addendum no. 3 tender no. 281-2013 re: construction of … › inter › pmmd ›...

David Ferguson, Manager Construction Services

Purchasing & Materials Management Michael Pacholok, Director

City Hall 19th Floor, West 100 Queen Street West Toronto, Ontario M5H 2N2

October 22, 2013 Reply to: Michael Porcarelli Via Website Posting: 69 Pages Tel: (416) 338-5585

ADDENDUM NO. 3

TENDER NO. 281-2013

RE: CONSTRUCTION OF NEW FIRE STATION NO. 135 LOCATED AT 325 CHAPLIN CRESCENT, TORONTO.

CLOSING DATE: OCTOBER 28, 2013 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 concerning General Clarification to Questions from Bidders: 1. GENERAL CLARIFICATION TO QUESTIONS FROM BIDDERS

Q1. Specification section 07336 Vegetated Protected Membrane Roofing. Request for

alternate approval. Will the City accept the LiveRoof Standard or Lite modular vegetated roof systems from LiveRoof Ontario Inc as an acceptable alternate for the green roof?

A1. The use of LiveRoof Standard or Lite modular vegetated roof systems is considered to

be an acceptable alternate provided that the system can meet the specified Performance Requirements and Environment Assurance requirements. The installation must incorporate an Electric Field Vector Mapping system and provide the same Roof Installer’s Extended Warranty, Roofing Manufacturer’s Extended Warranty and Vegetation Warranty as specified.

Q2. We would like to ask for consideration as an alternate breathable membrane on this

project. Specified in 2.2.4, Flexible sheet material with high vapour permeability to CAN2-51.32-M77, for breather type sheathing membranes. Proposed Functional Equivalent Improved Performance Alternative Product Air Barrier For Wall Systems: Triple layer, spun bonded polypropylene, breathable membrane with a nominal weight of 120 g/m², water vapour transmission of 150 perms minimum as per ASTM E96-95. SRP AirOutshield™ manufactured by SRP Canada –as represented by Building Resource Inc.

A2. The use of Air Outshield is considered to be an acceptable alternate provided that the

material meets the specified performance criteria of CAN2-51.32-M77. Please note however, that the use of this material is not applicable to this project as the air barrier requirements for steel framed construction must be in accordance with the Air Barrier Membrane requirements listed under Section 07461 Aluminum Panel Cladding Systems issued with this Addendum.

1 of 69




Q3. Please confirm the amounts for Contingency Allowances and Cash Allowances. The

amounts stated in Tender Submission Package do not match the amounts given in Section 01210 of Specifications.

A3. The amounts of the Contingency Allowances and Cash Allowances have been clarified

on the Revised Pricing Form issued as part of this Addendum. Refer to attachment.

The Price Form on pages 29 and 30 of 109 in the Tender document are replaced with the enclosed 2 pages, Revised Pricing Form. This form is to be completed in full as outlined on the form and to be submitted with your bid submission by the closing time and date outlined on page 1 of this addendum.

Q4. In A0.1 Cover Sheet, there is A9.1, A9.2, S4-02, S4-03, S4-04 and S5-02 in Drawing List. But these drawings are not issued along with bid package. Could you please confirm whether these drawings are available?

A4. These drawings have been issued as part of this Addendum.

Q5. In reviewing the drawings for this project, we have noticed that there is a finish listed only as “aluminum panels”- please clarify if these are to be Aluminum Composite Material (ACM) Panels, or if this is to be solid plate? In looking through the specifications for this project, we do not see any for this particular item. Please provide specifications for this item.

A5. Specification Section 07461 Aluminum panel Cladding Systems has been issued as

part of this Addendum.

Q6. Please confirm the size of each marker board (whiteboards) to be supplied under Section 10110.

A6. Marker board size shall be 1219mm X 1219mm.

Q7. Please confirm number of floor grills required and their location under Section 12483. A7. Two floor grilles are required. Each measuring 1750mm x 1750mm located at main

Entrance door in Entry 101 and at Rear entrance door in Stair 3 303.

Q8. Please confirm the specifications for Over Head Door. A8. Specification Section 08361 - Sectional Overhead Metal Doors has been issued as part

of this Addendum. Note that vehicle doors into the Apparatus Bays are covered under Specification Section 08351 Four-Fold Metal Doors.

Q9. Location of corner guards missing on A 5.50. Please confirm. A9. Corner guards are shown on Dwg. A5.5 Floor Finish plan issued as part of this

Addendum. 2 of 69




Q10. Please confirm floor finish on patio on Ground Floor. A10. The floor finish of the Patio has been clarified on Drawing A5.5 issued as part of this

Addendum.

Q11. Retaining wall is shown as new for a part length on Drawing A1.30. The wall is shown as existing on Drawings A2.2 and A4.2. Please clarify.

A11. The retaining is existing to the extents indicated on the Drawings. The east of the end of

the exposed retaining wall is to be incorporated into the new foundation wall of the east wall of the Hose Tower.

Q12. Please refer to Drawing S1-01 - Clarify whether they are any caissons below ST1, ST2, ST3 and ST4.

A12. This information has been issued as part of this Addendum.

Q13. Grade Beam Schedule is given on Drawing S1-01. The location is not tagged on the drawing. Please confirm.


Q14. The following information is missing on Structural Drawings. Please provide. a. Depth of Caissons b. Footing/Pier Schedule c. Concrete column Rebar details


Q15. We have reviewed the specifications for this project and kindly ask you to consider including, in an addendum, the following suggested changes and/or alternative products:

a.) Section 08911 - Louvres

Specified in 2.2.1

Except as noted under Paragraph 2.2.2 (below), Provide HP245, frame depth 50 mm,flanged frame, complete with bird screen, to sizes indicated.

Proposed Equivalent Alternate Product: MODEL H2451 LOUVER . 2” deep stormproof AMCA certified for Air & Water. Manufactured by TenPlus Architectural

Reasons

3 of 69




The specified manufacturers products are not AMCA certified. Specified in 2.2.2

At Generator Room, Provide HP445, frame depth 100 mm, channel frame, complete with bird screen or insect screen where indicated, to sizes indicated.

Proposed Equivalent Alternate Product:

MODEL H4451 LOUVER . 4” deep stormproof AMCA certified for Air & Water Performance. Manufactured by TenPlus Architectural.

b.) SECTION 07270 – Air Barrier Systems Specified in 2.2.4 Flexible sheet material with high vapour permeability to CAN2-51.32-M77, for breather type sheathing membranes.

Proposed Functional Equivalent Improved Performance Alternative Product

Air Barrier For Wall Systems: Triple layer, spun bonded polypropylene, breathable membrane with a nominal weight of 120 g/m², water vapour transmission of 150 perms minimum as per ASTM E96-95. SRP AirOutshield™ manufactured by SRP Canada –as represented by Building Resource Inc,

c.) Specified in 2.2.2 At Generator Room, Provide HP445, frame depth 100 mm, channel frame, complete with bird screen or insect screen where indicated, to sizes indicated. Proposed Equivalent Alternate Product:

MODEL H4451 LOUVER . 4” deep stormproof AMCA certified for Air & Water Performance. Manufactured by TenPlus Architectural.

A15. a.) Louvers H2451 and H4451 are considered acceptable alternates to the louvers Specified.

b.) The use of AirOutshield is considered to be an acceptable alternate provided that the material meets the specified performance criteria of CAN2-51.32-M77. Please note however, that the use of this material is not applicable to this project as the air barrier requirements for steel framed construction must be in accordance with the Air Barrier Membrane requirements listed under Section 07461 Aluminum Panel Cladding Systems issued with this Addendum. c.) Louver H4451 is considered an acceptable alternate to the louver specified.

Q16. We were asked to provide a price for this caisson work for this project by several of the

pre-qualified general contractors and we have the follow question.

4 of 69




• The required caisson diameters don’t appear to be identified on the foundation

plan (drawing S1-01). Could you please provide clarification as to the required diameters for these caissons?


Q17. Are there caissons for this project, it shows caissons schedule, but no locations available on drawing, will there be a new foundation plan issued in addenda?


Q18. Please explain cash allowance item 8,9. Site servicing Drawing CV-2 is covered by cash allowance?

A18. No. The work shown on Drawing CV-2 is under the scope of the Contract. The Cash

Allowance Item 9 is for the connection of the sewer and water services from the manholes/valves provided under the scope of the Contract to the existing municipal services beyond the property line.

Cash Allowance Item 8 is for the cost of the Transformer and pad provided by Toronto Hydro only. All other work associated with the provision of power to the site is part of the scope of this Contract.

Q19. Drawings A9.1,A9.2 are missing from tender package. A19. These drawings have been issued as part of this Addendum.

Q20. Please provide manufacture for Precast trench drain and chamber grating- Located on Apparatus Bay 112.

A20. Precast Trench Drain and associated fittings specification are included under Section

02637 Precast Trench Drain Systems.

Q21. In Drawings set there is Missing of Drawing Number A9.1 and A9.2 –Louver/ Fence schedule and Door/Room Finish Schedule do please let me know

A21. These drawings have been issued as part of this Addendum.

Q22. Is there any chances of extension of tender closing date ? A22. Clarification of this item has been issued as part of a previous Addendum.

Q23. As per drawings, specific material requested for the “Metal Panel Cladding” shown on the elevations for this project I reviewed both the drawings and the specifications for this project, but have not been able to determine what this material is. 5 of 69




Can you please confirm for us if this material is intended to be Aluminum Composite Materials (ACM) or possible solid aluminum plate panels

A23. Specification Section 07461 Aluminum panel Cladding Systems has been issued as

part of this Addendum.

Q24. Please clarify as below:

1) Drg. M1.1 Dated July 6,2011 shows 150mm Fire Main to 1.5 off face of building near gridline 11 but Dwg CV-2 doesn’t show any Fire Main in this location a. It shows a 200mm PVC Water main near gridline 5. Which is correct?

2) Shows Sprinkler alarm check valve located along east wall (references, see dwg. M3.1) a. No alarm check valve shown on this dwg. Where is the sprinkler riser &

alarm check valve to be located?

3) Specifications 2.3.1 Pipe and fittings a. States pipe to be galvanized steel Schedule 40. Please confirm that

galvanized is required throughout the building.

4) Specifications 1.5.3 Sprinkler System Design a. States Sprinkler system shall be standard wet sprinkler system,.

Please confirm that dry system is not required for Parking Garage (001) or apparatus Bay (112)

A24. 1) The location of Fire Main shall be installed as indicated on Drawing M1.1 2) Clarification has been issued as part of this Addendum. 3) Clarification has been issued as part of this Addendum. 4) The Sprinkler system shall be standard wet sprinkler system. Q25. It appears that drawing A9.1 and A9.2 are missing in the tender document. Could you

provide us with the missing drawings? A25. These drawings have been issued as part of this Addendum.

Q26. Please Clarify about missing information on Structural drawings :

The following info is required S1-03 1) Beams @ tower 2)size of column ST15 3) some beams at canopy S1-04 1) Beams @ Tower 2) Beams @ skylight 3) Beams @ stair 1 roof S2-01 1) Column schedule size of ST15 2) Base plate sizes for all columns

A26. This information has been issued as part of this Addendum. 6 of 69




Q27. Please clarify the following questions:

1) There is no specification about Metal Cladding system drawing A4.1 2) There is no speciation for 6m wide OH door at south side of building


Q28. Please clarify the following:

.1 Structural Drawing # S1-01 Grade beam Schedule given but this grade beam

location not shown in the foundation lay out drawing. .2 Structural Drawing # S1-01 Caisson Schedule given but this Caisson location not

shown in the foundation lay out drawing. .3 Column C1,C2,C3,C4,C5 Directly sitting on Caisson or Isolated Footing (caisson

cap) If Isolated footing give the size of footing. .4 In Architectural Drawing A2-1 some of the foundation wall thickness not shown. .5 Any shoring require to foundation. In Structural drawing # S6-06 Shoring Notes T-

A09-01 given but in specification book not shown. .6 In area of Apparatus bay 112 what is he foundation level equal to basement footing

level or different (In architectural drawing no A6.3 Section 2 shown deep foundation)?

A28. .1 This information has been issued as part of this Addendum. .2 This information has been issued as part of this Addendum. .3 This information has been issued as part of this Addendum.

.4 This information has been issued as part of this Addendum. .5 This information has been issued as part of this Addendum.

.6 This information has been issued as part of this Addendum.

Q29. Please provide responses to the following:

.1 Corner Guards -10260. Please advise location, not shown on drawings. .2 Projection screens -11521 Please advise location, not shown on drawings. .3 O/H (overhead door) at parking garage, no specification .4 Floor grille 12483- not shown on plans, please advise location and size. .5 Shades -12241 Please advise location, not shown on plans.

7 of 69




A29. .1 Corner guards are shown on Dwg. A5.5 Floor Finish plan issued as part of this

Addendum .2 Projection screens are not required on this project. .3 This information has been issued as part of this Addendum.

.4 Two floor grilles are required. Each measuring 1750mm x 1750mm located at main Entrance door in Entry 101 and at Rear entrance door in Stair 3 303. .5 Window Shades are shown on Dwg. A5.5 Floor Finish plan and Dwg. A9.1 issued as part of this Addendum

Q30. In regards to the above-mentioned tender, could you clarify the following question?

.1 Drawing S1-01 has Ground Beams’ schedule and Caisson Schedule, however we are not able to find GB and CA on foundation plan.

.2 Concrete Mix Schedule call Footings and Interior foundation walls 25 mpa

concrete, but notes says minimum 35mpa class C-1? .3 Drawing S3-01 there is no dimension for strip footings?

A30. .1 This information has been issued as part of this Addendum.

.2 This information has been issued as part of this Addendum. .3 This information has been issued as part of this Addendum.

Q31. In regards to the above-mentioned tender, could you clarify the following question?

.1 Drawing S2-01 there is no footings’ design for concrete column C1~C5 .

A31. .1 This information has been issued as part of this Addendum.

Q32. We have been reviewing the documents for the above noted project in regards to the sprayed fireproofing work and are in need of some clarifications.

.1 I do not see any mention of sprayed fireproofing in the Architectural drawings. If I

were to assume, the sprayed fireproofing would be required on all the structural steel beams supporting the second floor framing. Would this be correct?

.2 If sprayed fireproofing is required, what is the hourly rating for the second floor

framing assembly? 8 of 69




A32. .1 Spray Fire proofing is require to rate the second floor in accordance with the requirements of ULC system Number F816 to achieve a Fire resistance rating of 1 hour.

.2 Refer to response 1. above.

Q33. In regards to the above mentioned tender, Please confirm the existing building has been demolished, what material was used to backfill existing basement?

There is not a removal plan available within tender package, we need more info about existing condition.

A33. The existing building has been demolished. There was no backfilling of the existing

basement. The survey included in the tender documents represents the current condition of the site.

Q34. Two different roof types are specified.

1.) An inverted TRA (single-ply) membrane (i.e. - insulation located above the membrane) at the green roof areas 2.) Conventional 4-ply BUR (i.e. – insulation located below the membrane) at the non-green roof areas.

Due to the different heights of the membrane, separated by 5” of insulation, the two membrane cannot be joined. Either a control joint should be installed between the two different roof membranes, or only one type of roof membrane to be used throughout. Please advise how you wish to proceed.

A34. The Built up roof system specified has been revised to TPO membrane system with

minimum SRI-110. This information has been included on Dwg. A2.5 issued as part of this Addendum.

Q35. In addition to the missing drawings for room and door schedules, I have been notified

that fixture schedule seems to be incomplete as well. We hope it could be included in the upcoming addendum.


2. REVISIONS TO TENDER DOCUMENTS

a. General Note: i. References to specific products or model numbers in the Contract Documents

does not imply that acceptable alternatives cannot be proposed in accordance with the requirements of Section 01250 Product Substitution Procedures.

b. Revisions to Tender Call Document

i. Replace Tender Submission Package Pricing Form with revised Tender Submission Package Pricing Form issued as part of this Addendum.

c. Revisions to Specifications i. Refer to Section 00300 Information Available for Review 9 of 69




1. Replace Borehole Location Plan in Geotechnical report with revised

Borehole Location Plan issued as part of this Addendum (1 page attached).

ii. Refer to Section 01210 Allowances 1. Refer to Paragraph 1.3 Cash allowances

a. Revise Sentence 1.3.11 to read ‘ The total amount of the Cash Allowance shall be $600,000.00 and will cover the following:’

b. Insert Sentence 1.13.11.18 Removal and disposal of environmentally impacted soil.

c. Insert Sentence 1.3.11.19 Relocate overhead hydro line (including pole and light standard).

d. Insert Sentence1.3.11.20 Pick up stone medallions from off site storage, deliver to site and unload.

iii. Insert Section 07461 - Aluminum Panel Cladding System (7 pages) issued as part of this Addendum.

iv. Insert Section 08361 - Sectional Overhead Metal Doors (5 pages) issued as part of this Addendum.

1. Note that this Specification applies to the overhead door at the entrance to the parking garage only.

v. Refer to Section 08410 Aluminum Framed Glazing Systems 1. Revise Sentence 2.7.2.1 to read as follows:

.1 Acceptable Products:

.1 Kawneer 1600 System 2 or approved equivalent.

vi. Insert Section 08443 - Aluminum Skylights (9 pages) issued as part of this Addendum.

vii. Refer to Section 15400

1. Page 1 of 17 – Sentence 2.2.2 a. Revise to include the following: ‘Cast iron soil pipe fittings shall

be dual band heavy duty M.J couplings.’ 2. Page 15 of 17 – Sentence 3.19

a. Insert Sentence 3.19.4 as follows: ‘ In accordance with local Authorities having Jurisdiction provide two water meters. One on the incoming Fire Line and one on the incoming Domestic Water Line. Each are to installed with line size shut off valves on both sides of the meters.

viii. Refer to Mechanical Addendum #M-1, dated October 18, 2013 as prepared by Jain Associates (5 pages attached) issued as part of this Addendum.

1. Addendum includes revisions to the following Sections a. Section 15300 – Sprinklers b. Section 15400 – Plumbing & Drainage

ix. Refer to Electrical Addendum #E-1, dated October 18, 2013 as prepared by Jain Associates (3 pages attached) issued as part of this Addendum.

1. Addendum includes revisions to the following Sections a. Section 16050 – Basic Materials and Methods

d. Revisions to Drawings

i. Refer to Drawing A2.5 1. Replace Drawing A2.5 with Drawing A2.5 bearing revision ‘Issued

Addendum 3’ issued as part of this Addendum. a. Vegetated roof assembly extents modified. 10 of 69




b. Built-up roof system revised to TPO system (min. SRI=110) c. Roof types shown on drawing. d. Tapered insulation extents clarified.

2. Insert Aluminum Skylight details as described in Sketch ADD-02 (1 page attached) issued as part of this Addendum.

ii. Refer to Drawing A4.1 1. Replace Drawing A4.1 with Drawing A4.1 bearing revision ‘Issued

Addendum 3’ issued as part of this Addendum. a. Material clarifications provided b. Aluminum cladding at hose tower north elevation added. c. Clarification to masonry coursing pattern added. d. Louver locations clarified.

iii. Refer to Drawing A4.2 1. Replace Drawing A4.2 with Drawing A4.2 bearing revision ‘Issued

Addendum 3’ issued as part of this Addendum. a. Material clarifications provided b. Clarification to masonry coursing pattern added. c. Louver locations clarified.

iv. Refer to Drawing A5.5 1. Replace Drawing A5.5 with Drawing A5.5 bearing revision ‘Issued

Addendum 3’ issued as part of this Addendum. a. Adjustments to tile layouts added. b. Corner guard locations. c. Solid surface sills locations shown. d. Clarification of floor finish at Ground Floor patio given.

v. Refer to Drawing A7.1 1. Replace Drawing A7.1 with Drawing A7.1 bearing revision ‘Issued

Addendum 3’ issued as part of this Addendum. a. Drawing issued to reflect updated hose tower configuration.

vi. Insert Drawing A9.1 bearing revision ‘Issued Addendum 3’ issued as part of this Addendum.

vii. Insert Drawing A9.2 bearing revision ‘Issued Addendum 3’ issued as part of this Addendum.

viii. Refer to Drawing A9.3 1. Replace Drawing A9.3 with Drawing A9.3 bearing revision ‘Issued

Addendum 3’ issued as part of this Addendum. a. Door and Room Finish schedules updated to reflect correct

scope of work. b. Door Legend updated to reflect correct scope of work.

ix. Refer to Drawing A9.4 1. Replace Drawing A9.4 with Drawing A9.4 bearing revision ‘Issued

Addendum 3’ issued as part of this Addendum. a. Clarifications to cladding elevations provided. b. Cladding Key Plan added. c. Cladding details provided. d. Elevation of Cladding at North Hose tower elevation added.

x. Refer to Structural Drawings 1. Replace entire set of Structural Drawings with Structural Drawings

bearing revision Addendum No. 1 dated Oct/21/13 (14 sheets attached) issued as part of this Addendum.

xi. Refer to Mechanical Addendum #M-1, dated October 18, 2013 as prepared by Jain Associates (5 pages attached) issued as part of this Addendum.

1. Addendum includes revisions to the following Drawings 11 of 69




a. Drawing M1.2 b. Drawing M3.1 c. Drawing M3.2

xii. Refer to Electrical Addendum #E-1, dated October 18, 2013 as prepared by Jain Associates (3 pages attached) issued as part of this Addendum.

1. Addendum includes revisions to the following Drawings a. Drawing E1.0 b. Drawing E2.0 c. Drawing E 2.1 d. Drawing E2.2 e. Drawing E3.0 f. Drawing E4.1

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]. 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

12 of 69

13 of 69

City of Toronto Fire Station 135 City of Toronto

Aluminum Panel Cladding System

PART 1 - GENERAL

1.1 General Instructions.1 Read and be governed by conditions of the Contract and sections of Division 1.

1.2 Section Includes.1 Aluminum panel cladding.

1.3 Quality Assurance.1 Execute the work of this section only by a Subcontractor who has adequate plant, roll

forming machinery, equipment, and skilled workers to perform it expeditiously, and isknown to have been responsible for satisfactory installations similar to that specifiedduring a period of at least the immediate past 5 years.

.2 Conduct quality control in accordance with Section 01450. Independent inspection andtesting company shall attend the pre-installation meeting.

1.4 Submittals.1 Submit required submittals in accordance with Section 01330..2 Material data sheets:

.1 Submit manufacturer’s Material data sheets for Materials proposed for use in thework of this section.

.3 Shop drawings:

.1 Submit engineered shop drawings.

.2 Indicate dimensions, attachment methods, trim and closure pieces, and relatedwork of this section.

.4 Samples:

.1 Submit 2 - 610 x 610 mm (24" x 24") size samples of panel material, of eachcolour specified.

.5 Mock-up:

.1 Construct panels 10 m2 (100 ft2) of typical wall cladding installation foracceptance as specified in Section 01330. Locate on site as part of finalinstallation.

.2 Do not proceed until mock-up has been accepted by Contractor, ContractAdministrator and cladding inspection company.

1.5 Design Requirements.1 Design metal panel wall to allow for thermal movement of component materials caused

by ambient temperature range of 60 °C without causing buckling, failure of joint seals,undue stress on fasteners or other detrimental effects.

.2 Include expansion joints to accommodate movement in wall system, and between wallsystem and building structure, caused by structural movements, without permanentdistortion.

Section 07461 Page 1

October 16, 2013

14 of 69



October 16, 2013Aluminum Panel Cladding System

.3 Design wall system to accommodate specified erection tolerances of structure.

.4 No visible fasteners, telegraphing or fastening on panel faces or any other compromiseof neat and flat appearance.

.5 Design members to withstand dead load and wind loads as calculated in accordancewith the building code, to maximum allowable deflection without permanent deformation.

.6 Complete fabrication before applying exterior finish.

.7 Panel joinery:

.1 Dry-seal, rainscreen joints.

.8 Design secondary support structure as required.

.9 System to perform in accordance with the general requirements for building envelope inaccordance with Section 01830, including air leakage and water penetrationperformance requirements.

1.6 Performance Requirements.1 Comply with the following performance requirements:

.1 System shall have been tested and passed CAN/ULC S134-92 test.

.2 Metal fasteners shall be corrosion resistant.

.3 Supplly and install drip detail over windows and door heads, copings, at edges ofoverhangs, and as detailed.

.4 Wall system to utilize drain systems to positively drain water from within wallsystem to exterior.

.5 Comply with requirements of Section 01830, including values for air leakage andwater penetration.

1.7 Environmental Requirements.1 Comply with manufacturer's installation instructions.

1.8 Protection.1 Protect panels during fabrication, transportation, storage at the Working Area and

erection.

1.9 Delivery, Storage and Handling.1 Store materials at temperatures recommended by manufacturer..2 Store roll materials on end.

.3 Package materials and identify on attached labels the manufacturer, contents andmaterial specification number.

.4 Store flammable solvent-base liquids away from excessive heat and open flame. Primercontains solvent. Do not use near open flame.

1.10 Coordination.1 Coordinate with installers of wall mounted items, equipment, and mechanical and

electrical work so that installation will not subvert the integrity of the cladding system.15 of 69




.2 Coordinate interface, transition, lapping, flashings and compatibility of membranes withwork of Section 07270.

1.11 Warranty.1 Warrant work of this section for a period of 2 years, in accordance with Section 01780.

.2 The warranty is a total system warranty. The cladding system shall meet both thespecified system and the building envelope performance requirements during thewarranty period.

PART 2 - PRODUCTS

2.1 Panel System.1 Acceptable fabricators:

.1 Flynn.

.2 Vicwest.

.3 Kanalco Ltd.

.4 Carter Fabrications Inc.

.5 Riverside Group.

.6 Sobotec.

.2 System types:.1 Concealed fastener with dry joints.

.3 Aluminum panels; composite type:

.1 Two sheets of aluminum sandwiching a solid core of extruded thermoplasticmaterial formed in a continuous process with no glues or adhesives betweendissimilar materials. The core material shall be free of voids and/or air spacesand not contain foamed insulation material..1 Bond integrity testing to adhere: ASTM D1781-98(2004).

.2 Fire test of exterior wall assemblies: CAN/ULC S134-92.

.2 Aluminum sheet: tempered, flattened aluminum sheet, 0.5 mm (0.019”) facesheet thickness, 4 mm (5/32”) thick panels in the following alloy:

.1 Painting Quality: 3003H14 to ANSI H35.1-09.

.2 Anodizing Quality: 5005H14 to ANSI H35.1-09..3 Fabrication tolerances:

.1 Panel bow: 0.8% of any 1828 mm (72”) panel dimension.

.2 Width or length: 0.81 mm (0.032") up to 1219.2 mm (48"), 1.63 mm (0.064")from 1219.2 mm to 3657.6 mm (48" to 144").

.3 Squareness: Maximum 4.75 mm (0.187") difference between diagonalmeasurements.

.4 Flatness: Maximum deviation from flatness shall be 3.2 mm (1/8”) in1520 mm (5’) on panel in any direction for assembled units.

16 of 69




.4 Support brackets: Steel brackets to be hot dipped galvanized with zinc coating (0.09 g/m(3.4 mil)) in accordance with CAN/CSA G164-M92.

.5 Fasteners: Self-tapping, purpose made stainless steel screws.

.6 Insulation: in accordance with section 07200.

.7 Air barrier membrane:

.1 Composite preformed 1.1 mm (43 mil) thick modified membrane systemconsisting of SBS modified asphalt for low temperature flexibility and glass scrimor polyethylene reinforcing.

.2 Acceptable Materials: W.R. Grace 'Ice & Water Shield' or Bakor 'Blueskin PE 200HT' or acceptable alternates by W.R. Meadows or Soprema or Vicshield.

.8 Sub-girts (z-girts): minimum 1.2 mm (18 gauge) zinc-coated steel to ASTMA653/A653M-06a with Grade A coating Z275.

.9 Isolation coating: Bituminuous paint.

.10 Trim, coping, closures, and cap pieces:.1 3.18 mm (0.125") aluminum, to match cladding system.

.2 Factory fabricate components, ready for installation.

.11 Sealant: in accordance with Section 07900.

2.2 Metal Finishes.1 Exterior exposed aluminum surfaces: 70% Kynar 500 or Hylar 5000 fluoropolymer resin

systems, ceramic pigments and other select inorganic pigments to AAMA 2605-05..1 Acceptable Materials:

.1 PPG 'Duranar'.

.2 Valspar ‘Fluropon’..2 Colour to later selection by Contract Administrator from manufacturer’s full range.

Colour shall be solid.

2.3 Fabrication.1 Form metal panels to profiles indicated on drawings with bends sharp and true.

.2 Fabricate to conform to shop drawings, to allow for structural movements within thesystems, and to accommodate thermal expansion and contraction between panels andstructural members.

.3 Construct panel lines, breaks, and angles sharp and true, and surfaces free from warpand buckle.

.4 Fabricate systems to prevent entry of water into building and from collection withinsystem assembly.

.5 Join intersecting parts together to achieve tight, accurately fitted joints with adjoiningsurfaces in true planes.

.6 Fabricate system to conform to requirements of reference standards specified.

17 of 69




.7 Co-operate with applicable sections to ensure all co-ordination required for properinstallation of work of this section in conjunction with and incorporated with other work.

.8 Lay out panels to obtain uniform metal grain/paint finish. Mark direction of metal grainand rolling and paint application on back of panels.

PART 3 - EXECUTION

3.1 Examination.1 Take site measurements to ensure that work of this section is fabricated to fit structure;

surrounding construction; around obstructions and projections in place, or as shown ondrawings; and to suit locations of services.

.2 Verify that backup construction is aligned for proper installation of work of this sectionbefore commencing erection.

.3 Notify Contract Administrator in writing of conditions detrimental to proper and timelycompletion of work. Do not proceed with erection until unsatisfactory conditions havebeen corrected.

3.2 Air Barrier Membrane Application.1 Install in accordance with manufacturer's installation instructions.

.2 Surfaces must be smooth, clean dry and free from loose contaminants. Brushing and/orscraping of block and concrete surfaces may be required to adequately prepare surface.

.3 Apply primer for membrane work.

.4 Wrap openings with membrane returning to inside face of openings.

.5 Ensure air barrier seals into adjacent systems for complete air barrier to buildingenvelope.

3.3 Insulation.1 Carefully cut and fit insulation in pieces to fit surfaces of members to which insulation

bears contact.

.2 Cut backs of pieces as required to fit over projecting anchors, fastenings or similarprotrusions. Fit boards neatly with tight joints around pipes, ducts, obstructions,openings, corners, and structural members.

.3 Apply insulation to ensure total and complete coverage of surfaces indicated to beinsulated, and in direct contact with such surfaces.

.4 Cut and trim insulation neatly to fit spaces. Butt joints tightly, offset vertical joints. Useonly insulation boards free from chipped or broken edges. Use largest possibledimensions to reduce number of joints.

3.4 Erection.1 Erect systems complete with flashings forming part of the system, clips, fasteners,

closures and caulking to meet same design criteria as specified for fabrication.

.2 Erect panels in straight lines that are true, level, square, and plumb.

18 of 69




.3 Attachment system: Allow for free and noiseless vertical and horizontal thermalmovement due to expansion and contraction for a material temperature range of -28.9°Cto 82.2 °C (-20 °F to 180 °F). Buckling of panels, opening of joints, undue stress onfasteners, failure to sealants or any other detrimental effects due to thermal movement isnot permitted. Allow for ambient temperature at time of fabrication, assembly anderection procedures.

.4 Anchor cladding securely as per engineering recommendations and in accordance withreviewed shop drawings to allow for necessary thermal movement, wind loading andstructural support.

.5 Seal between work of this section and work of other sections to meet specifiedrequirements of Section 07900 and to achieve a watertight installation.

.6 Do not install component parts that are observed to be defective, including warped,bowed, dented, abraised and broken members.

.7 Obtain panel symmetry whenever possible relative to openings in both vertical andhorizontal plane.

.8 Brake form metal flashings to profile required, in maximum lengths.

.9 Install head and sill flashings, edge trim, cap pieces and other formed profiles asapplicable and/or detailed.

.10 Do not cut, trim, weld or braze component parts during erection in manner that woulddamage finish, decrease strength or result in a visual imperfection or failure inperformance. Return component parts that require alteration to shop for refabrication, ifpossible, or for replacement with new parts.

.11 Separate dissimilar metals and use gasketed fasteners where needed to eliminate thepossibility of corrosive or electrolytic action between metals.

.12 Protect surface of metals in contact with concrete, mortar, plaster or other cementitioussurface with isolation coating.

3.5 Construction Tolerances.1 Maintain following tolerances:

.1 Maximum variation from plane or location shown on shop drawings: 9.5 mm in9.14 m (3/8" in 30') of length and up to 19.1 mm in 91.44 m (3/4" in 300').

.2 Maximum deviation for vertical member: 3.2 mm (1/8") in 7.61 m (25') run.

.3 Maximum deviation for horizontal member: 3.2 mm (1/8") in 7.62 mm (25') run.

.4 Maximum offset from true alignment between two adjacent members abuttingend to end, in line: 0.8 mm (1/32").

3.6 Adjustment and Cleaning.1 Remove damaged, dented, defaced, defectively finished, or tool marked components

and replace with new..2 Wash down exposed interior and exterior surfaces using solution of mild domestic

detergent in warm water, applied with soft clean wiping cloths. Wipe interior surfacesclean as part of final clean-up.

19 of 69




.3 Remove excess sealant with recommended solvent.

END OF SECTION

20 of 69

City of Toronto - EMS Station 19 Section 08361City of Toronto Page 1Project No. 0803 April 26, 2010

Sectional Overhead Metal Doors

PART 1 - GENERAL


1.2 Quality Assurance.1 Manufacturer: Sectional doors shall be manufactured by a firm with a minimum of 5

years experience in the fabrication and installation of sectional doors. Manufacturersproposed for use, which are not named in these specifications, shall submit evidence ofability to meet performance and fabrication requirements specified, and include a list offive projects of similar design and complexity completed within the past 5 years.

.2 Installer: Installation of sectional doors shall be performed by the authorizedrepresentative of the manufacturer.

.3 Single-Source Responsibility: Provide doors, tracks, motors, and accessories from onemanufacturer for each type of door. Provide secondary components from sourceacceptable to manufacturer of primary components.

1.3 Submittals.1 Submit required submittals in accordance with Section 01330.

.2 Material data sheets:.1 Submit manufacturer’s Material data sheets for Materials proposed for use in the

work of this section.

.3 Shop drawings:.1 Include details of each door and frame type, hardware types and locations, frame

profiles, door and frame elevations, anchor details and locations.

.2 Include schedule identifying each unit, with door marks and numbers relating tonumbering on drawings and in door schedule.

.3 Indicate materials, operating mechanisms, required clearances and electricalconnections

.4 Maintenance instructions:

.1 Submit manufacturer’s maintenance instructions for incorporation into theoperation and maintenance manuals in accordance with Section 01770.

1.4 Design Requirements.1 Design exterior door assembly to withstand windload of 1 kPa (0.1 PSI) with a maximum

horizontal deflection of 1/240 of opening width..2 Design door panel assemblies with thermal insulation factor R14.

.3 Design door panel assemblies to withstand minimum 50,000 cycles per annum.

1.5 Delivery, Storage and Handling.1 Package or crate, and brace Materials to prevent distortion in shipment and handling.

Label packages and crates, and protect finish surfaces by sturdy wrappings.

21 of 69



PART 2 - PRODUCTS

2.1 Acceptable Manufacturers.1 The Contract Documents have been based on the following system:

.1 Thermalex V130G, as manufactured by Upwardor Corp. , 4200 mm (165") wide x4200 mm (165") high.

2.2 Materials.1 Galvanized steel sheet: 0.5 mm (0.02") roll formed commercial quality to ASTM

A653/A653M-06a with Z275 zinc coating to both faces.

.2 Steel structural shapes, plates, bars, angles, dowels, and the like: to CAN/CSA G40.21-04, grade 300W.

.3 Aluminum extrusions: 6063-T6 alloy and temper, clear anodized.

.4 Touch-up primer: to CAN/CGSB 1.181-99 for galvanized steel surfaces.

.5 Insulation: polyurethane, to achieve R14.

.6 Glazing: sealed, insulated, tempered, grey tinted units fitted into PVC snap-on mouldingsfor easy replacement.

.7 Cable: multi-strand galvanized steel aircraft cable to ASTM A1023M.

2.3 Finishes.1 Sheet steel shall be prefinished with factory applied silicone modified polyester to the

following:

.1 Colour: manufacturer’s standard white. Submit sample to Consultant for reviewprior to fabrication.

.2 Specular gloss: 30 units 5 in accordance with ASTM D523-08.

.3 Coating thickness: not less than 25 micrometres.

.4 Resistance to accelerated weathering for chalk rating of 8 colour fade 5 units orless and erosion rate less than 20% to ASTM D822 as follows:

.1 Outdoor exposure period 1000 hours.

.2 Humidity resistance exposure period 1000 hours.

.2 Galvanizing: hot dipped with zinc coating 600 g/m2 (21 oz/ft2) to CAN/CSA G164-M92,except as otherwise noted.

2.4 Hardware.1 All hardware to be galvanized steel..2 Track: standard hardware with 75 mm (3") size minimum 2.28 mm (0.09") core

thickness galvanized steel track.

.3 Track supports: 2.3 mm (0.1") core thickness continuous galvanized steel angle tracksupports constructed of 32 mm (1-1/4") x 4.76 mm (0.2") steel angle neatly cut andconnected. Punched steel angle is not acceptable.

22 of 69



.4 Spring counter balance: heavy duty oil tempered torsion spring with manufacturer’sstandard brackets and as follows:

.1 Minimum rating: 50,000 cycles per annum.

.2 Drum: 133 mm (5.2") diameter.

.3 Shaft: 25 mm (1") diameter solid steel.

.4 Install cycle counter device..5 Top roller carrier: galvanized steel minimum 2.28 mm (0.09") thick adjustable.

.6 Rollers: full floating, grease packed hardened steel, ball bearing minimum 75 mm (3")diameter, stamped tire.

.7 Roller brackets: adjustable, galvanized steel, 2.5 mm (0.1") thick.

.8 Hinges: standard duty industrial 2.28 mm (0.09") thick galvanized steel.

.9 Cable: minimum 4 mm (0.2") diameter galvanized aircraft cable.

2.5 Accessories.1 Overhead horizontal track and operator supports: galvanized steel, type and size to suit

installation.

.2 Track guards: 5 mm (1/4") thick formed sheet 1500 mm (59") high.

.3 Pusher springs.

.4 Weather stripping: aluminum vinyl C ‘Arctic” standard.

2.6 Motorized Operation2.4 Motorized Operation.1 Motorized Operation: Jackshaft type:

.1 Heavy duty: Manaras Model Opera-H – 0.5 HP, voltage to suit supply voltage.

.2 Auxiliary operation: include hand chain to operate door manually andindependently of motor operator. Incorporate interlock to disconnect motormechanically and electrically when auxiliary operator is engaged.

.3 Provide momentary relay contact for off-delay timers, and rated for 25 cycles perhour or 100 cycles per day.

.2 Electrical supply is 120/208 Volt, 3 Phase.

.3 Entrapment Protection:

.1 Photoelectric sensors.

23 of 69



.4 Electrical Subcontractor to supply all necessary wiring and power to electrical operationsand pushbutton controls (refer to Division 16 Electrical for electrical specifications forbuilding). Final adjustments to be the responsibility of the overhead door manufacturer.

.5 Mounting brackets: galvanized steel, size and gauge to suit conditions.

.6 Provide the following controls devices:.1 Two (2) three-button remote pushbutton stations per door flush mounted at

interior in locations indicated or directed by Consultant.

.2 One (1) mushroom button per door to close door, flush mounted at exterior inlocations indicated or directed by Consultant.

.3 One (1) surface mounted key switch control per door to open door, complete withcover plate, flush mounted at exterior in locations indicated or directed byConsultant. Owner will key the boxes. Acceptable material: CamdenManufacturing model CM-1000, as supplied by Upwardor Corp.

.4 Radio controlled operators, including remote operators for exterior operation of doors.

2.7 Fabrication.1 Fabricate work of this section with materials, and with component dimensions and

gauges, reinforcing, attached anchors and fastenings of adequate strength to preventwarping, buckling, opening of joints and seams, loosening of hardware, distortion, anddisplacement within limits of intended and specified use.

.2 Conceal and weld connections wherever possible.

.3 Fit joints and junctions between components tightly and in true planes.

.4 Isolate from each other dissimilar metals, and metal from concrete or masonry to preventelectrolysis. On aluminum, use bituminous paint in concealed locations and lacquerwhere exposed to view.

.5 Finishing:.1 File and grind exposed welds smooth.

.2 Zinc coating: clean and smooth ground surfaces at welds, fill if necessary, andprime all areas from which zinc coating has been removed with zinc rich paintapplied in a minimum thickness of 0.102 mm (0.004").

PART 3 - EXECUTION

3.1 Examination.1 Examine building structure, finishes and conditions at the Working Area.

.2 Notify Contract Administrator of any adverse conditions which could jeopardize systeminstallation or system operation. Do not proceed until such conditions have beendocumented, assessed, rectified and approved for installation. Starting work indicatesacceptance of conditions unless Contract Administrator is notified otherwise in writing.

24 of 69



3.2 Installation, General.1 Install sectional overhead doors and operators in accordance with door manufacturer's

printed instructions..2 Work shall be performed by qualified personnel approved by door manufacturer.

.3 Secure guides to steel framing members, header box to side guides and the motor toheader box.

.4 Drill and tap door frames to receive hardware. Fasten door tracks and stops to doorframe by means of machine bolts; welding will not be permitted.

.5 Fit doors snugly to edges of jambs and heads of frames. Doors shall operate smoothlyand freely under all conditions of operation. Door shall sit in any position in door openingand shall not drift upward or downward.

.6 Furnish necessary appurtenances relating to door installation, including those requiredon door frames.

.7 Upon completion of installation of doors and operating equipment, lubricate moving partsprior to putting into operation. Supply oil to gear reduction units and grease sprockets,bearings, cables, link chains and door guides. Check and re-adjust as required, items ofoperating hardware, including weatherstripping.

.8 Install doors to operate freely and to close tight.

3.3 Electrical Wiring.1 Power shall be brought up to circuit breaker/disconnect switch adjacent to controller

under the work of Division 16 and in conformance with requirements specified therein.

.2 Wiring from motor to switches, controls, starters, safety devices and other itemsrequiring power shall be carried out under this Section.

.3 Use EMT conduit for fixed wiring. Use purpose-made and approved type flexible cablesor cords at applicable locations; adequately support so as not to impede access or foulmoving parts of equipment.

3.4 Adjustment and Cleaning.1 Adjust work of this section to ensure free-running, tightly closing and properly

counterbalanced operation. Ensure that installation is free from warp, twist or otherdistortion. Lubricate operating hardware.

.2 Refinish damaged or defective work so that no variation in surface appearance isdiscernible. Refinish work at site only if approved.

.3 Clean work on completion of installation.

