environments including:

• Bike Storage shower vestibule bulkhead bracing

ii. No cleaning or painting is required for this steel type.

23 of 58



.2 Steel ST-2

i. This steel type applies to all structural steel concealed from view in the finished building and not exposed to weather or high humidity environments including :

• Bike Storage Mezzanine floor beams and hangers.

ii. Clean structural steel in accordance with SSPC SP2, Hand Tool Cleaning

iii. Within one hour following cleaning, apply one coat of paint conforming to CISC/CPMA 1-73a

.3 Steel ST-3

i. This steel type applies to all structural steel which is to be encased in spray applied fire proofing or concrete including:

• Bike Storage Mezzanine floor beams

ii. Clean structural steel in accordance with SSPC SP2, Hand Tool Cleaning to

remove loose mill scale, rust, and other detrimental foreign matter.

iii. No painting is required for this steel type.

.4 Steel ST-4

i. This steel type applies to all structural steel which is exposed to weather or moisture in the finished building but is not designated as “architectural” such as steel within the cavity of cavity walls, and not protected by a vapour barrier including:

• lintels

• shelf angles

• stair landing framing including columns

• Bike Storage mezzanine floor framing

• plates, hangers, braces etc. outside the building envelope

• connection materials and inserts associated with the above.

ii. Fully galvanize, in accordance with CSA G164 to a minimum zinc coating of 600 g/m

2.

.5 Except for steel which is to be left uncoated, upon completion of erection, apply primer to welds, bolts and at locations where original primer is damaged. Primer to match the primer of the base steel. For galvanized steel, touch up with zinc rich coating.

.6 Protect all steel from damage during storage, transportation and erection.

.7 For steel designated as “architectural” sand areas where the coating has been damaged and “feather” into the surrounding field prior to touching up.

.8 Protect weep holes at base of closed column sections that have base plates, but no cap plates.

24 of 58



.9 During cold weather, protect members from damage due to water freezing in confined areas.

.10 Provide drain holes in closed sections to prevent water build-up during erection.

3.3 ERECTION

.1 General

i. Conform to requirements of CAN/CSA-S16.1 and the following:

ii. Maintain temporary bracing until completion of entire structure including floor and roof decks, slabs, *masonry walls and other elements which are part of the wind resisting system.

iii. Carry out erection operations, including installation of any temporary guying and shoring required, without loading portions of the existing structure already constructed in excess of its safe load carrying capacity.

iv. During erection, forces or reactions in the steel frame members and their connec-tions may exceed those on which the design is based.

v. Determine the magnitude of such forces and reactions and take such measures as are necessary to ensure that the safety and stability of the structure is maintained until the entire structure, including floor and roof slabs is complete.

vi. Splices, other than those shown, shall not be permitted in members without the Consultant's approval. If approval is given to permit welded splices, they shall be non-destructively tested at no extra cost to the Owner.

vii. Nuts on ordinary bolts ASTM A307 shall be prevented from working loose by use of lock washers, lock nuts, jam nuts, thread burring or other approved methods.

viii. Report to the Consultant where members cannot be erected within the specified tolerances without modification or special procedures. Take corrective measures to the Consultant's approval.

.2 Bearing on Concrete or masonry

i. Set steel bases and bearing assemblies true and level at the proper elevation so that upon grouting, they will have full bearing.

ii. Unless a specific method is shown, leveling devices or steel shimming may be used to support bases prior to grouting. Subsequent to grouting, loosen the leveling devices so that all loads pass only through the bases, or remove the steel shims so that the resulting voids can be fully grouted.

.3 Lintels

i. Unless a reinforced block or concrete lintel is noted, provide loose steel lintels, as shown, over openings and recesses in masonry walls or partitions including those for mechanical or electrical services.

.4 New Steel Work to the Existing Building

25 of 58



i. Make site measurements as required to verify dimensions of existing work before proceeding with the work. The Contractor shall be responsible for extra costs incurred due to proceeding without verifying site dimensions.

ii. Adequately shore the existing structure until the permanent structure shown is installed, to ensure that no movements or damage occurs.

3.4 EXPOSED STEEL

.1 General

i. The following applies to all steel which is left exposed to view in the completed building that is within 3 m of a floor

.2 Fabrication

i. All exposed edges of plates shall be universal mill or guided flame cut. Exposed cut edges of beam flanges shall be guided flame cut. Cut surfaces shall be equal in smoothness to a mill finish.

ii. Where bolted connections are shown, ensure that connections are neatly arranged with tight joints.

iii. Remove mill marks, identification and surface imperfections by grinding smooth and flush with adjacent surfaces.

.3 Welding

i. Continuously weld joints exposed to view.

ii. Grind smooth all welds that are within the reach of the public.

.4 Galvanizing

i. Ensure that the galvanizing process leaves a smooth and uniform surface.

ii. During galvanizing, use procedures to ensure that members do not deform excessively.

.5 Do not use marking paint, crayons or other marking materials on exposed surfaces.

3.5 ARCHITECTURALLY EXPOSED STEEL

.1 General

i. Architecturally exposed steel is all steel which is left exposed to view in the completed building. In addition to the requirements of this Section the requirements of the AISC specification for Architecturally Exposed Steel shall apply, except as varied herein.