.4 Adjust weather-stripping to form a weathertight seal.

END OF SECTION

25 of 69

City of Toronto Fire Station '135' City of Toronto


October, 2013Aluminum Skylights

PART 1 - GENERAL


1.2 Section Includes.1 Aluminum skylights.

.2 Glass and glazing in accordance with Section 08800.

.3 Seal joints within the work of this section in accordance with Sections 07270 and 07900,except where specified otherwise and at abutting joints between this section and thework of other sections.

.4 Air barrier transitions and connections between air barriers of adjacent wall and roofingsystems.

.5 Prefinished aluminum panel fabrications, including closures, sills, cap flashings atinterface with roofing flashing.

1.3 Contract Documents

.1 Contract Documents indicate profiles and configurations required together withrelationships to the building structure and other exterior and interior building elementswith which the work of this section is required to interface.

.2 Contract Documents contain details which suggest directions for solving the majordesign requirements. Contractor may propose revisions to details and develop them tomeet best building practices while maintaining the required design criteria as determinedby Consultant.

.3 Contract Documents are diagrammatic and do not necessarily purport to identify or solvethe specified performance criteria that the work of this section is required to meet orexceed.

.4 Contract Documents do not purport to solve problems at glass lines associated withglass installation, movements, pressure fractures and thermal shocks that are part of thework of this section.

1.4 Quality Assurance.1 Work of this section shall be performed by manufacturing specialist having minimum of 5

consecutive years of successful completion of work of similar size and character.

.2 Installation of structure and glass shall be by competent workmen under full-timesupervision of this trade contractor's own trained and experienced foreman.

.3 Sole source design responsibility: Glass, glazing, system design and accessories are thesole responsibility of aluminum framed glazing system manufacturer.

.4 The installer of the aluminum skylight systems is responsible for supplying and erectingthe complete aluminum framed glazing system, coordinating and maintaining tolerancesbetween structures and glazing system with individual Suppliers and manufacturers, andinstallation of glazing system.

26 of 69




.5 Conduct a pre-installation meeting in accordance with Section 01312.

.6 Conduct quality control in accordance with Section 01450. Independent inspection andtesting company shall attend the pre-installation meeting.

.7 Manufacturer’s field review to be in accordance with Section 01450.

1.5 Submittals.1 Submit required submittals in accordance with Section 01330.

.2 Product data sheets:.1 Submit manufacturer’s Product data sheets for Products proposed for use in the

work of this section. .3 Shop drawings:

.1 Submit engineered shop drawings prepared by a professional engineer qualifiedin the design of self-supporting glazed systems.

.2 Indicate plans, sections, elevations and sufficient full size details to indicate allcomponents and methods of assembly, materials and their characteristicsrelative to their purpose, and all other fabrication information. Show flashingdetails at roofing.

.3 Identify and describe material types being supplied, wall thicknesses ofextrusions, shapes including all connections and grade, attachments, reinforcing,anchorage and locations of fastenings, drainage paths, air barrier line andprovisions for thermal and structural movement between components of thisSection and adjacent materials.

.4 Include description of materials, metal finishing specifications, and all otherpertinent information.

.4 Samples:.1 Submit 300 mm long samples of each type of extruded member, and 300 mm

square section of insulating glass unit, if required.

.2 Samples of colour and finish prepared as specified on respective metalcomponents for aluminum extrusions.

27 of 69




1.7 Design Requirements.1 Design aluminum structure, anchors, fasteners and framing to fasten directly to

structure, structurally adequate so that maximum load condition does not stress itemmore than 50% of allowable working stress.

.2 Glazing frames shall be from thermally broken, hollow aluminum sections with exteriorfinished snap caps. Provide concealed fasteners or set flush with surface of glazing bar.The aluminum structure shall be fixed to and self-supporting system.

.3 Design wind loads shall be based on at least 1/100 hourly wind pressure values asindicated in building code and greater values as required, with snow accumulations asdetailed in the building code.

.4 Design skylight system to resist minimum wind pressure specified with deflection notexceeding 1/240th of span distribution as directly related to the exterior skin and relatedframing whether positive or negative (pressure or suction).

.5 Air infiltration or exfiltration shall not exceed 0.30 L/s/m2 (0.06 cfm/ft2) of glazed skylightat 300 Pa (6.24 psf) pressure difference. Incorporate provisions for pressureequalization and drainage.

.6 Design systems to withstand own dead load, snow, ice and wind loads and combinationthereof, as calculated in accordance with the building code, to maximum allowabledeflection without permanent deformation, using 1 in 30 year return.

.7 Design skylight system to ultimate strength to resist an impact (safety factor of 2) fromfalling ice/snow having an approximate mass of 90 kg (weight of 200 lb).

.8 Provide for thermal movements of components without over-stressing the materials, orwithout contributing to failure of joint and glazing seals or causing other detrimentaleffect resulting from an exterior surface temperature range of -35°C to + 75°C.Expansion and building movements shall be incorporated in the fixing by a methodwhich cannot work loose; incorporate an inert, low friction separator between movingmetal parts.

.9 Water control: Exterior water shall be controlled by:.1 Exterior gasket with pressure bar chamber pressure equalized to the exterior and

sealed by an interior vapour and air seal. Exterior water leaks shall be wept toexterior at the horizontals and no provision made for condensation forming on theglass.

.2 Sill Water: Interior condensation water at sills shall be collected and held for re-evaporation.

.3 Testing: When tested in accordance with ASTM E331 no uncontrolled water intothe interior environment shall be permitted.

28 of 69




.10 Thermal Separator: Glazing caps shall be separated from main glazing bars by athermal break material located on the exterior side of the glass. The break shall preventcondensation forming at exterior temperature of -20°C, interior temperature of 20°C andrelative humidity of 30%. Dissimilar metals shall be separated by an inert material ofminimum thickness of 0.48 mm (0.02").

.11 The glazing system shall have representative details tested by an independentlaboratory in substantial accordance with ASTM E331-70 for static water infiltration,ASTM E283-73 for air infiltration, and ASTM E330-79 for structural behaviour, and meetthe above design and performance standards.

.12 Welding design and workmanship; to CSA W59-M1989.

.13 Aluminum design: CAN3 S157-M83.

.14 Design in accordance with the requirements of Section 01830.

PART 2 - PRODUCTS

2.1 Manufacturers.1 Work of this section shall be provided by Kawneer Company Ltd.

.1 Substitutions: Refer to Section 01250.

2.2 Materials.1 Aluminum Sections: Accurately formed, extruded aluminum alloy AA-6063-T6 free from

defects impairing appearance, strength and durability, minimum thickness 3 mm (1/8").

.2 Aluminum sheet panels:

.1 Minimum wall thickness: 3 mm (1/8").

.2 Aluminum alloy: AA5005-H14 Anodizing Quality.

.3 Screws, Bolts, Nuts, Washers and Fasteners: Stainless steel of austenitic grade, 300series for stainless steel connections; stainless steel or aluminum for aluminumconnections. Bolted connections shall have a lock washer or other locking device.

.4 Glazing Splines: Extruded EPDM, silicone or "Santoprene", Shore 30 to 40 Durometerhardness.

.5 Internal Frame Sealant: One component, solvent curing conforming to CAN2-19.13M orTRS 600 by Tremco.

.6 Miscellaneous and sub-frame steel: CSA G40.21-M81, Grade 300W, hot dip galvanizedafter fabrication, with additional zinc chromate coating CGSB 1-GP-132M or equivalentdielectric coating after fabrication.

.7 Packing and Filler: Polystyrene or closed cell neoprene sponge, continuous.

.8 Thermal Break Component: Rigid polyvinyl chloride or neoprene. Thickness shall be asrequired to meet design, 6 mm (1/4") minimum thickness.

.9 Glass: Insulating glass units in accordance with Section 08800, amended as follows:

29 of 69




.1 Outer lite: 6 mm (1/4") thick clear tempered glass.

.2 Inner lite: 6 mm (1/4") clear laminated glass.

.3 No perimeter channels permitted..10 Perimeter sealant and accessories: in accordance with Section 07900.

.11 Joint Backing Material and Filler Strips: Closed cell neoprene or plastic recommended bysealant manufacturer, oversized by 50%.

.12 Flexible Membrane/Air Seal: 40 mil reinforced PVC sheet, of a type tested forcompatibility with contact materials.

.13 Air barrier: Air barrier membrane type in accordance with Section 07270.

.14 Air barrier membrane securement bars: Utility grade aluminum sheet, 3 mm (1/8") x25 mm (1"), 3 mm (1/8") gap between ends of bars and slotted holes to permitexpansion and contraction movement. Provide holes at maximum spacing of 200 mm(8") on centre, and maximum 75 mm (3") from ends of bars, for mechanical fasteners.

.15 Foamed-in-place insulation: Refer to Section 07200.

.16 Dielectric Separator: Best grade, quick drying non-staining alkali resistant bituminouspaint to CAN/CGSB-1.108-M89, or membrane type to acceptance of Consultant.

2.3 Metal Finishes.1 Exposed aluminum surfaces; anodized to AAMA 611-98:

.1 Clear anodized #17.

.2 Finish exposed metal fasteners, if applicable, to related aluminum surfaces.

.3 Finish steel clips and reinforcing steel with 380 g/m2 (13.4 oz/ft2) zinc coating toCAN/CSA-G164.

.4 Exposed stainless steel: Type 304, No. 4 brushed finish.

2.4 Fabricated Products.1 Glass Seat: Minimum of 35 mm (1.4") wide, continuous on all 4 sides of each litre of

glass. To provide an adequate bearing area, the seat surface shall be not greater than 3off the plane of the glass for all members.

.2 Glass Rabbet: Rabbet depth shall be no less than 25 mm (1") deep to allow adequateengagement of all variables such as temperature, manufacturing tolerances, and Siteinstallation.

.3 Glass Seat Drainage: Drain holes shall be provided in the glass seat supports to allowany moisture to escape from the glass seals into the water control channels.

.4 Cap Fixing:

.1 Exterior pressure bar shall retain glass and shall bear solid material continuously,and provide a clamping load on the glass not exceeding 1 N/m.

.2 The exterior aluminum cover shall be fixed by continuous snap-in action. Capscrews shall be covered by a snap-on cap cover.

30 of 69




2.5 Fabrication.1 Profiles of skylight shall be as indicated.

.2 Take field measurements and levels required to verify or supplement those shown forthe proper layout and installation of the Work. Coordinate dimensional tolerances inadjacent building elements and confirm prior to the commencement of the work of thissection. Commencement of installation floor by floor shall be construed as acceptance ofbuilding conditions. Aluminum skylights shall not deviate from tolerances specified.

.3 Verify measurements at the Place of the Work and fabricate systems to suit dimensionsat the Place of the Work.

.4 Cut to length and form all components, free from twists, bends or visual distortion.Fabricate all fittings and anchors required to fasten skylight to structural steel flat platesupports.

.5 All fabrication to Clause 23 of CSA S157-M83.

.6 Stamped erection marks shall not be used; all markings shall be removed on completion.

.7 Conceal nuts, bolts, screws, clips and other means of fastening in finished Work, exceptwhere shown or specified.

.8 Means of anchoring system shall have sufficient adjustment to permit correct andaccurate alignment. After adjustment, positively lock anchorage devices in manner topreclude movement, once alignment is achieved.

.9 Isolate all aluminum bearing contact with dissimilar materials. Method of isolation shallbe acceptable to Consultant.

.10 Make allowances for deflection of supporting structure when making connection thereto,and ensure that no structural load is transmitted to skylight.

.11 Assume full responsibility for the design of assemblies. Reinforcing, furring andanchoring shall suit each specific condition complying with the parameters previouslyspecified, required and as shown.

.12 Form accurate extrusions with clean, straight, sharply defined profiles free from anydefects.

.13 Extrusion thickness shall be adequate to satisfy loading and deflection, as required andindicated.

.14 Weld aluminum where required with inert metal arc equipment by methodsrecommended by the Aluminum Co. of Canada. Welders shall qualify according to CSAW47.2-M1987 (R1998). Make exposed welds continuous and flush with adjacentsurface. Do not mar surface finishes with welds in back of exposed aluminum. Do notdeform the exposed metal and finish in any way by welding.

.15 Weld steel, where required, in accordance with CSA W59-1989 (R1998). Welded jointsshall be of adequate strength and durability with jointing tight and flush. Welder shall befully approved by the Canadian Welding Bureau and shall comply with CSA W47.1-92(R1998), Division 3. Where it is necessary to weld components already galvanized,remove galvanizing for 50 mm (2") around weld and paint over welds where galvanizingis removed as specified hereinafter.

31 of 69




.16 Insert concealed galvanized and zinc chromate coated steel reinforcement into framemembers and other units as required, sized to adequately withstand wind pressurerequirements specified.

.17 Include aluminum cover plates, trim components, bent plates, closure trim, extrudedglazing corner posts, drips, flashings and other components required to complete theinstallation and as indicated whether specifically labelled/dimensioned or only notionallyindicated.

.18 Include thermal barriers, and miscellaneous neoprene pads, shims and washers.

.19 Where practical, prefabricate units in shop in accordance with Contract Documents andreviewed shop drawings. Units too large for handling or shipping shall be shopprefabricated, dismantled and marked for shipping and field assembly.

.20 Provide weepholes in the glazing recess to drain condensate and water to exterior wallcavity. Provide drainage tubes as necessary to conduct water safely through isolatedinsulated areas to direct exterior discharge. Seal around tubes.

.21 Metal-to-metal joints which require sealing to maintain weathertightness shall bedesigned and assembled with a ribbon of sealant that shall be compressed byapproximately 50% of its original thickness when the joints are secured.

PART 3 - EXECUTION

3.1 Installation - General.1 Preparation: Obtain all dimensions affecting work of this section from the Place of the

Work. Ensure adjacent and adjoining materials, flashing, curbs, framing, anchors,fastenings and the like, are properly set and in readiness to accept the glazed structureand skylight.

.2 Erect all components plumb and square, and in proper alignment, provide brackets,inserts, shim and the like as required to securely fasten the system to the buildingstructure.

.3 Metals in contact with dissimilar metals, concrete or other cementitious surface shallhave the surfaces protected by a suitable inert material.

.4 Glass and Glazing: Install all glass associated with skylight. Follow manufacturer'sinstructions and recommendations of Insulated Glass Manufacturers of Canada.

3.2 Foamed-in-Place Insulation.1 Install between aluminum framing and rough openings at exterior and where indicated,

in accordance with Section 07200.

3.3 Isolation.1 Backpaint aluminum surfaces in contact with cement, concrete, masonry, plaster or

dissimilar metals with heavy coat of bituminous paint.

3.4 Air Barrier Continuity with Building Envelope.1 Provide continuous air barrier transition between work of this section where work

interfaces with building envelope air barrier materials, using air barrier membrane orsheet metal air barrier, singly or in combination.

32 of 69




.2 Attachment of air barrier materials to glazing systems; one of the following methods areacceptable:

.1 Mechanically attach air barrier material to aluminum frames in concealed mannerusing continuous aluminum retainer bars and mechanically fasten at maximumspacing of 200 mm (8") on centre and fasten no greater than 75 mm (3") fromends of retainer bars. Maintain 6 mm (1/4") gap between ends of retainer bars.

.2 Clamp air barrier material continuously within pressure plates of aluminum frameassembly.

.3 Attachment of air barrier materials to adjacent building envelope air barriers:.1 Mechanically attach air barrier material to adjacent air barriers in concealed

manner using continuous aluminum retainer bars and mechanically fasten atmaximum spacing of 200 mm (8") on centre and fasten no greater than 75 mm(3") from ends of retainer bars. Maintain 6 mm (1/4") gap between ends ofretainer bars.

.4 Fit flexible seals, tapes, sealants and gaskets at locations as required for air and watertight continuity with components of building envelope.

.5 Install air barrier membrane in accordance with Section 07270. Reinforce air barriermembrane at corners of glazing assembly with 300 mm (12") secondary layer ofmembrane, centred over corner laps.

.6 Seal laps and terminations with continuous bead of one-part elastomeric sealant, with20 mm (3/4") minimum overlap.

.7 Form bellows in air seal materials to take up torsion and shear movements.

3.5 Glass and Glazing.1 Furnish glass for work of this section to requirements herein and in accordance with

Section 08800, and assume total responsibility for sizing, design and other aspects ofglass work and accessories.

.2 Wherever practicable, factory install glass associated with doors of this section in strictaccordance with requirements stipulated under Section 08800, except as otherwiseindicated herein.

3.6 Installation; Sealant.1 Provide sealants associated with this section, following the requirements of Section

07900 Make entire installation watertight..2 Sealant Application: Clean all surfaces to which silicone is to bear contact using clean

cloths and MEK. Install joint backing material and filler strips, depressed in joint toprovide effective width-to-depth ratio as recommended by manufacturer, generally 3 mm(1/8") to 5 mm (1/5") thickness of sealant. Make entire installation watertight.

.3 Furnish perimeter sealants associated with this work, using basic sealant materialspecified herein. Make entire installation watertight.

33 of 69

City of Toronto Fire Station '135' City of Toronto Project



3.7 Cleaning.1 Remove as the work of this section progresses, corrosive and foreign materials which

may set or become difficult to remove at time of final cleaning or which may damagemembers. Inspect as often as required to ensure cleanliness.

.2 Wash exposed metal surfaces with a cleaning solution approved by manufacturers ofglass and aluminum.

.3 At completion of the Work, remove protective coatings, clean glass and aluminum andremove surplus compounds and sealant materials. Replace or make good defective,scratched or damaged work.

END OF SECTION

34 of 69

JAL NO. 11-195

ELECTRICAL ADDENDUM #E-1 CITY OF TORONTO FIRE STATION

325 CHAPLIN CRESCENT TORONTO, ONTARIO OCTOBER 18, 2013

The following document is hereby made a part of the Contract Documents. The following revisions and/or additions shall be made to Drawings and/or specifications and the cost shall be included in Tender Price.

REVISION TO SPECIFICATIONS SECTION 16050 - BASIC MATERIALS AND METHODS 1. Delete Item 2.14 Emergency Call System.

REVISION TO DRAWINGS DRAWING E1.0 1. Revise Lighting Fixture Type W1 to be THOMAS GARDCO Cat# 107-WT-70PSMH-120 2. Add specifications for Lighting Fixture Type S3 to read: “11" shallow, surface mount cylinder

lighting fixture, c/w clear specular splay reflector, 4-cell parabolic louver 2-18w CFL lamp and 120V electronic ballast. H.E. Williams Cat# PB4C11-218-WHT-CS-120. Alternates: Cooper, Philips.”

3. Add to Luminaire Schedule, Lumax Lighting as alternate for Lighting Fixture Types A1, A1a, A2, A2a, A3, A4, A6 & A7.

4. Add to Luminaire Schedule, Aimlite Lighting as alternate for Lighting Fixture Types A8 5. Add to Luminaire Schedule, Pathway Lighting as alternate for Lighting Fixture Types B1, B2,

B3, B4, B5 & B6

6. Add to Legend the following symbol : Public Address Speaker; provide wall/ceiling box and 21mm conduit to accessible ceiling space.

7. Delete symbol for Emergency Call System. DRAWINGS E2.0, E2.1 & E2.2 1. Revise all Lighting Fixtures Type W to be W1 2. Revise Lighting Fixture Type S3 at Stair 1 (301) to be ceiling mounted. 3. Add 2 Lighting Fixtures Type S3 at Stair 1 (301), wire to staircase circuit. DRAWING E3.0 1. Relocate Fire Alarm Control Panel (FACP) at wall near gridlines 5-12. 2. Relocate receptacle at Universal W.C 105 to the outer side of wall. 3. Add one new 15A duplex receptacle for W.H ignition, wire to CCT# A-27.

35 of 69

CITY OF TORONTO FIRE STATION - 2 - ADDENDUM E-1

JAL NO. 11-195

DRAWING E4.1 1. Revise Fire Alarm Schedule per new schedule on attached Electrical Sketch E4.1-ESK1

END

36 of 69

37 of 69

JAL NO. 11-195

MECHANICAL ADDENDUM #M-1 CITY OF TORONTO FIRE STATION

325 CHAPLIN CRESCENT TORONTO, ONTARIO OCTOBER 18, 2013

The following document is hereby made a part of the Contract Documents. The following revisions and/or additions shall be made to Drawings and/or specifications and the cost shall be included in Tender Price.

REVISION TO SPECIFICATIONS SECTION 15300 - SPRINKLERS 2.3 - Pipe & Fittings 1. Revise ‘galvanized steel’ to read “standard black steel (ASTM #53) Schedule -40”. SECTION 15400 - PLUMBING & DRAINAGE 2.8 - Fixtures & Fittings 1. Add “MOEN” in Faucets of paragraph 5). Moen is acceptable as an alternate to specified faucets. 2. Revise faucet for L-3 in paragraph 10)to “Delta 591T0258 hard wire with transformer.”

REVISION TO DRAWINGS DRAWING M1.2 .1 Provide in weeper pit two Zoeller Model 57 submersible pumps each with capacity of 2 L/s at 3.0 m

head with 224watss., motor, level controller, slide rail vented power cord and 50 mm discharge. a. Provide separate high water alarm supplied by Pump Manufacturer. b. Provide four #3900 liquid level controllers for high turn-on, 3 m power cords and control

panel with electric alternator, integral circuit breakers, starters, HOA switches and pilot lights, cycle counter separate alarm unit with bell and spare contact for remote alarm, light and silencing switch. Mount control panel on wall beside pit and install pumps and level switches in pit. Lead pump start switch shall be set 450 mm above pit bottom and lag pump start switch 750 mm above floor. Pump off switch shall be 150 mm above pit floor. Electrical Division will wire to line side of control panel and alarm panels only, Division 15 to provide all other necessary wiring. Set alarm to ring at 650 mm above pit floor

c. Provide heavy plastic conduit in floor for power cord. Conduit must be of size to permit cord plug to pass through same and end at least 50 mm above floor.

d. Provide combined 75 mm copper discharge pipe from each pump complete with gate and check valves above floor and connect to each pump with union for easy removal without disturbing other pump. Rise each pump discharge line to 600mm above floor, join both pumps discharge line, drop 75mm combine discharge pipes, run buried and connect to buried storm line.

38 of 69

CITY OF TORONTO FIRE STATION - 2 - ADDENDUM M-1 325 CHAPLIN CRESCENT

JAL NO. 11-195

e. Provide a fiberglass pit of 900 dia x 1800 deep pit with anti floating collars with heavy duty non-skid two pieces gas tight metal coverplate with trim. Provide 75mmvent line to pit and pass through roof.

f. Alternate Equipment:

1. Hydromatic 2. F.E. Myers (Canada) Ltd. 3. Barnes.

2. Catch basin inside the Parking Garage shall be Zurn Model ZF-799-76 (or equal) heavy duty

suitable for Fire Truck Loading. 3. Provide back water valve to each floor drain and catch basin . 4. Revise 200mm storm line to 250mm storm line along stair wall and connect to 250mm storm line

at 1500mm face of building at invert elevation of 161.95 provided by Another Section. Relocate storm line drop to be away from overhead door.

5. Mark leaving invert elevation of sanitary line as 161.00 DRAWING M1.2 1. Revise location of Water Meter and Sprinkler Alarm Check Valve as per attached sketch PSK-1.

For schematic diagram of water meter, see attached sketch PSK-3. 2. Provide one 100mm FFD (TV&F) for water meter and sprinkler alarm check valve. Connect

funnel floor drain to sanitary main at downstream of oil interceptor. Provide cleanout to buried drain line to suit Code requirement.

3. Revise exterior ( Apparatus Bay) 19mm hose bib line connection from truck fill water line to metered water line.

4. Provide trap, vent and prime line for catch basin located in Apparatus Bay -112.

DRAWING M3.1 1. Provide sprinkler protection (dry) to Stair 303.

DRAWING M3.2 1. Provide sprinkler alarm check valve in Apparatus Bay as shown on attached sketch PSK-1.

Provide all trims for alarm check valve including low pressure and flow switch, excess pressure pump, drain port etc.

2. Provide separate zones for each floor as shown on attached Sprinkler Alarm Check Valve Schematic PSK-2.

3. Locate Fire Department Connection (Siamese Connection) at column line 21/1 and pipe up to sprinkler alarm check valve as shown in Sprinkler Alarm Check Valve Schematic PSK-2

END

39 of 69

CONNECT 2OOø FIRE MAINPROVIDED BY ANOTHER SECTION1.5m OFF THE FACE OF THE

DOMESTIC WATER IüAIN

ALARM CHECKSCHEMATIC.

SEE PLUMBING DR

TECTION IN BAY

PROJECT

CITY OF TORONTO FIRE STATION

325 Choplin Crescent, Toronto, 0N

TITLE

GROUND FLOOR PLANSPRINKLERS REVISION

,\llNJain & Associates Ltd.

2270 ARGENTIA ROADMISSISSAUGA, ONTARIO, LsN 6A6

TEL. 905 542 7211, FAX 905 542 7622Ema¡l : [email protected]

MDATE

ocr. 17 /13SCALE

1:75DRAWING NUMBER

PSK_1DI{N BYc.R.

HECKED BYM.K.

ARCH. JOB No

1 007

J.A.L. JOB No

11-195REFERENCE DRAWTNG(S)

M-3.240 of 69

PROJECT

CITY OF TORONÏO FIRE STATION

325 Choplin Crescent, Toronto. 0N

TITLE

SPRINKLER ALARM CHECK VALVE SCHEMATIC _

il-195

DATE

ocT. 17 /13SCALE

N.T.S.DRAWING NUMBER

PSK_2DWN BYc.R.

CHECKED BYM.K.

ARCH. JOB No.

1 007

J.A.L. JOB No

11-195REFERENCE DRAWTNG(S)

M-3.241 of 69

TO TRUCK75o FILL OUTLETS

TO BUILDINGSYSTEM

WATERMETER

INCOMING MAIN

N.T.S.

PROJECT

CITY OF TORONTO FIRE STATION

525 Choplin Crescent, Toronto, 0N

TITLE

INCOMING DOMESTIC WATER SCHEMATIC _

,\llNJain & Associates Ltd.

2270 ARGENTIA ROADMISSISSAUGA, ONTARIO, L5N 646

TEL. 905 542 7211 , FAX 905 542 7622Email : [email protected]

MDATE

ocT. 17 /13SCALE

N.T.S,DRAWING NUMBER

PSK_3DWN BYc.R.

CHECKED BY

M.K,

ARCH. JOB No

1 007

J.A.L. JOB No

1 1-195REFERENCE DRAWING(S)

M-3.242 of 69

STAIR UPTO ROOF

RWL DOWNTO GRADE

ROOF DRAINC/W CHAMBER

ROOF DRAIN C/WCHAMBER

ROOF DRAIN C/WCHAMBER

ROOF DRAINC/W CHAMBER

ROOFDRAIN

ROOFDRAIN

ROOFDRAIN

ROOFDRAIN

7

A6.3

Sim

4

A2.7

Sim

1

A2.7

Sim

1

A2.7

Sim

1

A2.7

Sim

1

A2.7

Sim

6

A2.7

Sim

LINE OF TAPERED INSULATIONAROUND SKYLIGHT

PROVIDE TAPEREDINSULATION AT ROOFPROJECTION

PERIMETER PATIO STONE PAVERS

A B

C E F

9

G H I J

10

11

12

3

4

5

1

2

A2.4.5

ERV-1

HVAC-3

HVAC-2HVAC-1

NOTES TO DRAWING 1/A2.5

• ROOF PLAN DOES NOT SHOW ALL PENETRATIONS THROUGH ROOF. CONTRACTORTO REVIEW ALL CONTRACT DRAWINGS AND SPECIFICATIONS TO DETERMINE FULLSCOPE OF WORK. MAKE PROVISIONS FOR ROOF PENETRATIONS WHEREINDICATED AND REQUIRED UNDER THE SCOPE OF THIS CONTRACT.

• PROVIDE TAPERED INSULATION AT PERIMETER OF ALL ROOFS, SKLIGHT AND ASINDICATED. SLOPE SHALL BE 2%.

ROOF TYPE 2

8

D

2

6

7

LINE OF TAPERED INSULATION ATHOSE TOWER LOW ROOF TO SLOPETO DRAIN

LINE OF TAPERED INSULATION AT STAIRTOWER ROOF TO SLOPE TO DRAIN

ROOF TYPE 1

ROOF TYPE 1

ROOF TYPE 1

ROOF TYPE 1

LINE OF TAPERED INSULATION AT HOSETOWER LOW ROOF TO SLOPE TO DRAIN

RWL DOWN TO HOSETOWER LOW ROOF

ROOF TYPE 2

ROOF TYPE 2

SKYLIGHT

ROOF TYPE 1

PREFINISHED METAL COPING

PREFINISHEDMETAL COPING


PREFINISHED ALUMINUMCOPING BY ALUMINUMCLADDING MANUFACTURER


PREFINISHED ALUMINUMCOPING BY ALUMINUM

CLADDING MANUFACTURER





CLADDING MANUFACTURERPREFINISHED ALUMINUMCOPING BY ALUMINUM


PREFINISHEDMETAL COPING



2

A2.7

Sim

1

A2.7

Sim

4

A2.7

Sim

4

A2.7

Sim

1

A2.7

Sim

4

A2.7

Sim

4

A2.7

Sim

3

A2.7

Sim

3

A2.7

Sim

1

A2.7

Sim

1

A2.7

Sim

1

A2.7

Sim

1

A2.7

Sim

5

A2.7

Sim


ROOF STRUCTURE

ROOF MEMBRANE

10MIL BIO-ROOTSTOPINSULATION

BIO-VOID

BIO-FILTER CLOTH

VEGETATION

ROOF DRAIN

BIO-CHAMBER

BIO-NETVEGETATIVE LAYER

BIO-FILTER CLOTH 25MMABOVE SOIL LEVEL ANDGLUED TO BIO-CHAMBER

31MM BIO-RETENTIONPANEL

STAINLESS STEELSCREWS

ROOF STRUCTURE

ROOF MEMBRANE10 MIL BIO-ROOTSTOPROOF INSULATION


BIO-VOID

BIO FILTER CLOTH

100MM OF BIO-MIXECOBLEND

BIO-NET

VEGETATION

ROOF PARAPET

175MM BIO-EDGE

BIO-FILTER CLOTH UPTO SURFACE OF BIO-PAD ON BOTH SIDES

RETENTION RODSTAINLESS STEEL SCREW

BIO-FILTER CLOTHBIO-EDGE

ROOF STRUCTUREROOF MEMBRANE10 MIL BIO-STOPROOF INSULATION

BIO-VOIDBIO-FILTER CLOTH

VEGETATION

ROOF PENETRATION

BIO-NETBIO-MIX ECOBLEND

BIO-FILTER CLOTH 25MM ABOVE SOILLEVEL AND GLUED TO PROJECTION


PAVER

RIGID INSULATION

PAVER

RIGIDINSULATION

(BELOW)

* CUT RIGID INSULATION 50MM BACK FROMEDGE OF PAVER (TYP.)

** ON MEMBRANE ROOF SURFACES, INSULATIONSHALL BE RAIN CHANNELED ON BOTTOMEDGES.

ROOF SURFACE

600

600

50

50

50

5050

ROOF TYPE 1:

- TPO MEMBRANE FLASHING SRI-110- TPO MEMBRANE SRI-110- OVERLAY BOARD- INSULATION- VAPOUR BARRIER- GYPSUM BOARD UNDERLAY- METAL DECK* PROVIDE ALL COMPONENTS REQUIRED TO COMPLETE ROOFING SYSTEM

R-VALUE: R-28

ROOF TYPE 2:

- VEGETATED LAYER- FILTER FABRIC- BIO VOID- RETENTION PANEL- TPO MEMBRANE- INSULATION- 10mil POLY SEPARATOR- TRA REINFORCED PANEL- VAPOUR BARRIER- GYPSUM BOARD UNDERLAY- METAL DECK* PROVIDE ALL COMPONENTS REQUIRED TO COMPLETE ROOFING SYSTEM

R-VALUE: R-28

TYPICAL ROOF ASSEMBLY

VEGETATED ROOF ASSEMBLY (VRA)

ROOF TYPE 2:

PROVIDE TAPERED INSULATION TO EXTENTS INDICATED ON ROOF PLAN

TAPERED INSULATION

CHECKED BY :

ISSUE OR REVISION

The Contractor shall verify all dimensions priorto commencement of the work.

All print and specifications are the property ofthe Architect and must be returned upon

completion of the work.

DRAWN BY:

SCALE :

DATE :

DESIGNED BY:

PROJECT No. :

DWG STATUS :

DRAWING No. : REVISION

PR

OJE

CT

:

DWG TITLE :

PROFESSIONAL SEAL :

10/2

1/20

13 1

2:30

:51

AM

As indicated

3

1007

FIR

E S

TA

TIO

N

---

A2.5

CBK

CBK

AUGUST 2013

TENDER

ROOF PLAN

325

CH

AP

LIN

CR

ES

CE

NT

Tor

onto

, ON

1 : 751 ROOF PLAN

1 : 102 VRA ROOF DRAIN CHAMBER DETAIL

1 : 103 VRA ROOF DETAIL AT PERIMETER

1 : 104 VRA PENETRATION DETAIL

1 : 105 ROOF PAVER DETAIL

1 : 20ROOF TYPE LEGEND

979.00

No. Description Date1 ISSUED FOR SPA MAY24/122 ISSUED FOR TENDER AUG. 20133 ISSUED ADDENDUM 3 OCT 18/13

43 of 69

GROUND FLOOR

0

SECOND FLOOR

3750

U/S OF ROOF DECK

7500

U/S HOSE TOWERDECK

10400

BRICK MASONRY

METAL RAILING

ALUMINUM PANEL CLADDING

BRICK MASONRY

OVERHEADDOORS

OVERHEADDOORS



HERITAGE MEDALLION(SALVAGED)

ALUMINUM PANEL CLADDINGBUILDING SIGN- BY CASH ALLOWANCE

STONE MASONRY

GL

GL

GL

GL

GL

GL

GL

GL GL

GL GL

GL

GL

GL

GL

GL

GL

GL

GL

GL

GL

GL

GL

GL


STONE MASONRY

BRICK MASONRY GRADE

BRICK MASONRY

PREFINISHED ALUMINUM COPING BYALUMINUM CLADDING MANUFACTURER


GL

GLGL

GLGL

GLGL

GLGL

GLGL

GLGL

GLGL

GL

GL

GL

GL

GL

GL

GL

BP

GL

GL GL GL GL

GL GL GL GL GL

GL

WP WP

FG100

L1



PREFININSHED ALUMINUM CLADDING

NL1104

M105T

YP

ICA

L M

AS

ON

RY

CO

UR

SIN

G P

AT

TE

RN

FO

R M

AS

ON

RY

TY

PE

2 W

ALL

S -

SE

E A

LSO

DW

G 2

/A4.

1


WI-4

WI-5 WI-1

WI-14

PREFINISHED METALFLASHING UNDER

WINDOW SILLS

L6 L5L7

LP

LP

LP



GROUND FLOOR

0

SECOND FLOOR

3750

U/S OF ROOF DECK

7500

U/S HOSE TOWERDECK

10400

PREFINISHED METALFLASHING

BRICK MASONRY

STONE MASONRY


STONE MASONRY

PREFINISHED METAL FLASHING

GRADE

METAL RAILING

SKYLIGHTPREFINISHED METAL FLASHING



GL GL

GLGL

GL GL

GLGL

GL GL

GLGL

GL GL GLGL

GL GL

GLGL

GL GL

GLGL

GL GL

GLGL

GL

GL

AL-SP

GL

GLGL

GLGL

GLGL

GLGL

GLGL

GLGL

GLGL

GLGL

GLGL

GLGL

GLGL

GLGL

GLGL

GLGL

GL

GL

GL

GL

GL

GL

GL

GL

PREFINISHED METALCLADDING

WP

NL1116


FU

LL C

OU

RS

ES

3 A

SH

LAR

CO

UR

SE

S

FU

LL C

OU

RS

ES

3 A

SH

LAR

CO

UR

SE

S

FU

LL C

OU

RS

ES

3 A

SH

LAR

CO

UR

SE

S

FU

LL C

OU

RS

ES

3 A

SH

LAR

CO

UR

SE

S

FU

LL C

OU

RS

ES

3 A

SH

LAR

CO

UR

SE

S

FU

LL C

OU

RS

ES

TY

PIC

AL

MA

SO

NR

Y C

OU

RS

ING

PA

TT

ER

N F

OR

MA

SO

NR

Y T

YP

E 2

WA

LLS

L8


WI-16

CHECKED BY :

ISSUE OR REVISION




DRAWN BY:

SCALE :

DATE :

DESIGNED BY:

PROJECT No. :

DWG STATUS :


PR

OJE

CT

:

DWG TITLE :

PROFESSIONAL SEAL :

10/2

1/20

13 1

:39:

53 A

M

1 : 75

3

1007

FIR

E S

TA

TIO

N

---

A4.1

CBK

CBK

AUGUST 2013

TENDER

ELEVATIONS

325

CH

AP

LIN

CR

ES

CE

NT

Tor

onto

, ON

1 : 751 NORTH ELEVATION

1 : 752 EAST ELEVATION

NOTE: ALL GLASS UP TO 12M ABOVE GRADE SHALL HAVE BIRDPROTECTION - FEATHER FRIENDLY FILM - APPLIED TO EXTERIOR FACE.REFER TO DRAWINGS A9.1 FOR PATTERN AND DETAILS


44 of 69

GROUND FLOOR

0

SECOND FLOOR

3750

PARKING LEVEL

-3050

U/S OF ROOF DECK

7500

U/S HOSE TOWERDECK

10400

BRICK MASONRY

STONE MASONRY

STONE MASONRY




EXISTING CONCRETE RETAINING WALL

METAL RAILING

RWL DOWNTO GRADE

OVERHEAD DOOR

BRICK MASONRY

METAL LOUVER

METAL RAILING

BRICK MASONRY

ALUMINUM PANELCLADDING


PREFINISHED METALFLASHINGSKYLIGHT

HERITAGEMEDALLION(SALVAGED)

GLGLGLGL

LP

GL GL

BP BP LP BP BPLPLPBP

GL

BP BP

GL GL GLGLLP GL

LP LP LP LP

BP

GLLPGL

BP

BP

GL GL

BP

BP BP

GL GL

GL GL

GLGL

GL GL

GLGL

GL GL

GL GL GL

GL

GL

GL GL

GL

GL

GL

GL

GLGL

GL

GL GL GL

GLGLGLGLGLGL

GL GL GLGL

GL

GL

BP BP

GL GL

BP

BP

GLGL

GL

GLGL

WI-8

WI-11

GL

BPBP

GLGL

BPBP

GL

GL GL GL GL GL

WI-10

BRICK MASONRY

BRICK MASONRY

NL1005

FG006

NL1115

WI-18

TY

PIC

AL

MA

SO

NR

Y C

OU

RS

ING

PA

TT

ER

N F

OR

MA

SO

NR

Y T

YP

E 2

WA

LLS

- S

EE

ALS

O D

WG

2/A

4.1

WI-15 WI-16

WI-13

M300

L2

L4 L3

L1

L1

STONE MASONRY

GROUND FLOOR

0

SECOND FLOOR

3750

PARKING LEVEL

-3050

U/S OF ROOF DECK

7500

U/S HOSE TOWERDECK

10400

BRICK MASONRY

STONE MASONRY

STONE MASONRY


CONCRETEFOUNDATION

WALL

METAL GUARD RAILING



PREFINISHEDMETAL FLASHING


WOODEN PRIVACY FENCING

SKYLIGHT

BRICK MASONRY


PREFINISHEDMETAL FLASHING

HERITAGE MEDALLION(SALVAGED)

CURTAIN WALLFRAMING

FOUR FOLD DOORS

TY

PIC

AL

MA

SO

NR

Y C

OU

RS

ING

PA

TT

ER

N F

OR

MA

SO

NR

Y T

YP

E 2

WA

LLS

- S

EE

ALS

O D

WG

2/A

4.1


GL

GL

GL

GL

GL

GL


CURTAIN WALL FRAMING


GL

GL GL GL

GLFG119

WI-12

L5L6

CHECKED BY :

ISSUE OR REVISION




DRAWN BY:

SCALE :

DATE :

DESIGNED BY:

PROJECT No. :

DWG STATUS :


PR

OJE

CT

:

DWG TITLE :

PROFESSIONAL SEAL :

10/2

1/20

13 1

:41:

06 A

M

1 : 75

3

1007

FIR

E S

TA

TIO

N

---

A4.2

CBK

CBK

AUGUST 2013

TENDER

ELEVATIONS

325

CH

AP

LIN

CR

ES

CE

NT

Tor

onto

, ON

1 : 751 SOUTH ELEVATION

1 : 752 WEST ELEVATION


45 of 69

SPDTSPDT

DN

UP

SPDTSPDT

UP

UP

DN

UP

UPDN

DN

VO

VO

VO

DN

DN

FLOOR WATCH115

GEAR ROOM117

APPARATUS BAY118

ENTRY101

PANTRY109

GARBAGE108

STAIR 1301

STAIR 2302

UNIVERSAL WC104

CLEAN ROOM119

CORRIDOR102

DINING111

PATIO112

LOUNGE113

KITCHEN110

HALLWAY 2114

TEL105

HALLWAY 1103

HOSE TOWER304

CENTRAL VAC106

DATA116

CT-1

SEALED CONCRETE

SEALED CONCRETE

CT-1

CT-1

CT-1

CT-1

CT-1

CT-1

CT-1

POLISHEDCONCRETE

POLISHEDCONCRETE

SEALED CONCRETE

CT-1

CT-1

CT-1

CT-1

CG

CG

CG

CG

CG

CG

CG

CG

CG

CG

CG

CG

CG

CG

CGCG

CG

CG

CGCT-1 CT-1

CONCRETETOPPING BROOM

FINISH

S.SURF. SILL - 6560

S.SURF. SILL - 300

S.SURF. SILL - 2755

S.S

UR

F. S

ILL

- 8

95

S.S

UR

F. S

ILL

- 2

65

S.SURF. SILL - 13015

S.S

UR

F. S

ILL

- 1

780

S.SURF. SILL - 1395

MAT SINK

WOMEN'S WC202

DORM214

CAPTAIN'S OFFICE209

RESOURCE ROOM210

FITNESS213

JAN.205

CORRIDOR201

STAIR 1301

CAPTAIN'S OFFICE208

CAPTAIN'S WASH211

CAPT. SHWR.212

WOMENS SHWR203

MEN'S SHWR 2206

MEN'S SHWR 1204

MEN'S WC207

CT-1

CT-1CT-1

CT-1

SPFL

CPT-1

CPT-1 CPT-1

CT-1

CT-2

CT-1

CT-2

CT-1

CT-1

SEALED CONCRETE

CT-2

CT-2

CT-1

CT-1

S.SURF. SILL - 2495 S.SURF. SILL - 9730S.SURF. SILL - 1285

ROOF ACCESS305

CT-1

CHECKED BY :

ISSUE OR REVISION




DRAWN BY:

SCALE :

DATE :

DESIGNED BY:

PROJECT No. :

DWG STATUS :


PR

OJE

CT

:

DWG TITLE :

PROFESSIONAL SEAL :

10/2

0/20

13 1

1:46

:42

PM

1 : 75

3

1007

FIR

E S

TA

TIO

N

---

A5.5

CBK

CBK

AUGUST 2013

TENDER

FLOOR FINISH PLAN

325

CH

AP

LIN

CR

ES

CE

NT

Tor

onto

, ON

1 : 751 GROUND FLOOR FINISH PLAN

1 : 752 SECOND FLOOR FINISH PLAN

1 : 753 ROOF ACCESS LANDING

FLOOR FINISH LEGEND:

• CT-1 - PORCELAIN TILE AS SPECIFIED with 100mm high base to match.*ALL STAIR TREADS AND LANDINGS TO BE CT-1

• CT-2 - PORCELAIN SHOWER TILE AS SPECIFIED

• CPT - CARPET TILE• SPFL - SPORTS FLOOR

• PC - POLISHED CONCRETE• SC - SEALED CONCRETE

• SG - STEEL GRATING

• CG - CORNER GUARD

No. Description Date2 ISSUED FOR TENDER AUG. 20133 ISSUED ADDENDUM 3 OCT 18/13

46 of 69

UP

DN

1

A7.1

2

A7.1

1520

1520

1520

1520

1520

770

750

795

750

875

750

770

830

650

650

645

650

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

HOSE TOWER304

X24

X24

P24

P24

1

A7.1

2

A7.1

1530

1650

845

3245

805

300

300

300

330

295

735

300

300

300

565

36

37

38

39

40

41

42

43

44

45HOSE TOWER

304

X24

X24

GALV. STEELGRATING

HOSE HANGING PEGS(8 TOTAL) - SEE MISC.METALS SHEET FORDETAIL.