.2 Tolerances

i. The "as fabricated and erected" straightness tolerances of architecturally exposed steel members shall not exceed ½ of the standard camber and sweep

26 of 58



tolerances specified in CSA-G40.21, excepting that tolerances between structural steel members and window frames shall not exceed plus 3 mm or minus 0.

.3 Fabrication

i. Perform fabrication with special care and necessary straightening to maintain the condition of the material as described herein.

ii. Show clearly the required fabrication tolerances on shop drawings. Show the required tolerances for setting embedded items on erection drawings.

iii. Make copes, mitres and butt cuts in surfaces exposed to view within the closest possible tolerances consistent with structural shop equipment and practice. Plan erection sequence so that these tolerances can be maintained.

iv. Where the fit-up of adjacent members is such that permissible tolerances specified above may result in any unsightly joint, take special care to obtain a visual plane on the exposed surfaces. If both surfaces are exposed, detail joints in such a way as to minimize these unavoidable variations.

v. All exposed edges of plates shall be universal mill or guided flame cut. Exposed cut edges of beam flanges shall be guided flame cut. Cut surfaces shall be equal in smoothness to a mill finish.

vi. Where bolted connections are shown, ensure that connections are neatly arranged with tight joints.

vii. Remove mill marks, identification and surface imperfections by grinding smooth and flush with adjacent surfaces.

.4 Welding

i. Except as otherwise shown on the drawings, all shop and field assembly shall be done by welding. Welders shall be qualified as hereinbefore specified.

ii. Continuously weld joints exposed to view.

iii. Form and weld all joints exposed to weather to exclude water by the use of "seal" welds.

iv. Exposed welds, except f filler welds and concealed welds where clearances or fit of other items may so necessitate, shall be ground smooth and otherwise finished flush and even with adjacent surfaces. Grinding is not required for well formed fillet welds.

v. Grind bevel welds smooth, forming neat, well-made corners.

vi. Grind smooth any welds on structural steel members in the finished building that are within the reach of the public.

.5 Painting

i. After inspection and before leaving the shop, clean all steel work exposed in the finished work by grit-blasting of all mill scale, rust, weld slag or flux deposit, oil, dirt and other foreign matter, to a "Commercial Bright" finish.

27 of 58



ii. Remove mill marks, identification and surface imperfections by grinding smooth and flush with adjacent surfaces.

iii. Immediately after cleaning, apply a shop coat paint to all steel work, except as follows, to dry surfaces by spray, to a minimum dry film thickness of 2 mils. Allow to dry in dust free areas.

iv. Do not paint metal items that are to be encased in concrete and surfaces that are to have concrete placed against them.

v. Apply 1 additional shop coat of paint as specified to parts of shop coated steel surfaces that will be inaccessible after erection.

vi. Clean surfaces within 50 mm of any field weld location of materials that would prevent proper welding or produce objectionable fumes while welding is being done.

vii. After erection and immediately after grinding welds, etc. touch up and paint with 1 coat of same paint as shop coat, all damaged and abraded spots, including any unpainted areas. Completely remove anti-spatter coating, if used before field touch-up painting.

.6 Galvanizing

i. Ensure that the galvanizing process leaves a smooth and uniform surface.

ii. During galvanizing, use procedures to ensure that members do not deform excessively.

.7 Protection

i. Prevent staining of architecturally exposed steel by concrete, mortar, plaster, oils, paints or other foreign substances.

ii. Do not use marking paint, crayons or other marking materials on exposed surfaces.


28 of 58

Nathan Phillips Square Revitalization – Bike Storage METAL DECK Issued for Tender 05311 2014 February 07 Page 1 of 4


PART 1: GENERAL




i. Steel roof and floor deck.

ii. Holes in deck for other trades.

iii. Hole and edge reinforcing welded to deck.

iv. Closures.


i. Framing of openings in deck exceeding 450 mm in roof deck and 300 mm in floor deck and framing of edges of openings in metal deck where loss of bearing to metal deck occurs: Section 05120

ii. Clip angles at columns to support metal deck: Section 05120

iii. Steel bearing plates and related anchors to receive metal deck: Section 05120


.1 Conform with the Ontario Building Code 2006 (O. Reg. 403/97) and any applicable acts of authority having jurisdiction and the following:

i. CSA-S136-94, Design of Light Gauge Steel Structural Members, Canadian Standards Association.

ii. CAN/CSA-S16.1-94, Steel Structures for Buildings - Limit States Design, Canadian Standards Association.

iii. CSA-W47.1-92 (R1998), Certification of Companies for Fusion Welding of Steel Structures, Canadian Standards Association.

iv. CSA-W59 -M1989 (R1998), Welded Steel Construction, Canadian Standards Association.

v. CSSBI 10M-96, Canadian Sheet Steel Building Institute (CSSBI) Standards for Steel Roof Deck - 1976 Revised 1981 and Steel Floor Deck - 1976 Revised 1981.

vi. ASTM A108-99, Standard Specification for Steel Bars, Carbon, Cold Finished, Standard Quality, American Society of Testing and Materials.

vii. ASTM A653/A653-00, Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process, American Society of Testing and Materials.

29 of 58



.2 Where there are differences between the specifications, drawings, codes, standards or acts, the most stringent shall govern.

1.3 QUALIFICATIONS

.1 Any organization undertaking to weld under this Contract shall be certified by the Canadian Welding Bureau under the requirements of CSA W47.1.