SO

LID

SU

RFA

CE

SIL

L -

2105

X24

A9.4

18

U/S OF ROOF DECK

7500

2

A7.1

X24

X24

Sim1

A2.7

2A2.7

2

A5.2

9 R

ISE

RS

@ 1

80m

m -

160

0

180

190

8 TREADS @ 190mm - 1520

8 TREADS @ 190mm - 1520

9 R

ISE

RS

@ 1

80m

m -

160

09

RIS

ER

S @

180

mm

- 1

600

8 TREADS @ 190mm - 1520

1600

1600

1600

1600

1600

LANDING 1

LANDING 2

LANDING 3

LANDING 4

LANDING 5

2400

9 R

ISE

RS

@ 1

80m

m -

160

09

RIS

ER

S @

180

mm

- 1

600

HOSE TOWER

304

Sim1

A7.2

HOSE DRYINGRACKS - SEE MISC.METAL SHEET FOR

DETAIL

UPPER STAIR ANDHOSE TOWER PLAN

9030

2400

GROUND FLOOR

0

U/S OF ROOF DECK

7500

U/S HOSE TOWERDECK

10400

HOSE TOWERPLATFORM

8000

1

A7.1

1A2.7

P24

Sim1

A2.7

Sim2

A2.7

Sim2

A7.2

1600

1600

1600

1600

1600

9 R

ISE

RS

@ 1

90m

m -

160

0

8 TREADS @ 190mm - 1520

9 R

ISE

RS

@ 1

80m

m -

160

0

8 TREADS @ 190mm - 1520

9 R

ISE

RS

@ 1

80m

m -

160

09

RIS

ER

S @

180

mm

- 1

600

9 R

ISE

RS

@ 1

80m

m -

160

0

190

180

2400

LANDING 1

LANDING 2

LANDING 3

LANDING 4

LANDING 5

HOSE TOWER

304 X24

X24

Sim2

A2.7

HOSE DRYING RACK- SEE MISC. METALSHEET FORDETAILS

Sim1

A7.2

UPPER STAIR ANDHOSE TOWER PLAN

9030

APAPAP AP AP

CHECKED BY :

ISSUE OR REVISION




DRAWN BY:

SCALE :

DATE :

DESIGNED BY:

PROJECT No. :

DWG STATUS :


PR

OJE

CT

:

DWG TITLE :

PROFESSIONAL SEAL :

10/2

0/20

13 1

0:35

:09

PM

1 : 25

3

1007

FIR

E S

TA

TIO

N

---

A7.1

CBK

CBK

AUGUST 2013

TENDER

HOSE TOWERDETAILS

325

CH

AP

LIN

CR

ES

CE

NT

Tor

onto

, ON

1 : 253 HOSE TOWER PLAN DETAIL

1 : 254 HOSE TOWER PLATFORM

1 : 251 HOSE TOWER SECTION 1

1 : 252 HOSE TOWER SECTION 2


47 of 69

WI-1

1370

1370

1370

1370

1370

1370

1370

940690

GL

GL

GL

GL

GL

GL

GL

GL

GL

GL

GL

GL

GL

GL

GLGL

GLGL

GLGL

GLGL

GLGL

GLGL

GLGL

9600

13A9.2

Typ.

8A9.2

Typ.

2A9.2

Typ.

3A9.2

Typ.

1630

WI-2

1370

1370

1370

1370

1370

1370

1370

2025

940 1085

GL GL

GLGL

GL GL

GLGL

GL GL

GLGL

GL GL

GLGL

GLGL

GLGL

GLGL

GLGL

GLGL

GLGL

200

9600

13A9.2

Typ.

8A9.2

Typ.

2A9.2

Typ.

3A9.2

Typ.

PARKING LEVEL

-3050

WI-8

9650

525

2225

4145

620 240 635 1090 660 240 1190 1190 240 1040

7140

GL GL

BP BP

BP BP BP

BP

BP

GL GL GL GL

LP

LP

LP

BP

LP

1A9.2

Typ.

4A9.2

Typ.

12A9.2

Typ.

14A9.2

Typ.

GL GL GLGL

GL GL GL GL

GL

GL

BP

GL

BP

GL

GL GL

GL GL

GLGL

FG006

GL

GL

BP BP

GLGL

BP BP

LP

LP

LP

LP LP

LP

LPLP LP

LP

LP

LP

LP

GROUND FLOOR

0

SECOND FLOOR

3750

WI-5

2400

200

1310

1090

EQEQEQEQEQ

GL GL

GL GL

GL

GL

GL

GL

GL

GL

WI-3

GL

GL

BP

GL

GL GL GL GL

GL GL GL GL GL

GL

WI-4

300

655

655

655

2165

405

1280

1280

1275

1170

2400

200

1A9.2

Typ.

3A9.2

Typ.

2A9.2

Typ.

3A9.2

Typ.

5A9.2

Typ.

5A9.2

Typ.

6A9.2

Typ.

1A9.2

Typ.

3A9.2

Typ.

2A9.2

Typ.

7A9.2

Typ.

WINDOW SHADEWINDOW SHADEWINDOW SHADEWINDOW SHADEWINDOW SHADE

WINDOW SHADE

WIN

DO

W S

HA

DE

WIN

DO

W S

HA

DE

LP

LP

LP

LP

L7(ACTIVE LOUVER)

SECOND FLOOR

3750

WI-10

13730

1210 240 2380 240 2380 240 2380 240 2380 240 1800

1990

860

GL GL GL GL GL GLLP LP LP LP LP

1A9.2

Typ.

4A9.2

Typ.

4A9.2

Typ.

11A9.2

Typ.

(C/W BLACKOUT)

WINDOW SHADE WINDOW SHADE WINDOW SHADE WINDOW SHADE WINDOW SHADE WINDOW SHADE WINDOW SHADE WINDOW SHADE WINDOW SHADE

WINDOW SHADEWINDOW SHADE

WIN

DO

W S

HA

DE

GROUND FLOOR

0

WI-6

4160

2210

0

730

685

685

685

685

685

AL-SP

GL

GL

GL

GL

GL

13A9.2

Typ.

3A9.2

Typ.

3A9.2

Typ.

1065

WI-11

3035

2245

790

13060

590 240 2380 240 2355 265 2380 240 2380 240 1750

GL GL GL GL GL GL

BP BP BP BP BP BP

LPLPLP

LP

LP

LPLP LP

LP

LP

1A9.2

Typ.

4A9.2

Typ.

4A9.2

Typ.

11A9.2

Typ.

BP

GLGL

BP

GL

BP

GL

BP

WINDOW SHADE WINDOW SHADE WINDOW SHADE WINDOW SHADE WINDOW SHADE WINDOW SHADE WINDOW SHADE WINDOW SHADE WINDOW SHADE WINDOW SHADE

WIN

DO

W S

HA

DE

6457

264

572

6457

264

572

6457

264

544

64

38 1256 64

GL

GL

GL

GL

GL

GL

WI-16

3038

45

10A9.2

Typ.

4A9.2

Typ.

9A9.2

Typ.

3A9.2

Typ.

6454

464

572

6457

264

572

6457

264

572

64

38 3869

GL

GL

GL

GL

GL

GL

WI-15

3038

45

EQ EQ EQ

GL

GLGL

GL

GL GL

GLGL

GL GL

GLGL

10A9.2

Typ.

9A9.2

Typ.

9A9.2

Typ.

HOSE TOWERPLATFORM

8000

6457

264

572

6457

264

572

6457

264

544

64

38125664

GL

GL

GL

GL

GL

GL

WI-14

3845

30

10A9.2

Typ.

9A9.2

Typ.

4A9.2

Typ.

3A9.2

Typ.

GROUND FLOOR

0

WI-13

2240

200

2740

WINDOW SHADE WINDOW SHADE

WIN

DO

W S

HA

DE

GL GL

GLGL

GL GL

WI-12

WIN

DO

W S

HA

DE

GL

GL

FG119

GL

GL

GLGLGL

210

2230

300980935

WINDOW SHADE

A9.1

6

A9.15

A9.13

4

A9.1

13

A9.1

11A9.1

12

A9.1

8

A9.19

A9.17

A9.1 14

A9.1

15

10 2

A9.218

A9.2

19 A9.220

A9.2

21

A9.222

ADD-02

3

WI-7

9A9.2

Typ.

12A9.2

Typ.

3A9.2

Typ.

BP

GL

BP

GL

GL

GL

3A9.2

Typ.

470

GL

1990

4375

995

995

1065

3A9.2

Typ.

3A9.2

Typ.

13A9.2

Typ.

CHECKED BY :

ISSUE OR REVISION




DRAWN BY:

SCALE :

DATE :

DESIGNED BY:

PROJECT No. :

DWG STATUS :


PR

OJE

CT

:

DWG TITLE :

PROFESSIONAL SEAL :

10/2

1/20

13 2

:13:

14 P

M

As indicated

3

1007

FIR

E S

TA

TIO

N

---

A9.1

CBK

CBK

AUGUST 2013

TENDER

WINDOW ANDSCREEN SCHEDULE

325

CH

AP

LIN

CR

ES

CE

NT

Tor

onto

, ON

1 : 506 Elevation WI-1



1 : 504 Elevations WI-3, WI-4, WI-5










1 : 2001 WINDOW LOCATIONS


NOTE: ALL GLAZING SHALL HAVE FEATHER FRIENDLY FILM APPLIED TO EXTERIOR FACES IN ACCORDANCEWITH CITY OF TORONTO REQUIREMENTS. PROVISION OF FILM BY CASH ALLOWANCE


WINDOW NOTES:

GL - REFERS TO GLAZED PANELSBP - REFERS TO SPANDREL GLASS C/W INSULATED BACKPANLP- REFERS TO LOUVER PANELS INCORPORATED INTO WINDOW FRAMING AND SUPPLIED BY PREFINISHED WINDOW MANUFACTUER C/WUINSULATED BACK PANS. pLEASE NOTE THAT THE INSULATED BACKPAN IS NOT REQUIRED AT L7 WHERE NOTED AS IT IS AN ACTIVE LOUVER.

48 of 69

55

55

55 55

130

75

40

200

122.00°

115 55115

55

335

45

L3

2200

1800

L4

2000

1800

L1710

710

L5305

305

L7(ACTIVE LOUVER)

DUMMY LOUVERC/W INSULATED BACKPAN



610

1210

L8305

400

L2305

305

L6305

400

CHECKED BY :

ISSUE OR REVISION




DRAWN BY:

SCALE :

DATE :

DESIGNED BY:

PROJECT No. :

DWG STATUS :


PR

OJE

CT

:

DWG TITLE :

PROFESSIONAL SEAL :

10/2

0/20

13 1

1:37

:39

PM

As indicated

2

1007

FIR

E S

TA

TIO

N

---

A9.2

CBK

CBK

AUGUST 2013

TENDER

LOUVERWINDOW DETAILS

325

CH

AP

LIN

CR

ES

CE

NT

Tor

onto

, ON

No. Description Date2 ISSUED FOR TENDER AUG. 2013

1 : 51 WI-5/3 WINDOW HEAD

1 : 52 WI-5/3 WINDOW SILL

1 : 53 WI-5/3 WINDOW JAMB

1 : 54 WI-15 WINDOW JAMB CLADDING

1 : 55 WI-4 WINDOW JAMB

1 : 56 WI-4 WINDOW HEAD

1 : 57 WI-4 WINDOW SILL

1 : 58 WI-2 WINDOW JAMB ANGLED

1 : 59 WI-15 WINDOW CORNER






AIR BARRIER INTO WINDOWFRAMING (TYP.)

WINDOW FRAMING

PREFINISHED ALUMINUMPANEL SYSTEM

PREFINISHED ALUMINUMDRIP EDGE BY ALUMINUMPANEL SYSTEM SUPPLIER

MAINTAIN CONTINUITY OF AIR ANDVAPOUR BARRIERS (TYP.)

SEAL AIR BARRIER TO TOP OFLINTEL PLATE

WINDOW FRAMING

MASONRY WALL VENEER

GALVANIZED STEEL LINTEL PLATE

MAINTAIN CONTINUITY OF AIR/VAPOUR BARRIER (TYP.)

MASONRY VENT

SEAL WINDOW FRAME TOU/S OF STEEL PLATE


WINDOW FRAMING

PREFINISHED ALUMINUMFASCIA

EXTEND PREFINISHED ALUMINUMFASCIA TO EXPOSED EDGES AT U/S

OF ROOF PROJECTION

MAINTAIN CONTINUITY OF AIRAND VAPOUR BARRIERS (TYP.)

PREFINISHED ALUMINUMFLASHING C/W DRIP EDGE

AIR BARRIER OVER FRAMEDROOF PROJECTION (ALL SIDES)

PT WOOD BLOCKING FORWINDOW CONNECTION (TYP.)




WINDOW FRAMING


PREFINISHED ALUMINUMEDGE BY ALUMINUM

PANEL SYSTEM SUPPLIER





WINDOW FRAMING

PREFABRICATED ANGLED WINDOWMULLION BY PREFABRICATED

WINDOW SUPPLIER

IMULLION TO BE INSULATED BYPREFABRICATED WINDOW SUPPLIER

PREFABRICATED CORNER WINDOWMULLION BY PREFABRICATED

WINDOW SUPPLIER


ALUMINUM ENTRANCE FRAMING


PREFINISHED ALUMINUMEDGE BY ALUMINUM

PANEL SYSTEM SUPPLIER


PREFINISHED ALUMINUMCLADDING



WINDOW FRAMING

PREFINISHED ALUMINUM EXTRUDEDSILL BY PREFABRICATED WINDOW

SUPPLIER


MASONRY WALL VENEER

MASONRY VENT


WINDOW FRAMING


SUPPLIER


MASONRY WALL VENEER

MASONRY VENT


WINDOW FRAMING


PREFINISHED ALUMINUMDRIP EDGE BY ALUMINUMPANEL SYSTEM SUPPLIER


WINDOW FRAMING


SUPPLIER

MAINTAIN CONTINUITY OF AIRAND VAPOUR BARRIER (TYP.)

MASONRY WALL VENEER

MASONRY VENT

WINDOW FRAMING

PREFABRICATED EXTRUDEDDOOR SILL

SEAL AIR BARRIER TO TOP OFLINTEL PLATE

WINDOW FRAMING

MASONRY WALL VENEER

ROOF ASSEMBLY

MASONRY VENT


PREFINISHED ALUMINUMFASCIA

EXTEND PREFINISHED ALUMINUMFASCIA TO EXPOSED EDGES AT U/S

OF ROOF PROJECTION

PREFINISHED ALUMINUMFLASHING C/W DRIP EDGE

AIR BARRIER OVER FRAMEDROOF PROJECTION (ALL SIDES)

LOUVER SCHEDULE

LOUVER NOTES:

LOUVERS SHOWN ARE ARCHITECTURAL AND AREINTENDED TO FINISH MECHANICAL OPENINGS.THESE LOUVERS ARE IN ADDITION TO ANY MECHANICALLOUVERS REQUIRED FOR EQUIPMENT OPERATIONLOUVER SIZES DO NOT NECCESARILY MATCH LOUVERDIMENSIONS SHOWN ON MECHANICAL DRAWINGSCONTRACTOR TO COORDINATE WORK TO ACCOMODATELOUVER SIZES SHOWN IN THIS SCHEDULE

LOUVER L7 AND DUMMY LOUVERS ARETO BE INCORPORATED INTO CURTAIN

WALL FRAMING

49 of 69

TYPE 'M' TYPE 'NL2' TYPE '2G' TYPE 'FG'

Line

of F

ram

e

155 170

1265

350

195 170

220

185

625

260

1070

195 170

220

260

WIDTH

HE

IGH

T

TYPE 'M2'

WIDTH

HE

IGH

T

400

TYPE 'NL1'

155 170

600

350

1066

CHECKED BY :

ISSUE OR REVISION




DRAWN BY:

SCALE :

DATE :

DESIGNED BY:

PROJECT No. :

DWG STATUS :


PR

OJE

CT

:

DWG TITLE :

PROFESSIONAL SEAL :

10/2

0/20

13 9

:51:

55 P

M

1 : 30

3

1007

FIR

E S

TA

TIO

N

---

A9.3

CBK

CBK

AUGUST 2013

TENDER

DOOR AND ROOMFINISH SCHEDULES

325

CH

AP

LIN

CR

ES

CE

NT

Tor

onto

, ON

Door Schedule

NO. From ToDOORS FRAMES

FRR Threshold CloserDoor

Operator CommentsWidth Height Thickness Type Material Insulated Frame Type Material001 PARKING GARAGE 915 2150 50 2G HM WRAP HM 1 HR. *002 PARKING GARAGE MECHANICAL ROOM 915 2150 50 M HM WRAP HM 1 HR. *003 PARKING GARAGE ELECTRICAL ROOM 915 2150 50 M HM WRAP HM 1 HR. *004 PARKING GARAGE GENERATOR 915 2150 50 M HM WRAP HM 1 HR. *005 PARKING GARAGE EXTERIOR 915 2150 50 NL1 HM * BUTTED HM * *006 EXTERIOR STAIR 3 1050 2150 50 FG ALUM ALUM FRAME ALUM * * *100 ENTRY EXTERIOR 1050 2150 50 FG ALUM * ALUM FRAME ALUM * *101 ENTRY HALLWAY 1 915 2150 50 NL1 HM WRAP HM .75 HR * FIRE RATED GLASS102 HALLWAY 1 HALLWAY 2 915 2150 50 NL1 HM WRAP HM .75 HR * FIRE RATED GLASS103 HALLWAY 1 CENTRAL VAC 915 2150 50 M HM WRAP HM .75 HR *104 HALLWAY 1 EXTERIOR 915 2150 50 NL1 HM * BUTTED HM * *105 GARBAGE EXTERIOR 915 2150 50 M HM * BUTTED HM *106 HALLWAY 2 JAN 915 2150 50 M HM WRAP HM107 HALLWAY 2 TEL 915 2150 50 NL1 HM WRAP HM108 HALLWAY 2 UNIVERSAL WC 915 2150 50 M HM WRAP HM109 ENTRY APPARATUS BAY 915 2150 50 NL1 HM BUTTED HM 1 HR. * FIRE RATED GLASS110 ENTRY FLOOR WATCH 915 2150 50 2G HM WRAP HM111 CORRIDOR FLOOR WATCH 915 2150 50 2G HM WRAP HM112 APPARATUS BAY CORRIDOR 915 2150 50 NL1 HM BUTTED HM 1 HR. * FIRE RATED GLASS113 APPARATUS BAY GEAR ROOM 915 2150 50 NL1 HM BUTTED HM114 HOSE TOWER CLEAN ROOM 915 2150 50 NL1 HM WRAP HM *115 CLEAN ROOM EXTERIOR 915 2150 50 NL1 HM * BUTTED HM * *116 APPARATUS BAY EXTERIOR 915 2150 50 NL1 HM * BUTTED HM * *117 CORRIDOR DATA 1830 2135 50 M2 HM WRAP HM118 CORRIDOR STAIR 3 915 2150 50 FG HM BUTTED HM 1 HR. *119 PATIO LOUNGE 915 2150 50 FG ALUM * ALUM FRAME ALUM * *200 CORRIDOR 915 2150 50 NL1 HM WRAP HM .75 HR * FIRE RATED GLASS201 CORRIDOR 915 2150 50 NL1 HM WRAP HM .75 HR * FIRE RATED GLASS202 CORRIDOR JAN. 760 2150 50 M HM WRAP HM .75 HR203 CORRIDOR MEN'S WC 915 2150 50 M HM WRAP HM * PUSH PULL204 CORRIDOR CAPTAIN'S OFFICE 915 2150 50 NL1 HM WRAP HM205 CAPTAIN'S OFFICE CORRIDOR 915 2150 50 NL1 HM WRAP HM206 CORRIDOR RESOURCE ROOM 915 2150 50 2G HM WRAP HM207 CORRIDOR FITNESS 915 2150 50 NL1 HM WRAP HM *208 CAPTAIN'S WASH CORRIDOR 915 2150 50 M HM WRAP HM * PUSH PULL209 CORRIDOR STORAGE 915 2150 50 M HM WRAP HM210 CORRIDOR WOMEN'S WC 915 2150 50 M HM WRAP HM *211 CORRIDOR DORM 915 2150 50 NL1 HM WRAP HM * PUSH PULL212 DORM POLE 915 2150 50 NL2 HM WRAP HM 1 HR. * FIRE RATED GLASS213 CORRIDOR FITNESS 915 2150 50 NL1 HM WRAP HM *214 FITNESS STAIR 3 915 2150 50 NL1 HM BUTTED HM .75 HR *300 ROOF ACCESS 915 2150 50 M HM * BUTTED HM * *

Room Finish Schedule

Number Name

FLOORS WALLS CEILINGS

CommentsFinish Base Col

our

North Col

our

East Col

our

South Col

our

West Col

our

Fin

ish

Col

our

Height001 PARKING GARAGE SEALED CONC. CAULK PT TLS PT TLS PT TLS PT TLS INSUL REF A3.1002 ELECTRICAL ROOM SEALED CONC. CAULK PT TLS PT TLS PT TLS PT TLS INSUL REF A3.1003 MECHANICAL ROOM SEALED CONC. CAULK PT TLS PT TLS PT TLS PT TLS INSUL REF A3.1004 GENERATOR SEALED CONC. CAULK PT TLS PT TLS PT TLS PT TLS INSUL REF A3.1101 ENTRY CT-1 CT-1 PT TLS PT TLS PT TLS PT TLS ACT-1/GB TLS REF A3.2102 CORRIDOR CT-1 CT-1 PT TLS PT TLS PT TLS PT TLS ACT-1/GB TLS REF A3.2103 HALLWAY 1 CT-1 CT-1 PT TLS PT TLS PT TLS PT TLS ACT-1/GB TLS REF A3.2104 UNIVERSAL WC CT-1 CT-1 CT-3,CT-4 CT-3, CT-4 CT-3, CT-4 CT-3, CT-4 ACT-1 REF A3.2105 TEL CT-1 CT-1 PT TLS PT TLS PT TLS PT TLS ACT-1 REF A3.2106 CENTRAL VAC CT-1 CT-1 PT TLS PT TLS PT TLS PT TLS ACT-1 REF A3.2107 JAN CT-1 CT-1 PT(PWF) TLS PT(PWF) TLS PT(PWF) TLS PT(PWF) TLS INSUL N/A108 GARBAGE SEALED CONC. CAULK PT TLS PT TLS PT TLS PT TLS EXP-PTD TLS N/A109 PANTRY CT-1 CT-1 PT TLS PT TLS PT TLS PT TLS ACT-1/GB TLS REF A3.2110 KITCHEN CT-1 CT-1 PT/CT-1 TLS PT/CT-1 TLS N/A PT/CT-1 TLS ACT-1/GB TLS REF A3.2111 DINING CT-1 CT-1 PT TLS PT TLS PT TLS PT TLS ACT-1 REF A3.2112 PATIO SEALED CONC. N/A N/A N/A N/A N/A SOFFIT TLS REF A3.2113 LOUNGE CT-1 CT-1 PT TLS PT TLS PT TLS PT TLS ACT-1/GB TLS REF A3.2114 HALLWAY 2 CT-1 CT-1 PT TLS PT TLS PT TLS PT TLS ACT-1/GB TLS REF A3.2115 FLOOR WATCH CT-1 CT-1 PT TLS PT TLS PT TLS PT TLS ACT-1/GB TLS REF A3.2116 DATA CT-1 CT-1 PT TLS PT TLS PT TLS PT TLS EXP-PTD TLS N/A117 GEAR ROOM CT-1 CT-1 PT(PWF) TLS PT(PWF) TLS PT(PWF) TLS PT(PWF) TLS ACT-1 REF A3.2118 APPARATUS BAY POLISHED CONC. CAULK PT(PWF) TLS PT(PWF) TLS PT(PWF) TLS PT(PWF) TLS EXP-PTD TLS N/A PWF TO 2400 A.F.F.119 CLEAN ROOM CT-1 CT-1 PT(PWF) TLS PT(PWF) TLS PT(PWF) TLS PT(PWF) TLS ACT-1 REF A3.2201 CORRIDOR CT-1 CT-1 PT TLS PT TLS PT TLS PT TLS ACT-1/GB TLS REF A3.3202 WOMEN'S WC CT-1 CT-1 CT-3,CT-4 CT-3, CT-4 CT-3, CT-4 CT-3, CT-4 ACT-1/GB TLS REF A3.3203 WOMENS SHWR CT-2 CT-2 CT-3,CT-4 CT-3, CT-4 CT-3, CT-4 CT-3, CT-4 GBWR TLS REF A3.3204 MEN'S SHWR 1 CT-2 CT-2 CT-3,CT-4 CT-3, CT-4 CT-3, CT-4 CT-3, CT-4 GBWR TLS REF A3.3205 JAN. CT-1 CT-1 PT(PWF) TLS PT(PWF) TLS PT(PWF) TLS PT(PWF) TLS ACT-1 REF A3.3206 MEN'S SHWR 2 CT-2 CT-2 CT-3,CT-4 CT-3, CT-4 CT-3, CT-4 CT-3, CT-4 GBWR TLS REF A3.3207 MEN'S WC CT-1 CT-1 CT-3,CT-4 CT-3, CT-4 CT-3, CT-4 CT-3, CT-4 GBWR TLS REF A3.3208 CAPTAIN'S OFFICE CPT-1 RB PT TLS PT TLS PT TLS PT TLS ACT-1/GB TLS REF A3.3209 CAPTAIN'S OFFICE CPT-1 RB PT TLS PT TLS PT TLS PT TLS ACT-1/GB TLS REF A3.3210 RESOURCE ROOM CPT-1 RB PT TLS PT TLS PT TLS PT TLS ACT-1 REF A3.3211 CAPTAIN'S WASH CT-1 CT-1 CT-3,CT-4 CT-3, CT-4 CT-3, CT-4 CT-3, CT-4 GBWR TLS REF A3.3212 CAPT. SHWR. CT-2 CT-2 CT-3,CT-4 CT-3, CT-4 CT-3, CT-4 CT-3, CT-4 GBWR TLS REF A3.3213 FITNESS SP.FLR. RB PT TLS PT TLS PT TLS PT TLS ACT-1/GB TLS REF A3.3214 DORM CT-1 CT-1 PT TLS PT TLS PT TLS PT TLS ACT-1/GB TLS REF A3.3215 POLE SEALED CONC. CAULK PT(PWF) TLS PT(PWF) TLS PT(PWF) TLS PT(PWF) TLS EXP-PTD TLS REF A3.3216 STORAGE CT-1 CT-1 PT TLS PT TLS PT TLS PT TLS ACT-1 REF A3.3301 STAIR 1 CT-1 CT-1 PT TLS PT TLS PT TLS PT TLS GB TLS REF A3.3 STAIR TREADS - CT-1302 STAIR 2 CT-1 CT-1 PT TLS PT TLS PT TLS PT TLS GB TLS REF A3.3 STAIR TREADS - CT-1303 STAIR 3 CT-1 CT-1 PT TLS PT TLS PT TLS PT TLS GB TLS REF A3.3 STAIR TREADS - CT-1304 HOSE TOWER POLISHED CONC. CAULK PT(PWF) TLS PT(PWF) TLS PT(PWF) TLS PT(PWF) TLS EXP-PTD TLS N/A305 ROOF ACCESS CT-1 CT-1 PT TLS PT TLS PT TLS PT TLS GB TLS REF A3.3

1 : 301 DOOR LEGEND


STAIR 1

STAIR 1

STAIR 1

ROOF

STAIR 1

50 of 69

620830330240600620

3815

575

4900

AP

AP

AP AP

AP

AP

AP

AP

AP

AP

AP

AP

AP AP

AP

AP

AP

AP

AP

AP

AP

AP

AP

AP

690

1200

1200

1200

610

1090

1200

1200

1410

4900

4900

690

1200

1200

1200

610

1090

1200

1200

1410

1490

1200

1200

1010

8A9.4

Typ.

15A9.4

Typ.

7A9.4

Typ.

13A9.4

Typ.

14A9.4

Typ.

515 600 240 330 830 620 305 795

4230

4900

AP

AP

AP

AP

AP

AP

AP

AP

AP

AP

AP

AP

AP

AP

AP

AP

AP

AP

AP

AP

AP

AP

APAP

AP

AP

AP

AP

AP

AP

AP

AP

AP

3603

800

498

403

1200

1200

1200

898

4403

498

4900

1203

1200

1200

1298

403

1200

1200

1200

898

803

1200

1200

1200

498

2003

2000

400

498

8A9.4

Typ.

15A9.4

Typ.

7A9.4

Typ.

17A9.4

Typ.

13A9.4

Typ.

60 770 1220 240 330 830 620 600 240 330 830 620 600 240 330 830 620 600 240 330 830 620 600 240 330 830 620 610 220 350 830 610 600 240 330 830 620 600 240 330 830 620 145

1540

1990

1360

1335

GL GL GL GL GL GL

AP

AP

AP AP

AP

AP

AP AP AP

AP

AP

AP

AP AP AP

AP

AP

AP AP

AP

AP

AP

AP

AP

AP

AP

AP APAP

AP

AP

LP

?

LP LP

?

LP LP

?

AP

AP

AP

AP

AP

AP AP AP AP

AP

AP

AP

AP AP AP AP

AP

AP AP AP AP

AP

AP AP AP

AP

AP AP

AP AP AP AP

AP

AP

AP

AP

AP

AP

AP

AP AP

AP

AP

AP AP

AP

AP

AP

AP

AP AP

AP

AP

AP AP

AP

AP

AP

AP

AP

AP

AP

AP

APAPAP

AP

AP

AP

AP

AP AP

AP

AP

AP

APAP

AP

AP

AP

AP AP

AP

AP

888

1200

1200

1200

403

488

871

2729

803

1364

1364

877

488

1364

477

888

1364

1364

1364

477

888

877

488

1364

1364

477

888

877

488

1364

1364

1364

877

488

1364

477

888

877

488

1364

1364

477

888

1540

1540

803

738

1203

338

403

1138

1540

1540

1203

338

403

1138

803

738

1540

1540

403

1138

803

738

1203

338

1540

1203

338

803

738

1203

338

403

1138

1540

403

1138

1203

338

403

1138

803

394

403

794

803

394

403

794

803

394

1196

7

803

394

1196

7

803

394

1196

7

403

794

1196

7

403

794

1196

7

403

794

803

394

12A9.4

Typ.

7A9.4

Typ.

15A9.4

Typ.

10A9.4

Typ.

11A9.4

Typ.

16A9.4

Typ.

9A9.4

Typ.

4890

17A9.4

Typ.

330830620600230865

AP

AP

AP

AP

AP

AP

AP

AP

APAP

AP

AP

AP

AP

AP

AP

AP

AP

AP

AP AP

AP

AP

AP

AP

AP

AP

AP

AP

AP

AP

AP

AP

5490

1140

1200

1200

1200

748

740

2400

2348

1140

1200

1200

1200

748

740

1200

1200

1200

1148

340

1200

1200

1200

1200

348

740

1200

1200

1200

1148

340

2400

2400

348

8A9.4

Typ.

15A9.4

Typ.

7A9.4

Typ.

9A9.4

Typ.

325830665555240330830620600240330830620600240525

AP

AP

AP AP

AP

AP

AP

AP

AP

AP

AP

AP

AP

AP

AP

AP

AP AP

AP

AP

AP

AP

AP

AP

APAP

AP

AP

AP

AP

AP

APAP

AP

AP

AP

AP

AP

AP

AP

APAP

AP

AP AP

AP AP

AP

AP

AP

AP

AP

AP

AP

AP

AP

AP

AP

AP

AP

AP AP

AP

AP

AP

AP

AP

5475

675

1200

1200

1200

1200

1075

1200

1200

1200

800

275

1200

1200

1200

1189

411

1075

2400

2000

675

800

800

800

800

1600

1075

1200

1200

1200

800

675

2400

2400

1075

1200

1200

1200

800

675

1200

1200

1200

1200

275

1200

1200

1200

1189

411

675

1200

1200

1200

1200

275

2400

2389

411

675

1200

1200

1200

1200

275

1174

675

774

AP

AP

AP

AP

AP

275

1200

1200

1200

1590

WALL ANDWINDOWFRAMING

30015256575

8A9.4

Typ.

15A9.4

Typ.

7A9.4

Typ.

10A9.4

Typ.

A9.4

4

A9.4

2

A9.41

A9.4

3

A9.4

5

A9.4

18

25

640

2540

0 -

VA

RIE

S

148.00°

EQEQEQEQEQ

4100

1225AP AP AP AP AP

7A9.4

Typ.

12A9.4

Typ.

CHECKED BY :

ISSUE OR REVISION




DRAWN BY:

SCALE :

DATE :

DESIGNED BY:

PROJECT No. :

DWG STATUS :


PR

OJE

CT

:

DWG TITLE :

PROFESSIONAL SEAL :

10/2

0/20

13 1

0:00

:53

PM

As indicated

3

1007

FIR

E S

TA

TIO

N

---

A9.4

CBK

CBK

AUGUST 2013

TENDER

CLADDINGELEVATIONS

325

CH

AP

LIN

CR

ES

CE

NT

Tor

onto

, ON

1 : 501 WEST ELEVATION CLADDING

1 : 502 SOUTHWEST ELEVATION CLADDING

1 : 503 SOUTH ELEVATION CLADDING


1 : 504 NORTH EAST ELEVATION CLADDING

1 : 505 NORTH ELEVATION CLADDING

1 : 2006 CLADDING LOCATIONS

1 : 58 HORIZONTAL PANEL DETAIL

1 : 515 VERTICAL PANEL DETAIL

1 : 510 PANEL BASE DETAIL AT WINDOW

1 : 57 PANEL DETAIL AT PARAPET

1 : 59 PANEL BASE DETAIL AT MASONRY WALL

1 : 512 PANEL BASE DETAIL AT ROOF

1 : 513 PANEL BASE DETAIL AT SOFFIT

1 : 511 PANEL DETAIL AT WINDOW SILL

1 : 514 PANEL DETAIL AT ADJACENT WALL

1 : 516 PANEL DETAIL AT ADJACENT WINDOW

1 : 517 PANEL DETAIL AT ANGLED CORNER


Z-GIRT

ALUMINUM WINDOW

PREFININSHED ALUMINUM FLASHINGBY PREFINISHED ALUMINUMCLADDING MANUFACTURER


Z-GIRT

MASONRY VENEER


MAINTAIN CONTINUITY OF AIR ANDVAPOUR BARRIERS (TYP.)

MASONRY VENT




Z-GIRT

ALUMINUM WINDOW





GIRT

ALUMINUM WINDOW



PREFINISHED ALUMINUM PANELSYSTEM CLIP AND FILLER STRIP

PREFINISHED ALUMINUM PARAPETCAP BY PREFINISHED ALUMINUM

PANEL MANUFACTUIER

Z-GIRT

PREFINISHED ALUMINUM PANELSYSTEM CLIP AND FILLER STRIP

STRUTURAL STEELUPSTAND

PREFINISHED ALUMINUMPANEL SYSTEM CLIP AND

FILLER STRIP

Z-GIRT



Z-GIRT

ROOF CURB



AIR BARRIER OVER ROOF CURB


Z-GIRT

SOFFIT



AIR BARRIER OVER FLASHING(TYP.)

PREFINISHED ALUMINUMPANEL SYSTEM CLIP


ALUMINUM WINDOW

GIRT

PREFINISHED ALUMINUMFLASHING BY PREFINISHED

ALUMINUM CLADDINGMANUFACTURER


AIR BARRIER INTO WINDOW(TYP.)



PREFINISHED ALUMINUMPANEL SYSTEM CLIPS

AND FILLER STRIP


GIRTS

GIRT

PREFINISHED ALUMINUMFLASHING BY PREFINISHED

ALUMINUM CLADDINGMANUFACTURER




GIRT


PREFINISHED ALUMINUMPANEL SYSTEM CLIP AND

FILLER STRIP


1 : 5018

HOSE TOWER NORTH ELEVATIONCLADDING

51 of 69

1. GENERAL1.1. THE PROJECT HAS BEEN DESIGNED IN ACCORDANCE WITH THE REQUIREMENTS OF THE 2006 OBC

(O. REG. 350/06 AS AMENDED) INCLUDING CLAUSES 4.1.6.1(1), 4.1.6.4(3), 4.1.7 AND 4.1.8.1.2. THE PARKING GARAGE HAS BEEN DESIGNED IN ACCORDANCE TO THE STRUCTURAL REQUIREMENTS OF

CSA-S413-07 PARKING STRUCTURES. SEE ARCHITECTURAL DRAWINGS FOR WATERPROOFING, SEALERS, ETC... DETAILED IN ACCORDANCE WITH CSA-S413-07. SEE ALSO MECHANICAL DRAWINGS FOR COMPLIANCE WITH THE MECHANICAL REQUIREMENTS OF CSA-S413-07.

1.3. THE AREAS OF THE STRUCTURE ACCESSIBLE TO VEHICULAR TRAFFIC HAVE BEEN DESIGNED FOR CLAUSES 4.1.5.5, 4.1.5.10, APPENDIX A OF THE OBC AND WHERE APPLICABLE GARAGE ROOF SLABS HAVE BEEN DESIGNED FOR THE REQUIREMENTS OF THE CITY OF TORONTO GUIDELINES FOR GARBAGE TRUCKAND FIRE TRUCK WHEEL LOADING.

1.4. ALL REINFORCED CONCRETE SLABS, BEAMS, COLUMNS, AND SHEAR WALLS HAVE BEEN DESIGNED TO ACHIEVE A MINIMUM 2 HOUR FIRE RESISTANCE RATING.

1.5. MISCELLANEOUS METAL, PRECAST AND STAIR FABRICATORS SHALL:1.5.1. PROVIDE SHOP DRAWINGS TO THE ARCHITECT PRIOR TO FABRICATION; STAMPED, SIGNED AND

DATED BY A PROFESSIONAL ENGINEER.1.5.2. DESIGN ALL GUARDS TO MEET LATERAL LOADS DESCRIBED IN OBC 4.1.5.15.1.5.3. DESIGN ALL HANDRAILS TO MEET LOADS DESCRIBED IN OBC 3.4.6.4(9).1.5.4. DESIGN ALL STAIRS TO SUPPORT A MINIMUM LIVE LOAD OF 4.8kPa.

1.6. ARCHITECTURAL PRECAST FABRICATOR SHALL:1.6.1. PROVIDE SHOP DRAWINGS TO THE ARCHITECT PRIOR TO FABRICATION, STAMPED, SIGNED AND

DATED BY A PROFESSIONAL ENGINEER.1.6.2. WHERE PRECAST IS USED AS A GUARD DESIGN THE PRECAST AND CONNECTIONS TO MEET

LATERAL LOADS DESCRIBED IN OBC 4.1.5.15.1.7. BUILDING IMPORTANCE CATEGORY (SNOW, WIND, AND EARTHQUAKE) IS POST DISASTER.1.8. STIFF ELEMENTS NOT PART OF SFRS SHALL BE SEPARATED FROM THE STRUCTURE AS PER OBC CLAUSE

4.1.8.3 (6a). EXAMPLES INCLUDE, BUT NOT LIMITED TO MASONRY PARTITIONS, BRICK VENEER, PRECAST CLADDING ETC. IT IS THE RESPONSIBILITY OF THE SUBCONTRACTOR TO PROVIDE SHOP DRAWINGS,STAMPED, SIGNED AND DATED BY A PROFESSIONAL ENGINEER DEMONSTRATING COMPLIANCE. PROVIDEMINIMUM 15mm SEPARATION UNLESS NOTED OTHERWISE.

2. LATERAL LOADS ON STRUCTURE2.1. WIND

q(1/50) = 0.53 kPaCe = (h/10)^1/5 NOT LESS THAN 0.9.Cg = 2.0Cp = AS PER FIGURE I-15 OF USER'S GUIDE - NBC 2005 STRUCTURAL COMMENTARIES (PART 4 OF DIVISION B).

2.2. EARTHQUAKESa(0.2) = 0.24 PGA = 0.15 Fa = 1.0Sa(0.5) = 0.120 SITE CLASS = C Fv = 1.0Sa(1.0) = 0.054 Rd = 2.0 Ie = 1.5Sa(2.0) = 0.015 Ro = 1.5SFRS CONSISTS OF STEEL FRAME AND MASONRY SHEAR WALLS.METHOD OF ANALYSIS :- EQUIVALENT STATIC FORCE METHOD.

3. FOUNDATION WALLS3.1. WALLS RETAINING EARTH ARE DESIGNED TO SAFELY WITHSTAND HORIZONTAL EARTH PRESSURE

(P=K (Wt.h+q)K = 0.4Wt = 21 kN/m^3q = 12 kPah = DEPTH IN METRES

3.2. THE WALLS HAVE BEEN DESIGNED ASSUMING FREE DRAINING BACKFILL OR THE USE OF A DRAINAGE CORE TO PREVENT THE BUILD-UP OF HYDROSTATIC PRESSURE.

DESIGN CRITERIA NOTES

H.A. McCALLUMLICE

NSE

PROFESSIONAL ENGINEER

PROVI N CE O F O N TAR IO

D

ENGINEERINGstephenson

Toronto ON M2J 5A9 Tel: (416) 635 9970www.stephenson-eng.com [email protected]

2550 Victoria Park Ave. Suite 602

CHECKED BY :

ISSUE OR REVISION

The Contractor shall verify all dimensionsprior to commencement of the work.

All prints and specifications are the propertyof the Structural Engineer and must bereturned upon completion of the work.

DRAWN BY:

SCALE :

DATE :

DESIGNED BY:

PROJECT No. :

DWG STATUS :


PR

OJE

CT

:

DWG TITLE :

PROFESSIONAL SEAL :

21/1

0/20

13 1

1:51

:48

AM

1 : 1

2

2011083

CIT

Y O

F T

OR

ON

TO

FIR

E S

TA

TIO

N

AE

S0-01

__

JG

Issue Date

PROGRESS

COVER SHEET

325

CH

AP

LIN

CR

ES

CE

NT

Tor

onto

, ON

DRAWING LISTSheet

Number Sheet NameS0-01 COVER SHEETS1-01 FOUNDATION PLANS1-02 GROUND FLOOR FRAMING PLANS1-03 SECOND FLOOR FRAMING PLANS1-04 ROOF FRAMING PLANS2-01 COLUMN SCHEDULES3-01 FOUNDATION SECTIONSS4-01 FLOOR SECTIONSS5-01 ROOF SECTIONSS6-01 GENERAL NOTESS6-03 TYPICAL DETAILSS6-04 TYPICAL DETAILSS6-05 TYPICAL DETAILSS6-06 TYPICAL DETAILS

DIAGRAMMATIC 3D VIEW

CITY OF TORONTO FIRE STATION325 CHAPLIN CRESCENT

No. Description Date1 AUGUST/132

ISSUED FOR TENDER ADDENDUM No.3 OCT/21/13

52 of 69

200 SLA

B-ON-GRAD

E

(REINF. W/ 15

M @300

T&BE

W - NO SYN

THET

IC FIBR

ES)

PROVIDE POLIS

HED FINISH

.

-SEE A

RCH. DWGS AN

D SPECS

SEE SLAB-ON-GRADE TYPICALDETAIL T-C09 FOR TYPICALCONSTRUCTION JOINTS ANDSAWCUT CONTROL JOINTS .(TYPICAL)

SLAB THICKENING UNDER1st STEP. SEE TYPICAL DETAILDRAWING. (TYP.)

C3

C4

C5

C2

C1

ST27

ST28

ST1 ST2 ST3 ST4

1S3-01

2S3-01

3S3-01

F1S3-01

Sim

F1S3-01

Sim

SLOPESLOPE

SLOPESLOPE

SLOP

E

SLOP

E

SLOP

E

SLOP

E

SLAB THICKENING UNDERBLOCK PARTITIONS ABOVE.SEE ARCH. DWGS FORLOCATION AND EXTENT.SEE ALSO TYPICAL DETAILDRAWING. (TYP.)

U/S OF GRADE BEAMS TO BE ATT.C. ELEVATION NOTED ON THISPLAN. (U.N.O.)NOTE:TC = TOP OF CAISSON ELEV.BC = BOTTOM OF CAISSON ELEV.

WC1WC1 WC1

WC1

WC1

WC1

WC1

EQEQ

EQ

EQ EQ

EQEQ

EQ

EQ EQ

EQ EQ

GB1 600x800

GB1 6

00x8

00

GB1 600x800

GB1 600x800

GB1 6

00x8

00

GB1 600x

800GB1 60

0x800

GB1 600x800

GB1 6

00x800

GB1 600x8

00

GB1 6

00x8

00

GB1 600x800

GB1 600x800

GB1 600x800

TC=162.2

BC=157.5CA3

TC=162.2

BC=157.5CA3

TC=162.2

BC=157.5CA2

TC=162.2

BC=157.5CA2

TC=162.2

BC=157.5CA3

TC=162.2

BC=157.5CA4

TC=162.2

BC=157.5CA4

TC=162.2

BC=157.5CA3

TC=162.2

BC=157.5CA3

TC=162.2

BC=157.5CA3

TC=162.2

BC=157.5CA3

TC=162.2

BC=157.5CA1

TC=162.2

BC=157.5CA4

TC=162.2

BC=157.5CA3

TC=162.2

BC=157.5CA1

TC=162.2

BC=157.5CA1

TC=162.2

BC=157.5CA4

TC=162.2

BC=157.5CA3

TC=163.45

BC=157.5CA1

TC=163.45

BC=157.5CA1

TC=163.45

BC=157.5CA1

TC=163.45

BC=157.5CA1

TC=163.45

BC=157.5CA1

TC=163.45

BC=157.5CA3

TC=163.45

BC=157.5CA3

TC=163.45

BC=157.5CA3

TC=163.45

BC=157.5CA3

TC=163.45

BC=157.5CA3

TC=163.45

BC=157.5CA3

TC=162.2

BC=157.5CA4

TC=162.2

BC=157.5CA3

TC=162.2

BC=157.5CA4

TC=162.2

BC=157.5CA3

TC=162.2

BC=157.5CA4

TC=162.2

BC=157.5CA3

100 SLAB-ON-GRADE

465

465

465

465

475

465

465 465

465

465

465

465

465

290

290

190

190

190

465

465

465

465

465

2S3-01

Sim 2S3-01

Sim

2S3-01

Sim

2S3-01

Sim

F2S3-01

4S3-01

5S3-01

5S3-01

Sim

5S3-01

Sim

SITE PREPARATION NOTES FOR SLAB-ON-GRADE(WITHIN BUILDING ENVELOPE)1. THE AREA WITHIN THE BUILDING SHALL BE STRIPPED OF THE UPPER LAYER SOIL, FILL, ORGANICALLY

CONTAMINATED MATERIAL AND RUBBLE AND TO A MINIMUM OF 1000mm (40") BELOW THE UNDERSIDE OF THE SLABON GRADE.

2. THE EXPOSED SUB-GRADE SHALL BE EXAMINED AND APPROVED BY THE SOIL CONSULTANT.3. THE ENTIRE AREA SHALL BE PROOF ROLLED WITH A HEAVY COMPACTOR TO A MINIMUM OF 97% STANDARD

PROCTOR MAX. DRY DENSITY AND TO THE APPROVAL OF THE SOIL CONSULTANT.4. ANY LOOSE OR SOFT SPOTS ENCOUNTERED SHALL BE SUB-EXCAVATED AND BACKFILLED WITH COMPACTED

APPROVED MATERIAL.5. FILL REQUIRED TO RAISE THE GRADES SHALL BE COMPRISED OF APPROVED GRANULAR 'B' MATERIAL PLACED IN

SUCCESSIVE LOOSE 200mm(8") LAYERS EACH COMPACTED TO AT LEAST 100% OF ITS STANDARD PROCTORMAXIMUM DRY DENSITY.

6. THE LAYER IMMEDIATELY BELOW THE SLAB-ON-GRADE SHALL BE 200mm (8") OF GRANULAR 'A' COMPACTED TOMIN. 100% STANDARD PROCTOR MAX. DRY DENSITY.

7. ALL PROCEDURES, EQUIPMENT AND MATERIALS SHALL BE APPROVED BY THE SOIL CONSULTANT WHO SHALLCONDUCT SUFFICIENT TESTS TO ENSURE THAT THE SPECIFIED MATERIALS AND DENSITIES ARE ACHIEVED.

8. THE CONTRACTOR SHALL CO-ORDINATE WITH THE SOIL CONSULTANT AND ARRANGE A SUITABLE PROGRAM FORSAMPLING AND INSPECTIONS, ETC. AND NOTIFY THE ARCHITECT ACCORDINGLY.

9. EXISTING ON-SITE MATERIAL SHALL NOT BE USED WITHIN THE BUILDING AREA FOR BACKFILLING IN TRENCHESAGAINST FOUNDATION WALLS OR UNDER SLABS-ON-GRADE.

10. REFER TO THE SPECIFICATION AND THE SOIL REPORT FOR PREPARATION OF AREAS OUTSIDE THE BUILDINGENVELOPE.

1. TOP OF SLAB-ON-GRADE IS TO BE 0.0 ABOVE DATUM ELEVATION 166.45m WITHIN ELEVATOR CORE. TOP OFSLAB VARIES IN PARKING LEVEL AND IS TO BE SLOPED TO SUIT DRAINAGE AS SHOWN ON THE AARCHITECTURAL DRAWINGS.

2. SLAB-ON-GRADE TO BE 100 mm THICK WITH SAW CUTS @3000 O/C EACH WAY U/N, SEE SPECIFICATIONS.3. PROVIDE SLAB DEPRESSIONS, OTHER THAN THOSE SHOWN ON STRUCTURAL DRAWINGS, AS REQUIRED BY

ARCHITECTURAL AND MECHANICAL DRAWINGS AND SPECIFICATIONS.4. SLAB-ON-GRADE TO BE PLACED ON A 200 mm MINIMUM LAYER OF COMPACTED OPSS GRANULAR `A'

COMPACTED TO 100% SPMDD.5. CAISSONS SHALL BE CARRIED DOWN TO NATURAL UNDISTURBED SOIL WITH A FACTORED GEOTECHNICAL

RESISTANCE (ØULS) OF 900 kPa.6. SOIL OF THIS VALUE IS ASSUMED TO BE FOUND AT THE ELEVATIONS SHOWN, ANY VARIATIONS MUST BE

REPORTED TO THE ENGINEER BEFORE PROCEEDING WITH THE WORK.7. REFER TO SOIL REPORT 10-152 DATED MARCH 8, 2012 PREPARED BY ALSTON ASSOCIATES INC..8. SOIL AT THE UNDERSIDE OF ALL FOOTINGS IS TO BE INSPECTED AND APPROVED BY A REPRESENTATIVE OF

THE SOILS CONSULTANT BEFORE PLACING CONCRETE. A 50mm LEAN MIX CONCRETE SKIM SLAB IS TO BEPLACED ON SOIL IMMEDIATELY AFTER EXCAVATION AND INSPECTION IS COMPLETED.

9. UNDERSIDE OF FOOTINGS TO BE AT ELEVATIONS AS NOTED ON PLAN.10. SDF = STEP DOWN FOOTING. STEPS IN ANY FOOTING SHALL BE 600mm MAX. AND 10 HORIZ. TO 7 VERT.11. UNLESS OTHERWISE NOTED, ALL WALL FOOTINGS TO BE 300 mm DEEP WITH 150 mm PROJECTION EACH SIDE.12. DO NOT PLACE BACKFILL AGAINST WALLS RETAINING EARTH UNTIL FLOORS AT TOP AND BOTTOM OF WALLS

ARE PLACED AND HAVE ATTAINED SPECIFIED DESIGN STRENGTH U/N.13. FILL REQUIRED ON BOTH SIDES OF FOUNDATION WALLS SHALL BE PLACED AND COMPACTED

SIMULTANEOUSLY ON BOTH SIDES TO EQUALIZE SOIL PRESSURE.14. CO-ORDINATE ALL DIMENSIONS WITH THE ARCHITECTURAL DRAWINGS AND REPORT ANY DISCREPANCIES TO

THE ENGINEER PRIOR TO PROCEEDING WITH ANY WORK.15. CENTRE LINES OF COLUMNS, WALLS, CAPS AND FOOTINGS ARE COINCIDENT UNLESS OTHERWISE SHOWN.

(SEE ARCHITECTURAL)16. CONCRETE FOR FOUNDATION WALLS AND ALL FOOTINGS SHALL BE CLASS C-1 WITH A MINIMUM CONCRETE

STRENGTH AT 28 DAYS OF 35 MPa U/N.17. ALL CONCRETE WALLS POURED MONOLITHICALLY WITH COLUMNS AND/OR SHEAR WALLS SHALL HAVE THE

SAME CONCRETE STRENGTH AS INDICATED FOR THE COLUMNS AND/OR SHEAR WALLS.18. THE FORMING CONTRACTOR IS TO SUBMIT FOR REVIEW PROPOSED SLAB-ON-GRADE SAWCUT LAYOUT SEE

TYPICAL DETAILS.19. THE PROJECT SUPERINTENDENT MUST CONTACT THIS OFFICE 24 HOURS PRIOR TO POURING STRUCTURAL

CONCRETE.20. SEE COLUMN SCHEDULES AND SHEAR WALL ELEVATIONS.21. SEE ALSO GENERAL NOTES AND TYPICAL DETAILS.22. SEE TYPICAL CONCRETE MIX CHART THIS DRAWING.23. SEE MECHANICAL AND ARCHITECTURAL DRAWINGS FOR UNDER SLAB-ON-GRADE WEEPING TILE SYSTEM.24. CAISSONS SHALL EXTEND A MINIMUM OF 2.0m INTO NATURAL UNDISTURBED SOIL.

CAISSONS

INTERIOR FRAMED SLABS

(1)GROUT FORMASONRY FILL /BOND BEAMS

EXTERIOR CONCRETESLABS, SIDEWALKS,CURBS & GUTTERS

(2)INTERIORSLAB-ON-GRADE(NOT INCLUDINGAPPARATUS BAYS)

APPARATUS BAYSLAB-ON-GRADE

FROST SLABS / APRON SLAB

EXPOSED EXTERIORGRADE BEAMS

INTERIOR TOPPINGSLAB ON STEEL DECK

LEAN MIX CONCRETE

STRENGTH AT28 DAYS (Mpa)

25

25

20(FINE GROUT)

32

SUPERPLASTICIZED25

SUPERPLASTICIZED32

35

25

SUPERPLASTICIZED25

5

SLUMP ATDELIVERY (mm)

80 ± 20

80 ± 20

TO SUITCONFORMING TO

CSA A179SUPERPLASTICIZER

MAY BE USED

80 ± 20

BEFORE ADDITION OFSUPERPLASTICIZER

50 ± 20AFTER ADDTION OFSUPERPLASTICIZER

150 ± 20


50 MAXAFTER ADDTION OFSUPERPLASTICIZER

150 ± 30

80 ± 20

80 ± 20


50 ± 20AFTER ADDTION OFSUPERPLASTICIZER

150 ± 20

150 MAX.

AIRENTRAINMENT

- - - -

5 - 8 %

- - - -

5 - 8 %

- - - -

- - - -

5 - 8 %

4 - 7 %

- - - -

- - - -

MAXIMUMW/C RATIO

TO SUIT

0.40

- - - -

0.45

0.50

0.40

0.40

0.55

0.50

NO SUIT

EXPOSURECLASSIFICATION

N

C - 1

- - - -

C - 2

N

N

C - 1

F - 2

N

N

1) FINE GROUT TO CONSIST OF (BY VOLUME)1. PART PORTLAND CEMENT (MASONRY CEMENT IS NOT ACCEPTABLE)2. 1/2 TO 3 PARTS FINE AGGREGATE (SEND) AND NO COARSE AGGREGATE.

2) SYNTHETIC FIBRES ADDED AT BATCHING PLANT. REFER TO SPECIFICATION.NOTE. IF CONCRETE IS TO BE "PUMPED" INCLUDE DETAILS IN MIX DESIGN SUBMISSION.

CONCRETE MIX SCHEDULE

WHERE MECHANICAL SERVICE PIPES PASSTHROUGH LOAD BEARING FOUNDATION WALLS,PROVIDE STEEL SLEEVES (MIN.50Ø) LARGERTHAN PIPE (TYPICAL)

LOWER ELEVATIONS AT UNDERSIDE OF COLUMN AND WALL FOOTINGS,WHERE REQUIRED, TO SUIT MECHANICAL STORM AND SANITARY PIPELINES. THE MAXIMUM SLOPE FROM THE PIPE EXCAVATION TO THEUNDERSIDE OF ADJACENT FOOTING ELEVATIONS SHALL NOT EXCEED7 VERTICAL TO 10 HORIZONTAL.

NOTES:1. MAXIMUM SPACING OF BOTTOM AND TOP CHAIRS 1200 o/c.2. FOR JOINTS IN OTHER SLABS-ON-GRADE, SEE TYPICAL DETAILS.

200

COVE

R30

mm C

LEAR

COVE

R75

mm C

LEAR

50 50

66mm DEEP SAWCUT COMPLETELYFILLED WITH APPROVED JOINT FILLER(SEE SPECIFICATION)

CONCRETE BLOCKWITH WIRE TIES(TYPE CBW)

TOP BARS TO BE STOPPEDCLEAR OF SAWCUTSPRE-FABRICATED TO REQ'DLENGTH OR CUT ON SITE

CONTINUOUS HIGHCHAIRS SIZED TO SUIT.WIRED SECURELY TO TOPAND BOTTOM BARS

CA1

TYPE CAISSONSHAFT DIA.

CONCRETESTRENGTH

25 MPa

CAISSON SCHEDULE

914Ø

CA2 25 MPa

CA3 25 MPa

CA4 25 MPa

1067Ø

1830Ø

CAISSONREINF.

11-20M DWLSx1200 LG. INTO

GRADE BM600 EMBEDMENT







1524Ø

GRADE BEAM SCHEDULEMARK

GB1

SIZE REINFORCING

600x800 DP. 4-25 TOP, 6-25 BOTTOM (2 LAYERS),5-15 HEF + 10@300 TIES

H.A. McCALLUMLICE

NSE



D




CHECKED BY :

ISSUE OR REVISION



DRAWN BY:

SCALE :

DATE :

DESIGNED BY:

PROJECT No. :

DWG STATUS :


PR

OJE

CT

:

DWG TITLE :

PROFESSIONAL SEAL :

21/1

0/20

13 1

1:51

:51

AM

As indicated

2

2011083

CIT

Y O

F T

OR

ON

TO

FIR

E S

TA

TIO

N

AE

S1-01

AM

JG

Issue Date

PROGRESS

FOUNDATION PLAN

325

CH

AP

LIN

CR

ES

CE

NT

Tor

onto

, ON

1 : 75FOUNDATION PLAN

DETAIL 1 : 10S1-01

SL1



53 of 69

UNEXCAVA

TED - S

EE FO

UNDATION PL

AN

200 CONCRETE APRON SLAB

STEEL STAIRS & MID-LANDING

(SEE ARCH. DWGS)


(SEE ARCH. DWGS)

C3

C4

C5C2

C1

ST11

ST22

ST24

ST8 ST18

ST20ST10

ST16ST26

ST13ST19

ST29

ST9ST21

ST14

ST17ST12

ST7

ST27 ST28

ST1 ST2 ST3 ST4

ST25

ST15

250 SL

AB (T

.O.S.

-150)

1S3-01

2000 2000

1500

1500

1500

1500

2000

1990

1500

1500

1500

1500

1500

2000

2000

14-20T+8-20T

10-15

T

14-15

T+1

0-15T

12-15B

15-20B

1500

10-15

B

6-15B

24-15

B

12-15T

19-15T

19-15B

8-15T

8-15B19-15T

11-15T

10-15B

13-20B

10-15T

6-15T

14-20T+8-20T

10-15

T

14-15

T+1

0-15T

12-15B

12-15T

6-15T

10-15

B

6-15B

16-15

B

14-15B (FAN)

15@250T

15@250T

400 SLAB

ADD 6-15T@250

ADD 8-15B@250

10-15

B

6-15B

16-15

B11-15T

10-15B

10-15T

17-20B

8-15B

14-15B

14-15T+8-15T

11-15B

12-15T

4-15B

10-15

T

12-15

T+6

-15T

6-15T

15@250T (FAN)

34-1

5B (F

AN)

16-1

5T

12-15T

13-20T+6-20T

7-15T

13-15B

7-15B

13-15B

11-15B

12-15B

7-15B

12-15T

7-15T

12-15T

12-15T

12-15T

7-15T

13-1

5T

8-15

T

19-1

5B

13-1

5B

8-15

B

12-15T

11-2

0T+6

-20T

13-1

5T

8-15

T

8-15T+6-15T

11-1

5T+8

-15T

13-1

5T

8-15

T

9-15T

24-1

5T (F

AN)

14-1

5T (F

AN)

19-1

5B

16-1

5B

13-1

5B

8-15

B

2S3-01

G1S4-01

G2S4-01

CONC. CURB-SEE ARCH.DWGS

3S3-01

HSS203X152X6.4 HSS152X152X9.5

W200

X27

W200

X42WP1

W200

X27

W200

X27

DC1S1-02

465 465

290

290

190

190

190

465

465

465

465

465

465

465

465

465

465

465

300

465

290

290

300

250 SLAB

10@300 U-BARS

ADD 4-25 T&B

G3S4-01

PROVIDE POCKETS FOR HSSCOLUMNS, SECTION G3 (TYP.)

2S3-01

Sim 2S3-01

Sim

2S3-01

Sim

2S3-01

Sim

4S3-01

5S3-01

5S3-01

Sim

5S3-01

Sim

1. TOP OF GROUND FLOOR STRUCTURAL SLAB TO BE 0.0 mm BELOW FINISHED GROUND FLOOR DATUMELEVATION 166.45m. THE STRUCTURAL SLAB STEPS AT THE EDGE OF GROUND FLOOR. SEE PLAN AND DETAILS FORELEVATION CHANGES. SEE ALSO ARCHITECTURAL DRAWINGS AND LANDSCAPE DRAWINGS FOR GARAGE ROOFELEVATIONS AND SLOPES TO DRAINS.

2. THE STRUCTURAL SLAB HAS BEEN DESIGNED FOR THE FOLLOWING LIVE LOADS (LL) AND SUPERIMPOSEDDEAD LOADS (SDL) IN ADDITION TO SELF WEIGHT.

3. CONCRETE SHALL MEET THE REQUIREMENTS FOR CLASS C1 EXPOSURE AND SHALL HAVE A MINIMUMCOMPRESSIVE STRENGTH OF 35 MPa AT 28 DAYS. REFER ALSO TO COLUMN AND WALL SCHEDULES. SEEALSO CONCRETE MIX SCHEDULE ON FOUNDATION PLAN.

4. CONCRETE COVER FOR TOP BARS IN SLABS TO BE 25 mm, CONCRETE COVER FOR BOTTOM BARS IN SLABSTO BE 30 mm.

5. APPROVAL MUST BE OBTAINED FROM ENGINEER FOR ALL OPENINGS OTHER THAN THOSE SHOWN ON PLAN.6. THE PROJECT SUPERINTENDENT MUST CONTACT THIS OFFICE 48 HOURS PRIOR TO PLACING STRUCTURAL

CONCRETE FOR A REVIEW OF PREPARATIONS.7. SEE TYPICAL DETAIL FOR LINTELS IN NON-LOAD BEARING MASONRY WALLS.8. SEE ARCHITECTURAL DRAWINGS AND MECHANICAL DRAWINGS FOR CURBS, REINFORCE AS PER TYPICAL

DETAIL.9. SEE COLUMN AND CAISSON SCHEDULES.10. SEE ALSO TYPICAL NOTE AND DETAIL DRAWINGS.11. REFER TO BEAM SCHEDULES.12. PROVIDE 25mm CHAMFER ON ALL EXPOSED EDGES OF COLUMNS, WALLS, BEAMS & DROPS.

ALL AREASLL

4.8 kPaSDL

1.0 kPa

500x500 CONC. PIERREINF. W/ 10-15M VERTS/+ 10M@300 TIES.POUR CONC. PIER MONOLITHICWITH FOUNDATION WALL. (TYP.)

500

500

400x20x300 BASE PLATEW/ 2-20mm A.BOLTS.U/S BASE PLATE -325mmBELOW S.O.G. (TYP.)REFER ALSO TO TYPICALDETAIL T-S01 ON DWG. S2-01.

400

300

WC1

H.A. McCALLUMLICE

NSE



D




CHECKED BY :

ISSUE OR REVISION



DRAWN BY:

SCALE :

DATE :

DESIGNED BY:

PROJECT No. :

DWG STATUS :


PR

OJE

CT

:

DWG TITLE :

PROFESSIONAL SEAL :

21/1

0/20

13 1

1:51

:52

AM

As indicated

2

2011083

CIT

Y O

F T

OR

ON

TO

FIR

E S

TA

TIO

N

AE

S1-02

AM

JG

Issue Date

PROGRESS

GROUND FLOORFRAMING PLAN

325

CH

AP

LIN

CR

ES

CE

NT

Tor

onto

, ON

1 : 75GROUND FLOOR FRAMING PLAN

TUL = TOP UPPER LAYERTLL = TOP LOWER LAYERBUL = BOTTOM UPPER LAYERBLL = BOTTOM LOWER LAYER

SLAB: 250 (MIN. U/N)INTERGRITY BARS: 4-30M BEWCONCRETE STRENGTH: 35 MPaTEMP. STEEL: 15@250

REINFORCEMENT PLACEMENT DIAGRAM

TLL

BUL

TULBLL

TUL = TOP UPPER LAYERTLL = TOP LOWER LAYERBUL = BOTTOM UPPER LAYERBLL = BOTTOM LOWER LAYER

SLAB: 400INTERGRITY BARS: 4-30M BEWCONCRETE STRENGTH: 35 MPaTEMP. STEEL: 15@250CAPITALS: 300 PROJECTION x 300 DEEP

REINFORCEMENT PLACEMENT DIAGRAM

TLL

BUL

TULBLL

DETAIL 1 : 20S1-02

DC1

No. Date1 AUGUST/132

Description ISSUED FOR TENDER ADDENDUM No.3 OCT/21/13

54 of 69

OPEN

OPEN

W200X27 +BOTTOM PLATEW200X27 +

BOTTOM PLATE

WP3

WP3WP3

OPEN

99 (17

5mm To

tal) CO

NCRE

TE ON

76mm CO

MPOSIT

E DEC

K

99 (1

75mm

Total

) CON

CRET

E ON

76mm

COM

POSIT

E DEC

K

W410X3

9

W410X6

0

(CANTIL.) W250X22 W410X46

W410X3

9

W360X3

3

W310X3

9 W310

X21

W250

X22

W310X21

W410

X39

W410

X54

W310

X21

W200X2

7

W250X22

WP3

W310X3

9

W250X18

W200X27

WP3

W310X39

WP3

W250X181850 O/C MAX. (TYP.)

DO

DO

W250X18W200X27W200X27

W250X18

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

W250X181850 O/C MAX. (TYP.)

W410X46

W200X27

W200X27

W410X461850 O/C MAX. (TYP.)

W200X27

W200X27

W310X391850 O/C MAX. (TYP.)

DOW200X271850 O/C MAX. (TYP.)

W200X27

DO

DO

DO

DO

DO

DO

W200X271850 O/C MAX. (TYP.)

W310X391850 O/C MAX. (TYP.)

DO

DO

STAI

R AS

L

3.9 kPa

1.65 kPa

M1 = ±10kN.m

ST11

ST22

ST24

ST8 ST18

ST20

ST10

ST16

ST26

ST13ST19

ST9ST21

ST14

ST17ST12

ST7

ST27 ST28

ST1 ST2 ST3 ST4

ST25

ST29

ST15

2L52L52A

S4-01

R1S5-01

W200X27

HSS203X152X6.4 HSS152X152X9.5

W200

X27

W200

X42

HSS1

52X152

X6.4

WP1

W200

X27

W200

X27


(SEE ARCH. DWGS)

DO

2L4

2L4

2L4

W250X2

2

W310X3

9

W410X46

2L2

190

190

290

290

290

290

290

290

290

290

290

290

290

290

2L1

2L3

2L1

CONNECT LINTELTO COLUMN

CONNECT LINTELTO COLUMN

62 (100mm Total) CONCRETE ON 38mmCOMPOSITE DECK

TYP.WC1S1-03

WC1WC1 WC1

WC1

WC1

WC1

WC1


(SEE ARCH. DWGS)

290

290

C200X17

W410X39C200X17

W250X1

8

C150X12

WP3

W200X19@ 1850 O/C MAX

W200X19@ 1850 O/C MAX

WP1

WP1 L102X102X6.4CLOSURE ANGLETYP ALL AROUND

WP3

WP3

1. TOP OF CONCRETE SLAB TO BE 0.0 BELOW FINISHED FLOOR DATUM, ELEVATION 3750mm, EXCEPT AS CROSSEDAND NOTED. TOS = TOP OF SLAB. GROUND FLOOR DATUM IS ASSUMED TO BE AT ELEVATION 0.00m.

2. TOP OF STEEL BEAMS TO BE -102mm BELOW FINISHED FLOOR DATUM, EXCEPT AS SHOWN THUS ±X ON PLAN.3. JOIST SHOES ARE TO BE 150 mm DEEP UNLESS NOTED.4. DEAD LOAD - SEE LOADING SCHEDULE.5. LIVE LOAD IS A UNIFORM LOAD OF 2.4 kPa EXCEPT 4.8 kPa AT STAIRS AND CORRIDORS.6. STEEL FLOOR DECK SHALL BE DESIGNED TO SUPPORT SPECIFIED TOTAL DEAD AND LIVE LOADS WITH

COMPOSITE ACTION. MINIMUM BASE NOMINAL THICKNESS (BNT) OF COMPOSITE STEEL DECK SHALL BE 0.76 mmMINIMUM.

7. STEEL FLOOR DECK SHALL BE INSTALLED IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE CANADIANSHEET STEEL BUILDING INSTITUTE AND STEEL DECK NOTES EXCEPT ADJACENT UNITS SHALL BE CRIMPEDTOGETHER AT 450 mm ON CENTRE AS REQUIRED BY ULC ASSEMBLY NUMBER .

8. CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 25 MPa AT 28 DAYS. SEE SCHEDULE.9. REINFORCING TO BE WWF 152x152 MW18.2xMW18.2 FOR 90 mm SLAB OVER COMPOSITE STEEL DECK.10. ALL STRUCTURAL ELEMENTS MUST COMPLY WITH ULC ASSEMBLY NUMBER F906. MINIMUM JOIST WEIGHT

IS 11 KG/m.11. LIVE LOAD DEFLECTION OF FLOOR JOISTS SHALL NOT EXCEED 1/360 OF SPAN12. LOCATION OF MECHANICAL EQUIPMENT AND MECHANICAL EQUIPMENT LOADS ARE TO BE CONFIRMED BY

MECHANICAL CONTRACTOR BEFORE STRUCTURAL STEEL IS FABRICATED. REFER TO MECHANICAL DRAWINGS.MECHANICAL EQUIPMENT AND PIPING MUST BE HUNG FROM OWSJ PANEL POINTS AND HANGER SPACING SHALLNOT EXCEED 3.0 m.

13. FRAME ALL FLOOR OPENINGS AND MECHANICAL UNITS AS SHOWN ON TYPICAL DETAIL UNLESS NOTED.14. SUBMIT DETAILS FOR ALL OPENINGS OTHER THAN THOSE SHOWN ON STRUCTURAL DRAWINGS TO STRUCTURAL

CONSULTANT FOR REVIEW.15. PROVIDE CONTINUOUS EDGE ANGLE L178 x 102 x 9.5 (LLV) AT PERIMETER OF FLOOR AND AT ALL OPENINGS

UNLESS NOTED.16. 'M' DENOTES MOMENT CONNECTION. FACTORED MOMENT IS SPECIFIED ON PLAN IN kN METRES.21. MOMENT CONNECTIONS SHALL BE DESIGNED BY A LICENSED PROFESSIONAL ENGINEER.SHOP DRAWINGS AND

CALCULATIONS BEARING THE STAMP AND SIGNATURE OF THE REGISTERED PROFESSIONAL ENGINEERRESPONSIBLE FOR THE DESIGN SHALL BE SUBMITTED FOR REVIEW PRIOR TO FABRICATION AND ERECTION.

17. AN INDEPENDENT INSPECTION AND TESTING COMPANY IS TO INSPECT STRUCTURAL STEEL AND STEEL DECK INTHE SHOP AND IN THE FIELD FOR WELDING, CONNECTIONS, BOLT TORQUES, AND GENERAL CONFORMANCEWITH THE STRUCTURAL DRAWINGS AND SPECIFICATIONS.

18. NON-LOAD BEARING PARTITIONS SHALL BE A MINIMUM OF 25 mm CLEAR OF STRUCTURE.19. THE PROJECT SUPERINTENDENT MUST CONTACT THIS OFFICE 24 HOURS PRIOR TO PLACING STRUCTURAL

CONCRETE FOR A REVIEW OF PREPARATIONS.20. SEE TYPICAL NOTES, TYPICAL DETAILS, COLUMN AND FOOTING SCHEDULE AND ALL OTHER DRAWINGS

MATERIALWALLMARK

MECHANICAL LINTEL SCHEDULE

THICKNESS SPANCLEAR TYPE NOTES

PROVIDE MECHANICAL LINTELS IN ACCORDANCE WITH TYPICAL DETAILS ANDNOTES FOR ALL DUCTS AND PIPES PASSING THROUGH MASONRY WALLS

WHILE EVERY EFFORT HAS BEEN MADE TO SHOW ALL LINTELS WHICH OCCUR IN LOADBEARING MASONRY WALLS, IT IS THE CONTRACTORS RESPONSIBILITY TO ENSURE THATTHE CORRECT SIZES AND QUANTITY OF LINTELS ARE PROVIDEDLINTELS IN NON-LOAD BEARING WALLS AND PARTITIONS ARE GENERALLY NOT SHOWNON THE DRAWINGS. ALL SUCH LINTELS SHALL BE PROVIDED AS REQUIRED AND SHALLCONFORM TO THE NOTES & TYPICAL DETAILS ON THE STRUCTURAL DRAWINGS

ML1

LINTELS IN LOAD BEARING WALLS OVER MECHANICAL DUCTS ETC.

ML2

190 200-550

550-1220190

2-L100x100x8+ 1-L90x90x6

ML3

ML4

ML5

ML6

ML7

ML8

ML10

ML9

ML11

ML12

1 FOR LINTELS MARKED ML ON DRAWINGS.2 FOR SPANS LESS THAN 200mm - NO LINTEL REQUIRED.3 FOR SPANS GREATER THAN 1200mm, SEE PLANS AND MAIN LINTEL SCHEDULE.

2-L90x90x6

175x8 PLATE

240

240

290

290

200-550

550-1220

200-550

550-1220

2-L100x100x8

225x8 PLATE

3-L90x90x6

275x8 PLATE

550-1220

200-550

550-1220

200-550

550-1220

200-550190 + 90

190 + 90

290 + 90

290 + 90

240 + 90

240 + 90

+ 80x8 PLATE175x8 PLATE

+ 1-L90x90x62-L90x90x6

225x8 PLATE+ 80x8 PLATE

+ 80x8 PLATE275x8 PLATE

+ 1-L90x90x63-L90x90x6

CAVI

TY W

ALLS

EXTE

RIOR

ANG

LES

& PL

ATES

GALV

ANIZ

ED U

NLES

S NO

TED

ALL EXTERIOR LINTELS SUPPORTING FACE BRICK TO BE GALVANIZED

REMARKSTYPEMATERIALMARK

2ND FLOOR LINTEL SCHEDULE

2L1

2L2

2L3

2L4

REFER TO LINTEL NOTES T-A06 ON TYPICAL DETAIL DRAWINGSSEE ALSO SPECIFICATION

2-L127x89x7.9 (LLV)

W200x42 +270x8mm BOTTOM PLATE

HSS 203x203x6.4 +435x8mm BOTTOM PLATE

3-L127x89x7.9 (LLV)

WP E.E.SEE DETAIL DL2/S1-03

2L5 HSS 203x203x8 +410x8mm BOTTOM PLATE

CONNECT TO COLUMN E.E. SEE DETAIL DL1/S1-03(Tf = +/-20kN.M)

LENG

THS

MAY

VARY

WP3 EACH ENDBOTTOM PLATE TERMINATE 10mmCLEAR OF SUPPORT MASONRY

FLOOR LOAD SDL LLkPa kPa

OFFICES, WASHROOMSAND DORM

FITNESS ROOM

1.54 2.4

1.8 4.8

4.8

2ND FLOOR LOADING SCHEDULE

1.54

CORRIDOR FLOORAND STAIRS

WALLS SHADED AS THUS REQUIRE= CONT. LINTEL BLOCK BOND BEAM. REINF. W/ 1-15M (HOOKED AT CORNERS) CONC. FILLED 20 MPa

- INDICATES COLUMN NUMBER. REFER TO COLUMN SCHEDULE-

WALL PLATE SCHEDULE

MARK MATERIAL REMARKS

(LAST DIMENSION PARALLEL TO WEB)

150x10x150WP1

WP2

WP3 250x20x250

200x15x200

(2)13Ø A.BOLTS x 150 LG.



WP4 250x20x250 (2)13Ø A.BOLTS x 400 LG.

VERTICAL BLOCK WALL REINFORCING LOAD BEARING &NON-LOAD BEARING WALLS SCHEDULE: (TYP. U/N NOTED)

140mm 10M @ 1200 o/c MAX.190mm 15M @ 1000 o/c MAX.240mm 15M @ 800 o/c MAX.290mm 2-15M @ 800 o/c MAX.

HORIZONTAL WALL REINFORCING FOR MASONRY BLOCK WALLS-EXTERIOR WALLS:

190mm - HEAVY DUTY BLOK-LOK BL10OR EQUIV. @ 400 o/c MAX.



-INTERIOR WALLS: (140, 190, 240, 290mm)- STANDARD BLOK-LOK BL10 OR EQUIV. @ 400 o/c MAX.

TYPICAL MASONRY WALL REINFORCING SCHEDULE

90 50 290

430

INTERIOR FACE

HSS, SEE PLAN& LINTEL SCHEDULE

NOTE:BOTTOM PLATES TERMINATE10mm CLEAR OF SUPPORT MASONRY

10 410 PLATE 1085

VERTICAL REINFORCINGWELDED TO HSS LINTELAND GROUTED SOLID.(TYPICAL)

90 100 290

480

INTERIOR FACE

HSS, SEE PLAN& LINTEL SCHEDULE

NOTE:BOTTOM PLATES TERMINATE10mm CLEAR OF SUPPORT MASONRY

10 460 PLATE 1085

VERTICAL REINFORCINGWELDED TO HSS LINTELAND GROUTED SOLID.(TYPICAL)

150

350

PROVIDE 16mmØ HILTI HAS RODS@350mm O/C HORIZ. & 400mm O/CVERT. SPACING.ALTERNATE HAS RODS EACH SIDEOF W250 COLUMN. EPOXY WITHHILTI HIT HY 70.PROVIDE 145mm EMBEDMENT INTOMASONRY WALL. KEEP RODS 500mmCLEAR FROM TOP & BOTTOM OF THEWALLS.

PROVIDE 75x6x150 STRAPS WELDEDTO THE COLUMN @400 O/C VERT.ALTERNATE CLIPS EITHER SIDE OFCOLUMNS.

WC1

290

H.A. McCALLUMLICE

NSE



D




CHECKED BY :

ISSUE OR REVISION



DRAWN BY:

SCALE :

DATE :

DESIGNED BY:

PROJECT No. :

DWG STATUS :


PR

OJE

CT

:

DWG TITLE :

PROFESSIONAL SEAL :

21/1

0/20

13 1

1:51

:54

AM

As indicated

1

2011083

CIT

Y O

F T

OR

ON

TO

FIR

E S

TA

TIO

N

AE

S1-03

AM

JG

Issue Date

PROGRESS

SECOND FLOORFRAMING PLAN

325

CH

AP

LIN

CR

ES

CE

NT

Tor

onto

, ON

1 : 75SECOND FLOOR FRAMING PLAN

DETAIL 1 : 10S1-03

DL1 DETAIL 1 : 10S1-03

DL2DETAIL 1 : 10S1-03

WC1

No. Description Date1 ADDENDUM No.3 OCT/21/13

55 of 69

OPEN38 x 0.76 (MIN.) BNT STEEL ROOF DECK

W310

X45

W310

X45

W200X36

W200X3

6

W310X4

5

W200X36 +8mmBENT PLATE

W310X5

2

W310X3

9

W310X5

2

W200X3

6 +8m

mBE

NT PL

ATE

W200

X36

W200

X36

W310

X67

W310

X67

W200X36

SKYLIGHT

WP3

WP3

COLUMNABOVE

COLUMN ABOVE

38 x 0

.76 (M

IN.) B

NT ST

EEL R

OOF D

ECK

38 x

0.76 (

MIN.

) BNT

STEE

L ROO

F DEC

K

W310

X39

W310

X39WP3

99 (175mm Total) CONCRETE ON 76mm COMPOSITE DECK

C150X19

C150X19

C150X19

W310X4

5

W200X3

6

400 STEEL JOIST

DO

DO

DO

DO

DO

DO

DO

400 STEEL JOISTDO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

500 STEEL JOIST

500 STEEL JOIST

DO

DO

DO

CONNECT BEAMS

TRIM ROOF OPENINGSAS PER TYPICAL DETAILT-S05 U/N. (TYP.)

TJ TJ

TJ TJ

C150X19

DO

DO

DO

DO

DO

DO

1st PANEL POINT BOTTOMCHORD BRACING, SEE NOTESAND TYPICAL DETAILS. (TYP.)

T&B CHORD BRIDGING, SEENOTES AND TYPICAL DETAILS.(TYP.)

3.5 (9

0mm)

LS ST

EEL R

OOF D

ECK B

Y VER

SA D

EK

TJ

SLOPE

SLOPE

SLOPE

SLOPE

WP3

WP_

ST11

ST22

ST24

ST8 ST18

ST20ST10

ST16

ST26

ST13

ST19ST9ST21

ST14

ST17ST12

ST7

ST1 ST2 ST3 ST4

ST25

ST15

W310X52 +8mmT&B PLATESW310X52 +8mm

T&B PLATESW310X52 +8mm

T&B PLATES

M2 = ±20kN.m

M2 M2M2 M2M2 M2

R1S5-01

R2S5-01

R3S5-01

SLOPE

SLOP

ESL

OPE

C180X15

C150

X19C1

80X15

C180X

15

PROVIDE BRICK SUPPORTCONT. ANGLE L152x152x13(TYP.)

1100-1000-1100STEEL JOIST







SLOPE


WP3WP3

WP3

WP3

TJTJ

TJTJ

L127x76x6.4 (LLV) +DRILLED 16mm DIA. HILTIHIT-HY 70 ANCHORS@800 O/C MAX. WELDDECK TO ANGLE.

M1 = ±10kN.m

C150X12

C150X19

DO

DO

DO

DO400 STEEL JOISTC150X19 TJ

500 STEEL JOIST

500 STEEL JOIST

500 STEEL JOIST

C150X19

W200X42 + 8mmBENT PLATE

CANTIL. W310X39 + 8mmBENT PLATE

W200X42 + 8mmBENT PLATE

400 STEEL JOIST

DO

DO

DO

DO

DO

STAI

R AS

L

3.9 kPa

1.65 kPaST27 ST28ST29

W200X27 W200X27C1

50X1

2

C150

X12

M1 M1M1 M1

C150

X12

DO DO DO DO

WP3

WP3

WP3

WP3WP3

LOW ROOF

RL1 RL1

RL1

RL1

C150

X12

C150

X12

C150

X12

C150

X12

C150

X12

RTU, SEE MECH.(TYP.)

WC1

WC1 WC1

WC1

WC1

WC1

WC1

PROVIDE C200X17COLUMN BRACING(TYP. WHERE SHOWN)

WC1S1-03

TYP.