.2 Welders engaged in this work shall furnish proof that they have successfully carried out welding of gauge metal.

1.4 DESIGN

.1 Design deck in accordance with requirements of the *Ontario Building Code to safely support loadings shown or implied.

.2 Design deck such that the live load deflection of the deck shall not exceed 1/360 of the span for floor deck, nor 1/240 of the span for roof deck, except that when decks support a plastered ceiling or similar finish, the deflection due to live load shall not exceed 1/360 of the span.

.3 Design deck anchorage to the supporting framework or walls to safely resist net uplift forces shown, but not less than 0.50 kPa.

.4 Wherever possible, design units to span over three or more supports in order to obtain increased rigidity.

.5 Design framing for openings or holes through the roof deck up to 450 mm maximum width and in floor deck up to 300 mm maximum width measured perpendicular to the span of the deck.

1.5 SUBMITTALS

.1 Shop Drawings

i. Submit erection and fabrication drawings for review by the Consultant.

ii. Each drawing submitted shall bear the signature and stamp of a qualified Professional Engineer licensed in the Province of Ontario.

iii. Amongst other items, show the following:

< Types of deck and their locations

< Design loads

< Net uplift pressures

< Openings and their reinforcement

< Gauge of steel deck

< Surface protective coating

< Flashings and closure plates

< Welding details

< Sufficient detail sections showing the deck's orientation to support members to facilitate erection of deck .

iv. Do not reproduce the structural drawings to serve as shop drawings without the

consent of the Consultant.

30 of 58



v. Furnish the inspection company with a copy of each shop drawing bearing the Consultant's reviewed stamp.

.2 Mill Test Reports

i. Submit two copies of mill test reports properly correlated to the materials.

.3 As-Built Drawings

i. Mark on 1 complete set of final drawings any changes, additions or deletions that occur during the construction as a result of the Contractor's work, change orders or for any other reason.

PART 2: PRODUCTS

2.1 MATERIALS

.1 Metal Deck

i. To CSSBI 10M. Minimum steel core thickness 0.76 mm 0.030 in. except that deck exposed to view in the finished building shall have a minimum steel core thickness of 0.91 mm.

0.76 mm = 22 ga. And 0.91 = 20 ga.

ii. Form deck with integral ribs of a shape acceptable to the Consultant.

iii. Provide a minimum width of rib contact with the supporting steel work of 40 times the thickness of the deck.

iv. Provide sections with interlocking type side joints.

.2 Miscellaneous Metal

i. Metal cover plates, cell closures, web stiffeners, edge strips and flashings shall conform to material and finish as specified for deck and have a minimum steel core nominal thickness of 1.22 mm.

PART 3: EXECUTION

3.1 PROTECTION

.1 Coat surfaces of deck in accordance with CSSBI requirements for wipe coated steel designation ZF75 in according with ASTM A653/A653M, except that deck exposed to view or weather shall have a commercial grade zinc coating of at least Z275 designation in according with ASTM A653/A653M.

.4 Touch up field abrasions and welds with a brush coat of a zinc rich primer.

3.2 INSTALLATION

.1 General

i. Ensure that construction loads caused by the erection of the deck will not load structural members in excess of their design loads.

31 of 58



ii. Erect deck such that it is free of dirt, scale, foreign matter, dents or deformations.

iii. Adjust deck units to their final position before securing to supporting members. Supply and install steel packing between supporting members and deck to provide a minimum of 50 mm bearing. Permanently secure packing.

iv. Lap ends of non-composite deck units a minimum of 50 mm and only over supporting members.

v. When deck units are adjusted to their final position, anchor to supports and to members parallel to the deck span to safely resist uplift forces and lateral forces, but with not less than 25 mm diameter fusion welds at average spacing of 300 o.c. Where deck will be exposed to weather without cover, or where welding of deck is impracticable, secure deck with a minimum #12 self taping screws at an average spacing of 300 o.c.

vi. Provide a minimum of 50 mm of end bearing on supports. Fasten side joints of deck units between supports by clinching at 600 mm intervals or with 25 mm long welds at 1000 mm intervals. Secure structural flashings and the like to deck with sheet metal screws or welding.

vii. Make fusion welds of deck to supporting members well within bearing width of supporting members.

viii. Weld gauge metal to obtain satisfactory fusion between the deck and supports without damage to the deck or its supports.

ix. Provide minimum closure channels along edges of all deck parallel to span where deck is not otherwise supported.

.2 Holes Through Deck

i. Cut openings and reinforce edges as required for pipes, ducts, hoppers and the like. Indicate openings as reinforcement for openings on fabrication and erection drawings. The maximum size of an unreinforced opening is 150 mm square or in diameter. Reinforce openings having a dimension over 150 mm, but not exceeding 450 mm as required. Framing for openings with a dimension exceeding 450 mm in roof deck and 300 mm in floor deck is specified under Structural Steel Section 05120. The location of holes through decking shall be to the approval of the Consultant.

ii. Obtain actual opening and holing information before proceeding with the work. Cooperate with other trades as necessary.


32 of 58

Consulting Engineers Electrical, Mechanical, Lighting I:\PROJECTS\2006\06270\ELECTRICAL\ADDENDUM-ELECTRICAL\BIKE STORAGE\ADDENDUM E-01\NPS BIKE STORAGE - ELECTRICAL ADDENDUM NO. ADD-E01.DOC

2255 Sheppard Ave. East phone 416.497.3111

Suite E-331 fax 416.497.7210

Toronto, ON M2J 4Y1 www.cel.ca

CROSSEY

ENGINEERING

LTD.