(SEE ARCH. DWGS)


WP3

TOWER COLUMNS ABOVE, SEE HOSERTOWER FRMING PLAN

W310X45

C180X15

W200X36

W200X36W200X36

W200

X36 C150X19

W200X42

C150X

12

WP3

C200X17

C200X

17

C200X

17

C200X17

C200

X17

W200X36

W200X27

W200X36 C150X19??

C150X

12

1. UNDERSIDE OF ROOF DECK AT PERIMETER AND HIGH POINTS TO BE 0.0 BELOW ROOF DATUM ELEVATION +7500,EXCEPT AS NOTED U.O.D=UNDERSIDE OF DECK.

2. ROOF DECK TO SLOPE TO DRAINS AS SHOWN ON ARCHITECTURAL DRAWINGS.3. TOPS OF STEEL BEAMS SUPPORTING DECK TO BE 0.0mm BELOW U.O.D., TOPS OF STEEL BEAMS SUPPORTING

JOISTS ARE 150mm BELOW U.O.D. EXCEPT AS SHOWN THUS ±X ON PLAN.4. OWSJ SHOES TO BE 150mm DEEP UNLESS NOTED.5. FOR LOADING, SEE ROOF LOADING SCHEDULE ON THIS DRAWING.6. OPEN WEB STEEL JOISTS SHALL BE DESIGNED TO SUPPORT TOTAL DEAD, LIVE AND SPACING AS SHOWN ON PLAN.

LOADS. IN ADDITION, OWSJ SHALL BE DESIGNED FOR ADDITIONAL LOADS SHOWN ON PLAN, ACCUMULATED SNOWDRIFT LOADS (ASL) AND FOR POINT LOADS OF BRACING AND MECHANICAL EQUIPMENT, IN EXCESS OF 0.8kN PERJOIST.

7. JOISTS AND BEARING ANCHORAGES SHALL BE DESIGNED TO RESIST UPLIFT DUE TO WIND AS REQUIRED BY THEONTARIO BUILDING CODE AND IN NO CASE LESS THAN THE GREATER OF THOSE INDICATED ON THE WIND UPLIFT KEYPLAN.

8. OWSJ SHALL BE DESIGNED BY A LICENSED PROFESSIONAL ENGINEER, SHOP DRAWINGS AND CALCULATIONSBEARING THE STAMP AND SIGNATURE OF THE PROFESSIONAL ENGINEER RESPONSIBLE FOR THE DESIGN SHALL BESUBMITTED FOR REVIEW PRIOR TO FABRICATION AND ERECTION.

9. PROVIDE CONTINUOUS TOP AND BOTTOM CHORD BRIDGING FOR OWSJ IN ACCORDANCE WITH CSA-S16.1 IN NO CASELESS THAN AS SHOWN ON PLAN.

10. PROVIDE BOTTOM CHORD BRACING FOR ALL JOISTS SUBJECT TO NET UPLIFT IN ACCORDANCE WITH CSA-S16.1 ANDAT LEAST AT EACH END OF JOISTS NEAR THE FIRST BOTTOM CHORD PANEL POINT. BRIDGING CANNOT BECONSIDERED AS BRACING.

11. "TJ" NOTED AGAINST JOIST DENOTES "TIE JOIST" I.E. EXTEND BOTTOM CHORD AND CONNECT TO SUPPORT. TIE JOISTTO BE DESIGNED FOR 1% OF THE COLUMN AXIAL LOAD. SEE COLUMN SCHEDULE.

12. LIVE LOAD DEFLECTION OF ROOF JOISTS SHALL NOT EXCEED 1/240 OF SPAN UNLESS OTHERWISE NOTED.13. STEEL ROOF DECK SHALL BE DESIGNED TO SUPPORT SPECIFIED TOTAL DEAD AND LIVE LOADS. MINIMUM BASE

NOMINAL THICKNESS (BNT) OF STEEL DECK SHALL BE 0.76mm MINUMUM.14. STEEL ROOF DECK SHALL BE INSTALLED FOR DIAPHRAGM ACTION IN ACCORDANCE WITH THE RECOMMENDATIONS

OF THE CANADIAN SHEET STEEL BUILDING INSTITUTE AND TYPICAL NOTES.15. LOCATION OF MECHANICAL EQUIPMENT AND MECHANICAL EQUIPMENT LOADS ARE TO BE CONFIRMED BY

MECHANICAL CONTRACTOR BEFORE STRUCTURAL PANEL POINTS AND HANGER SPACING SHALL NOT EXCEED 3.0 m.16. FRAME ALL ROOF OPENINGS AND MECHANICAL UNITS AS SHOWN ON TYPICAL DETAILS UNLESS NOTED.17. SUBMIT DETAILS TO STRUCTURAL CONSULTANT FOR REVIEW FOR ALL OPENINGS OTHER THAN THOSE SHOWN ON

STRUCTURAL DRAWINGS.18. AN INDEPENDENT INSPECTION AND TESTING COMPANY IS TO INSPECT STRUCTURAL STEEL AND STEEL DECK IN THE

SHOP AND IN THE FIELD FOR WELDING, CONNECTIONS, BOLT TORQUES, AND GENERAL CONFORMANCE WITH THESTRUCTURAL DRAWINGS AND SPECIFICATIONS.

19. NON-LOAD BEARING PARTITIONS SHALL BE A MINIMUM OF 25 mm CLEAR OF STRUCTURE.20. WALL PLATES (WP) SHALL HAVE LAST DIMENSION PARALLEL TO BEAM OR JOIST WEB. SEE SCHEDULE ON DRAWINGS.21. SEE LINTEL SCHEDULE ON DRAWINGS.22. REFER TO GENERAL NOTES AND SPECIFICATION FOR GRADES OF STRUCTURAL STEEL AND STEEL DECK.23. SEE TYPICAL NOTES, TYPICAL DETAILS, COLUMN AND FOOTING SCHEDULES AND ALL OTHER DRAWINGS.24. REFER TO DRAWING S1-02 FOR WALL PLATE AND LOADING SCHEDULES.

STAIR OPENING

(SEE ARCH.)

C200X17C200X17

C150X

12

C200X

17

C200X

17

C150X

12

C150X

12

C150X12

C150X12WP3

WP3

WP3

WP3

WP3

WP3

C150X12STEEL GRATING-SEE ARCH. DWGS

C150X12

C150X12

WP3

WP3

C200X17

38 x 0.76 (MIN.) BNT STEEL ROOF DECK

W200X27W200X27

W200X2

7

W200X2

7

CONT. L127x76x6.4 (LLV)+ DRILLED 16mm DIA.HILTI HIT-HY 70 ANCHORS@800 O/C MAX.(WELD DECK TO ANGLE.)

WELD ANGLESTOGETHER ATCORNERS (TYP.)

CONT. L76x76x6.4(WELD DECK TO ANGLE.)

CONT. L76x76x6.4(WELD DECK TO ANGLE.)

OPEN

M1

M1

M1

M1

HOSE TOWER COLUMNS:HSS 127X127X8 W/ 10mm THICKBASE PLATES + 2-16mmØA.BOLTS TO SUIT.NOTE:REFER TO TYPICAL DETAILT-M05/S6-06 FOR CONCRETEBEARING PAD INFORMATION.

*

* 290

290

290

ROOF LOAD DECK JOIST BEAMS & COLS.

kPa kPa kPa

ROOFING

STEEL DECK

JOISTS

MECH. / ELEC.CEILING

(TOTAL) kPa

SNOW ( LIVE *)

0.72 0.72 0.72

0.1 0.1 0.1

0.1 0.1

0.19 0.190.29

0.1

2.21 2.41 2.41

1.7 1.7 1.7

BEAMS &COLUMNS

MAIN ROOF LOADING SCHEDULE

STEEL JOISTS SHALL BE DESIGNED TO SUPPORTSNOW (LIVE) LOADS AND DEAD LOADS.IN ADDITION STEEL JOISTS SHALL BE DESIGNED FORTHE ACCUMULATED SNOW LOADS (ASL) AS SHOWN,AND FOR POINT LOADS OF BRACING ANDMECHANICAL EQUIPMENT.

*

1.21.21.2GREEN ROOF

-

- -

ALL EXTERIOR LINTELS SUPPORTING FACE BRICK TO BE GALVANIZED

REMARKSTYPEMATERIALMARK

ROOF LINTEL SCHEDULE

RL1

REFER TO LINTEL NOTES T-A06 ON TYPICAL DETAIL DRAWINGSSEE ALSO SPECIFICATION

HSS 203x203x6.4 +435x8mm BOTTOM PLATE

WP E.E.SEE DETAIL DL2/S1-03

WALLS SHADED AS THUS REQUIRE= CONT. LINTEL BLOCK BOND BEAM. REINF. W/ 1-15M (HOOKED AT CORNERS) CONC. FILLED 20 MPa

- INDICATES COLUMN NUMBER. REFER TO COLUMN SCHEDULE-

JOIST OVER APPARATUS BAY

JOIST TO CONFORM TO MODIFIEDWARREN CONFIGURATION, BOTTOMCHORD TO BE FLAT. TOP CHORD TO BECURVED TO DRAIN AS SHOWN.

OPENINGS FOR DUCTWORK TO BECOORDINATED BETWEEN MECHANICALCONSULTANT AND JOIST MANUFACTURERFOR DUCTS PASSING THROUGH JOISTS.

BRIDGING TO BE PLUMB, TRUE ANDEQUALLY SPACED. ALL CONNECTIONSTO BE NEAT AND UNIFORM. ALL WORKTO BE CARRIED OUT TO THESATISFACTION OF THE ARCHITECT.

2.28 kPa

2.43 kPa

LEGEND:

1. LOADS NOTED ARE WIND UPLIFT VALUES AND ARE NOT FACTORED.

2 . ROOF JOISTS AND THEIR ANCHORAGE SHALL BE DESIGNED FOR THE MINIMUM NET UPLIFT VALUES AND NO LESS THAN THAT REQUIRED IN PART 4 OF THE ONTARIO BUILDING CODE.

2.07 kPa

1.94 kPa

ROOF LOAD DECK JOIST BEAMS & COLS.

kPa kPa kPa

ROOFING

STEEL DECK

JOISTS

MECH. / ELEC.CEILING

(TOTAL) kPa

SNOW ( LIVE *)

0.72 0.72 0.72

0.1 0.1 0.1

0.1 0.1

0.19 0.190.29

0.1

1.01 1.21 1.21

1.7 1.7 1.7

BEAMS &COLUMNS

HIGH ROOFS LOADING SCHEDULE

STEEL JOISTS SHALL BE DESIGNED TO SUPPORTSNOW (LIVE) LOADS AND DEAD LOADS.IN ADDITION STEEL JOISTS SHALL BE DESIGNED FORTHE ACCUMULATED SNOW LOADS (ASL) AS SHOWN,AND FOR POINT LOADS OF BRACING ANDMECHANICAL EQUIPMENT.

*

-

- -

WP4

WP4

38 x 0

.76 (M

IN.) B

NT ST

EEL R

OOF D

ECK

ST15

ST5ST6

ST23

WP4

WP4

HSS203X203X8.0 + 8mm

BOTT. PL

HSS2

03X2

03X8

.0 + 8

mmBO

TT. P

LW2

00X1

9

W200X19

W200X19

W200X19

DO

DO

W200X19WP4

W200X1

9

WP4

VERTICAL BLOCK WALL REINFORCING LOAD BEARING &NON-LOAD BEARING WALLS SCHEDULE: (TYP. U/N NOTED)

140mm 10M @ 1200 o/c MAX.190mm 15M @ 1000 o/c MAX.240mm 15M @ 800 o/c MAX.290mm 2-15M @ 800 o/c MAX.

HORIZONTAL WALL REINFORCING FOR MASONRY BLOCK WALLS-EXTERIOR WALLS:




-INTERIOR WALLS: (140, 190, 240, 290mm)- STANDARD BLOK-LOK BL10 OR EQUIV. @ 400 o/c MAX.

TYPICAL MASONRY WALL REINFORCING SCHEDULE

= FLAT ROOF

SKYLIGHT

TOWER ROOF

LOW ROOF

STAIR ROOF

1.48 kPa

1.81 kPa

2000

2000

TYP

2000

2000

2000

38 x 0.76 (MIN.) BNT STEEL ROOF DECK

W200X27W200X27

W200X2

7

W200X2

7

W200X27OUTRIGGER'S(TYP.)

M1

M1 = ±10kN.m

M1

M1M1

M1

M1

M1

M1

M1M1

M1

M1M1

M1

M1M1

NOTE:REFER TO ARCHITECTURAL DRAWINGSFOR ROOF DATUM ELEVATIONS (TYP.)

400

* AS SHOWN ON PLAN:-OVERSIZED ADJUSTABLE MASONRY ACNHORSINTO EVERY 3RD BLOCK JOINT.

REFER ALSO TO TYPICAL DETAIL T-S04

COLUMN

38x5 STRAPS

H.A. McCALLUMLICE

NSE



D




CHECKED BY :

ISSUE OR REVISION



DRAWN BY:

SCALE :

DATE :

DESIGNED BY:

PROJECT No. :

DWG STATUS :


PR

OJE

CT

:

DWG TITLE :

PROFESSIONAL SEAL :

21/1

0/20

13 1

1:51

:57

AM

As indicated

1

2011083

CIT

Y O

F T

OR

ON

TO

FIR

E S

TA

TIO

N

AE

S1-04

AM

JG

Issue Date

PROGRESS

ROOF FRAMINGPLAN

325

CH

AP

LIN

CR

ES

CE

NT

Tor

onto

, ON

1 : 75MAIN ROOF FRAMING PLAN

1 : 50HOSE TOWER PLATFORM FRAMING PLAN

1 : 50HOSE TOWER ROOF FRAMING PLAN

1 : 75STAIR No.1 ROOF FRAMING PLAN

1 : 200WIND UPLIFT DIAGRAM

No. Description Date1 ADDENDUM No.3 OCT/21/13

56 of 69

STEEL COLUMN SCHEDULE

BASEMENT BASEMENT

-3050 -3050

T/O GROUND FLOOR T/O GROUND FLOOR

0 0

T/O 2ND FLOOR T/O 2ND FLOOR

3750 3750

U/S MAIN ROOF DECK U/S MAIN ROOF DECK

7550 7550

U/S HOSE TOWER LOW ROOF DECK U/S HOSE TOWER LOW ROOF DECK

10400 10400

U/S HOSE TOWER HIGH ROOF DECK U/S HOSE TOWER HIGH ROOF DECK

11900 11900

C o l u m n L o c a t i o n s

. D - 8 . D - 9 . D - 1 0 . D - 1 1 . I - . P . I ( 1 33 ) - 4 (1 4 9 ) . P ( - 3 0 0 ) - 2 3 ( - 1 7 1 4 ) . Z ( - 2 0 6 3 ) - 2 . G G -. H H . GG -. I I . G G -. J J 1 - 2 6 2 - 1 6 2 - 2 2 2 - 2 4 4 - 1 3 4 - 1 5 4 - 2 2 5 - 7 5 ( - 2 0 7 7 ) - 7 ( 3 7 7 6 ) 5 - 1 2 5 - 1 4 5 - 2 2 6 - 1 2 6 - 1 4 1 3 - 2 3 1 5 - 2 3 1 7 - 2 3 2 2 - 2 3

FACTORED LOAD (kN)

T/O GROUND FLOOR

T/O 2ND FLOOR

BASEMENT LEVEL

U/S MAIN ROOF DECK

U/S HOSE TOWER LOW ROOF DECKAND U/S STAIR #1 ROOF DECK

COLUMNNUMBER ST1 ST2 ST3 ST4 ST5 ST6ST7 ST8 ST9ST10ST11ST12 ST13ST14 ST15 ST16 ST17ST18 ST19ST20ST21 ST22ST23 ST24ST25 ST26ST27 ST28 ST29

W250

X49

W250

X49

W250

X49

W250

X49

HSS1

52X1

52X6

.4

HSS1

52X1

52X6

.4

HSS1

52X1

52X6

.4

HSS1

52X1

52X6

.4

HSS1

52X1

52X6

.4

HSS1

52X1

52X6

.4

HSS1

52X1

52X6

.4

HSS1

52X1

52X6

.4

HSS1

52X1

52X6

.4

HSS1

52X1

52X6

.4

HSS1

52X1

52X6

.4

HSS1

52X1

52X6

.4

HSS1

52X1

52X6

.4

HSS1

52X1

52X6

.4

HSS1

52X1

52X6

.4

HSS1

52X1

52X6

.4

HSS1

52X1

52X6

.4

HSS1

52X1

52X6

.4

HSS1

52X1

52X6

.4

HSS1

52X1

52X6

.4

HSS1

52X1

52X6

.4

HSS1

52X1

52X6

.4

HSS1

52X1

52X6

.4

HSS1

52X1

52X6

.4

U/S BASE PLATE (-325 U/N)

BASE PLATE SIZEANCHOR BOLTS SIZECAP SIZE (DEPTH TO SUIT)VERTICAL REINF.TIES

U/S HOSE TOWER HIGH ROOF DECK

300x20x4504-25Ø

300x20x4504-25Ø

300x20x4504-25Ø

300x20x4504-25Ø

50 50 50 50

275x15x2252-20Ø

210

CONNECTCOLUMNBASE TO

STEELBEAM


STEELBEAM


STEELBEAM

275x15x2252-20Ø

275x15x2252-20Ø

275x15x2252-20Ø

275x15x2252-20Ø

275x15x2252-20Ø

275x15x2252-20Ø

275x15x2252-20Ø

275x15x2252-20Ø

275x15x2252-20Ø

275x15x2252-20Ø

275x15x2252-20Ø

HSS2

54X1

52X6

.4

275x15x2252-20Ø

275x15x2252-20Ø

275x15x2252-20Ø

275x15x2252-20Ø

275x15x2252-20Ø

275x15x2252-20Ø

275x15x2252-20Ø

275x15x2252-20Ø

275x15x2252-20Ø

350x20x2254-25Ø

120150 140190225 335360100100 100 100 200 175270200270 180360 250 42050

CONCRETE COLUMN SCHEDULE

BASEMENT BASEMENT

-3050 -3050

T/O GROUND FLOOR T/O GROUND FLOOR

0 0

Column Locations

.Z(-1108)-2(1478) 2(1169)-16(350) 2(1156)-24(213) 5-12(221) 5-14(-482)

SIZEVERT.TIESMPa

COLUMNNUMBER

FACTORED LOAD (kN)

T/O GROUND FLOOR

BASEMENT LEVEL

300x600

3510M@300T

12-20V300x600

3510M@300T

12-20V300x600

3510M@300T

12-20V300x600

3510M@300T

12-20V

C5C4 C3 C2C1

300x600

3510M@300T

12-20V

550 1700 1400 1100 1950

STEEL COLUMN SCHEDULE NOTES:1. FOR GRADE OF STRUCTURAL STEEL SEE GENERAL NOTES AND SPECIFICATION.2. LOADS FOR COLUMNS REPRESENT THE FACTORED LOAD IN KILONEWTONS

APPLIED AT THE BASE OF THE COLUMN AND DO NOT INCLUDE THE WEIGHT OFTHE FOUNDATION.

3. BASE PLATE AND / OR CAP PLATE DIMENSION GIVEN LAST TO BE PARALLELWITH COLUMN WEB.

4. T = TRANSVERSE REINFORCINGL = LONGITUDINAL REINFORCINGTEW = TOP EACH WAYBEW = BOTTOM EACH WAYH.E.E. = HOOKED EACH END

5. REFER ALSO TO TYPICAL NOTES AND DETAIL DRAWINGS.6. PROVIDE 2-20 DIAMETER A-BOLTS x 400 LONG UNLESS OTHERWISE NOTED FOR

EACH COLUMN BASE PLATE.7. FOR ALL COLUMNS ABUTTING MASONRY, PROVIDE ADJUSTABLE MASONRY ANCHORS

AS TYPICAL DETAIL T-S04. SEE TYPICAL DETAIL DRAWING.

TYPICAL STEEL COLUMN FOUNDATION T-S01

75mm(3") CLEAR TYP.

75 C

LEAR

TYP

.

FOOT

ING

CAP

SEE

DWGSMIN. 75mm (3") GROUT

T/O SLAB

U/S OF BASEPLATE

325m

m(13

")

2-20M (3/4") DIA.ANCHOR BOLTS UNLESSOTHERWISE NOTED30

0mm(

1'-0"

)

75mm

(3")

WHERE NO SLAB ON GRADE,PROTECT BASE PLATE w/ MIN.75mm(3") CONCRETE COVER

2-TIES AT TOP OF CAP

COLUMN, CAP, AND FOOTING

POUR SLAB-ON-GRADE DOWNTO TOP OF CAP (OR FOOTINGIF NO CAP)

LEVELLING NUTS.LEVELLING PLATESNOT PERMITTED.

75mm

(3")

CAP REINFORCING,WHEN CAP DEPTH EXCEEDS400mm(1'-6") PROVIDE 4-15MVERT. + 10M@460 (18") TIESUNLESS OTHERWISE NOTED

50mm(2") CLEAR COVERTO TIES (TYP.)

FOOTING REINFORCING BOTTOMEACH WAY, UNLESS OTHERWISENOTED

MIN. 4-15M DOWELSx460 (18") UNLESSOTHERWISE NOTED

NOTES:

1 FOOTINGS SHALL BE PLACED ON UNDISTURBED SOIL WITH A MINIMUM BEARINGCAPACITY AS NOTED ON THE DRAWINGS.

2 GROUT UNDER BASE PLATES SHALL BE AN APPROVED PROPRIETARY BRAND PRE-MIXED, NON-METALLIC, NON-SHRINK, GROUT UNLESS OTHERWISE APPROVED.

3 REFER ALSO TO GENERAL NOTES, AND CAST-IN-PLACE CONCRETE NOTES.

50mm(2")

DETAIL OF COLUMN AND FOOTINGAT MOMENT CONNECTION

MOMENT COLUMN BASE DETAIL T-S115050

600

75

NOTED M IN COLUMN SCHEDULE

TYP.

CAP REINFORCEMENT ASSPECIFIED IN COLUMNSCHEDULE

DOWELS TO MATCHCAP REINFORCEMENTHOOK DOWELS 800(TYPICAL)

100 PROJECTION

75 mm GROUT

75 mm CLEARNOTE: DOWEL HOOKS ARE INSAME PLANE AS BLL BARS

5050

LAP SPLICE, SEETABLE BELOW.

COLUMN CONNECTED TO BASE PLATEFOR 100% OF COLUMN CAPACITY INBENDING AND 50% OF COLUMNCAPACITY IN SHEAR.

LEVELLING NUTS (LEVELLING PLATESNOT PERMITTED)

ANCHOR PLATE 100x6xBASE PLATEWIDTH WITH HOLES FOR AB'sTYPICAL

ANCHOR BOLTS (300 MPa U/N)APPLY A THICK LAYER OF GREASETO ANCHOR BOLTS. TYPICAL

TACK WELD NUTTO BOLT. TYP.

BASEPLATE, SEECOLUMN SCHEDULE

PROVIDE STANDARDHOOK ON CAP REINF.

CLASS B BASIC TENSION LAP SPLICES

1100

800

600

1200

800

700

1300

900

700

25M

20M

15M

35 MPa30 MPa25 MPaBAR SIZE

CONCRETE STRENGTH

2-TIES

PLATETHICKNESSSEE COLUMNSSCHEDULE

THE FOLLOWING TO BE SUPPLIED BY DESIGN TEAM:1. QUANTITY, SIZE AND LENGTH OF ANCHOR BOLTS.2. SIZE OF ANCHOR PLATES.3. DEPTH OF CAP TO ACCOMODATE LENGTH OF ANCHOR BOLTS.4. CAP SIZE TO ACCOMODATE CAP REINF. AB' s , ANCHOR PLATES ETC...5. ENGINEERING TO CHECK HOOK CLEARANCES.

TO BE REMOVED

H.A. McCALLUMLICE

NSE



D




CHECKED BY :

ISSUE OR REVISION



DRAWN BY:

SCALE :

DATE :

DESIGNED BY:

PROJECT No. :

DWG STATUS :


PR

OJE

CT

:

DWG TITLE :

PROFESSIONAL SEAL :

21/1

0/20

13 1

1:51

:58

AM

As indicated

2

2011083

CIT

Y O

F T

OR

ON

TO

FIR

E S

TA

TIO

N

AE

S2-01

AM

JG

Issue Date

PROGRESS

COLUMN SCHEDULE

325

CH

AP

LIN

CR

ES

CE

NT

Tor

onto

, ON



57 of 69

T/O GROUND FLOOR

BASEMENT

O.H.

DOO

R OP

ENIN

G - S

EE A

RCH.

DW

GS

300

465

CAISSONS, SEE SCHEDULEON DWG. S1-01 FOR SIZEAND REINF. (TYP.)

4-25 T&B+10@200 TIES

SEE PLAN FORSLAB REINF. (TYP.)

6-25B, LAP BARS AT CAISSONS(L=1300 TYP.)

AT CAISSONS, DOWELS TOMATCH VERT. REINF.EXTEND DOWELS 750mm INTOCAISSONS, MIN. 3 BARS PERFACE PER CAISSON. (TYP.)

200

10@

460 V

OF10

@32

0 HEF

15@

300 V

IF

S.O.G. SEE FDTN.PLAN NOTES (TYP.)

TC - SEE PLAN(TYP.)

T/O GROUND FLOOR

BASEMENT

10@

460 V

OF10

@32

0 HEF

15@

300 V

IF

(TYP

.)65

0 LAP

290

FINISHED GRADE-SEE ARCH. DWGS(TYP.) SEE PLAN FOR

SLAB REINF. (TYP.)

DOWELS TO MATCHVERT. WALL REINF. (TYP.)

15@400 DWLS (TYP.)600

600



465

CAISSON BEYOND, SEESCHEDULE ON DWG. S1-01FOR SIZE AND REINF. (TYP.)


SEE MASONRY WALL REINF.SCHEDULE FOR SIZE & SPACING(TYP.)

TC - SEE PLAN(TYP.)

15@400 U-BARAT TOP (TYP.)

650

6-25T, LAP BARS MID-SPANBETWEEN CAISSONS.(L=1300 TYP.)

OVERHANG (TYP.)15mm VENEER

T/O GROUND FLOOR

BASEMENT

LOUV

RE O

PENI

NGS

- SEE

MEC

H. / A

RCH.

DW

GSSE

E AR

CH.

10@

460 V

OF10

@32

0 HEF

15@

300 V

IF


300


465

TC - SEE PLAN(TYP.)

4-25 T&B+10@200 TIES


300

T/O GROUND FLOOR

200

200

RECOMMANDATIONSAS PER MANUFACTURERS

200

S.O.G. SLOPESSEE ARCH.

PREFABRICATED GRATE(BY TRENCH DRAIN MANUFACTURER)

5-15M CONT.15M@200

S.O.G. SLOPESSEE ARCH.

600 LAP (TYP.)

BASEMENT

500

800mm DEEP CAISSON CAPS,SIZE CAP WITH 150mm PROJECTIONPAST CAISSON EACH END.REINF. W/ 6-15M T&BEW (TYP.)

GRADE BEAM BEYOND / BEHIND-SEE PLAN FOR LOCATIONS


CONC. COLUMN-SEE SCHEDULEFOR SIZE & REINF.(TYP.)

TC - SEE PLAN(TYP.)

CAISSONS, SEE SCHEDULEON DWG. S1-01 FOR SIZEAND REINF. (TYP.)

100

DOWELS INTOCOLUMN ABOVE(TYP.)

T/O GROUND FLOOR

.D

10@

460 V

OF10

@32

0 HEF

15@

300 V

IF

15@400 DWLS (TYP.)600

600

FRAMED APPARATUS BAYSLAB-ON-GRADE.-SEE PLAN FOR THICKNESS& REINFORCING.


TC - SEE PLAN(TYP.)


650


465

400

RIGID INSULATION-SEE ARCH. DWGS(TYP.)

200 APRON SLAB (SEE CONC. MIX SCHEDULE)PROVIDE 15@300 T&BEW EPOXY COATED.-SEE ARCH. DWGS FOR EXTENTS.

SLOPESEE ARCH.

SLOPESEE ARCH.

T/O GROUND FLOOR

15@

300 V

IF


10@

460 V

OF10

@32

0 HEF

FINISHED GRADE-SEE ARCH. DWGS(TYP.)

(TYP

.)65

0 LAP

650 L

AP (T

YP.)

CAISSON BEYOND, SEESCHEDULE ON DWG. S1-01FOR SIZE AND REINF. (TYP.)


GRADE BEAM BEYOND-SEE PLAN

DOWELS TO MATCHVERT. WALL REINF. (TYP.)


290

FRAMED APPARATUS BAYSLAB-ON-GRADE.-SEE PLAN FOR THICKNESS& REINFORCING.

SLOPESEE ARCH.

OVERHANG (TYP.)15mm VENEER


650


H.A. McCALLUMLICE

NSE



D




CHECKED BY :

ISSUE OR REVISION



DRAWN BY:

SCALE :

DATE :

DESIGNED BY:

PROJECT No. :

DWG STATUS :


PR

OJE

CT

:

DWG TITLE :

PROFESSIONAL SEAL :

21/1

0/20

13 1

1:52

:00

AM

As indicated

2

2011083

CIT

Y O

F T

OR

ON

TO

FIR

E S

TA

TIO

N

AE

S3-01

AM

JG

Issue Date

PROGRESS

FOUNDATIONSECTIONS

325

CH

AP

LIN

CR

ES

CE

NT

Tor

onto

, ON

SECTION 1 : 20S3-01

1 SECTION 1 : 20S3-01

2

SECTION 1 : 20S3-01

3

SECTION 1 : 10S3-01

F1



SECTION 1 : 20S3-01

F2

SECTION 1 : 20S3-01

4

SECTION 1 : 20S3-01

5

58 of 69

T/O GROUND FLOOR

150

250 40

0

2-15M

CURB REINF. SEE TYPICALDETAIL T-C07 (TYP.)


T/O GROUND FLOOR

3-15M


T/O 2ND FLOOR

290SEE ARCH.

FLOOR FRAMING-SEE PLAN (TYP.)


CONT. LINTEL BLOCK BOND BEAMSREINF. W/ 1-15M (HOOKED AT CORNERS)CONC. FILLED 20 MPa. EXTENT SHOWNON PLANS. (TYP.)

T/O GROUND FLOOR DEPR

ESSI

ON75

mm (M

AX.) HSS COLUMNS, A.BOLTS

AND BASE PLATES.SEE STEEL COLUMNFOR SIZES. (TYP.)

BED

(TYP

.)25

mm G

ROUT

ADD 6-15 TEWAT POCKETS

POCKET

650 LAP (TYP.)

1250 LAP (TYP.)

H.A. McCALLUMLICE

NSE



D




CHECKED BY :

ISSUE OR REVISION



DRAWN BY:

SCALE :

DATE :

DESIGNED BY:

PROJECT No. :

DWG STATUS :


PR

OJE

CT

:

DWG TITLE :

PROFESSIONAL SEAL :

21/1

0/20

13 1

1:52

:01

AM

1 : 20

2

2011083

CIT

Y O

F T

OR

ON

TO

FIR

E S

TA

TIO

N

AE

S4-01

AM

JG

Issue Date

PROGRESS

FLOOR SECTIONS

325

CH

AP

LIN

CR

ES

CE

NT

Tor

onto

, ON

SECTION 1 : 20S4-01

G1 SECTION 1 : 20S4-01

G2

SECTION 1 : 20S4-01

2A



SECTION 1 : 20S4-01

G3

59 of 69

U/S MAIN ROOF DECK

SEE

ARCH

.SE

E AR

CH.

90 100 190

9050 290

WELD DECK TO PLATE (TYP.)

AT APPARATUS O.H. DOORS ONLYPROVIDE L178X102X9.5 (LLH) W/DRILLED 16mmø HILTI HIT HY 70ANCHORS @600 o/c MAX. PROVIDE CONT. SOLID BLOCK

COURSE AT ANCHOR BOLTLOCATIONS. (TYP.)

LINTELS, SEE PLAN (TYP.)

ALL PARAPETS GROUTED100% SOLID (TYP.)

T/O O.H. DOORSEE ARCH. DWGS

U/S MAIN ROOF DECK

SEE

ARCH

.

290

SEE ARCH.ALL PARAPETS GROUTED100% SOLID (TYP.)

CONT. L127x76x6.4 (LLV) +DRILLED16mmø HILTI HIT HY 70 ANCHORS@800 o/c MAX. (WELD DECK TO ANGLE)(TYP.)

CONT. SOLID BLOCK COURSEAT DECK ANGLE. (TYP.)

T&B BRIDGING-SEE PLAN NOTES(TYP.)

U/S MAIN ROOF DECK

SEE

ARCH

.

290

CONT. DECK ANGLEL76x76x6.4(WELD DECK TO ANGLE)

190

SEE ARCH.

1st PANEL POINT BOTTOMCHORD BRACING (TYP.)-SEE PLAN FOR LOCATIONS


CONT. LINTEL BLOCK BOND BEAMSREINF. W/ 1-15M (HOOKED AT CORNERS)CONC. FILLED 20 MPa. EXTENT SHOWNON PLANS. (TYP.)WC1 COLUMN BEYOND

ALL PARAPETS GROUTED100% SOLID (TYP.) PARAPET REINF. 15@800 VERT.

GROUTED SOLID (TYP.)

H.A. McCALLUMLICE

NSE



D




CHECKED BY :

ISSUE OR REVISION



DRAWN BY:

SCALE :

DATE :

DESIGNED BY:

PROJECT No. :

DWG STATUS :


PR

OJE

CT

:

DWG TITLE :

PROFESSIONAL SEAL :

21/1

0/20

13 1

1:52

:01

AM

1 : 20

2

2011083

CIT

Y O

F T

OR

ON

TO

FIR

E S

TA

TIO

N

AE

S5-01

AM

JG

Issue Date

PROGRESS

ROOF SECTIONS

325

CH

AP

LIN

CR

ES

CE

NT

Tor

onto

, ON

SECTION 1 : 20S5-01

R1

SECTION 1 : 20S5-01

R2 SECTION 1 : 20S5-01

R3



60 of 69

GENERAL NOTES T-A011. GENERAL 1.1. DESIGN AND CONSTRUCTION IS TO CONFORM TO THE REQUIREMENTS OF THE ONTARIO BUILDING CODE.

REFER ALSO TO TYPICAL DETAILS, NOTES UNDER PLANS AND SCHEDULES ON THE STRUCTURAL DRAWINGS,AND TO THE SPECIFICATION. ALL CODES, MANUALS, STANDARDS AND SPECIFICATIONS REFERRED TOSHALL BE THE LATEST EDITIONS INCLUDING ALL REVISIONS AND ADDENDA. ALL DIMENSIONS, OTHER THANPURELY STRUCTURAL DIMENSIONS SHOWN ON THE STRUCTURAL DRAWINGS MUST BE CHECKED AGAINSTTHE ARCHITECTURAL DRAWINGS AND ANY INCONSISTENCIES REPORTED TO THE ARCHITECT BEFOREPROCEEDING WITH THE WORK. STRUCTURAL DRAWINGS MUST NOT BE SCALED.

1.2. REFER TO ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR LOCATIONS AND SIZES OFOPENINGS, TRENCHES, PITS, SUMPS, EQUIPMENT, SLEEVES, DEPRESSIONS, GROOVES AND CHAMFERS NOTINDICATED ON THE STRUCTURAL DRAWINGS. UNLESS SPECIFICALLY NOTED OTHERWISE, THE ABOVE ITEMSWHERE SHOWN ON THE STRUCTURAL DRAWINGS ARE INDICATED ONLY APPROXIMATELY AS TO SIZE ANDLOCATION.

1.3 UNLESS SPECIFICALLY NOTED OTHERWISE ON THE DRAWINGS, NO PROVISION HAS BEEN MADE IN THEDESIGN FOR CONDITIONS OCCURRING DURING CONSTRUCTION. THE CONTRACTOR IS TO PROVIDE ALLNECESSARY BRACING AND SHORING REQUIRED FOR STRESSES AND INSTABILITY OCCURRING FROM ANYCAUSE DURING CONSTRUCTION. THE CONTRACTOR SHALL ACCEPT FULL RESPONSIBILTY FOR ALL SUCHMEASURES. IT SHALL ALSO BE THE RESPONSIBLITY OF THE CONTRACTOR TO PROVIDE ALL NECESSARYBRACING, SHORING, SHEET PILING OR OTHER TEMPORARY SUPPORTS TO SAFEGUARD ALL EXISTING ORADJACENT STRUCTURES AFFECTED BY THIS WORK.

2. SHOP DRAWINGS, PLACING DRAWINGS AND BAR LISTS:- 2.1. FOR ALL STRUCTURAL COMPONENTS SHOWN ON THE STRUCTURAL DRAWINGS, SUBMIT COPIES OF SHOP

DRAWINGS AS DIRECTED FOR REVIEW BY THE STRUCTURAL CONSULTANT.SHOP DRAWINGS TO SHOWCOMPLETE INFORMATION FOR THE FABRICATION AND ERECTION OF THE STRUCTURAL COMPONENTS.

2.2. REVIEW OF SHOP DRAWINGS BY THE STRUCTURAL CONSULTANT IS ONLY TO ASSESS THAT THESUBMITTED SHOP DRAWINGS REFLECT THE INTENT OF THE STRUCTURAL DESIGN.

2.3. REVIEW BY THE STRUCTURAL CONSULTANT SHALL NOT RELIEVE THE CONTRACTOR OF THE RESPONSIBILITYFOR SEEING THAT THE WORK IS COMPLETE, ACCURATE AND IN CONFORMITY WITH THE STRUCTURALDRAWINGS AND SPECIFICATIONS.

3. INSPECTION AND TESTING:- 3.1. A SOILS CONSULTANT AND AN INDEPENDENT INSPECTION AND TESTING COMPANY ARE TO BE ENGAGED TO

CARRY OUT THE FOLLOWING SERVICES:- 3.1.1. BEARING SOIL - REFER TO NOTES ON STRUCTURAL DRAWINGS AND ALSO TO THE SOIL REPORT. 3.1.2. FILL UNDER SLAB-ON-GRADE - CONFORM THAT FILL MATERIAL USED IS SATISFACTORY AND THAT

THE REQUIRED DEGREE OF COMPACTION HAS BEEN ATTAINED. 3.1.3. CAST-IN-PLACE AND PRECAST CONCRETE - ROUTINE INSPECTION OF MATERIALS, INCLUDING SLUMP,

CYLINDER AND AIR ENTRAINMENT TESTS AND REINFORCING ROD TESTS WHEN REQUIRED OR DIRECTEDIN ACCORDANCE WITH CSA STANDARD A23.2.

3.1.4. THE PROJECT SUPERINTENDENT IS TO ADVISE THE STRUCTURAL CONSULTANT A MINIMUM OF 24HOURS IN ADVANCE OF A CONCRETE POUR FOR A REVIEW OF PREPARATIONS.

3.1.5. STRUCTURAL STEEL AND OWSJ - ROUTINE SHOP AND FIELD INSPECTION SHALL BE CARRIED OUT INACCORDANCE WITH THE REQUIREMENTS CSA S16.

3.1.6. STEEL DECK - SEE STEEL DECK NOTES. 3.1.7. MASONRY - WHEN REQUIRED OR DIRECTED, CONCRETE BLOCKS SHALL BE TESTED IN ACCORDANCE

WITH ASTM C140 BRICKS IN ACCORDANCE WITH CAN/CSA A82; AND MORTAR AND/OR GROUT INACCORDANCE WITH CSA A179.

3.2. ALL INSPECTION AND TESTING SERVICES ARE TO BE PERFORMED BY COMPANIES CERTIFIED BY THECANADIAN STANDARDS ASSOCIATION AND FOR WELDING, INSPECTORS ARE TO BE CERTIFIED BY THECANADIAN WELDING BUREAU.

4. FOUNDATIONS 4.1. REFER TO NOTES UNDER FOUNDATION PLANS. ALL EXTERIOR FOOTINGS OR OTHER FOOTINGS EXPOSED TO

FREEZING IN THE FINISHED BUILDING SHALL BE FOUNDED AT A MINIMUM OF 1200mm (4'-0") BELOWFINISHED GRADE, UNLESS OTHERWISE NOTED. FOOTINGS EXPOSED TO FROST ACTION DURINGCONSTRUCTION SHALL BE PROTECTED BY A MINIMUM OF 1200mm (4'-0") OF EARTH OR ITS EQUIVALENTSUFFICIENT TO PREVENT FREEZING.

4.2. THE LINE OF SLOPE BETWEEN ADJACENT EXCAVATIONS FOR FOOTINGS OR ALONG STEPPED FOOTINGSSHALL NOT EXCEED A RISE OF 7 IN A RUN OF 10, MAXIMUM STEP APPROX. 600mm (2'-0").

4.3. CAP DEPTHS AND FOOTING ELEVATIONS SHOWN ON THE STRUCTURAL DRAWINGS ARE BASED UPONINFORMATION AVAILABLE AT THE TIME OF PREPARATION OF THE STRUCTURAL DRAWINGS.

4.4. IF ACTUAL JOB SITE OR SOIL CONDITIONS VARY FROM THOSE ASSUMED, THEN WRITTEN DIRECTIONS MUSTBE OBTAINED FROM THE STRUCTURAL CONSULTANT BEFORE PROCEEDING WITH THE WORK.

4.5. KEEP EXCAVATIONS CONTINUOUSLY DRY BEFORE CONCRETE IS PLACED. IF THE SOIL IS SOFTENED BYWATER, THE EXCAVATION SHALL BE EXTENDED BELOW THE SOFTENED MATERIAL AND THE BOTTOM OF THEFOOTINGS LOWERED TO SUIT.

5. BACKFILLING AND COMPACTION:- 5.1. SLABS-ON-GRADE AND ALL STRUCTURAL ELEMENTS FRAMING INTO WALLS WHICH RETAIN EARTH MUST BE

IN PLACE BEFORE BACKFILLING. 5.2. AT FOUNDATION WALLS WITH GRADE BOTH SIDES, UNLESS ADEQUATELY SHORED, BACKFILL AND COMPACT

EACH SIDE OF WALL SIMULTANEOUSLY. 5.3. UNDER SLAB-ON-GRADE, REMOVE SOFT SPOTS, ORGANIC AND FOREIGN MATTER IN THE SUB-GRADE.

(WHERE SUB-GRADE CONSISTS OF COMPACTED FILL, REFER TO SPECIFIC NOTES ON THE DRAWINGS). 5.4. BACKFILL UNDER SLAB-ON-GRADE, IN FOOTING EXCAVATIONS AND IN TRENCHES ONLY WITH APPROVED

MATERIAL. UNLESS SPECIFICALLY NOTED OTHERWISE, BACKFILLING SHALL BE CARRIED OUT IN MAXIMUMOF 200mm ( 8" )THICK LIFTS OF LOOSE FILL EACH COMPACTED TO A MINIMUM OF 95% STANDARDPROCTOR MAXIMUM DRY DENSITY.

5.5. UNLESS OTHERWISE NOTED, PROVIDE IMMEDIATELY UNDER SLABS-ON-GRADE A MINIMUM OF 200mm (8")OF COMPACTED (MTC) GRANULAR 'B' MATERIAL. COMPACTION TO ACHIEVE A MINIMUM OF 98% STANDARDPROCTOR MAXIMUM DRY DENSITY.

CAST-IN-PLACE CONCRETE NOTES T-A021. GENERAL 1.1. PROVIDE ALL LABOUR, MATERIALS, TOOLS AND EQUIPMENT REQUIRED TO CARRY OUT THE WORK. 1.2. REFER ALSO TO GENERAL NOTES, NOTES UNDER PLANS AND SCHEDULES, TYPICAL DETAILS AND

SPECIFICATION.2. PRODUCTS 2.1. PORTLAND CEMENT, WATER AND AGGREGATES SHALL CONFORM TO CSA STANDARD A23.1. 2.2. PROVIDE AN APPROVED WATER REDUCING ADDITIVE IN ALL CONCRETE. PROVIDE AN APPROVED AIR

ENTRAINING ADDITIVE IN ALL CONCRETE WHICH WILL BE EXPOSED TO A FREEZE/THAW CYCLE AND/OR THE ACTION OF DE-ICING SALT. ADMIXTURES SHALL CONFORM TO CSA STANDARD A23.1. 2.3. FORMWORK SHALL CONFORM TO CSA STANDARD A23.1, CSA STANDARD S269.3 AND FALSEWORK SHALL CONFORM TO CSA S269.1. 2.4. IF SO INSTRUCTED, THE DESIGNS FOR THE FORMWORK SHALL BE SUBMITTED FOR REVIEW BEFORE

CONSTRUCTION. FORMWORK DRAWINGS AND DESIGN SHALL BEAR THE STAMP OF A LICENSED PROFESSIONAL ENGINEER.

2.5. UNLESS OTHERWISE NOTED PROVIDE SLAB AND BEAM FORMS WITH AN UPWARD CAMBER OF 2 mm/1000 mm (1/4" PER 10'-0") OF SPAN, AND UPLIFT ENDS OF CANTILEVERED SLAB AND BEAM FORMS 3 mm/ 1000 mm (1/4" PER 8'-0") OF CANTILEVER LENGTH. 2.6. PROVIDE STANDARD ADJUSTABLE MASONRY ANCHOR SLOTS FOR ALL MASONRY FACING OR ABUTTING CONCRETE FACES. 2.7. PROVIDE AND/OR INSTALL STANDARD ADJUSTABLE INSERTS AND ALL OTHER CAST-IN INSERTS AS REQUIRED BY THE ARCHITECTURAL, STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS AND SPECIFICATION. 2.8. REINFORCING STEEL UNLESS SPECIFICALLY NOTED, SHALL BE DEFORMED BARS CONFORMING TO

CAN/CSA -G30.18-M GRADE 400 (58000 PSI). 2.9. WELDED WIRE FABRIC TO BE SUPPLIED IN FLAT SHEETS ONLY, UNLESS APPROVED OTHERWISE. 2.10. REINFORCING SHALL BE DETAILED, BENT, PLACED AND SUPPORTED TO CONFORM TO ACI DETAILING

MANUAL AND THE MANUAL OF STANDARD PRACTICE PUBLISHED BY THE REINFORCING STEEL INSTITUTE OF CANADA.

2.11. DRY-PACK GROUT TO BE 1 PART PORTLAND CEMENT TO 1 1/2 PARTS SAND TO 2 PARTS OF 8 mm PEA GRAVEL WITH ONLY SUFFICIENT WATER TO DAMPEN MIXTURE. COMPRESIIVE STRNGTH 50MPa AT 28 DAYS. 2.12. NON-SHRINK GROUT TO BE AN APPROVED PRE-MIXED PROPRIETARY PRODUCT. 2.13. PROVIDE APPROVED EXTRUDED PVC WATERSTOPS OF SIZE AND STYLE INDICATED, WITH PRE-WELDED CORNERS AND INTERSECTIONS. SEE ALSO TYPICAL DETAILS. 2.14. CURING AND SEALING COMPOUNDS WHERE APPROVED FOR USE TO CONFORM TO ASTM STANDARD C309.

GENERALLY ALL CONCRETE SURFACES ARE TO BE SEALED UNLESS NOTED OTHERWISE. COMPOUNDS ARE TO BE COMPATIBLE WITH APPLIED FINISHES.2.15. SHEAR REINFORCMENT AT SLAB CONNECTION AS SHOWN ON DRAWINGS AND DETAILS, SHALL BE STUDRAILS® AS MANUFACTURED BY DECON® . THE COMPLETE AND FINISHED STUDRAILl® SHALL BE ICC ES EVALUATED AND WELDING SHALL TAKE PLACE IN A ICC ES APPROVED AND AUDITED FACILITY. STUDRAILS® SHALL CONFORM TO THE LATEST UPDATE OF ASTM A1044.3. EXECUTION 3.1. MINIMUM COMPRESSIVE STRENGTH FOR CONCRETE @ 28 DAYS SHALL BE AS NOTED ON THE DRAWINGS (20MPa MINIMUM). 3.2. SLUMP AT THE POINT OF DISCHARGE SHALL BE CONSISTENT AT 80 mm ±30mm (3" ±1 1/8") UNLESS NOTED OTHERWISE.GREATER SLUMPS ARE NOT ACCEPTABLE. 3.3. CONCRETE MIXING, TRANSPORTATION, HANDLING AND PLACING SHALL CONFORM TO CSA STANDARD A23.1. 3.4. CONSTRUCTION JOINTS FOR WALLS ARE BASED UPON VERTICAL JOINTS AT A MAXIMUM SPACING OF 10000

mm (30'-0") .UNLESS CONTROL JOINTS ARE PROVIDED AS PER DETAIL 1T-C16. TOTAL LENGTH OF POUR TO BE DISCUSSED WITH ENGINEER PRIOR TO PROCEEDING. 3.5. CONSTRUCTION JOINTS FOR WALLS, SLABS, AND BEAMS NOT SHOWN ON THE DRAWINGS SHALL BE

APPROVED BY THE STRUCTURAL CONSULTANT BEFORE CONSTRUCTION. GENERALLY JOINTS IN SLABS SHALL BE AT RIGHT ANGLES TO THE SPANS, AT MID-SPAN IF POSSIBLE AND BE CLEAR OF SUPPORTS AND

POINT LOADS. 3.6. INSERTS, FRAME-OUTS, SLEEVES, BRACKETS, CONDUITS AND FASTENING DEVICES, SHALL BE INSTALLED AS REQUIRED BY THE DRAWINGS AND SPECIFICATIONS IN A MANNER THAT SHALL NOT IMPAIR THE STRUCTURAL STRENGTH OF THE SYSTEM, BE SO INSTALLED THAT THEY SHALL NOT REQUIRE THE CUTTING, BENDING, OR DISPLACEMENT OF THE REINFORCING OTHER THAN AS SHOWN ON THE TYPICAL DETAILS. 3.7. ELECTRICAL CONDUIT SHALL NOT PASS THROUGH A COLUMN, SHALL NOT BE LARGER IN OUTSIDE DIAMETER

THAN 1/3 SLAB THICKNESS OR WALL OR BEAM IN WHICH IT IS EMBEDDED , SHALL NOT BE SPACED CLOSER THAN 3 DIAMETERS ON CENTRE UNLESS APPROVED AND HAVE A MINIMUM CONCRETE COVER OF 25 mm (1") AND UNLESS SPECIFICALLY PERMITTED OTHERWISE, SHALL NOT RUN HORIZONTALLY IN A CONCRETE WALL.

3.8. OPENINGS AND DRIVEN FASTENERS REQUIRED IN THE CONCRETE AFTER THE CONCRETE IS PLACED SHALL BE APPROVED BY THE STRUCTURAL CONSULTANT BEFORE PROCEEDING. 3.9. FINISHING, REFER TO ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR REQUIRED FINISH TO EXPOSED

CONCRETE. ALL HONEYCOMBING SHALL BE CUT OUT AND FILLED. FLOOR FINISHES SHALL BE AS REQUIRED BY THE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS AND SHALL CONFORM TO CSA STANDARD A23.1 (CLASS A CONVENTIONAL SMOOTH CLASSIFICATION).

3.10. TOLERANCES FOR PLACING STRUCTURAL CONCRETE, REINFORCING STEEL, CAST-IN HARDWARE AND FOR FLOOR AND ROOF FINISHES SHALL BE AS SPECIFIED IN CSA STANDARD A23.1. 3.11. MINIMUM REINFORCING FOR ANY CONCRETE WALL TO BE AS SHOWN ON TYPICAL DETAIL FOR CONCRETE WALLS. 3.12. MINIMUM REINFORCING FOR ANY SUSPENDED SLAB SHALL BE TEMPERATURE BARS BOTTOM EACH WAY PLUS

10M @ 400 (16") DOWELS 600x600 ( 2'-0" x 2'-0") TOP AROUND PERIMETER. REFER TO TYPICAL DETAIL OF ONE WAY SLABS.4. QUALITY CONTROL 4.1. FOR INSPECTION AND TESTING, SEE GENERAL NOTES AND/OR SPECIFICATION.

STRUCTURAL STEEL AND STEEL JOIST NOTES T-A031. GENERAL 1.1. STRUCTURAL STEEL AND JOIST DESIGN DETAILS AND CONNECTIONS SHALL CONFORM TO CSA STANDARD S16 AND

SHALL BE DESIGNED BY A LICENSED PROFESSIONAL ENGINEER EXPERIENCED IN THIS TYPE OF WORK. 1.2. REFER ALSO TO GENERAL NOTES, NOTES UNDER PLANS AND TO THE SPECIFICATION. 1.3. WELDING SHALL CONFORM TO CSA STANDARD W59 AND BE PERFORMED BY A FABRICATOR CERTIFIED TO

CSA W47.1. 1.4. BEAM CONNECTIONS SHALL BE DESIGNED FOR A MINIMUM OF 50% OF THE BEAM SHEAR CAPACITY

UNLESS OTHERWISE NOTED, AND IN NO CASE BE LESS THAN THE LOADS SHOWN ON OR IMPLIED BY THE DRAWINGS.

2. PRODUCTS 2.1. STRUCTURAL STEEL SECTIONS SHALL CONFORM TO CSA-G40.20/G40.21 2.1.1. WW SHAPES, S SHAPES, CHANNELS, ANGLES, PLATES AND RODS: - GRADE 300 W 2.1.2. HSS SECTIONS: - GRADE 350W ( CLASS C U/N ) 2.1.3. W SHAPES: - GRADE 350W 2.2. JOIST CHORDS AND WEBS SHALL CONFORM TO CSA - S16. 2.3. BOLTS, NUTS AND WASHERS FOR CONNECTIONS TO CONFORM TO ASTM A325 UNLESS NOTED. 2.4. ANCHOR RODS, NUTS AND WASHERS FOR BASE PLATES, BEARING PLATES AND WELD PLATES TO CONFORM

TO ASTM A307 UNLESS NOTED. 2.5. SHEAR STUDS WHERE REQUIRED TO CONFORM TO ASTM A108, WELDING TO CONFORM TO CSA W59. 2.6. WELDING MATERIALS TO CONFORM TO CSA W48. 2.7. PRIMER PAINT TO CONFORM TO CAN/CGSB- 1.40 OR CISC/CPMA 1 OR CISC/CPMA 2. 2.8. HOT DIP GALVANIZING WITH A MINIMUM ZINC COATING OF 600g/sq.m

UNLESS OTHERWISE SPECIFIED. 2.9. FORMS FOR CONCRETE SLAB OVER JOISTS: - SEE NOTES UNDER PLANS AND TYPICAL DETAILS. 2.10. BRIDGING AND BRACING FOR JOISTS: - SEE DRAWINGS AND TYPICAL DETAILS.3. EXECUTION 3.1. FABRICATION, HANDLING AND ERECTION TO CONFORM TO CAN/ CSA - S16. 3.2. PROVIDE A MINIMUM OF 2-12 mm (1/2") DIAMETER BY 250 (10") LONG WALL ANCHORS FOR ALL BEAM

AND JOIST WALL PLATES ON MASONRY, OR AN APPROVED EQUAL, UNLESS OTHERWISE NOTED.BEAMS AND JOIST SHOES TO BE WELDED TO BEARING PLATES.

3.3. PROVIDE ADJUSTABLE ANCHORS TO ALL STEEL TO BE BUILT INTO, ABUTTED BY, OR FACED WITH MASONRY (REFER ALSO TO TYPICAL DETAILS IF SHOWN). SPACING OF ANCHORS TO BE: FOR VERTICAL SPACING .............................. 600 ( 24") MAX. CENTRES. FOR HORIZONTAL SPACING ........................ 10 TIMES WALL THICKNESS* (MAX. 2000 (6'-8") CENTRES)

( * NOTE, USE BACK-UP WYTHE THICKNESS ONLY, FOR CAVITY WALLS.) 3.4. WHERE STEEL PROVIDES LATERAL BRACING ONLY TO MASONRY ( I.E. DOES NOT SUPPORT MASONRY)

ANCHORS SHALL PERMIT DIFFERENTIAL VERTICAL MOVEMENT BETWEEN STRUCTURAL MEMBERS AND MASONRY. 3.5. CLEAN, PREPARE SURFACES AND SHOP PRIME STRUCTURAL STEEL AND JOISTS WITH ONE COAT OF

SPECIFIED PRIMER PAINT IN ACCORDANCE WITH CAN/CSA - S16, EXCEPT WHERE MEMBERS ARE TO BEENCASED IN CONCRETE, OR TO RECEIVE SPRAY APPLIED FIRE PROOFING. FIELD " TOUCH-UP" BOLTS, WELDS,BURNED OR SCRAPED SURFACES AFTER ERECTION.

3.6. WHEREVER ITEMS ARE TO BE HUNG FROM JOISTS, SECUREMENT SHALL BE FROM THE TOP CHORDS ATPANEL POINTS UNLESS OTHERWISE PERMITTED.

3.7. PROVIDE ALL NECESSARY TEMPORARY BRACING TO KEEP STRUCTURE SAFE AND PLUMB. BRACING SHOWNON STRUCTURAL DRAWINGS IS PERMANENT FOR FINISHED BUILDING ONLY.

3.8. CO-ORDINATE WITH MECHANICAL AND ELECTRICAL CONSULTANTS AND SUB-TRADES WHOSE WORK MAY EFFECTDETAILING, FABRICATION AND ERECTION OF THE STEEL STRUCTURE.

3.9. TOLERANCES: VARIATION FROM PLUMB AND LEVEL EXTERIOR COLUMNS, COLUMNS AT ELEVATOR SHAFTS, ANDSPANDREL BEAMS INCLUDING ANGLES ....................... 1:1000 MAX. 25 mm (1/8" IN 10'-0" MAX. 1")OTHER PIECES ....................................... 1:500 ( 1/4" IN 10'-0")

3.10. NO HOLES OTHER THAN THOSE SHOWN ON REVIEWED SHOP DRAWINGS SHALL BE MADE IN ANY STEEL MEMBER WITHOUT WRITTEN PERMISSION OF THE STRUCTURAL CONSULTANT.

4. QUALITY CONTROL 4.1. SEE GENERAL NOTES, NOTES UNDER PLANS, AND/OR SPECIFICATION FOR INSPECTION AND TESTING

REQUIREMENTS.

STEEL DECK NOTES 1T-A041. GENERAL 1.1. DESIGN, FABRICATION, HANDLING AND ERECTION SHALL CONFORM TO THE FOLLOWING STANDARDS:-

1.1.a. CSA-S136. 1.1.b. CSSBI 10M ....................STANDARD FOR STEEL ROOF DECK. 1.1.c. CSSBI 12M ....................STANDARD FOR COMPOSITE STEEL DECK. 1.1.d. ASTM A653 ....................SPECIFICATIONS FOR STEEL SHEET, ZINC COATED (GALVANIZED) OR ZINC-IRON

ALLOY COATED (GALVANNEALED) BY THE HOT DIP PROCESS. 1.1.e. WELDING SHALL CONFORM TO CSA STANDARD W59 AND BE PERFORMED BY A FABRICATOR CERTIFIED

TO CSA STANDARD W47.1. 1.2. WHEREVER STRUCTURAL FRAMING PERMITS, STEEL DECK SHALL BE DESIGNED AND FABRICATED TO SPAN

CONTINUOUSLY OVER AT LEAST 4 SUPPORTS ( 3 SPANS). PROVIDE AN ADEQUATE INCREASE IN THICKNESS OF METAL TO COMPENSATE FOR CONTINUITY WHEREVER FEWER SUPPORTS MAY OCCUR. END LAPS TO BE A

MIN. OF 50mm (2") AND BE LOCATED OVER SUPPORTS. 1.3 ROOF DECK SHALL BE FORMED WITH INTEGRAL RIBS IN ORDER TO SAFELY SUPPORT THE LOADS GIVEN ON

THE DRAWINGS OVER THE SPANS REQUIRED. DECK THICKNESS GIVEN ON DRAWINGS IS MINIMUM ALLOWED. 1.3.a. DEFLECTION OF ROOF DECK UNDER LIVE LOAD ONLY SHALL NOT EXCEED 1/240TH OF SPAN. 1.4. FLOOR DECK SHALL BE FORMED WITH INTEGRAL RIBS AND EMBOSSMENTS FOR COMPOSITE ACTION WITH

CONCRETE SLAB IN ORDER TO SAFELY SUPPORT THE LOADS GIVEN ON THE DRAWINGS OVER THE SPANS REQUIRED. IN ADDITION, THE DECK SHALL SAFELY SUPPORT ALL CONSTRUCTION LOADS UNTIL CONCRETE

IS SET. DECK THICKNESS GIVEN ON DRAWINGS IS MINIMUM ALLOWED. 1.4.a. DEFLECTION OF COMPOSITE FLOOR UNDER LIVE LOAD ONLY SHALL NOT EXCEED 1/360TH OF SPAN. 1.5. DESIGN AND DETAIL ON SHOP DRAWINGS CONNECTIONS TO SUPPORTING MEMBERS SO THAT DIAPHRAGM FORCES ARE PROPERLY TRANSMITTED. 1.6. CLEARLY SHOWN ON SHOP DRAWINGS POSITION OF TEMPORARY SHORING FOR FLOOR DECK IF REQUIRED.2. PRODUCTS 2.1. UNLESS OTHERWISE NOTED ROOF DECK AND / OR COMPOSITE DECK SHALL BE FORMED OF METALLIC COATED SHEET STEEL CONFORMING TO ASTM A653/ A653M, STRUCTURAL QUALITY GRADE ' 230' WITH A ZF75 ZINC COATING, (GALVANNEAL). 2.2. UNLESS OTHERWISE NOTED DECK SHALL BE SINGLE FLUTED ELEMENT WITH INTEGRAL RIBS OF DEPTH AND

MIN. BASE NOMINAL THICKNESS (BNT) AS NOTED ON THE DRAWINGS. DECK SHALL HAVE INTERLOCKING SIDE JOINTS BETWEEN PANELS. ( MIN.. BNT. 0.76mm (0.30")). 2.3 COVER PLATES, CELL CLOSURES, FLASHINGS & REINFORCING STIFFENERS FOR UNSUPPORTED EDGES TO BE SUPPLIED OF SIMILAR MATERIAL & ZINC COATING TO THAT FOR DECK, UNLESS NOTED. 2.4. PRIMER PAINT TO BE ZINC RICH, READY MIX TO CAN/ CGSB-1.181 FOR FIELD "TOUCH-UP" OF WELD BURNS AFTER DECK IS INSTALLED. 2.5. UNLESS OTHERWISE SHOWN FOR OPENINGS THROUGH ROOF DECK FROM 150mm TO 450mm (6" TO

18") ACROSS THE FLUTES PROVIDE NOT LESS THAN A 50x50X6 ANGLE (2"x2"x 1/4 L). REINFORCEMENT TO FRAME ACROSS EACH SIDE OF THE OPENING PERPENDICULAR TO THE FLUTES, WELDED TO AT LEAST TWO

FLUTES EACH SIDE OF THE OPENING. 2.6. FOR ROOF OPENINGS OVER 450mm (18") ACROSS THE FLUTES AND FOR AREAS OF CONCENTRATED LOAD,

REINFORCE IN ACCORDANCE WITH STRUCTURAL FRAMING DETAILS SHOWN ON PLANS OR TYPICAL DETAILS.3. EXECUTION 3.1. SUPPLY AND PLACE STEEL PACKING AS REQUIRED TO PRODUCE AN EVEN BEARING PRESSURE AT SUPPORTS. 3.2. UNLESS OTHERWISE NOTED ON DRAWINGS OR SPECIFICATION, PERMANENTLY ATTACH THE STEEL DECK TO

BEARING SURFACES AS FOLLOWS: 3.2.a. THE FIRST, THIRD & FIFTH LOW CORRUGATIONS, 300mm (12") MAX. CENTRES, & EACH SIDE OF EACH SHEET, ARC SPOT WELD WITH 20mm (3/4") NOMINAL TOP DIAMETER;- 3.2.b. SIDE LAPS OF ADJACENT UNITS SHALL BE MECHANICALLY FASTENED @ 600 mm (24") ON CENTRE MAX., OR WELDED USING 25 mm (1") WELDS AT 600 mm (24") MAX. SPACING;- 3.2.c. SIDE CONDITIONS SHALL BE WELDED WITH 20 mm (3/4") WELDS AT 900 mm (36") MAX. SPACINGS. 3.3. WELD STUD SHEAR CONNECTORS THROUGH DECK WHERE REQUIRED BY DRAWINGS. 3.4. "TOUCH-UP" GALVANIZED OR GALVANNEALED SURFACES WITH SPECIFIED PRIMER AT WELDS AND SCRAPES, ETC., BOTH UPPER AND LOWER SURFACES.4. 4.0. QUALITY CONTROL 4.1. AN INDEPENDENT INSPECTION AND TESTING COMPANY IS TO BE ENGAGED TO CARRY OUT AND REPORT ON THE FOLLOWING INSPECTION SERVICES:- 4.1.a. SECTION PROFILE, GAUGE & STEEL GRADE. 4.1.b. ZINC COATING. 4.1.c. WELDED JOINTS. 4.1.d. BEARINGS. 4.1.e. SIDE LAP CONNECTIONS. 4.1.f. TOUCH-UP PRIMER. 4.1.g. FIELD CUTTING AND/OR ALTERATIONS. 4.2. REFER ALSO TO GENERAL NOTES AND SPECIFICATIONS.

LOAD BEARING MASONRY NOTES T-A051. GENERAL 1.1. UNLESS OTHERWISE NOTED OR SHOWN ON THE DRAWINGS, THE FOLLOWING INDICATES THE MINIMUM REQUIREMENTS APPLICABLE TO STRUCTURAL LOAD BEARING MASONRY. 1.2. REFER ALSO TO ARCHITECTURAL DRAWINGS AND / OR THE SPECIFICATION FOR REQUIREMENTS OTHER THAN STRUCTURAL, AND FOR NON-LOAD BEARING WALLS AND PARTITIONS. 1.3. MASONRY CONSTRUCTION TO CONFORM TO CSA STANDARD S304.1.2. PRODUCTS 2.1. CONCRETE BLOCKS TO BE MODULAR UNITS AS SHOWN ON THE ARCHITECTURAL DRAWINGS & /OR SPECIFICATION, AND UNLESS OTHERWISE NOTED SHALL BE: - 2.1.1. FOR BELOW GRADE AND EXTERIOR EXPOSED WALLS USE NORMAL WEIGHT LOAD BEARING UNITS: - STANDARD HOLLOW : .......TYPE H / 15 / A / M.

75% SOLID : .......TYPE S / 15 / A / M. 100% SOLID : .......TYPE S / 15 / A / M.

2.1.2. FOR INTERIOR ABOVE GRADE WALLS USE EITHER ; - 2.1.2.1. LIGHTWEIGHT LOAD BEARING BLOCKS: - STANDARD HOLLOW : ......TYPE H / 15 / C / M.

75% & 100% SOLID : ......TYPE S / 15 / C / M. 2.1.2.2. ULTRA LIGHT (OR EQUIVELANT) BLOCKS: -STANDARD HOLLOW : .......TYPE H / 15 / D / M.

(REFER TO ARCHITECTURAL DRAWINGS AND SCHEDULES FOR LOCATIONS AND TYPES). 2.2. CLAY BRICKS: - TO CONFORM TO ONE OR MORE OF CSA STANDARDS A82.(SERIES)

SEE ARCHITECTURAL DRAWINGS AND / OR SPECIFICATIONS FOR TYPES AND STYLES OF BRICKS REQUIRED. UNLESSOTHERWISE NOTED, THE MINIMUM COMPRESSIVE STRENGTH ( BRICK FLATWISE) GROSS AREA

SHALL BE 20 MPa. 2.3. MORTAR: - TO CONFORM TO CSA A179

FOR LAYING ALL LOAD BEARING CONCRETE BLOCKS .........USE TYPE "S" MORTAR UNLESS NOTED. FOR LAYING ALL CLAY BRICKS ................................................ USE TYPE "N" MORTAR UNLESS NOTED.

2.4. MASONRY GROUT: - TO CONFORM TO CSA A179. THE SLUMP SHALL BE 200mm TO 250mm (8"TO10") AND THE MINIMUM 28 DAY COMPRESSIVE STRENGTH FOR "FINE" GROUT SHALL BE 10MPa. 2.5. MASONRY CONNECTORS:- ( ANCHORS, FASTENERS AND TIES ) SHALL CONFORM TO CSA A370, AND BE INSTALLED TO COMPLY WITH CSA A371.

SPACING, STRENGTH AND GALVANIZING OF STRIP TIES, DOVETAIL ANCHORS, BAR ANCHORS, ROD ANCHORS, STRAP ANCHORS, WALL AND PARTITION ANCHORS SHALL COMPLY WITH CSA A370.

2.6. HORIZONTAL JOINT REINFORCEMENT FOR ALL MASONRY WALLS: THE FOLLOWING ARE MINIMUM REQUIREMENTS :- 2.6.1. CONFORM TO CSA STANDARDS A370 AND A371. 2.6.2. REINFORCEMENT SHALL BE AN APPROVED CONTINUOUS "LADDER" TYPE, PREFABRICATED WITH 3.66mm DIAMETER (9 GAUGE) LONGITUDINAL AND CROSS WIRES. 2.6.3. SPACING:- PROVIDE REINFORCING IN THE TOP COURSE IMMEDIATELY BELOW FLOOR & ROOF BEARING

LEVELS AND THE FIRST TWO COURSES ABOVE AND BELOW EVERY WALL OPENING.THE REINFORCING SHALL EXTEND 600mm (24") BEYOND SUCH OPENINGS. FOR THE REMAINDER OF WALLS, THE VERTICAL

SPACING SHALL NOT EXCEED 400mm (16"). 2.6.4. OVERLAP SPLICES:- SHALL BE A MIN. OF 150mm (6") FOR KNURLED WIRE AND 300mm (12") FOR

PLAIN WIRE. LAPS SHALL BE STAGGERED A MINIMUM OF 750mm (30") FROM COURSE TO COURSE. REINFORCING SHALL NOT PASS THROUGH A VERTICAL CONTROL JOINT UNLESS OTHERWISE SHOWN.

2.6.5. CORROSION RESISTANCE:- JOINT REINFORCING FOR ALL WALLS IN CONTACT WITH SOIL, EXTERIOR WALLS AND WALLS IN A MOIST ENVIRONMENT SHALL BE HOT DIPPED GALVANIZED AFTER FABRICATION TO

ASTM A153,458 gm/sq.meter (1.5 oz. / sq. foot). 2.6.6. COMPOSITE & CAVITY WALLS:- WHERE COURSING OF WYTHES DO NOT ALIGN OF WHERE IT IS DESIRABLE

AND PERMITTED TO BUILD ONE WYTHE BEFORE THE OTHER, REINFORCING SHALL BE AN APPROVED ADJUSTABLE TYPE WITH A BOX OR EYE SECTION WHICH EXTENDS INTO THE COLLAR JOINT OR CAVITY AND RESTRAINS THE TRANSVERSE MOVEMENT OF THE TWO WYTHES. FOR CAVITY WALLS WITH RIGID

INSULATION, EXTENSION SHALL BE DESIGNED TO HOLD THE INSULATION IN PLACE BY USE OF PLASTIC WEDGES OR APPROVED EQUAL. GALVANIZED HOOK STYLE "BOX TIES" OR "PIN-TIES" SHALL EXTEND INTO THE FACE WYTHE TO

COMPLETE THE ASSEMBLY. 2.6.7. PROVIDE ALL PREFABRICATED CORNER AND TEE SECTIONS. 2.7. COMPOSITE WALLS:- SHALL HAVE THE VERTICAL COLLAR JOINTS BETWEEN WYTHES COMPLETELY FILLED WITH MORTAR OR GROUT. 2.8. BOND BEAMS:- MADE FROM LINTEL BLOCKS, OR HALF WEB BLOCKS, WHERE SHOWN ON STRUCTURAL DRAWING SHALL CONFORM TO CSA A371. 2.9. GROUTING:- BY FILLING VOIDS OF HOLLOW UNITS AND REINFORCED HOLLOW UNITS SHALL CONFORM TO CSA A179 (MORTAR IS NOT ACCEPTABLE). 2.10. EXPANSION AND CONTROL JOINTS :- SHALL BE PROVIDED. SEE ARCHITECTURAL DRAWINGS AND/ OR SPECIFICATION

FOR DETAILS.3. EXECUTION 3.1. BEARING ON MASONRY:- 3.1.1. MINIMUM BEARING ON MASONRY UNLESS OTHERWISE NOTED:-

BEAMS (STEEL, CONC., WOOD)......................200mm (8") NOMINAL LINTELS (STEEL, CONC., WOOD) ...................150mm (6") NOMINAL

JOISTS (STEEL, WOOD) ...................................100mm (4") NOMINAL SLABS (CAST-IN-PLACE, PRECAST) .............100mm (4") NOMINAL STEEL DECKING (ON WELD PLATE) ............. 100mm (4") NOMINAL 3.1.2. MASONRY BEARINGS SHALL BE OF SOLID BLOCKS (OR GROUTED SOLID) OR BRICKS LAID IN MORTAR. ALL JOINTS ARE TO BE FULLY FILLED WITH TYPE 'S' MORTAR. 3.1.3. MIN. SIZE OF SOLID BEARINGS AT BEAMS AND LINTELS UNLESS NOTED SHALL BE EQUAL TO TWICE

THE BEARING / WALL PLATE (WP) LENGTH AND FOR A DEPTH EQUAL TO THE BEARING / WALL PLATE (WP) LENGTH, AND IN NO CASE LESS THAN 400 LONG x 200 DEEP (16" x 8"), SYMMETRICAL UNDER BEARING POINT.

3.1.4. PROVIDE A MINIMUM OF ONE CONTINUOUS COURSE 200mm (8") OF SOLID OR GROUTED VOID BLOCKS OR BRICKS LAID IN MORTAR AT THE TOP COURSE IMMEDIATELY BELOW ALL FLOOR AND ROOF BEARING LEVELS.

3.2. TOLERANCES:- UNLESS OTHERWISE NOTED ON THE ARCHITECTURAL DRAWINGS AND / OR SPECIFICATION, SHALL CONFORM TO CSA A371. 3.3. COLD WEATHER CONSTRUCTION:- REQUIREMENTS AND PROTECTION SHALL CONFORM TO CSA A371

AND UNDER NO CIRCUMSTANCES SHALL MASONRY CONSTRUCTION BE PERMITTED WHEN THE AIR TEMPERATURE FALLS BELOW -12°C.4. QUALITY CONTROL 4.1. WHEN REQUESTED SAMPLING AND TESTING SHALL CONFORM TO CSA STANDARDS S304.1 AND ASTM C140. REFER ALSO TO GENERAL NOTES.

LINTEL NOTES T-A06UNLESS OTHERWISE SHOWN OR NOTED ON THE STRUCTURAL DRAWINGS, PROVIDE LINTELS OVER ALL OPENINGSIN MASONRY WALLS, AS FOLLOWS:-1. FOR OPENINGS UP TO 1200 mm (4'-0") CLEAR; 1.1. ONE ANGLE 90 x 90 x 6 ( 3 1/2" x 3 1/2" x 1/4") FOR EACH 100mm (4") OF WALL THICKNESS OR PORTION

THEREOF. OR

1.2. 200mm (8") DEEP MASONRY LINTEL BLOCK REINFORCED WITH 1-10M BOTTOM FOR EACH 100mm (4") OF WALL THICKNESS OR PORTION THEREOF.2. FOR OPENINGS FROM 1200mm (4'-0") CLEAR TO 1800mm (6'-0") CLEAR; 2.1. ONE ANGLE 125 x 90 x 8 LONG LEG VERTICAL ( 5"x 3 1/2" x 5/16") FOR EACH 100mm (4") OF WALL THICKNESS OR PORTION THEREOF.

OR 2.2. 200mm (8") DEEP MASONRY LINTEL BLOCK REINFORCED WITH 1-15M BOTTOM FOR EACH 100mm (4") OF WALL THICKNESS OR PORTION THEREOF.3. ALL LINTELS TO BEAR 150mm (6") MINIMUM AT EACH END ON SOLID MASONRY, UNLESS SHOWN OTHERWISE.4. PAIRS OF LINTEL ANGLES ARE TO BE BOLTED OR WELDED TOGETHER, PRIOR TO SHIPMENT, AT MAXIMUM 450mm

(18") CENTRES.5. MASONRY LINTEL BLOCKS MAY ONLY BE USED IN LOAD-BEARING WALLS WITH PERMISSION AND MUST BE FILLED

WITH 20 MPa CONCRETE. MORTAR IS NOT ACCEPTABLE AND WILL BE REJECTED.6. STEEL LINTELS ARE TO BE SUPPLIED BY STEEL CONTRACTOR BUT PLACED BY GENERAL CONTRACTOR OR

MASONRY SUB- CONTRACTOR.7. STEEL CONTRACTOR TO SUPPLY ALL NECESSARY DIRECTIONS REQUIRED FOR PLACING STEEL LINTELS.8. WHILE EVERY EFFORT HAS BEEN MADE TO SHOW ON THE STRUCTURAL DRAWINGS EACH AND EVERY LINTEL OVER

DOORS, MECHANICAL AND ELECTRICAL SERVICES, RECESSES AND POCKETS ETC., THROUGH LOAD-BEARINGMASONRY WALLS, IT IS THE GENERAL CONTRACTOR'S RESPONSIBILITY TO CO-ORDINATE AND SUPPLY ALL LINTELSREQUIRED THROUGH ALL WALLS (INCLUDING NON-LOAD BEARING WALLS) THROUGHOUT THE PROJECT. UNLESSOTHERWISE DIRECTED, LINTELS SHALL CONFORM TO THE ABOVE REQUIREMENTS.

9. REFER ALSO TO TYPICAL DETAILS.

ARCHITECTURAL QUALITY CONCRETE T-A121. CONCRETE SURFACES DESIGNATED AS "ARCHITECTURAL QUALITY CONCRETE" SHALL MEET THE FOLLOWING

STANDARDS WHEN STRIPPED, WITHOUT FURTHER FINISHING WORK OTHER THAN THE TREATMENT OF TIE-HOLES AND CLEAN-UP.1.1. PRE-CONSTRUCTION MEETING. REFER TO SPECIFICATION FOR REQUIREMENTS.1.2. PROVIDE A DENSE EVEN CONCRETE FREE OF DEFECTS SUCH AS COLOUR CHANGE, HONEYCOMBING,

VOIDS, LOSS OF FINES, FLOW LINES, COLD JOINT LINES OR OTHER SIMILAR DEFECTS.1.3. PROVIDE CONCRETE SURFACES WITH TRUE ACCURATE DEFINITION AT CORNERS AND THE LIKE, FREE

OF CHIPPED OR SPALLED AREAS AND WITHIN THE SPECIFIED DIMENSIONAL TOLERANCES.2. FORMS2.1. PROVIDE NEW RESIN COATED FORMWORK SO THAT THE FINISHED EXPOSED SURFACES OF THE CONCRETE

ARE SMOOTH WITH NO "GRAIN MARKING" VISIBLE.2.2. FORMS SHALL NOT BE RE-USED FOR "ARCHITECTURAL QUALITY CONCRETE" IF THERE IS ANY EVIDENCE OF

SURFACE WEAR AND TEAR OR DEFECTS THAT WOULD IMPAIR THE QUALITY OF THE SURFACE.2.3. USE APPROVED CONE TYPE FORM TIES, SPACED AS REQUIRED BY THE ARCHITECT.2.4. ALIGN VERTICAL AND HORIZONTAL FORM PANEL JOINTS.2.5. SEAL JOINTS ON EXTERIOR SIDE BETWEEN FORM PANELS WITH AN APPROVED JOINT SEAL.2.6. SECURELY FASTEN 25x50 (1"x2") WOOD BATTENS OVER EACH JOINT SEAL.3. PATCHING3.1. PATCHING, UNLESS REQUIRED TO ONLY AN INSIGNIFICANT EXTENT WILL NOT BE PERMITTED TO REPAIR

DEFECTS.3.2. WHERE PATCHING IS PERMITTED TO BE ACCEPTABLE, IT MUST ACCURATELY MATCH THE COLOUR AND

TEXTURE OF THE SURROUNDING CONCRETE.3.3. THE JUDGMENT AS TO WHAT CONSTITUTES "INSIGNIFICANT DEFECTS" WHICH MAY BE PATCHED AND THE

ACCEPTANCE OF PATCHES SHALL BE MADE SOLELY BY THE ARCHITECT.3.4. UNDER NO CIRCUMSTANCES SHALL PATCHES OR REPAIRS TO ANY "ARCHITECTURAL QUALITY CONCRETE" BE

UNDERTAKEN WITHOUT THE ARCHITECT'S WRITTEN CONSENT.3.5. CONCRETE SURFACES WHICH ARE PATCHED WITHOUT THE ARCHITECT'S CONSENT WILL BE CLASSIFIED AS

DEFECTIVE WORK AND THE ARCHITECT MAY REQUIRE REMOVAL AND REPLACEMENT.

STANDARD ABBREVIATIONS T-A11A. BOLT(A.B.) -Anchor BoltADJ -AdjustableAIFB -AsphaltImpregnated

Fibre BoardALT -AlternatelyARCH -ArchitecturalASL -Accumulated Snow

Loading

B (BOT) -BottomBEW -Bottom Each WayBLDG -BuildingBLL -Bottom Lower LayerBM -BeamBML -Bottom MiddleLayerBNT -Base Nominal

ThicknessBP -BaseplateBSMT -BasementBUL -Bottom Upper Layer

C -Standard ChannelCA -Column AboveCANT -CantileverC/C (o/c) -Centre to CentreCJ -Control JointCL -CentrelineCOL -ColumnCOMP -CompressibleCONC -ConcreteCONST -ConstructionCONST JT -Construction JointCONT -Continuous

D.FIR -Douglas FirDIAG -DiagonalØ (DIA) -DiameterDIM -DimensionDJ -Double JoistDL -Dead LoadDO -DittoDWG -DrawingDWL -DowelDT -Double Tee

E-W -East-WestEA -EachEE -Each EndEF -Each FaceELECT -ElectricalELEV -ElevationEQ -EqualEW -Each WayEXIST -ExistingEXP. JT. -Expansion JointEXT -Exterior

FDN -FoundationFF -Far FaceFIN -FinishedFL -FloorFMC -Full Moment

Connection

FTG -Footing

GA -GaugeGALV -Galvanized

H (HOR) -HorizontalHEF -Horizontal Each

FaceHIF -Horizontal Inside

FaceHOF -Horizontal Outside

FaceHSS -Hollow Structural

Section

INT -InteriorINV -Invert

JT -Joint

kg -KilogramkN.m -Kilo Newton MetreskN/m² -Kilo Newton per

Square MetrekN/m -Kilo Newton per

MetrekPa -Kilo Pascals

L -AngleLB. -PoundsLG -LongLL -Live LoadLLH -Long Leg HorizontalLLV -Long Leg VerticalLSSJ -Long Span Steel

JoistsLVL -Laminated Veneer

Lumber

m -MetreMAX -MaximumMECH -MechanicalMEZZ -MezzanineMIN -MinimumMISC -MiscellaneousML -Middle LayerMLL -Middle Lower Layermm -MillimetreMOM, (M) -MomentMPa -Mega PascalsMUL -Middle Upper Layer

N-S -North-SouthNF -Near FaceNo.(#) -NumberNTS -Not to Scale

OWSJ -Open Web Steel Joist

PC -PrecastPL -PlatePLF -Pounds per Lineal

Foot

PREL -PreliminaryPROJ -ProjectionPSF -Pounds per Square

FootPSI -Pounds per Square

InchPSL -Parallel Strand

LumberPT -Pressure Treated

R -ReactionRAD -RadiusREF -ReferenceREINF -ReinforcingREQ'D -RequiredREV -Revision/Revised

S -Standard BeamSDF -Step Down FootingSDL -Superimposed

Dead LoadSECT -SectionS.P.F. -Spruce/Pine/FirSPEC -SpecificationsSQ -SquareSTD -StandardSTR -StraightSTRUCT -Structural

T -TopTEMP -TemperatureTJ -Tie JoistTLL -Top Lower LayerTML -Top Middle LayerTOD, T/D -Top of DeckTOS, T/S -Top of SlabTSF -Tons per Square

FootTUL -Top Upper LayerTYP -Typical

U/N -Unless NotedU.N.O. -Unless Noted

OtherwiseU/S -Underside

V (VERT) -VerticalVEF -Vertical Each FaceVIF -Vertical Inside FaceVOF -Vertical Outside

Face

W -Wide Flange BeamWP -Wall PlateWWF -Welded Wide

Flange Beam

H.A. McCALLUMLICE

NSE



D




CHECKED BY :

ISSUE OR REVISION



DRAWN BY:

SCALE :

DATE :

DESIGNED BY:

PROJECT No. :

DWG STATUS :


PR

OJE

CT

:

DWG TITLE :

PROFESSIONAL SEAL :

21/1

0/20

13 1

1:52

:02

AM

1 : 1

2

2011083

CIT

Y O

F T

OR

ON

TO

FIR

E S

TA

TIO

N

AE

S6-01

AM

JG

Issue Date

PROGRESS

GENERAL NOTES

325

CH

AP

LIN

CR

ES

CE

NT

Tor

onto

, ON



61 of 69

CONCRETE ONE-WAY SLABS T-C01

TYPICAL SECTIONS1. USE DEFORMED BARS CONFORMING TO CSA G30.12-M GRADE 4002. AT NON-CONTINUOUS ENDS, ALL TOP BARS SHALL TERMINATE WITH A 90° OR 180° HOOK. REFER TO ACI STANDARD

315 AND RSIC "MANUAL OF STANDARD PRACTICE" FOR STANDARD HOOKS3. UNLESS OTHWISE SHOWN, PROVIDE TEMPERATURE BARS, AS SHOWN BELOW, IN ALL SLABS. WHERE REQUIRED,

LAPS ARE TO BE STAGGERED CLASS "A" BASIC TENSION LAP SPLICES. (REFER TO RSIC MANUAL)4. PROVIDE ALL REQUIED CHAIRS, BOLSTERS, SUPPORTS, AND SPACER BARS. REFER TO ACI 315 AND RSIC MANUAL.5. TOLERANCE FOR PLACING REINFORCEMENT SHALL CONFORM WITH CSA CAN3-A23.1-M.6. DETAILS AS SHOWN SHALL BE USED FOR ALL "ONE-WAY SLABS" UNLESS OTHERWISE SHOWN ON STRUCTURAL

DRAWINGS. NO DEVIATIONS PERMITTED WITHOUT WRITTEN AUTHORIZATION.