ELECTRICAL ADDENDUM Nathan Phillips Square Revitalization Bike Storage Construction Toronto,Ontario CEL Ref No.: 06270.104

No. ADD-E01

Perkins + Will Canada

PLANT Architect Inc. Att: Vis Sankrithi Date: April 2, 2014 This addendum becomes part of the Bid Documents and will be considered to have been included in the Tender. Additions, deletions, and revisions shall be incorporated in the Bid Documents as hereinafter described.

1 PANEL SCHEDULES:

1.1 PANEL SCHEDULE PP-2BRAB

.1 Replace previously issued panel schedule PP-2BRAB with attached revised schedule dated April 17, 2013.

.2 Two (2) ‘spare’ 15A-1P breakers to be utilized for BAS controllers circuits.

.3 Add (1) 15A-1P breaker to serve new pump P-BR-401.

2 DRAWINGS:

2.1 REFERENCE DRAWINGS: BR-E302: BIKE STORAGE P1 LEVEL POWER & SYSTEMS LAYOUT

.1 Sketch Issued: SKBR-302.01, SKBR-302.02, SKBR-302.03.

.2 Drawing revised as shown on sketch SKBR-302.01:

.1 Add (1) 120V equipment connection for BAS Controller in Bike Service/Repair Shop BSP03. Coordinate exact location on site with the Mechanical Contractor.

.2 Add (1) Category 6 data drop for BAS Controller in Bike Service/Repair Shop BSP-3. Coordinate exact location on site with the Mechanical Contractor.


.1 Delete (1) Type DB2 duress button station electrical provisions in Shower BSP06.

.2 Relocate Type DB2 duress button stations in Shower/Washrooms are shown.


.1 Relocate Type DB2 duress button stations in Shower/Washrooms are shown.

33 of 58

NATHAN PHILIPS SQUARE RYERSONBIKE STORAGE Page 2 of 2 ELECTRICAL ADDENDUM E-01 Date: April 2, 2014

Consulting Engineers Electrical, Mechanical, Lighting I:\PROJECTS\2006\06270\ELECTRICAL\ADDENDUM-ELECTRICAL\BIKE STORAGE\ADDENDUM E-01\NPS BIKE STORAGE - ELECTRICAL ADDENDUM NO. ADD-E01.DOC

.2 Add (1) 120V equipment connection c/w disconnect switch for pump P-BR-401 in Janitor Room BSP12.

.3 Add (1) 120V equipment connection for BAS Controller in Janitor Room BSP12. Coordinate exact location on site with the Mechanical Contractor.

.4 Add (1) Category 6 data drop for BAS Controller in Janitor Room BSP12. Coordinate exact location on site with the Mechanical Contractor.

2.2 REFERENCE DRAWINGS: BR-E603: BIKE STORAGE SECURITY RISER DIAGRAM

.1 Sketch Issued: SKBR-E603.01.

.2 Drawing revised as shown:

.1 Revise detail 2/BR-E603 ‘Security Riser Diagram – Cable’ as shown.

TOTAL NUMBER OF WRITTEN PAGES 2

TOTAL NUMBER OF SPECIFICATIONS PAGES 0

TOTAL NUMBER OF SCHEDULES PAGES 1

TOTAL NUMBER OF SKETCHES 3

TOTAL NUMBER OF DRAWINGS 0

END OF ELECTRICAL ADDENDUM No. ADD E-01

CROSSEY ENGINEERING LTD.

Leo Lee, P.Eng.

Project Director

APR 2, 2014

34 of 58

NATHAN PHILLIPS SQUARE REVITALIZATION Panel ScheduleJob No. Panel: PP-2BRAB

Date: Apr 03, 2014

Voltage: 120 / 208 208 Panel Mains: 400 Amps

Mounting SurfacePh/Wire: Tub Type: Single

Location: BIKE REPAIR BSP03Fed From: Main Breaker 200 Amps

BRKR * DESCRIPTION C [W] d.f. D [W] cct bus cct D [W] d.f. C [W] DESCRIPTION * BRKR15A-1P SPARE 0 1 a 2 240 0.3 800 (4) RECP. WP GFI 15A-1P15A-1P GFI (3) RECP. WP 600 0.3 180 3 b 4 0 SPACE15A-1P RECP. EAST WALL 1000 0.6 600 5 c 6 600 0.6 1000 DOOR OPERATOR 15A-1P15A-1P GFI AIR PUMP 1000 0.8 800 7 a 8 540 0.6 900 HANDS FREE PLUMBING GFI 15A-1P15A-1P (3) RECP. BSP03 800 0.4 320 9 b 10 300 0.6 500 TRAP SEAL PRIMER 15A-1P15A-1P SPARE 0 0 0 11 c 12 333 0.7 47515A-1P (2) RECP. BSP02 600 0.4 240 13 a 14 333 0.7 47515A-1P BAS CONTROLLER 500 0.8 400 15 b 16 333 0.7 47515A-1P BAS CONTROLLER 500 0.8 400 17 c 18 333 0.7 47515A-1P GFI LTG SHOWERS 696 0.9 626 19 a 20 333 0.7 47515A-1P LTG BATTERY PACKS 1000 1 1000 21 b 22 333 0.7 475