TEMPERATURE BARS METRIC (unless noted otherwise on structural drawings)

TEMPERATURE BARS IMPERIAL (unless noted otherwise on structural drawings)

(t) mm

(t) inches

TEMP. BARS

TEMP. BARS

100

4"

10M@460

10M@18"

120

10M@420

140

10M@360

150

10M@340

160

10M@300

180

10M@280

200

15M@500

220

15M@450

240

15M@420

250

15M@400

260

15M@380

280

15M@360

300

15M@320

5"

10M@16"

6"

10M@13"

6½"

10M@12"

7"

10M@11"

7½"

10M@10"

8"

15M@20"

8½"

15M@18"

9"

15M@17"

9½"

15M@16"

10"

15M@15"

10½"

15M@14"

11"

15M@14"

11½"

15M@13"

12"

15M@12"

0.25 L1 0.25L & 0.3L ALT 0.25L & 0.3L ALT

L1

0.125L 0.125L

L2

EXTEND ALL BARS INTOSUPPORT AT ENDAND SINGLE SPANS(100mm (4") MIN.)

DOWELS IN SAMEPLANE AS TOPBARS (WHEREREQUIRED)

ALTERNATE BOTTOMBARS TERMINATE(UNLESS NOTED)

TEMPERATUREBARS

NOTE:L IS THE GREATER OF L1 OR L2

(t)SLAB

THIC

KNES

S

25mm (1") INTERIOR & 50mm (2") EXTERIOR

STANDARD HOOK,TILT FROM VERT.IF NECESSARY TOMAINTAIN 25mm (1")COVER

25mm (1") COVER,UNLESS NOTED

ANCHORAGE:20mmØ (3/4") WELDED STUDS OR30x5x300 (1-1/4"x3/16"x12") WELDED STRAPS@ 600mm (2'-0") o/c

ANCHORAGE:20mmØ (3/4") WELDED STUDS OR30x5x300 (1-1/4"x3/16"x12") WELDED STRAPS@ 600mm (2'-0") o/c ALT.

.

.

* 150 (6") MIN.

**

FLAT SLAB WITH DROP PANELS T-C02A

TYPICAL PLACEMENT DIAGRAM

1. ALL REINFORCING "CUT-OFFS" SHALL CONFORM WITH CSA A23.3 UNLESS OTHERWISE SHOWN ON THE DRAWINGS.2. PROVIDE TO ENGINEER'S APPROVAL ALL REQUIRED CHAIRS, BOLSTERS, SUPPORT AND SPACER BARS. CONFORM WITH RSIC

"REINFORCING STEEL MANUAL OF STANDARD PRACTICE" AND ACI 315 MANUALS. PROVIDE CONTINUOUS CHAIRS FORBOTH TOP AND BOTTOM BARS UNLESS APPROVED OTHERWISE. WHERE UNDERSIDE OF SLAB IS EXPOSED, USE PLASTIC TIPPED,PLASTIC, OR PRECAST CONCRETE CHAIRS TO ENGINEER'S APPROVAL.

3. AT SLAB EDGES AND AT OPENINGS CARRY ALL TOP BARS TO 50mm (2") FROM SLAB EDGE AND PROVIDE STANDARD HOOKS.4. UNLESS SHOWN ON STRUCTURAL DRAWINGS, THERE SHALL BE NO OPENINGS THROUGH THE SLAB WITHIN TWICE THE

SLAB THICKNESS FROM THE FACE OF A COLUMN.5. REFER TO TYPICAL DETAIL T-C08 FOR TRIMMING BARS AT OPENINGS THROUGH SLABS.6. TOLERANCES FOR PLACING REINFORCEMENT SHALL CONFORM WITH CSA A23.3 (LATEST EDITION).7. REFER TO TYPICAL DETAILS T-C11 AND T-C13 AND PLANS FOR ADDED INTEGRITY BARS.8. REFER TO PLANS AND SPECS. FOR NOTES AND DETAILS FOR PARKING STRUCTURES.9. REFER TO DETAIL T-C02C FOR PLACEMENT OF CONCENTRATED STEEL OVER COLUMNS.

COL. STRIP MIDDLE STRIP COL. STRIP MIDDLE STRIP COL. STRIP

TOP B

ARS

TOP B

ARS

TOP B

ARS

TOP B

ARS

TOP B

ARS

TOP B

ARS

TOP B

ARS

TOP B

ARS

TOP B

ARS

TOP B

ARS

TOP BARS

TOP BARS

TOP BARS

TOP BARS

TOP BARS

TOP BARS

TOP BARS TOP BARS TOP BARS

BOTT

OM BA

RS

BOTT

OM BA

RS

BOTT

OM BA

RS

BOTT

OM BA

RS

BOTT

OM BA

RS

BOTTOM BARS

BOTTOM BARS

BOTTOM BARS

BOTTOM BARS

BOTTOM BARS

BOTTOM BARS

2815

BAND

LINES

(AS NO

TED O

NPL

AN TY

P.)CO

L.CO

L.

COL.COL. COL.

ARROWS INDICATEDIRECTION OF BARS(TYP.)

DROP PANELSFOR SIZE ANDDEPTH,SEE PLAN

COL.

STRIP

MIDD

LE ST

RIPCO

LUMN

STRIP

27 36 36

BANDLINES.(AS NOTED ON PLAN, TYP.)

SEE DWGS FOR LAYERSOF REINFORCING

MIN.2 " (50mm)

MIN.6 " (150mm)

*

ALT. BOTT.BARS

STANDARD HOOK.TILT FROM VERT IF NECESSARYTO MAINTAIN SPECIFIED COVER

L1 L2

6

* **

6

3 " (75mm)22

6

10

3 " (75mm)22

TYPICAL SECTION THROUGH COLUMN STRIP

0.125L

ALT BARSNOT INDROPS

0.125LALT BARSNOT INDROPS

24 BAR Ø OR 300mm (12") MIN.ALT BARS IN DROPS

COLUMNDROP PANEL

MIN. 30 BAR ØTYP.

0.125L MAX.FOR BARS IN DROP

Ln IS THE GREATEROF L1 OR L2

= 0.33Ln & 0.20Ln ALTERNATING

TYPICAL SECTION THROUGH MIDDLE STRIP2 " (50mm)

6 " (150mm) ALT. BOTT. BARS

^ ^ ^ ^^ = 0.22Ln

25mm (1") COVER ALLBARS U/N (TYP.)

0.15L ALT. BARS 0.15L ALT. BARS

6 " (150mm)

L1 L2

*

ALL ALT.BARS

L1 L2

ALT. BOTTOM BARS (EQ. LENGTH)

TYPICAL DETAIL OF CONCRETE COLUMN T-C04

TYPICAL TIE ARRANGEMENTS

1. TIE SPACING SHALL NOT EXCEED THE LEAST OF (I) 16 DIAMETERS (II) 48 TIE DIAMETERS (III) THE LEAST COLUMN DIMENSION,OR (IV) THE SPACING GIVEN ON THE COLUMN SCHEDULE. (FOR COLUMN COMPRESSIVE STRENGTH NOT GREATER THAN 50MPa,OTHERWISE 75% SPACING)

2. TIES SHALL BE SO ARRANGED THAT CORNER AND ALTERNATE LONGITUDINAL BARS SHALL HAVE LATERAL SUPPORT PROVIDED BY THECORNER OF A TIE HAVING AN INCLUDED ANGLE OF NOT MORE THAN 135 DEGREES. NO BAR SHALL BE MORE THAN 150mm (6") FROM ALATERALLY SUPPORTED BAR.

3. PLAIN BARS SHALL ONLY BE USED WITH PERMISSION FROM THE ENGINEER AND ACCORDING TO HIS SPECIAL ISTRUCTIONS.4. LAPPED SPLICES MAY BE REPLACED BY WELDING OR MECHANICAL DEVICES WITH APPROVAL FROM ENGINEER.5. DOWELS FROM FOOTING OR CAP TO COLUMNS TO PROJECT EQUALLY ABOVE AND BELOW THE CONSTRUCTION JOINT UNLESS

OTHERWISE SHOWN ON THE DRAWINGS. NUMBER AND SIZE OF DOWELS TO MATCH COLUMN VERTICALS UNLESS OTHERWISENOTED ON DRAWINGS.

6. REINFORCING TO BE DETAILED, BENT, PLACED AND SUPPORTED IN ACCORDANCE WITH THE MANUAL FOR DETAILING REINFORCEDCONCRETE STRUCTURES AC1-315 (LATEST EDITION).

450mm(1'-6") MIN.24 BAR DIA. COL. CL

.75

mm(3"

)

CL.

50mm

(2")

BOTTOMSTEEL

S/2

COLUMN CAPITALIF REQUIRED(SEE STRUCT. DWGS)BENDING MOMENT DWLSFROM COLUMN INTOSLAB OR BEAM.(SEE STRUCT. DWGS AND/OR TYPICAL DETAIL T-C22)

TENS

ION L

AP11

DROP PANELIF REQ'D(SEE STRUCT.DWGS ANDFLAT SLABTYP. DETAIL)

36 BAR DIA.

MIN. LAP FOR TIE

ALT. TIE EXPOSED40mm(1-1/2")COVER OVER TIES TYP.

COL.

3

IF GREATER THAN 75mm (3")USEA DOWEL SPLICE FROM LOWERCOLUMN. DOWEL SIZE ANDSPACING TO MATCH UPPERVERTICAL

FOUNDATION WITH CAP

FOOT

INGCA

P

FOR CAP AND FTG.SIZE AND DEPTHSEE STRUCT. DWGSAND GEN. NOTES

DOWELS FROM CAPTO COL.SEE DWGSAND NOTE BELOW

COL., CAP AND FTG. 75mm (3") CL.

75mm

(3") C

L.

MIN. 4-15M DWLS x600mm (2'-0") LONG

3

SEE STRUCTURALDRAWINGS

S/2 11

MIN. COMPRESSIONLAP LENGTH

TIES = 30 x BAR DIA. 300 (12") MIN.

DOUBLE TIES AT BOTTOMOF INCLINED PORTION(2-10M <600mm COLS.)(2-15M >600mm COLS.)

SLOPE OF INCLINED PORTIONSHALL NOT EXCEED 1 IN 6

3

75mm(3") FOR BARS NOT CARRIED UP FOR SPLICING

S/2

LENG

THMI

N. LA

P

PROVIDE 2-10M TIESWITHIN SLAB ATPERIMETER COLUMNS

LENG

TH*

MIN.

LAP

FOUNDATION WITH NO CAP

COL. & FTG.

75mm

(3") C

L.

75mm (3") CL.REINF. SEE STRUCT. DWGS

6

S/2

DOWELS FROMFOOTING TO COL.SEE DWGS ANDNOTE BELOW

15

MIN. COMPRESSIONLAP LENGTH

3

THE CLEAR DISTANCE BETWEENVERTICAL BARS SHALL NOT BE LESS THANGREATER OF:(I) 30mm (1-1/4")(II) 1.4 x VERTICAL BAR DIAMETER(III) 1.4 x MAXIMUM SIZE OF COARSE AGGREGATETHESE CLEAR DISTANCES ALSO APPLY TOTHE CLEAR DISTANCES BETWEEN A CONTACTSPLICE AND ADJACENT SPLICES OR BARS.

ELEVATION OF BEAM - COLUMNINTERSECTION

S/2S/2

SLAB BEYONDAND BEHIND

CONTINUE COLUMN TIESWITHIN BEAM ATCOLUMNS NOTRESTRAINED ON FOURSIDES BY EQUAL DEPTHBEAMS

NOT EXPOSED30mm(1-1/4")

** *

*

CONCRETE WALLS T-C05

CONSTRUCTIONJOINT IFSEPARATE POUR

DOWELS TO MATCHVERTICALS U/N

15M DOWELS TO MATCH VERT. BAR SPACING U/NHOOK ALT. WAYS WHEN SLAB BOTH SIDES

600 (2'-0")

SLOPE AWAYFROM BUILDINGFINISHED GRADE

CLEAR COVERINTERIOR FACES U/N

INTERMEDIATESLAB

±600 (2'-0") RELATIVELYIMPERMEABLE MATERIAL ORCLAYEY TOPSOIL MATERIAL.

SELECTED FILL

FOR WATERSTOPSEE 1T-C16

DOWELS AS NOTED ABOVE IFREQ'D BY STRUCTURAL DRAWINGS.

TO SUIT INSTALLATION BUT

COMPACTED FREEDRAININGGRANULAR FILL

DOWELS TO MATCHVERT. U/N

150 (6") MIN. PEA GRAVELOR CRUSHED STONE

TILE DRAIN BELOWSLAB LEVEL

SLAB-ON-GRADE

FOOTING REINFORCINGWHERE REQUIRED

tVERT.HORIZ.

150 20010@44010@320CL

6"

LC

HORIZ.VERT.

tCLLC10@12

10@17

10@46010@460

10@1810@18

10@40010@460

10@1510@18

10@32010@440

10@1210@17

10@1110@14

10@28010@380EF

EF

EFEF

EF

EF

EF

EF

EF8" 10" 12" 14"

EFEF

EF

EF

EF

EF

EF250 300 350

MINIMUM REINFORCEMENT FOR CONCRETE WALLSTO BE AS FOLLOWS UNLESS NOTED

BARS TO MATCHHORIZONTAL

DOWELS TO MATCHHORIZ. WHERESEPARATE POUR.

CAP REINFORCINGSEE STRUCTURALDRAWINGS.

COMPRESSION LAP SPLICE MIN. 300 (12") U/NTENSION SPLICESTANDARD HOOK MIN. 150 (6") U/N.

1. LAP HORZ. WALL REINF. WITH BASIC TENSION SPLICE PROVIDE A MIN. OF 2-15M BARS IN ALL HEADS,SILLS,AND JAMBS OF OPENINGS

2. THROUGH CONCRETE WALLS, SUCH BARS TO EXTEND AMIN. OF 600 (2'-0") BEYOND EDGE OF OPENING.

3. WALLS AND FOOTINGS ARE DESIGNED ASSUMING BOTH FACES ARE FORMED.IF WALL AND/OR FOOTINGS ARE TO BE PLACED DIRECTLY AGAINST SOIL(I.E:-NO FORM USED), PERMISSION AND INSTRUCTIONS MUST BE OBTAINEDFROM THE STRUCTURAL CONSULTANT.

TYPICAL FOUNDATION WALL

TYPICAL SHEAR WALL FOUNDATION

PLAN AT INTERSECTING WALLS

ALTETNATIVEPLANS AT CORNERS

75(3"

)

25(1")

***

*

300(12")MIN.

t

** **

**

. .

*

t

*

CAP W

HERE

REQ

FOOT

ING

75(3"

)

75(3")

75(3"

)

75(3")

.

CLEAR COVER FOR BARS EXPOSEDTO SOIL OR WEATHER U/N.40 (1 1/2") FOR 10M AND15M50 (2") FOR 20M AND LARGER.

.

***

MINIMUM UNLESSNOTED

******

PLACEMENT OF TOP STEEL OVER COLUMNS INFLAT SLABS

T-C02C

COL.

10-20T +8-15T

12-2

0T +

10-1

5T

AT DROPS hs - SLAB THICKNESS + DROP

1. THE DIMENSION 1.5HS IS TO BE FROM THE FACE OF THE COLUMN OR EDGE OF THE CAPITAL WHEN PRESENT.2. REFER TO TYPICAL DETAILS T-C02A, T-C02B, AND T-C02C

10-20T +8-15T

12-2

0T +

10-1

5T

COLUMN STRIP MIDDLE STRIP COLUMN STRIP

COLU

MN ST

RIP

12-20B

DROP PANEL

BANDLINES

CONCENTRATED STEELDISTRIBUTED STEELPLACE 1/2 EA. SIDE

COLUMN STRIP STEEL AS NOTED ON PLAN

COL.

COLUMN STRIP MIDDLE STRIP COLUMN STRIP

COLU

MN ST

RIP

12-20B

BANDLINES

COLUMN STRIP STEEL AS NOTED ON PLAN

4-15T DISTRIBUTED STEEL10-20T CONCENTRATED STEEL

4-15T DISTRIBUTED STEEL

13-15

B

1.5hs

1.5hs

5-15T DISTRIBUTED STEEL12-20T CONCENTRATED STEEL5-15T DISTRIBUTED STEEL

1.5hs 1.5hs

ONLY ONE DIRECTION OF STEEL SHOWN FOR CLARITY

13-15

B

NO DROPS hs - SLAB THICKNESS

CONCRETE WALLS WITH EXCAVATION SHORING T-C05A

CONTINUOUS MIRADRAINOR EQUIVALENT.-SEE TYPICAL DETAILT-F02

WOOD LAGGING-SEE TYPICAL DETAILT-F02

SEE TYPICAL DETAILT-C16 FOR WATERBARSETC.

INTERMEDIATE SLAB

SOLID DISCHARGE PIPESIZE AND SPACING, SEEARCHITECTURAL ANDMECHANICAL DRAWINGS

FILTER CLOTH

PILE TOE

SLAB-ON-GRADE

GENERALEXCAVATIONLEVEL

200m

m (8"

) MIN.

MINIMUM 150mm (6") PEA GRAVELOR CRUSHED STONE BEDDING

REFER ALSO TOTYPICAL DETAILT-C05

SHORING PILESEE SHORINGDRAWINGS

SHORING PILESEE SHORINGDRAWINGS

JOINTS IN CONCRETE MEMBERS T-C06

t

CONSTRUCTION JOINTIN FRAMED SLAB

t/3

3

40 (1-1/2")

0

3 (1/8")BOTTOM BARS CONTINUOUSTHROUGH JOINT

ADD SUPPORT BARSAS REQ'D

ADD 15@460x1200 LONG (15@ 18"x4'-0")UNLESS TOP BARS ARE CONT. IN SLAB

CONSTRUCTION JOINTIN BEAM

CLASS 'B'

TENSION SPLICE

4 3

100 (4") MAX.

1st POUR

TOP, MIDDLE,AND BOTTOM BARSCONT. THROUGHJOINTS

BEAM

DEPT

H 'D'

EQEQ

KEY SIZE TO BE:

2-Z BARS EA. SIDESAME SIZE ASBOTTOM BARS TIES,

TYP.

0

3 (1/8

")

40x90 (11/2"x31/2") FOR "D" OF 400 (1'-4") OR LESS40x140 (11/2"x51/2") FOR "D" OF 430 (1'-5") TO 600 (2'-0)40x190 (11/2"x51/2") FOR "D" OF 630 (2'-1") TO 800 (2'-8")40x230 (11/2x"9") FOR "D" OF 830 (2'-9") AND UP

1. CONSTRUCTION JOINTS SHALL BE MADE AND LOCATED SO AS NOT TO IMPAIR THE STRENGTH OF THE STRUCTURE.IF JOINTS ARE NOT SPECIFICALLY LOCATED AND/OR THERE IS ANY DOUBT CONCERNING THEIR LOCATION, THECONTRACTOR MUST CONSULT WITH THE STRUCTURAL CONSULTANT.

2. WHERE A CONSTRUCTION JOINT IS TO BE MADE, THE SURFACE OF THE SET CONCRETE IS TO BE THOROUGHLYCLEANED OF ALL FOREIGN MATTER AND LAITANCE, SATURATED WITH WATER AND BE LEFT IN A DAMP CONDITIONWITH NO FREE WATER ON THE SURFACE IMMEDIATELY BEFORE PLACING ADJACENT CONCRETE.

3. REINFORCING PROJECTING THROUGH A JOINT SHALL BE THOROUGHLY CLEANED OF LOOSE FLAKY RUST, MUD, OIL,DRIED CONCRETE OR OTHER COATINGS WHICH WOULD DESTROY OR REDUCE BOND.

4. FOR FRAMED SLABS AND BEAMS, FORMS & SHORES TO REMAIN IN PLACE ON BOTH SIDES OF JOINT UNTIL CONCRETEIN LAST POUR HAS ACHIEVED ITS SPECIFIED DESIGN STRENGTH.

5. FOR JOINTS IN SLAB-ON-GRADE SEE SEPARATE TYPICAL DETAIL.

T-C07TYPICAL DETAIL OF CONCRETE CURBS ON SLABS

50 (2")

450 (18") MAX

(SEE ARCH.)

COVER

(TYPICAL UNLESS OTHERWISE SHOWN ON DWGS.)

ROUGHEN SLAB, CLEAN AND MOISTEN BEFORE POURING CURBS.

SOIL

*

WATERPROOFING,FLASHING AND CAULKINGGROOVES (TYP.)SEE ARCH. DWGS.

10 @300(12")IN CENTRE

*

*

10@ 300 (12")IN CENTRE

10 CONT.

3-10 CONT.

15@400 (16")H&VEF

10@450 (18") H&V EF

200(8")MIN

1200

(4'-0

") MAX

50(2"

)

600 (2'-0")

600 (2'-0")

40(1 1/2") 40(1 1/2")COVER

DETAIL OF CONCRETE CURB NOT RETAINING SOIL

150(6") MIN (SEE ARCH)

200(8")

DETAIL OF CONCRETE CURB RETAINING SOIL

(SEE ARCH.)200(8")MIN

50(2") COVER 40(1 1/2") COVER

*

50 (2

")

150(6

")MIN.

1350

(4'-6"

)MAX

.

600(2'-0")

600(2'-0")

*

(SEE ARCH)150(6") MIN

50(2"

)SOIL

150(6

")MIN.

750(2

'-6") M

AX

300(1'-0")

.

.

H.A. McCALLUMLICE

NSE



D




CHECKED BY :

ISSUE OR REVISION



DRAWN BY:

SCALE :

DATE :

DESIGNED BY:

PROJECT No. :

DWG STATUS :


PR

OJE

CT

:

DWG TITLE :

PROFESSIONAL SEAL :

21/1

0/20

13 1

1:52

:03

AM

1 : 1

2

2011083

CIT

Y O

F T

OR

ON

TO

FIR

E S

TA

TIO

N

AE

S6-02

AM

JG

Issue Date

PROGRESS

TYPICAL DETAILS

325

CH

AP

LIN

CR

ES

CE

NT

Tor

onto

, ON



62 of 69

T-C08TYPICAL TRIMMING TO OPENINGS IN SLABS

OPENING UPTO 460x460(18"x18")

1-15 x 1000 (3'-4")LONG IN MIDDLE OF SLAB

1-15 x 1000 (3'-4")LONG IN MIDDLE OF SLAB

1-15 T&B x 900 (3'-0")LONGER THAN OPENING

NORMAL REINFORCINGDISPLACED TO EITHERSIDE OF OPENING

ADD REINFORCING(SEE NOTES BELOW)

OPENING LARGERTHAN 460 (18") INEITHER DIRECTION

1-15 T&B x 900 (3'-0")LONGER THAN OPENING

1-15 IN MIDDLE OF SLAB

1-15 x 1000(3'-4") LGIN MIDDLE OF SLAB

NO OPENING TO BE WITHIN 5 TIMES THE SLAB THICKNESSFROM A COLUMN WITHOUT PRIOR ENGINEER CONSENT.

NOTES:1. WHERE BARS WOULD BE CUT OFF BY AN OPENING, DISPLACE BARS TO EITHER SIDE OF

OPENING AND ADD BARS SAME SIZE AND SPACING AS REMAINDER OF REINFORCING.2. SEE STRUCTURAL PLANS FOR APPROX. SIZE AND LOCATION OF OPENINGS.

AND ARCH. AND / OR MECH. AND ELECT. DRAWINGS FOR EXACT DIMENSIONS.3. IF OPENINGS LARGER THAN 300 (1'-0") WIDE ARE REQUIRED AND ARE NOT SPECIFICALLY NOTED

ON THE DRAWINGS THE ENGINEER MUST BE INFORMED SO PROPER DETAILS CAN BE SUPPLIED.

4. UNLESS OTHERWISE NOTED, OPENINGS SMALLER THAN 300x300 (12"x12") DO NOT REQUIRE TRIMMER BARS

(1'-6")

460 MIN.

(1'-6")

460 MIN.

4" (TYP.)

100 CLEAR MIN.

SAWCUT CONTROL JOINT FOR SLAB t GREATER THAN 150mm (6")

SLAB ON GRADE REINFORCED WITHWELDED WIRE FABRIC OR DEFORMED BARS

SLAB ON GRADE REINFORCEDWITH SYNTHETIC FIBRES

SLAB ON GRADE DETAILS T-C09

40mm

(1i")

40mm

(1i")

2. JOINTS TO BE AT 4500 mm (14'-9") o/c MAXIMUM UNLESS OTHERWISE SHOWN OR APPROVED.1. SAWCUTTING TO BE DONE AS SOON AS POSSIBLE AFTER SLAB IS PLACED. (MAX. 24 HOURS).

BOTTOM REINFORCINGWHEN SPICIFIED ON DWGS.

REINFORCEMENT(MUSTBE CUT BY SAW)

BOTTOM REINFORCINGWHEN SPECIFIED ON DWGS.

FORMED VERTICALCONTROL JOINT(SONOTUBE ORMETAL FORM)

SAWCUT AND FILL WITH APPROVED JOINTMATERIAL IF CONC. IS TO REMAIN EXPOSED.

NOTES:

PLACE THIS CONC.NOT LESS THAN7 DAYS AFTERSURROUNDING AREASTEEL TROWELSURFACE OF CONC.

150 mm (6") BEYONDCONCRETE COLUMNS75mm (3") BEYONDBASEPLATE FOR STEELCOLUMNS.

FILL JOINT WITHAPPROVED MATERIAL

CONSTRUCTION ORCONTROL JOINT.

SLABREINF.


NOTE: REINFORCEMENTDOES NOT CONTINUETHROUGH JOINT.

19x38 (1"x2")WOOD STRIP


SAWCUT CONTROL JOINT FOR SLAB t UP TO 150mm (6")

SAWCUT CONTROL JOINT FOR SLAB t UP TO 150mm (6")

SAWCUT CONTROL JOINT FOR SLAB t GREATER

THAN 150mm (6")

FILL JOINT WITHAPPROVED MATERIAL BU

T NOT

LESS

THAN

40 (1

½")


SAWCUT AND FILL WITH APPROVED JOINTMATERIAL IF CONC. IS TO REMAIN EXPOSED.

FORMED VERTICALCONTROL JOINT(SONOTUBE ORMETAL FORM)

PLACE THIS CONC.NOT LESS THAN7 DAYS AFTERSURROUNDING AREASTEEL TROWELSURFACE OF CONC.

CONST. ORCONTROL JOINT.

NOTE: REINFORCEMENTDOES NOT CONTINUETHROUGH VERTICALCONTROL JOINT.

150 mm (6") BEYONDCONCRETE COLUMNS75mm (3") BEYONDBASEPLATE FOR STEELCOLUMNS.

t/3t t t/3

40(1 1/2")

t

t/3 t/3 BUT N

OTLE

SS TH

AN40

(1½"

)

ttt

t/3BU

T NOT

LESS

THAN

50 (2

")

t/3BU

T NOT

LESS

THAN

50 (2

")

CONSTRUCTION JOINT CONSTRUCTION JOINT

PLAN AT COLUMNS PLAN AT COLUMNS

40 (1 1/2")

THICKENING ATMASONRY PARTITIONS

THICKENING AT PRECASTCONCRETE STAIR

THICKENING OF SLAB ON GRADE

THICKENING ATSTEEL STAIR

THICKENING AT POUREDCONCRETE STAIR

T-C09A

150

(6")

CLEA

R

150(6")

150

(6")

CLEA

R

SLAB REINFWHEN SPECIFIED

CONSTRUCTION JOINT,WHEN REQUIRED AT PARTITION.(SLAB REINF. MUST NOT RUNTHROUGH JOINT)

2-10M CONT.EACH SIDE

10M@250 B(10M@ 10"B)3-10M CONT.

11

POURED CONCRETE STAIR

15M@300x900 LG. DOWELS(15M@12"X3'-0"LG)

38x89 SHEAR KEY

SLAB

ON

GRAD

E

STAIR TREAD ANDTHICKENING

STAIR BEARINGAND THICKENING

CL

CL

ADD 2-15M

450 (1'-6")

300(12")TYP.

75(3"

)

POURED CONCRETE STAIR

SHEAR KEY TO SUITPRECAST STAIR-SEEPRECAST SUPPLIER

2-10M CONT.EACH SIDE

11

10M@250 B(10M@ 10"B)3-10M CONT.

SLAB

ON

GRAD

E

450 (1'-6")

STAIR TREAD &THICKENING

CL

300(12")TYP.150

(6")

75(3"

)

11

450 (1'-6")

SLAB

ON

GRAD

E

11

PARTITIONAND THICKENING

CL

150

(6")

SLAB

ON

GRAD

E

150(6")

STEEL STAIR

FOR SIDE CONDITIONS, USE A COMBINATION OF CORNER & INTERIOR CONDITIONS.REFER ALSO TO TYPICAL DETAILS FOR FLAT SLABS.INTEGRITY BARS ARE REQUIRED AT ALL COLUMN LOCATIONS, BOTH GARAGE AND TOWER.

INTEGRITY BARS IN FLAT SLABS T-C11

PROVIDE INTEGRITY BARSBOTTOM EACH WAYSEE PLANS FORSIZE AND NUMBER

TYP. SLABBOTTOM REINF.

DROP WHERE REQUIRED ONPLAN

CAPITAL WHERE REQUIRED ONPLAN

COLUMN

LD TYPE HOOK UP ORHORIZONTAL

PLAN AT CORNER CONDITION SECTION

INTEGRITY BARS

SLAB BOTTOM BARS



LD= 450 FOR 15M BARS 600 FOR 20M BARS 900 FOR 25M BARS


CAPITAL WHEREREQUIRED ON PLAN

COLUMN

TYP. SLABBOTTOM BARS



SLAB BOTTOMBARS

TIE TO COL.VERTICALS

PROVIDE INTEGRITY BARS BOTTOMEACH WAY, SEE PLANS FORSIZE AND NUMBER OF BARS CENTRED ON COLUMNSU/NFOR LENGTHS OF INTEGRITY STEELSEE TYP. DETAIL FOR STRUCTURALINTEGRITY STEEL BAR LENGTHS.

PLAN AT INTERIOR CONDITION SECTION

FLAT SLAB WITH DROPS AND CAPITALS

FLAT SLAB WITH CAPITALS ONLY

FLAT SLAB WITH NO DROPS AND NO CAPITALS

FLAT SLAB WITH DROPS ONLY

TYPICAL DETAIL FOR STRUCTURALINTEGRITY STEEL BAR LENGTHS T-C13

d

d

d

d

C

BOTTOM STEEL INCOLUMN STRIPTYPICAL

INTEGRITY BARSTYPICAL

NOTES:SEE PLANS FOR THE TYPE AND NUMBER OF BARS. SEE ALSO TYPICAL DETAIL TC-11

L CL CL

2Ld

2Ld 2Ld

25mm (1") COVER OVERINTEGRITY BARS(TYP. U/N)


BOTTOMSTEEL INCOLUMNSTRIPTYPICAL


CLCL CL

2Ld

2Ld 2Ld



CLCLCL

2Ld


2Ld 2Ld



CLCLCL

2Ld

2Ld 2Ld

Ld= 450 FOR 15M BARS 600 FOR 20M BARS 900 FOR 25M BARS


BOTTOM BARS

BOTT

OM BA

RS

BOTT

OM B

ARS

TOP BARS

TOP B

ARS

TOP BARS

TOP

BARS

BOTTOM BARS

TOP B

ARS

REFER TO NOTES ON TYPICAL DETAIL SHEET T-C01

CONCRETE TWO WAY SLAB

NOTE:- L IS THE GREATER OF TWO ADJACENT CLEAR SPANS

DIAGRAMATIC PLAN VIEW

TYPICAL SECTION AT WIDE BEAMOR CONTINUOUS DROP

TYPICAL SECTION

T-C15

.25L & .3L ALT.

.10L3

.10L3

.25L &

.3L A

LT.

.25L &

.3L A

LT.

.25L &

.3L A

LT.

.25L &

.3L A

LT.

.25L & .3L ALT..25L & .3L ALT.

.25L3.25L1

L2L1

10 DIA. OR 150 (6") MIN.

.25L50 (2")

.25L & .3L ALT.

L2

.25L & .3L ALT..25L1

L1

10 DIA. OR 150 (6") MIN. TYP.

.10L2.10L1

50 (2")

.25L3

.25L & .3L ALT.

L4L3

.10L2

STEE

L BEA

M

STEEL BEAM

FLANGE WIDTH

ALT. BARS

PROVIDE SUPPORTBARS (TYP.)

STD.HOOKS

ALT. BARSALT. BARS

STEEL BEAM

SEE DRAWINGSFOR LAYERS OFREINFORCING

FLANGE WIDTH

CONC

. BEA

M

CONC. BEAM

25mm (1") COVERTYPICALUNLESS NOTED

TYPICAL JOINTS IN EXTERIOR CONCRETE FOUNDATION WALLS T-C16

VERTICAL CONTROL JOINTAT EXTERIOR CONCRETE WALL

BACKFILL

FORMWORKOR SHORING

PVC CONTROLSPANWATERSTOP w/ CRACKINDUCER, TEAR WEBPROFILE BY GREENSTREAKOR EQUIVALENT

WATERPROOFING

'V' CONFIGURATIONPVC CHAMFER STRIP

CAULKING

3 19mm(3/4")

1

19mm(3/4")

VERTICAL EXPANSION JOINTAT EXTERIOR CONCRETE WALL

BACKFILL

FORMWORKOR SHORING

WATERPROOFING

JOINTS @ 3000mm (10'-0") CENTERS MAX. FOR LOCATIONS SEE PLAN

PVC EXPANSIONJOINT WATERSTOP

2

3

40mm

(1-1/2

")

EXPANSION JOINT(25mm(1") UNLESSOTHERWISE NOTED)

4 75mm(3") MAX.

SEALANTCOMPRESSIBLEEXPANSION JOINTFILLER

CONTROL JOINT2

EXPANSION JOINT

JOINT WATERSTOPVERT. EXPANSION

JOINT WATERSTOPVERT. CONTROL

BEYO

NDFL

R SLA

B

WATE

RSTO

PHO

RIZ. S

LABS

PAN

COVER ALL VERTICAL AND HORIZONTAL WATERSTOPJOINTS WITH A "BENTONITE" SEALING PASTE,TYPICAL

ELEVATION OF EXTERIOR CONCRETE WALLAT WATERSTOP LAP JOINTS

WALLWATERPROOFING

PVC SLABSPANWATERSTOP SIZEDTO SUITCONDITIONS

BACKFILL

FORMWORK ORSHORING

TOP OF FLOOR SLAB

HORIZONTAL CONSTRUCTION JOINT ATEXTERIOR CONCRETE WALL AND SLAB

PROTECTION OF VERTICAL ELEMENTSAT JUNCTION WITH SLAB ON GRADE

HORIZONTAL TO VERTICALTRANSITIONS

ALL SEALANT APPLICATIONS SHALL CONFORM TO CSASTANDARD S413-07

100 (

4")

FOOTING

PARKING LEVEL (S.O.G.)

PARKING LEVEL

SEALANT

COLUMN OR WALL

PARKING GARAGE SEALANT DETAILS T-C19

WARING COURSE ANDMEMBRANE -SEE ARCH.

COLUMN OR WALL

SEALANT

PENETRATING SEALER (MANDATORY WHERETHERE IS NO UPTURNED MEMBRANE REFER TOCSA S413). ON ROOFS AND RAMPS TO THEROOF THAT ARE SNOWPLOUGHED, PROVIDECONTINUOUS CHASE IN VERTICAL SURFACE ANDRECESS MEMBRANE TO PROTECT AGAINSTDAMAGE FROM PLOUGH BLADE.

100 (

4")

PENETRATING SEALER

H.A. McCALLUMLICE

NSE



D




CHECKED BY :

ISSUE OR REVISION



DRAWN BY:

SCALE :

DATE :

DESIGNED BY:

PROJECT No. :

DWG STATUS :


PR

OJE

CT

:

DWG TITLE :

PROFESSIONAL SEAL :

21/1

0/20

13 1

1:52

:05

AM

1 : 1

2

2011083

CIT

Y O

F T

OR

ON

TO

FIR

E S

TA

TIO

N

AE

S6-03

AM

JG

Issue Date

PROGRESS

TYPICAL DETAILS

325

CH

AP

LIN

CR

ES

CE

NT

Tor

onto

, ON



63 of 69

TYPICAL PLACEMENT OF BENDING MOMENT DOWELS AT COLUMN

TYPICAL PLACEMENT DIAGRAM FOR BENDINGMOMENT DOWELS AT TOPS OF CONCRETE COLUMNS

INTO SLABS

INTERIOR COLUMN

EDGE COLUMN CORNER COLUMN

T-C22

MINIMUM 4-20M DOWELS FOR ALL COLUMNS UNLESS NOTED.

BENDING MOMENTDOWELS(25% EACH WAY)

REFER TO DETAIL T-C04SHEET FOR CONC.COLUMNS (TYPICAL)

COLUMN TIES ANDVERTICALS (TYPICAL)

BENDING MOMENTDOWELS(50% TO INTERIOR)(25% TO LEFT &RIGHT)

BENDING MOMENTDOWELS(50% EACH WAY)

MASONRY FACING CONCRETE

DETAILS OF MASONRY WALL AT CONCRETE SLAB AND WALL

MASONRY WALL BUTTING CONCRETE

T-C29

LATERAL SUPPORT OF MASONRY WALLSAT UNDERSIDE OF CONCRETE SLABS

25mm (1") MIN.

SLAB

800 O/C (31½") MAX.

FACE

OR

END

OFCO

NCRE

TE W

ALL

OR C

OLUM

N

DOVETAIL ANCHORSAT MAX. VERTICALSPACING 400mm (16")

25mm (1") CONTINUOUSCOMPRESSIBLE MATERIAL

PARTITION ORNON-LOADBEARING WALL

"t"

CONTINUOUS VERTICAL DOVETAIL ANCHOR SLOTS

VARIE

S

CLIP L100x75x6 LLH @ 'S' O/C(L4"x3"x¼" LLH @ 'S' O/C) EACH SIDE, STAGGEREDWITH 1-15Ø (⅝") SELF DRILLINSERT IN EACH CLIP

ALTERNATIVELY USE 10 GAUGE HOT DIPPED GALV.LATERAL ANCHOR BY NATIONAL CONCRETE ACCESORIESOR EQUIVALENT. PLACE @ 'S' O/C ANCHOR WITH4-10mmØ (⅜") x 85 (3⅜") LONG EXP. ANCHORS.

MASONRY WALL SIZES: BLOCK WIDTH SPACING `S'

90 BLOCK 900 (2'-11") 140 BLOCK 1400 (4'-6")

240 BLOCK 2400 (7'-11") 190 BLOCK 1900 (6'-3")

290 BLOCK 2400 (7'-11")

JOIST BEARING ON MASONRY

JOIST PARALLEL TO LOAD-BEARING, MASONRY

TYPICAL OWSJ SUPPORTING DECKING

JOIST BEARING ON STEEL

JOIST PARALLEL TO STEEL BEAM

TIE JOISTS

T-S02

STEEL DECKING

WELD

COLUMNCOLUMN

CEILING EXTENSIONWHERE REQUIRED (TYP.)

CONCRETE SLAB

STEEL DECKING

CL OF JOIST SHOE TOBE IN MIDDLE3RD OF WYTHE,MINIMUM 100mm(4")BEARING PLATEAS NOTE ABOVE

GROUT BED

L-75x75x6x200LONG(3"x3"x1.4"x8")WELD CHORD WITH2-5mmx50 (3/16"x2")FILLET WELDS

MASONRY BEARING(SEE NOTE BELOW)

75x6 (3x1/4") CONTINUOUSDECK WELD PLATE.13Øx200 LONG @600 o/c(1/2"x8"@24" o/c) BOLTSGROUTED IN SOLID

L55x55x5 (L2x2x3/16")WITH 13mm ØANCHOR BOLTS.

NO END PANEL LENGTH SHALLEXCEED THE LENGTH OF ATYPICAL INTERIOR PANELUNLESS APPROVED BY THEENGINEER.WOOD

DECKINGON NAILER

C's OF DIAGONALS TOINTERSECT AT A POINTWITH THE CENTROID OFTHE BOTTOM CHORD(TYP.)

BRIDGING(SEE NOTESBELOW)


WELD STEELDECKTO PLATE

BRIDGING(SEE NOTES BELOW)

NOTES:1. FABRICATION AND ERECTION OF O.W.S.J. SHALL CONFORM TO THE REQUIREMENTS OF THE ONTARIO BUILDING CODE (LATEST EDITION)2. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS WHEN PLACING DECKING OVER O.W.S.J. TO AVOID LATERAL DEFLECTION AND

TWISTING OF JOISTS. THIS APPLIES PARTICULARLY TO FREE ENDS OF JOINT RUNS.3. METAL DECK SHALL BE INSTALLED DIRECTLY ON TOP OF JOISTS WITH FLAT TOP CHORDS ONLY.4. AS A MINIMUM AND UNLESS OTHERWISE NOTED, CENTRED UNDER EACH OWSJ BEARING PROVIDE ONE OF:-

i) 3 COURSES OF BRICKS x 400mm (16") LONG MIN. ii) 1 COURSE OF SOLID BLOCK x 400mm (16") LONG MIN. iii) 1 COURSE OF GROUT FILLED BLOCK x 400mm (16") LONG MIN. iv) 1 COURSE OF GROUT FILLED MASONRY LINTEL BLOCK x 400mm (16") LONG MIN. GROUT TO HAVE MIN. 28 DAY COMPRESSIVE STRENGTH OF 20MPa.

5. EACH LINE OF BRIDGING SHALL BE ADEQUATELY ANCHORED AT EACH END TO STURDY WALLS OR TO MAIN COMPONENTS OF THE STRUCTURAL FRAME, IF PRACTICABLE. IF NOT PRACTICABLE, DIAGONAL AND HORIZONTAL BRIDGING SHALL BE PROVIDED IN COMBINATION BETWEEN ADJACENTJOISTS NEAR THE ENDS OF BRIDGING LINES.