290 0.8 232 23 c 24 420 0.7 600 SUMP PUMP CONTROLLER 15A-1P290 0.8 232 25 a 26 3074 0.8 3842290 0.8 232 27 b 28 3074 0.8 3842

15A-1P RECP. SHOWER VEST. 600 0.7 420 29 c 30 3074 0.8 3842SPACE 0.7 0 31 a 32 368 0.7 525SPACE 0.7 0 33 b 34 368 0.7 525

15A-1P (28) FGI SIDE LGTS P1 LVL 785 1 785 35 c 36 368 0.7 52515A-1P (15) FA2 P1 LVL 840 1 840 37 a 38 368 0.7 52515A-1P NW 4 RMS + SIDE LGTS 1270 1 1270 39 b 40 368 0.7 52515A-1P (14) FC4 SIDE LGTS 896 1 896 41 c 42 368 0.7 52515A-1P (16) FC4 SIDE LGTS + (2) FC3 1088 1 1088 43 a 44 224 0.7 320 SHOWER LTG GFI 15A-3P15A-1P EXIT SIGNS 100 1 100 45 b 46 980 0.7 1400 HAND DRYER 20A-1P15A-1P (3) RECP. BSP02 600 0.3 180 47 c 48 980 0.7 1400 HAND DRYER 20A-1P15A-1P FC4 LGTS (P2 & STAIRS) 700 1 700 49 a 50 240 0.3 800 (4) RECP. GFI. SHOWERS 15A-1P

2000 0.6 1200 51 b 52 600 0.6 1000 DOOR OPERATOR 15A-1P2000 0.6 1200 53 c 54 600 0.6 1000 DOOR OPERATOR 15A-1P2000 0.6 1200 55 a 56 200 0.4 500 HEAT TRACING CABLES GFI 15A-1P

20A-1P FFH-2 1500 0.6 900 57 b 58 200 0.4 500 HEAT TRACING CABLES GFI 15A-1P20A-1P FFH-3 1500 0.6 900 59 c 60 200 0.4 500 HEAT TRACING CABLES GFI 15A-1P

100 1 100 61 a 62 200 0.4 500 HEAT TRACING CABLES GFI 15A-1P100 1 100 63 b 64 150 0.3 500 P-BR-401 15A-1P100 1 100 65 c 66 0 0 0 SPACE

1 0 67 a 68 0 11 0 69 b 70 0 11 0 71 c 72 0 11 0 73 a 74 0 11 0 75 b 76 0 11 0 77 c 78 0 11 0 79 a 80 0 11 0 81 b 82 0 11 0 83 c 84 0 1

CONNECTED 'A' 16976 W 11944 W DEMAND 'A'CONNECTED 'B' 17902 W 12406 W DEMAND 'B'CONNECTED 'C' 18613 W 12987 W DEMAND 'C'

NOTES:

TOTAL DEMAND AMPS 103.6 ATOTAL CONNECTED LOAD 53.5 KW

TOTAL DEMAND LOAD 37.3 KW

ERV-BK1-EF 15A-3P

ERV-BK1-SF

WASTE WATER PUMP 2 15A-3P

15A-3P

50A-3P

06270

3/4

DP-2THAB

WASTE WATER PUMP 1 15A-3P

FAN COIL FAN 1

- SIZE TVSS BREAKER AS PER THE MANUFACTURER'S REQUIREMENTS- 'GFI' DENOTES GROUND FAULT INTERRUPTOR PROTECTION.

TVSS

FFH-120A-3P

HEAT WATER TANK15A-3P

REVISED FOR ADDENDUM E-01

35 of 58

36 of 58

BICYCLE STORAGE

P1 LEVEL

POWER & SYSTEMS

LAYOUT

EW

LL

N.T.S.

SKBR-302.02

02-APR-14

06270

BR-E302

NATHAN PHILLIPSSQUARE

BIKE STORAGE

37 of 58

BICYCLE STORAGE

P1 LEVEL

POWER & SYSTEMS

LAYOUT

EW

LL

N.T.S.

SKBR-302.03

02-APR-14

06270

BR-E302

NATHAN PHILLIPSSQUARE

BIKE STORAGE

38 of 58

39 of 58

Consulting Engineers Electrical, Mechanical, Lighting I:\PROJECTS\2006\06270\MECHANICAL\15 SPEC\ADDENDUM\PHASE 4 - BIKE STORAGE\M-001\ADD M-001.DOC

2255 Sheppard Ave. East Suite E-331 Toronto, ON M2J 4Y1 Phone: 416 497-3111 Fax: 416 497-7210 Web Site: www.cel.ca e-mail: [email protected]

CROSSEY ENGINEERING LTD.

MECHANICAL ADDENDUM NO. M-001 Nathan Phillips Square Revitalization – Phase 4

Job No.: 06270 Perkins + Will 672 Dupont St. Suite 500

Toronto, Ontario M6G 1Z6

Date: April 3, 2014 Total Number of Pages: 2

This Addendum becomes part of the Bid Documents and will be considered to have been included in the Tender. Additions, deletions, and revisions shall be incorporated in the Bid Documents as hereinafter described.

1.0 MECHANICAL DRAWINGS

.1 P-M501 – P1 FLOOR PLAN - HVAC PIPING

.1 Drawing reissued.

.1 Updated glycol and chilled water locations to As-Built conditions.

.2 Future phase glycol and chilled water piping removed for clarification of drawing only.

.3 Glycol and chilled water connections have been changed and note #5 has been added for clarification.

.2 BR-M201 – P2 LEVEL – PLUMBING AND DRAINAGE

.1 Not reissued.

.1 See sketch SKBR-M201-02 .2 Install Convector unit and provide glycol piping to connect to existing in P1

level.

.3 BR-M302 – P1 LEVEL – FIRE PROTECTION

.1 Not reissued.

.1 See sketch SKBR-M302-01

.2 All highlighted heads to be upright heads. Heads to be installed in marked location for proximity to pipe line.

.4 BR-M402 – P1 LEVEL – HVAC

.1 Not reissued.

40 of 58

Job Name: Nathan Phillips Square Addendum No. M-001 Date: April 2, 2014 Page 2 of 2

Consulting Engineers Electrical, Mechanical, Lighting I:\PROJECTS\2006\06270\MECHANICAL\15 SPEC\ADDENDUM\PHASE 4 - BIKE STORAGE\M-001\ADD M-001.DOC

.1 See sketch SKBR-M402-04

.2 Sizes updated to show more information about ducts.

.3 Duct position updated to allow better clearance from structural beam.

.5 BR-M501 – P2 LEVEL – HVAC PIPING

.1 Not reissued.

.1 See sketches SKBR-M501-01 AND SKBR-M501-02

.2 Updated glycol, and chilled water location from P-M501 continuation.

.3 Install piping to connect to convector unit as seen in BR-M201.

.4 Detail provided for in floor heating manifold.

.6 M-802 – MECHANICAL SECTIONS – DETAIL #6

.1 Not reissued.

.1 See sketch SK-M-802-02

.2 Detail added for in floor heating manifold as seen in drawing BR-M501

2.0 MECHANICAL SCHEDULES

.1 Add the following schedules:

.1 15241 - ISOLATORS

.2 15753 – HOT WATER CONVECTOR SCHEDULE

.3 15846 – FAN COIL UNITS

3.0 MECHANICAL SPECIFICATIONS

.1 Add the following specification section:

.1 15925 – Building Automation System

TOTAL NUMBER OF PAGES: 2 END OF MECHANICAL ADDENDUM NO. M - 001

41 of 58

42 of 58

P1

LEVEL

FIRE

PR

OTEC

TION

SSDS

1:100

SKB

R-M

302-01

2014/04/01

06270

BR

-M302

NA

THA

NP

HILLIPS

SQU

ARE

RE

VITILIZATIO

NTO

RO

NTO

CITY

HA

LL

43 of 58

44 of 58

BIK

ES

ER

VIC

EC

OU

NTE

R

SH

UTTE

RA

BO

VE

UP

DN

DN

SH

UTTE

RA

BO

VE

SH

UTTE

RA

BO

VE

P2

LEVEL

HVA

CPIPIN

G

SSDS

1:100

SKB

R-M

501-01

2014/04/01

06270

BR

-M501

NA

THA

NP

HILLIPS

SQU

ARE

RE

VITA

LIZATION

TOR

ON

TOC

ITYH

ALL

45 of 58

DN

DN

DN

123

46 of 58

47 of 58

of 1 I:\Projects\2006\06270\Mechanical\15 Spec\02 - Current Working Schedules\Bike Storage\MSCH-15241.nps.Isolator.doc

15241 - ISOLATOR SCHEDULE NATHAN PHILLIPS SQUARE REVITALIZATION

Date: April 3, 2014 CEL Project No. 06270 Revision No.: 0 System Type Thickness mm Deflection mm Manufacturer Model No. Remarks

Ceiling Mount Fan Coils H3 1” (25mm) Mason 30N

Fan Coils - Internal M1 1” (25mm) Mason 30N

Remarks:

1. Isolator to be located at manufacturers recommended pick up point

Crossey Engineering Ltd.

48 of 58

of 1 I:\Projects\2006\06270\Mechanical\15 Spec\02 - Current Working Schedules\Bike Storage\MSCH-15753.nps.Convector.doc

15753 - HOT WATER CONVECTOR SCHEDULE NATHAN PHILLIPS SQUARE REVITALIZATION

Date: April 3, 2014 CEL Project No.: 06270

Revision 0

Tag No. EWT ° F LWT ° F Btu/hr No. of Rows

Height (mm) Width (mm) Depth

(mm) Specialty

Items Manufacturer Model

CV-1 140 120 638 1 500 Sigma CWS -6W-20H

Remarks:

1. Provide Tamper Proof Fasteners

2. Unit to be connected to 40% propylene glycol loop.


49 of 58

of 2 I:\Projects\2006\06270\Mechanical\15 Spec\02 - Current Working Schedules\Bike Storage\MSCH-15846.nps.FCU'S.doc

15846 - FAN COIL UNIT SCHEDULE

NATHAN PHILLIPS SQUARE REVITALIZATION Date: April 3, 2014

CEL Project No. 06270 Revision No.: 0

Tag No.

Location Served

Air

Motor

Type

Manufacturer

Model

No.

Remarks

CFM

ESP (in)

V/ph

BHP

HP

BICYCLE STORAGE BR1 Level 1 Bicycle Storage 400 0.6 208/3 0.14 1 Horizontal Daikin LAH002A

BR2 Level 1 Bicycle Storage 740 SA 525 EA

1” SA 1” EA

208/3 SF 208/3 EF

0.61 SF 0.77 EF

1 SF 1 EF Horizontal Daikin CAH005GVAM Note 2

Tag No.

Location Served

Air

Cooling

Heating

CFM

EAT

db/wb oF

LAT

db/wb oF

EWT

oF

LWT

oF

MBH

GPM

EAT

oF

LAT

oF

EWT

oF

LWT

oF

MBH

GPM

BICYCLE STORAGE BR1 Level 1 Bicycle Storage 400 90/75 55/55 45 60 28.8 3.9 -5 95 140 120 45 4.2

BR2 Level 1 Bicycle Storage - Preheat -5 40 140 120 36 4.0

BR2 Level 1 Bicycle Storage - Final 740 80/67 55/55 45 60 27.9 4.1 40 90 140 120 39.9 4.4

50 of 58

of 2 I:\Projects\2006\06270\Mechanical\15 Spec\02 - Current Working Schedules\Bike Storage\MSCH-15846.nps.FCU'S.doc

15846 - FAN COIL UNIT SCHEDULE

NATHAN PHILLIPS SQUARE REVITALIZATION Date: April 3, 2014

CEL Project No. 06270 Revision No.: 0

Remarks:

1. Fan Coils to utilize 30% Propylene Glycol for chilled water and 40% Propylene Glycol for heating water. 2. Provide energy recovery wheel with 115V/1 connection. Total summer effectiveness of 66.52%. Total winter effectiveness of 70.9% 3. Fan Coil BR2 shall have filters prior to the pre-heat coil. Pre-heat coil shall be before the heat wheel.


51 of 58

Nathan Phillips Square Revitalization MECHANICAL SPECIFICATIONS Toronto City Hall BUILDING AUTOMATION SYSTEM (BAS) Section 15925 Page 1 of 6


PART 1 - GENERAL

1.1 RELATED INSTRUCTIONS

1.1.1 This section of the specification shall be read in conjunction with and shall be governed by the requirements outlined in Section 15010 of the specification.

1.1.2 To be read in conjunction with Section 15900 of the specification.

1.1.3 Comply with the General Requirements of Division 16.

1.1.4 The Controls for this project will be separately tendered to the Control Contractors. The Division 15 Contractor shall be responsible for assuming responsibility for the Control Contractor upon award of the Control Contract. The value of the Control Contract will be identified in an Addendum to this tender.

1.1.5 The following sequence of operation is for information purposes only.

1.2 SHOP DRAWINGS AND SAMPLES

1.2.1 Submit shop drawings in accordance with Section 15010.

1.2.2 Submittals shall include:

.1 A minimum six (6) copies of shop drawings shall be submitted and shall consist of a complete list of equipment and materials, including manufacturer's descriptive and technical literature, catalogue cuts, and installation instructions. Shop drawings shall also contain complete wiring, routing, schematic diagrams, tag number of devices, software descriptions, calculations, and any other details required to demonstrate that the system will function properly. Drawings shall show proposed layout and installation of all equipment and the relationship to other parts of the work.

1.3 FAN COIL SAFETIES

1.3.1 All safeties listed in this section will override all operational control sequences unless explicitly stated not to.

1.3.2 Where indicated a low limit thermostat located on the entering air side of the cooling coil is to be installed to protect the cooling coil against freezing. The low limit thermostat shall be hardwired to shut down the supply and exhaust fans and break the power to the heating valve (forcing it to 100% open) upon detecting a temperature below 1.5°C (35°F) on any 30 cm (1 foot) length of its’ capillary. Once tripped, the limit must be reset manually. Protection shall work when the fan is in either hand or auto.

1.3.3 During a power failure the supply and return fans shall be hardwired to fail off, the outside air and exhaust dampers to fail closed, the return damper to fail open, the heating valve to fail open and the cooling valve to fail closed. The air handling units shall automatically restart upon the resumption of normal power. Unit starts shall be staggered to avoid a sudden inrush on power resumption.

52 of 58



PART 2 - SEQUENCE OF OPERATION

2.1 RADIANT SLAB HEATING / COOLING

2.1.1 General

.1 The radiant slab heating/cooling system has been provided within shower area of Bike Storage.

2.1.2 Temperature Control

.1 The control valve for each zone shall open/close as required to maintain the space temperature at setpoint.

.2 Monitor the slab temperatures for each zone to ensure that the slab does not overheat. Provide slab sensors within one shower room.

.3 Maximum temperature of slab shall be 85F.

.4 Three way valve and pump shall increase the heating within the floor to maintain the heating setpoint within all of the rooms.

.5 Provide temperature sensors on supply and return lines in radiant loop downstream of the pump and three way valve.

2.1.3 Graphics

.1 Radiant Slab Heating/Cooling supply and return temperatures for each zone.

.2 Slab temperature.

.3 Supply and return water temperatures.

2.1.4 Trends

.1 All of the above.

.2 All supply and return temperatures.

.3 chiller addition.

2.2 CONTROL OF DOMESTIC HOT WATER TEMPERATURE

2.2.1 General

.1 Local domestic hot water heating systems have been provided.

.2 The domestic hot water heaters are stand alone devices and not controlled from the BAS.

2.2.2 Monitoring

.1 Domestic hot water supply temperature from each domestic hot water heater.

53 of 58



2.2.3 Trend

.1 Domestic hot water supply temperature from each heater.

2.2.4 Alarms

.1 HVAC Critical

.1 Any supply temperature rises above 140º F (40ºC).

.2 Any supply temperature drops below 104º F (40º C) (10 minute delay).

.2 HVAC Maintenance

.1 Pump status is on and the pump is commanded off. (10 minute delay).

.2 Pump status is off and the pump is commanded on. (10 minute delay).

2.3 FORCE FLOW UNITS

2.3.1 Force flow units shall be provided with a unit mounted thermostat supplied and mounted by unit supplier shall energize unit fan on a demand for heating.

2.3.2 The flow through the force flow heaters shall be continuous.

2.4 UNIT HEATER CONTROL

2.4.1 An electric thermostat shall control space temperature by cycling the unit heater fan for all unit heaters.

2.4.2 Thermostat to be provided by the unit heater manufacturer.

2.5 FAN COILS

2.5.1 The fan coils shall be capable of being enabled/disabled at the BAS.

2.5.2 The following fan coils have been provided:

Fan Coil Number

Room Served

FC-BR-1 Office

FC-BR-2 Shower Room

2.5.3 For all fan coils directly connected to outside air provide a freezestat in the fan coil.

2.5.4 Fan Coils BR-1

.1 Fan coil shall be started/stopped based on a time of day schedule or manually by the operator.

.2 Monitor the status of the fan with a current switch. Alarm at the BAS on fan failure.

54 of 58



.3 Provide a temperature sensor within room as indicated.

.4 Space temperature shall be set at 22.2C (72F) in the winter and 23.9 C (75 F) in the summer.

.5 The BAS shall modulate the chilled water cooling coil control valve as required to maintain setpoint..

.6 When the space temperature is below setpoint modulate the glycol heating coil control valve as required to maintain space temperature at setpoint.

.7 Provide supply air discharge temperature sensor on unit.

2.5.5 Alarms (Events)

.1 HVAC General

.1 The space temperature drops more than 5C (9F) below the heating setpoint (10 minute delay).

.2 The space temperature rises more than 5C (9F) above the cooling setpoint (10 minute delay)

2.5.6 Trends

.1 Space temperature

.2 Fan status.

2.5.7 System Graphics

.1 The system graphic will show the following:

.1 All of the above

.2 Heating and cooling setpoints

.3 Supply air temperature sensor.

2.5.8 Fan Coil BR2

.1 Fan coil shall have the capability to be started/stopped manually by the operator however, it shall typically be running 24 hours per day.

.2 Monitor the status of the fan with a current switch. Alarm at the BAS on fan failure.

.3 Provide a temperature sensor within the shower rooms

.4 Space temperature shall be set at 22.2C (72F) in the winter and 23.9 C (75 F) in the summer.

55 of 58



.5 On a call for heating the BAS shall modulate turn on heat wheel, If heat wheel is not providing sufficient heat the glycol heating control valve on the secondary heating coil will open as required to maintain setpoint.

.6 If the heat wheel is going into frost mode, open valve to preheat coil to maintain temperature at heat wheel above frost conditions.

.7 The glycol heating coil control valve shall modulate as required to maintain space temperature at setpoint.

.8 Provide outside air temperature sensor on unit.

.9 Provide supply air discharge temperature sensor on unit.

.10 Provide return air temperature sensor on unit.

.11 Provide exhaust air temperature sensor on unit.

2.5.9 Alarms (Events)

.1 HVAC General

.1 The space temperature drops more than 5C (9F) below the heating setpoint (10 minute delay).

.2 The space temperature rises more than 5C (9F) above the cooling setpoint (10 minute delay)

2.5.10 Trends

.1 Space temperature

.2 Heat wheel status

.3 Outside air temperature, supply air temperature, return air temperature and exhaust air temperature.

.4 Fans status.

.5 Outside Air Temperature

2.5.11 System Graphics

.1 The system graphic will show the following:

.1 All of the above

.2 Heating and cooling setpoints

2.6 SUMP PUMP ALARMS

56 of 58



2.6.1 For each duplex pumping system provide a connection to the high level alarm and the duplex pump control panel to alarm on high level and alarm on pump failure.

Pump No’s Service Alarm Requirements P-BR-201, P-BR-202 Sanitary High level and one alarm for pump

failure

2.7 ADJUSTMENTS SERVICE & WARRANTY

2.7.1 Adjust and set thermostats, temperature sensors, humidity sensors, damper operators, relays and other components to proper settings to give required performance. Cooperate with other sections during testing and balancing of each mechanical system to ensure each total system operates to approval.

2.7.2 Temperature control system shown and specified herein shall be warranted free from defects in materials and workmanship and shall be serviced without charge (except for damage from lack of maintenance of other causes) for one year after date of start of lien period. If, within this period, any equipment herein described is proved to be defective in workmanship or materials, it shall be replaced or repaired without charge.

2.8 SUBMITTALS

2.8.1 Submit shop drawings for review prior to installation and in accordance with Section 15010.

- END OF SECTION -

57 of 58

06270

NATHANPHILLIPS SQUAREREVITALIZATION

100 QUEEN STREET WESTTORONTO, ONTARIO

TORONTO CITY HALL

P1 FLOOR PLAN

HVAC PIPING

P-M50158 of 58