6. SIZE AND SPACING OF BRIDGING SHALL BE AS REQUIRED BY THE ONTARIO BUILDING CODE (LATEST EDITION), BRIDGING INDICATED ON THESTRUCTURAL DRAWINGS TO BE CONSIDERED AS A MINIMUM ONLY.

7. BRIDGING SHALL BE COMPLETELY INSTALLED BEFORE ANY CONSTRUCTION LOADS ARE PLACED ON THE JOINTS.8. ALL BRIDGING SHALL BE ADEQUATELY CONNECTED TO THE JOIST CHORDS BY WELD OR BY APPROVED MECHANICAL MEANS, CAPABLE OF

RESISTING AN AXIAL FORCE OF AT LEAST 500 lbs. (2.22 kN).9. WHEN BRIDGING IS INTERRUPTED BY OPENINGS THROUGH DECKING OR BY DUCTWORK, PROVIDE A COMBINATION OF HORIZONTAL AND DIAGONAL

BRIDGING ( AS NOTE No.5) IN FIRST BAYS BETWEEN JOINTS EACH SIDE OF INTERRUPTION.10. ALTERNATIVE DETAILS ARE TO BE SUBMITTED FOR COMMENT BEFORE PROCEEDING.

.

100mm (4") DEEP SHOEUNLESS NOTED

UNLESS NOTED, PROVIDE100x6x300lg BEARING PLATE(4"x1/4"x1'-0" LG) WITH 2-13mm(1/2" DIA. ANCHOR BOLTS). IFJOISTS BEAR FROM BOTH SIDESOF WALL USE 150x6x300 LG BPLWELD JOIST TO BEARING PLATEAS REQUIRED FOR JOISTBEARING ON STEEL.

65mm (2 1/2") MIN. BEARING UNLESS OTHERWISEPERMITTED.(WHEN JOISTS FRAME FROM ONE SIDEONLY.THE CENTRE OF THE BEARING SHOES SHALLBE LOCATED WITHIN THE MIDDLE THIRD OF THEFLANGE OF THE SUPPORTING BEAM.)

.MIN. WELDS FOR JOISTSHOES TO BEAM:-UPTO 10 SQ.M (100SQ.FT)SUPPORTED AREA2-3mmx25mm LONG2-1/8x1")FILLET WELDSGREATED SUPPORTEDAREAS.2-5mmx40mm LONG(2-3/16x1 1/2") FILLET WELDS.

TOP CHORDEXTENSIONWHEREREQUIRED(TYP.)

2-13mm DIAx200 LONG(1/2" DIA.x8"LONG) BOLTSGROUTED IN SOLID OREXPANSION TYPE BOLTSIN SOLID MATERIAL.

EXTEND TOP AND BOTTOMCHORDS AND CONNECT TOSUPPORT WITH SUFFICIENTWELD TO DEVELOP WIND MOMENTS,IF SHOWN ON DRAWINGS,BUT NOT LESS THAN 30%OF CHORD'S CAPACITY.

.

JOIST BEARING ON MASONRY

TYPICAL OWSJ SUPPORTING CONCRETE SLAB

JOIST BEARING ON STEEL

T-S03

CEILING EXTENSIONWHERE REQUIRED (TYP.) C's OF DIAGONALS TO

INTERSECT AT A POINTWITH THE CENTROID OFTHE BOTTOM CHORD(TYP.)

BRIDGING(SEE NOTESBELOW)


NOTES:1. FABRICATION AND ERECTION OF OWSJ SHALL CONFORM TO THE REQUIREMENTS OF THE O.B.C. AND TO RECOMMENDED PRACTICE AS PUBLISHED BY

THE CANADIAN INSTITUTE OF STEEL CONSTRUCTION.2. TAKE ALL NECESSARY PRECAUTIONS WHEN PLACING CONCRETE TO PREVENT LATERAL DEFLECTION AND/OR TWISTING OF OWSJ (PARTICULARLY AT

FREE ENDS).3. TAKE ALL NECESSARY PRECAUTIONS TO PREVENT PAN FORM FROM DEFLECTING AND "LEAKING" CONCRETE (PARTICULARLY AT ENDS OF PAN RUNS

AT WALLS).4. BRIDGING SHALL CONFORM TO THE REQUIREMENTS OF CSA CAN3-S16.1M AS A MINIMUM, UNLESS OTHERWISE INDICATED ON THE DRAWINGS.5. BRIDGING MUST BE COMPLETELY INSTALLED BEFORE CONSTRUCTION LOADS ARE PLACED ON THE OWSJ.6. FORM FOR CONCRETE SLAB SHALL BE 0.4mm (28 GAUGE) METAL PANS WITH 25mm (1") RIBS AT 400mm (16") CENTRES WELDED TO OWSJ AND/OR

BEAMS UNLESS OTHERWISE APPROVED.7. WELDED WIRE MESH REINFORCING FOR SLAB OVER OWSJ UNLESS OTHERWISE SHOWN SHALL BE A MINIMUM OF:

65mm (21/2") SLAB - 152x152 MW11.1 x MW11.1 (6x6 9/9)75mm (3") SLAB - 152x152 MW13.3 x MW13.3 (6x6 8/8)90mm (31/2") SLAB - 152x152 MW13.3 x MW13.3 (6x6 8/8)

8. SYNTHETIC FIBRE REINFORCING WHEN SPECIFIED FOR ADDITION TO SLAB SHALL CONFORM TO A.S.T.M. C1116.9. PROVIDE 10M DIAGONAL BARS x 600 (2'-0") LONG AT CORNERS OF OPENINGS UNLESS NOTED.10. PROVIDE UNDER OWSJ BEARINGS A MIN. OF

i) ONE CONTINUOUS COURSE OF BRICKii) ONE CONTINUOUS COURSE OF SOLID FILLED BLOCKiii) ONE CONTINUOUS SOLID FILLED MASONRY LINTEL BLOCK

11. AT TIE JOISTS EXTEND TOP AND BOTTOM CHORDS AND CONNECT TO SUPPORTS WITH SUFFICIENT WELD TO DEVELOP NOT LESS THAN 30% OF CHORDCAPACITY.

64mm (2.5") DEEPSHOE UNLESSOTHERWISENOTED

MASONRY FILLBETWEEN SHOESWHEN REQUIRED BYDRAWINGS (ALTLYBEND DOWN PANS)

25mm(1") MIN.PAN BEARING

EVERY JOIST TO BE WELDEDTO STEEL BEAM AT EA. ENDWITH NOT LESS THAN 2-3mmx 25mm LONG (2-1/8"x1")FILLET WELDS

65mm (2.5") MIN. BEARINGWHEN JOISTS FRAME FROMONE SIDE ONLY. OF BEARINGSHOES SHALL BE LOCATED WITHINTHE MIDDLE THIRD OF THE FLANGE OF THESUPPORTING BEAM

REINFORCING TO BEPLACED IN CENTREOF SLAB

100mm(4")EVERY JOIST TO BEANCHORED BY A ROD ATLEAST 20Ø x 300 LONG(3/4"x12")

MASONRY FILL BETWEENSHOES (ALTLY BENDDOWN PANS)

100mm (4")MIN.

L55x55x5 x 75 LONG (L2"x2"x3/16" x 3"LG.)ANGLE WITH 13mm(1/2")Ø BOLTS OREXPANSION BOLTS

CONNECT BRIDGINGTO CLIP ANGLES

JOISTS PARALLEL TO MASONRY WALLS

CONNECT BRIDGING TO BEAM

CONNECT BRIDGINGTO CLIP ANGLES

JOISTS PARALLEL TO SPANDREL BEAMS

OWSJ TYP.

25mm(1") MIN.PAN BEARING

PROVIDE 55x55x5 x 100 LONG (2"x2"x3/16" x 4"LG.)CLIP ANGLES (WELD TO BEAM) PLUS13mmØ x 900 LONG @ 1200 o/c (1/2"Ø x 3'-0" LG.@ 4'-0"o/c) THREADED RODS UNLESS OTHERWISENOTED ON DRAWINGS AT SPANDREL BEAMSAND AT OPENINGS

ADJUSTABLE MASONRY ANCHORS TO STRUCTURAL STEEL

ELEVATION

T-S04

PLAN

50 (2")

NOTE:

FACE OF STRUCTURAL MEMBER

25mm CLR. BETWEENU/S BEAM & TOP OFMASONRY.

FACE OFSTRUCTURALMEMBER

ALTERNATIVE SUITABLE PROPRIETARY BRANDS OF ADJUSTABLE MASONRY ANCHORAGEMECHANISMS MAY BE APPROVED FOE USE, SUCH AS: BLOCK-LOK COLUMN-LOK,BLOCK-LOK TYPE C WITH BL304 TIES, OR BLOCK-LOK TYPE 'B' ANCHORS WITH BLT1TIES.SUBMIT DETAILS FOR APPROVAL BEFORE PROCEEDING.

ADJUSTABLEMASONRY ANCHORS,EACH WAY ORPARTITIONS FROMSTEEL COLUMNS. CLIP L75x75x6x150 LG.

@ 'S' O/C STAGGEREDWELDED TO U/S OF BEAM

CAVITY WALLAS SPECIFIEDON ARCH. DWGS.

ADJUSTABLEMASONRY ANCHORS@600 o/c

TO SUIT MASONRYCURSINGMASONRY OR

MORTAR FILL.

EXTEND BOTTOM CHORD OFJOIST AND CONNECT TO BEAMFLANGE AT 2000 o/c

REFER TO ARCHITECTURALDWGS/SPECS FOR BRICK-TIESAND BLOCK REINFORCINGDETAILS

- EACH SIDE: SPACING `S' 90 BLOCK 800 (2'-8") 140 BLOCK 1200 (4'-0") 190&LARGERBLOCK 1500 (5'-0")

MASONRY ANCHOR DETAILS

PLAN OF ANCHORSAT STEEL COLUMN

SECTION OF ANCHORSAT PERIMETERSTEEL BEAM

300 (1'-0") MIN.INTO MASONRY.(TYP.)

TO SUITMASONRY

65 (2 1/2") 90 (3 1/2")±40 (1 1/2")

5 (3/16") PL "U" SLEEVEWELDED TO STEEL MEMBER

40 (1 1/2") x 5 (3/16") STEEL STRAP ANCHORS@ 600 o/c FOR 190 & LARGER, @400 o/c FOR140 BLOCK.FITTED INTO COURSES AND CONNECTEDTO STEEL MEMBER AS SHOWN.

T-S05

TYPICAL DETAILS FOR TRIMMING TOOPENINGS THROUGH STEEL ROOF DECK

OPEN OPEN

O.W.S.J. OR STEEL BEAMS-SEE PLAN

OPEN

FOR OPENING LENGTHSUP TO 900mm (3'-0") L65x65x5 (L 2 1/2"x2 1/2"x3/16")FROM 900mm (3'-0") TO 1800mm (6'-0")

: - C130x10 (C5x6.7)

NOTES:1. TOP OF ALL TRIMMING STEEL AT UNDERSIDE OF STEEL DECK UNLESS OTHERWISE NOTED.2. LOCATION OF ALL MECHANICAL UNITS AND OPENINGS THROUGH ROOF IS BASED ON INFORMATION SHOWN

ON MECHANICAL DRAWINGS. THE STRUCTURAL STEEL SUB-CONTRACTOR MUST CONFIRM ALL THESEDIMENSIONS AND SIZES WITH THE MECHANICAL CONTRACTOR.

3. O.W.S.J MUST BE DESIGNED FOR ADDITIONAL LOADS FROM MECHANICAL UNITS.4. IF ACTUAL LOCATIONS OR DETAILS VARY FROM THOSE SHOWN, THE STRUCTURAL CONSULTANT MUST

BE INFORMED AND INSTRUCTIONS RECEIVED BEFORE PROCEEDING WITH THE WORK.5. THE STRUCTURAL STEEL SUB-CONTRACTOR IS TO SUBMIT ERECTION DRAWINGS TO THE MECHANICAL

ENGINEER AND/ OR CONTRACTOR FOR APPROVAL OF SIZE AND LOCATION OF OPENINGS FOR MECHANICAL UNITS.

FOR JOIST SPACINGUP TO 2000mm (6'-8") -C130x10 (C5x6.7)FOR LARGER SPACING : - SEE PLAN

IF THIS DIMENSIONEXCEEDS 2000mm(6'-8") CONSULTSTRUCTURALCONSULTANTBEFORE PROCEEDING

TYPICAL TRIMMING OPENINGS IN DECK TYPICAL LATERAL SUPPORT AT PARTITIONS

WALL PERPENDICULARTO OWSJ AND/ OR BEAM

T-S06

25 (1") CLEARBETWEEN U/SBEAM AND TOPOF MASONRY.

25 (1") CLEAR

25 (1") CLEAR ATT&B BRIDGING

OWSJ OR LSSJ

C STEEL BMOR JOISTS

JOIST

L

LATERAL SUPPORTL125x75X6 (L5"x3"x1/4")LLHx150 (6") LG.@ 'S' o/c EACH SIDESTAGGERED

L-75x75x6x150 LONG(L- 3"x3"x1/4"x6" LONG)EACH SIDE OF WALL.WEDGE TIGHT TO WALL ANDWELD TO JOIST OR BEAM

IF STEEL BM OR JOISTSEXCEEDS 'S' o/c ADDL150x75x6 + 1-12 mmØEXPANSION ANCHOR.TOP OF STEEL

BM OR JOIST.

25mm(1") MIN. CLEAR FILLEDWITH COMPRESSIBLEMATERIAL.

DECKCLOSURE

MASONRY WALL SIZES: BLOCK WIDTH SPACING `S' 90 BLOCK 900 (2'-11") 140 BLOCK 1400 (4'-6")

240 BLOCK 2400 (7'-11")

LEAVE 25mm(1") MIN.CLEAR AROUNDOWSJ OR BEAMS

L-75x75x6x150 LONG(L-3x3x1/4"x6" LONG)EACH SIDE OF WALL.WEDGE TIGHT TO WALL ANDWELD TO JOIST OR CHANNEL

C130x10 @ 'S' o/c(C5x6.7 @ 'S' o/c)WELD TO JOISTS AND/ OR BEAMS.

WALL PARALLEL TOTO OWSJ AND/ OR BEAM

L-65x65x5 (L2 1/2"x2 1/2"x3/16")BRACING @ 'S' o/c.

(1½")40 MIN.

PL. 100x6x700 (4"x¼"x2'-4")C/W (3) MIN.-M12 HS1 (HILTI)@ 'S'25mm(1") MIN. CLEARFILLED WITHCOMPRESSIBLEMATERIAL.-SEE ARCH.

L100x75x6LLV x 100 LONG(L3"x3"x¼" x 4" LONG)EACH SIDE OF WALL

COMPOSITE CONCRETEAND STEEL DECK FLOOROR ROOF

WALL PARALLEL TODECK FLUTES

TYP.5 (⅜")

190 BLOCK 1900 (6'-3")

290 BLOCK 2400 (7'-11")

WALL PERPENDICULAR TODECK FLUTES

L100x75x6LLV x 700(±)LONG(L3"x3"x¼" x 2'-4"(±) LONG)C/W (3) MIN.-M12 HS1@ 'S' o/c EACH SIDE, STAGGERED.

.

BRIDGING DETAILS T-S07

TYPICAL DETAIL WHERE BOTTOM CHORDJOIST BRIDGING AND/OR BRACING IS

REQUIRED TO BE CUT DUE TOINTERFERENCE BY MECHANICAL

DUCTWORK

MECHANICAL DUCTJOIST BRIDGING TO BE CUT

L 2 1/2"x 2 1/2"x 3/16" MIN.(L 65x65x5 MIN.)ADDED X BRIDGING EACH BAYADJACENT TO CUT BRIDGINGON EACH BRIDGING LINE.

H.A. McCALLUMLICE

NSE



D




CHECKED BY :

ISSUE OR REVISION



DRAWN BY:

SCALE :

DATE :

DESIGNED BY:

PROJECT No. :

DWG STATUS :


PR

OJE

CT

:

DWG TITLE :

PROFESSIONAL SEAL :

21/1

0/20

13 1

1:52

:06

AM

1 : 1

2

2011083

CIT

Y O

F T

OR

ON

TO

FIR

E S

TA

TIO

N

AE

S6-04

AM

JG

Issue Date

PROGRESS

TYPICAL DETAILS

325

CH

AP

LIN

CR

ES

CE

NT

Tor

onto

, ON



64 of 69

12

34

56

n-1

n

T-S08TOLERANCES ON ANCHOR BOLT/ROD PLACEMENT

± 6mmMAX. DEVIATION

IF COLUMN OFFSETFROM MAIN COLUMN LINE

L ± 25

mm

30 00

0 ± 6m

mVA

RIES

FRO

M 0 T

O L-

30 00

0mm

± 6m

mMA

X. D

EVIA

TION

± 6m

m

C GR

IDL

LC AN

CHOR

ROD

S

± 3mm

± 3mm

LC GRID

C ANCHOR RODSL

± 6mmMAX. DEVIATION

n = TOTAL NUMBER OF COLUMNS

1.0 INSTALLATION OF ANCHOR BOLTS/RODS & EMBEDDED ITEMS1.1 COMPLY WITH THE REQUIREMENTS OF CISC CODE OF STANDARD PRACTICE FOR STRUCTURAL STEEL (CURRENT EDITION) AND AS FOLLOWS;1.2 ANCHOR BOLTS AND FOUNDATION RODS SHALL BE SET IN ACCORDANCE WITH THE ERECTION DIAGRAMS.THEY MUST NOT VARY FROM THE DIMENSIONS SHOWN ON THE ERECTION DIAGRAMS BY MORE THAN THE FOLLOWING:(a) 3mm CENTRE TO CENTRE OF ANY TWO RODS WITHIN AN ANCHOR ROD GROUP.(b) 6mm CENTRE TO CENTRE OF ADJACENT ANCHOR GROUPS;(c) MAXIMUM ACCUMULATION OF 6mm PER 30 000mm ALONG THE

ESTABLISHED COLUMN LINE OF MULTIPLE ANCHOR GROUPS, BUT NOT TO EXCEED A TOTAL OF 25mm. THE ESTABLISHED COLUMN LINE IS THE ACTUAL FIELD LINE MOST REPRESENTATIVE OF THE CENTRES OF THE AS-BUILT ANCHOR ROD GROUPS ALONG LINE OF COLUMNS;(d) 6mm FROM THE CENTRE OF ANY ANCHOR GROUP TO THE ESTABLISHED COLUMN LINE THROUGH THAT GROUP.1.3 THE TOLERANCES ABOVE ALSO APPLY TO OFFSET DIMENSIONS,

SHOWN ON THE CONSTRUCTION DRAWINGS, MEASURED PARALLEL AND PERPENDICULAR TO THE NEAREST ESTABLISHED COLUMN LINE FOR INDIVIDUAL COLUMNS SHOWN ON THE DRAWINGS TO BE OFFSET FROM ESTABLISHED COLUMN LINES.

DETAIL OF COLUMN AND BEAMSAT MOMENT CONNECTION

MOMENT COLUMN/BEAM DETAIL T-S12

DATUMELEVATION

13mm(1/2") MIN. STIFFENERPLATE EA. SIDE OFCOLUMN WEB

SYMMETRICAL ABOUT

STEEL JOIST 'UPLIFT' BEARING ON MASONRY WALL T-S17

CENTRE OF BEARINGTO BE WITHIN t/3

t/3

WELD SHOE TOWALL PLATE. SEETYPICAL DETAIL FORMINIMUM REQUIREMENTS

WALL PLATE(SEE ROOF MEMEBERWALL PLATE SCHEDULE)

320 [

12 - 1

/2"]

1-15M BAR

GROUTED VERT.BARS AS NOTED ONPLANS

THICKNESS (t)WALL

CONTINUOUS CONCRETE FILLEDMASONRY LINTEL BLOCK BOND BEAM(SEE PLAN FOR EXTENT)25 MPa CONCRETE

BOTTOM CHORDBRACE

TOP COURSE FILLEDSOLID, CUT TO SUIT

ROOF DECK

DEPT

HSH

OE

DR1 NTS

JOIST BEARING ON MASONRY WALL FROM BOTH SIDESWITH UPLIFT ANCHORAGE (ON COMBINED WALL PLATE) T-S18

CENTRE OF BEARINGTO BE WITHIN t/3

t/3WELD SHOE TOWALL PLATE. SEETYPICAL DETAIL FORMINIMUM REQUIREMENTS

WALL PLATE(SEE ROOF MEMEBERWALL PLATE SCHEDULE)

320 [

12 - 1

/2"]

1-15M BAR CONT.GROUTED VERT. UPLIFTBARS AS NOTED ONPLANS

THICKNESS (t)WALL

CONTINUOUS CONCRETE FILLEDMASONRY LINTEL BLOCK BOND BEAM(SEE PLAN FOR EXTENT)25 MPa CONCRETE

BOTTOM CHORDBRACE

TOP COURSE FILLEDSOLID, CUT TO SUIT

ROOF DECK

DEPT

HSH

OE

WELDED ANCHORS -SEE SCHEDULE

320 (

12-1/

2")

CHANNEL OR BEAM

COPE AND REINF.

WALL THICKNESS (t)

WALL & WALL PLATE

WALL PLATE

EQEQ

200(8

")±JO

ISTS

/CHA

NNEL

JOIST OR BEAM

CHANNEL OR BEAM

COMBINED WALL PLATE(SEE WALL PLATE SCHEDULE)+ 2 WELDED ANCHORS PLAN VIEW OF WALL PLATE

DR2 NTS

TYPICAL ROOF MEMBER WALL PLATE SCHEDULE T-S19

LOCATION

TYPICAL ROOF MEMBER WALL PLATE SCHEDULE(UNLESS OTHERWISE SHOWN)

TYPE DESCRIPTION SIZE REMARKSSINGLE

COMBINED OWSJ/CHANNELOWSJ/OWSJOWSJ/BEAMBEAM/CHANNEL

EXTERIOR WALL SINGLE

GP ROOM WALL SINGLE

COMBINED 150x10x460 + 2-20 DIA.x 320+50 HOOK U/N

150x8x300 + 2-12 DIA.x 320+50 HOOK

150x10x460 + 2-20 DIA.x 320+50 HOOK

150x8x300 + 2-12 DIA.x 320+50 HOOK

150x8x300 + 2-20 DIA.x 320+50 HOOK

CORRIDOR ANDOTHERINTERIOR WALLS

OWSJCHANNEL BEAM

OWSJCHANNEL BEAM

BEAM LSSJ

LSSJ/CHANNELOR BEAM

SEE DR1/S1-0_

SEE DR2/S1-0_

SEE DR1/S1-0_

SEE DR1/S1-0_

SEE DR2/S1-0_

ANGLED SINGLE 150x8xVARIES + 2-12 DIA.x 320+50 HOOK

OWSJCHANNEL BEAM

SEE DR3/S1-0_

TYPICAL ANGLED JOIST/BEAM BEARING DETAIL ON MASONRY WALL T-S20

PLAN VIEW OF WALL PLATE

WALL PLATE(SEE WALL PLATE SCHEDULE)+ 2 WELDED ANCHORS

C WALL & WALL PLATEL

WALL THICKNESS (t)

C WALL PLATEL

200(8")±

5050

150

JOIST/BEAM/CHANNEL

DR3 NTS

STEEL STAIR BEARING AT CONCRETE SLABS T-S15

BENT PLATE DETAIL

FLOOR SLAB ORMID-LANDING

SLAB THICKNESSVARIES

6mm(1/4") BENT PLATE, 50mm(2") LESS THANSLAB THICKNESS, 50x6x300 (2"x1/4"x12") LONGWELDED ANCHOR STRAPS AT 600 (24") o/cALTERNATING TOP AND BOTTOM(PROVIDE A MINIMUM OF 3 PER PLATE)CONNECT STEEL STAIR TO BENT PLATE, TYPICAL

50 (2

")

65 (2-1/2")STRINGER BEYONDSEE ARCH DWGS

STAIR TREADREFER TO ARCH DWGS

CHANNEL DETAIL


50 (2

")

2-40Ø x 5 x 300 LG. (1.5"Ø x 3/16" x 12"LG.)WELDED STRAPS @ 600 (24") o/c

STRINGER BEYONDSEE ARCH DWGS

C200x17STAIR CHANNEL

ANGLE DETAIL


STRINGER BEYONDSEE ARCH DWGS

L75x75x6 x 150 LONG (L3"x3"x1/4" x 6"LG)CLIP ANGLES PROVIDED BY STEEL STAIRMANUFACTURER AT STRINGERS

H.A. McCALLUMLICE

NSE



D




CHECKED BY :

ISSUE OR REVISION



DRAWN BY:

SCALE :

DATE :

DESIGNED BY:

PROJECT No. :

DWG STATUS :


PR

OJE

CT

:

DWG TITLE :

PROFESSIONAL SEAL :

21/1

0/20

13 1

1:52

:07

AM

1 : 1

2

2011083

CIT

Y O

F T

OR

ON

TO

FIR

E S

TA

TIO

N

AE

S6-05

AM

JG

Issue Date

PROGRESS

TYPICAL DETAILS

325

CH

AP

LIN

CR

ES

CE

NT

Tor

onto

, ON



65 of 69

T-M01NON-LOAD BEARING BLOCK W

ALL LINTELS

NON-LOAD BEARING BLOCK WALL LINTELST.NOMINAL

550 TO 1220(22" TO 4'-0")

1220 TO 1830(4'-0" TO 6'-0")

1830 TO 2440(6'-0" TO 8'-0")

2440 TO 3080(8'-0" TO 10'-0")

3080 TO 3660(10'-0" TO 12'-0")

300 TO 550(12" TO 22")

CLEARSPAN

100

(4")

150

(6")

200

(8")

250

(10")

300

(12")

100

(4")

150

(6")

ALT. 2.*

ALTERNATIVES WHERE EXPOSED FACE OF SINGLEANGLE IS NOT ACCEPTABLE:- 1. REINFORCED MASONRY LINTEL BLOCKS

(SEE LINTEL NOTES)2. DOUBLE ANGLES (SEE BELOW)

(CUT BLOCKS TO SUIT)

*

75x8 PL.

3x / PL.516

125x8 PL.

175x8 PL.

225x8 PL.

275x8 PL.

N/A

N/A

N/A

N/A

5x / PL.516

7x / PL.516

9x / PL.516

11x / PL.516

1L-90x90x6

1L-3½x3½x¼

1L-125x90x6 (LLH)

1L-5x3½x¼ (LLH)

2Ls-90x90x6

2Ls-3½x3½x¼

2Ls-100x90x6 (LLH)

2Ls-4x3½x¼ (LLH)

3Ls-90x90x6

3Ls-3½x3½x¼

2Ls-45x45x5

2Ls-1¾x1¾x /3 16

2Ls-65x65x6

2Ls-2½x2½x¼

****

1L-125x90x8 (LLV)*1L-5x3½x / (LLV)5 16

1L-125x125x8

2Ls-5x3½x / (LLV)5 16

***

2Ls-125x90x8 (LLV)

2Ls-4x4x /5 16

2Ls-100x100x8

3Ls-125x90x8 (LLV)

3Ls-5x3½x / (LLV)5 16

2Ls-55x35x6 (LLV)

2Ls-2½x1½x¼ (LLV)

2Ls-90x65x6 (LLV)


1L-125x90x8 (LLV)*1L-5x3½x / (LLV)5 16

1L-125x125x8

2Ls-5x3½x / (LLV)5 16

***

2Ls-125x90x8 (LLV)

2Ls-6x4x / (LLV)5 16

2Ls-150x100x8 (LLV)

N/A

N/A

N/A

N/A

2Ls-90x65x6 (LLV)


N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

1L-125x125x8*1L-5x5x /* 5 16

W200x27 +175x6 PL. BOTTOM

W18x18 +7x¼ PL. BOTTOM







1L-5x5x /5 161L-5x5x /5 16

T-M03TYPICAL REINFORCED EXTERIOR MASONRY WALLS AND PIERS PLAN DETAIL

PIER SIZE VARIES

FOR LINTEL

100 BEARING

FOR LINTEL

100 BEARING

LINTELS, SEE STRUCTURAL DRAWINGS.LINE OF BLOCK ATALTERNATE COURSES.

VERT. REINF.AND GROUT VARIES.

VA

RIE

S

FOR MASONRY REINFORCING, ARCHITECTURALMASONRY FACING AND CAVITY CONSTRUCTIONREFER TO ARCHITECTURAL DRAWINGS.

"INSPECTION OPENINGS"CAN BE EITHERSIDE OF WALL TO SUITCONSTRUCTION.

1. GROUT TO CONFORM TO REQUIREMENTS OF CSA STANDARD A179-M CLAUSE 8.1 TABLE 3"FINE GROUT". SLUMP SHALL BE ±200mm AND COMPRESSIVE STRENGTH SHALL BE A MINIMUMOF 15 MPa @ 28 DAYS.

2. COMPRESSIVE TESTING OF GROUT SHALL BE CARRIED OUT BY THE APPROVED INSPECTION ANDTESTING COMPANY IN ACCORDANCE WITH CSA STANDARD A179-M.PREPARE A MINIMUM 3 TESTS FOR EACH STOREY OF CONSTRUCTION. 1 TEST SHALL COMPRISEOF 3 CUBES FOR TESTING, 1 AT 7 DAYS AND 2 AT 28 DAYS.NOTE: - MORTAR IS NOT ACCEPTABLE FOR USE AS GROUT , AND IF USED PIERS SHALL BE REJECTEDAND RE-CONSTRUCTED.

3. ALL CELLS CONTAINING VERTICAL REINFORCING SHALL BE COMPLETELY FILLED WITH GROUT INLIFTS NOT EXCEEDING 2400mm.GROUT SHALL BE CONSOLIDATED BY PUDDLING OR VIBRATINGDURING POURING.

4. AT EACH LIFT " INSPECTION" OPENINGS SHALL BE PROVIDED AT THE BOTTOMS OF CELLS TO BEFILLED. THE CLEANOUTS SHALL BE INSPECTED BY THE ENGINEER BEFORE BEING SEALED.

5. SEE TYPICAL DETAIL ELEVATION T-M04.

NOTE:

T-M04TYPICAL ELEVATION REINFORCED MASONRY WALLS AND PIERS

PLACE VERTICAL BARSIN MAX. 3000 (10'-0")LENGHTS. GROUT EACHLIFT BEFORE PROCEEDING TO NEXT. LAP A MIN. OF600 (24") (TYP.)

ROOF

FLOOR

S.O.G

U/ S FOOTING

MIN. 1000 (3'-0")HOOK IN FOOTING IF NECESSARY ORIF REQUIRED BY DRAWINGS.

MIN. LAP 600 (24")TYP. ALL SPLICES.

.

.30

00 (1

0'-0

") M

AX

.

OPEN

(TYP.)

SEE DETAILON T-M0360

0 (2

4") M

IN.

T-M06TYPICAL DETAIL OF CONSTRUCTED CORNERS INSINGLE WYTHE MASONRY WALLS (NO CONTROL JOINT)

BULL NOSE IFSPECIFIED BYARCHITECT


B

B

A

A

ALTERNATE COURSES

ALTERNATE COURSES

STANDARD RETURNCORNER UNIT

A=A=190

B=B=240 OR 290


A

ALTERNATE COURSES

INFILL EVERY 2nd COURSEFROM 100% SOLID UNITS CONDITION 1, A = 290 B = 190

CONDITION 2, A = 240 B = 190CONDITION 3, A = 290 B = 240

B

NOTE:1. PROVIDE PREFABRICATED CORNERS FOR HORIZONTAL JOINT REINFORCING (TYPICAL).2. REFER TO TYPICAL LOAD BEARING MASONRY NOTES AND TO THE SPECIFICATION FOR MASONRY

MATERIALS AND FOR HORIZONTAL JOINT REINFORCING

190

BLO

CK

190

BLO

CK

EXCAVATION SHORING NOTES T-A09-11.0 GENERAL1.1 GENERAL INSTRUCTIONS .1 THESE NOTES ARE A "PERFORMANCE SPECIFICATION", OUTLINING THE PARAMETERS WHICH SHALL APPLY TO

THIS WORK. .2 SHORING DESCRIPTION:-

.1 THE CONTRACTOR IS REQUIRED TO SUBMIT WITH THE TENDER SUBMISSION A WRITTEN DESCRIPTION OF THE PROPOSED SHORING SYSTEM. SIMPLE SKETCHES MAY BE USED TO ILLUSTRATE THE PROPOSED SCHEME IF DESIRED.

.2 INCLUDE ALL DESIGN CRITERIA.

.3 THE SHORING DESIGN IS TO BE BASED UPON THE DESIGN CRITERIA COMPATIBLE WITH THE SOIL REPORT. IF ALTERNATIVE SCHEMES ARE ALSO SUBMITTED WHICH ARE BASED UPON CRITERIA WHICH DIFFER FROM THE SOIL REPORT, THEN BEFORE SUCH A SCHEME CAN BE ACCEPTED, THE CONTRACTOR MUST OBTAIN THE WRITTEN APPROVAL OF THE SOIL CONSULTANT.

1.2 REFERENCES .1 ALL CODES, STANDARD SPECIFICATIONS AND BY-LAWS REFERRED TO IN THESE NOTES SHALL BE

CURRENT EDITIONS INCLUDING ALL REVISIONS, SUPPLEMENTS AND ADDENDA. .2 CONFORM TO THE ONTARIO BUILDING CODE. .3 CONCRETE WORK TO CONFORM TO CSA A23.1, CSA A23.3. .4 STRUCTURAL STEEL TO CONFORM TO CSA STANDARD CSA S16. .5 WELDING TO CONFORM TO CSA STANDARD W59. .6 REFER TO THE SOIL REPORTS.1.3 PREPARATION .1 EXAMINE ALL DOCUMENTS TO ASCERTAIN ANY EFFECT UPON THE PROPOSED SHORING. .2 VISIT THE SITE AND KNOW ABOUT ALL EXISTING STRUCTURES, BUILDINGS, SERVICES, OVERHEAD OBSTRUCTIONS OR

OTHER ITEMS WHICH MAY AFFECT THE PROPOSED SHORING SYSTEM. NO CLAIM FOR EXTRA PAYMENT WILL BECONSIDERED DUE TO SUCH CONDITIONS.

.3 NO ELEMENT OF THE SHORING SYSTEM CAN INTERFERE WITH OR IMPEDE THE CONSTRUCTION OF THE BASEBUILDING STRUCTURE.

.4 IF ANY ASPECT OF THE SHORING SYSTEM REQUIRES REDESIGN OF THE BASE BUILDING ELEMENTS, AND THEOWNER, THE ARCHITECT AND THE STRUCTURAL CONSULTANT ARE IN AGREEMENT WITH THE PROPOSED CHANGE,THE CONTRACTOR SHALL PAY ALL ADDITIONAL COSTS, INCLUDING RE-DESIGN, ASSOCIATED WITH THE CHANGE.

1.4 EXCAVATION SHORING DRAWINGS .1 PROVIDE DRAWINGS, DETAILS AND COMPLETE INFORMATION NECESSARY FOR INSTALLATION OF THE COMPLETE

SHORING SYSTEM, AND COMPLETE CALCULATIONS FOR THE SHORING DESIGN. .2 SUBMIT DRAWINGS AND CALCULATIONS FOR REVIEW AS DIRECTED. .3 SHORING DRAWINGS AND CALCULATIONS ARE TO BEAR THE STAMP AND SIGNATURE OF THE LICENSED

PROFESSIONAL ENGINEER RESPONSIBLE FOR THE DESIGN. .4 SUBMIT DESCRIPTION OF METHODS, AND TYPE OF EQUIPMENT PROPOSED FOR USE IN INSTALLATION. .5 INSTALLATION SHALL NOT COMMENCE UNTIL THESE DRAWINGS AND CALCULATIONS ARE REVIEWED. ALLOW 10

DAYS FOR THE REVIEW OF THE DRAWINGS AND SUPPLY AS MANY COPIES FOR REVIEW AND DISTRIBUTION ASDIRECTED. SHORING DRAWINGS SHALL BE CHECKED IN DETAIL BY THE CONTRACTOR AND SHALL BEAR THECHECKER'S INITIALS BEFORE SUBMISSION.

.6 THE REVIEW OF SHORING DRAWINGS SHALL NOT RELIEVE THE CONTRACTOR OF THE RESPONSIBILITY FORSEEING THAT THIS WORK IS COMPLETE ACCURATE, OR FOR PROVIDING NECESSARY METHODS, EQUIPMENT,WORKMANSHIP AND SAFETY PRECAUTIONS.

.7 SHORING DRAWINGS SHALL INCLUDE BUT NOT BE RESTRICTED TO:-.1 FULLY DIMENSIONED PLANS, SECTIONS, DETAILS AND ELEVATIONS..2 SOLDIER PILE AND PILE TOE INSTALLATION PROCEDURES..3 BACKFILLING AROUND PILES..4 EXCAVATION STAGES AND BERMING PROCEDURES..5 WOOD LAGGING INSTALLATION..6 WALER AND CORNER BRACE INSTALLATION..7 "PRESSURE LOADING DIAGRAMS" FOR EACH LOADING CONDITION, INCLUDING CONSTRUCTION LOADS..8 COMPLETE DETAILS AND SPECIFICATIONS FOR ALL MATERIALS TO BE USED..9 TOLERANCES..10 INSPECTION PROCEDURES.

1.5 BUILDING PERMIT APPLICATION .1 THE CONTRACTOR SHALL SUBMIT SIGNED AND SEALED SHORING DRAWINGS AND CALCULATIONS, AS

REQUIRED, TO ALL MUNICIPAL AUTHORITIES HAVING JURISDICTION AND ASSIST IN OBTAINING ALL PERMITS ANDAPPROVALS INCLUDING ENCROACHMENTS BEYOND PROPERTY LINES FOR ANY ASPECT OF THE SHORING SYSTEM.

1.6 SOURCE QUALITY ASSURANCE .1 THE CONTRACTOR SHALL PROVIDE EVIDENCE THAT ALL STRUCTURAL STEEL USED ON THIS PROJECT MEETS

OR EXCEEDS THE DESIGN SPECIFICATIONS FOR MATERIAL USED IN THE SHORING DESIGN AS SHOWN ON REVIEWED.

EXCAVATION SHORING NOTES T-A09-2 .2 EVIDENCE SHALL CONSIST OF CERTIFIED MILL CERTIFICATES, OR WHERE NECESSARY, TEST REPORTS OF

COUPONS AS SAMPLED AND TESTED BY AN INDEPENDENT TESTING LABORATORY. .3 COSTS OF SUCH TESTS TO BE BORNE BY THE CONTRACTOR.2.0 EXECUTION2.1 PREPARATION .1 ENSURE THAT ALL NECESSARY SURVEYS FOR PROPERTY LINES, EXISTING GRADES, UTILITIES AND ADJACENT

STRUCTURES ARE CARRIED OUT. .2 CONFIRM LOCATIONS OF BURIED SERVICES AND STRUCTURES BEFORE COMMENCING WORK. .3 PLOT ON A DRAWING AND REPORT TO THE CONSULTANT ALL UNCHARTED BURIED SERVICES AND

STRUCTURES, IF DISCOVERED DURING THIS WORK. .4 THE PLAN LOCATION OF EACH PILE SHALL BE DEFINED RELATIVE TO THE BUILDING GRID SYSTEM TO AVOID

INTERFERENCE WITH BASE BUILDING ELEMENTS.2.2 FABRICATION .1 FABRICATE STRUCTURAL STEEL IN ACCORDANCE WITH CSA-S16. .2 WELDING TO CONFORM TO CSA W59 AND BE PERFORMED BY A COMPANY CERTIFIED TO CSA W47.1.2.3 INSTALLATION .1 INSTALL SHORING SYSTEM IN ACCORDANCE WITH REVIEWED SHORING DRAWINGS. .2 OBSTRUCTIONS:

.1 EXTRA TIME EXPENDED DUE TO BOULDERS AND/OR OTHER OBSTRUCTIONS ENCOUNTERED DURING THE INSTALLATION OF SOLDIER PILES IS TO BE COMPENSATED FOR BY APPLYING THE UNIT RATES AS REQUESTED BY THESE NOTES.

.2 NO EXTRA CLAIM IS TO BE SUBMITTED FOR TIME EXPENDED LESS THAN 15 MINUTES IN DURATION.

.3 EXTRA CLAIMS FOR SUCH WORK ARE TO BE ACCOMPANIED BY TIME SHEETS WHICH HAVE BEEN VERIFIED AND SIGNED BY A REPRESENTATIVE OF THE OWNER OR THE SOIL CONSULTANT.

.3 TOLERANCES:.1 NO ASPECT OF THE SHORING INSTALLATION SHALL HAVE AN ADVERSE EFFECT UPON THE BASE

BUILDING STRUCTURAL ELEMENTS..2 SOLDIER PILES ARE TO BE INSTALLED WITHIN THE FOLLOWING TOLERANCES VARIATION FROM

DESIGNATED PLAN LOCATION AT ANY GEODETIC LEVEL ............ ±2"(50mm)VARIATION FROM PLUMB ................. 1% WITH A MAX. OF 3"(75mm)

.3 THE WOOD LAGGING MUST BE "BLOCKED-BACK" TO MAINTAIN THE BASE BUILDING WALL THICKNESS AS A MINIMUM, WHEN THE SOLDIER PILE LOCATION ENCROACHES INTO THE WALL. THIS TO BE COORDINATED WITH AND APPROVED BY THE STRUCTURAL CONSULTANT.

.4 CUTTING DOWN TOPS OF PILES: THE TOPS OF ALL PILES ARE TO BE CUT DOWN TO SUIT REQUIREMENTS OF THE MUNICIPAL AUTHORITIES HAVING JURISDICTION, SERVICES, STAIRS, LANDSCAPING, WATERPROOFING DETAILS, AND ADJACENT PROPERTY OWNERS.

.5 UNIT PRICES:.1 INCLUDE IN THE TENDER SUBMISSION:.2 UNIT PRICES FOR ADDITIONS AND DELETIONS COVERING ALL ASPECTS OF THE PROPOSED SHORING SYSTEM..3 FOR OBSTRUCTIONS ENCOUNTERED DURING INSTALLATION OF SOLDIER PILES, INCLUDE LIST OF LABOUR AND EQUIPMENT RATES AS REQUIRED.

3.0 QUALITY CONTROL .1 THE ENGINEER RESPONSIBLE FOR THE SHORING DESIGN SHALL UNDERTAKE THE GENERAL REVIEW OF THE

SHORING INSTALLATION IN ACCORDANCE WITH THE PERFORMANCE STANDARDS OF THE ASSOCIATION OFPROFESSIONAL ENGINEERS OF ONTARIO TO DETERMINE THAT THE CONSTRUCTION IS IN GENERALCONFORMITY WITH SHORING DRAWINGS AND SHALL PROVIDE REPORTS AS DIRECTED. COST OF THIS WORKTO BE INCLUDED IN THE CONTRACT SUM.

.2 THE SOILS CONSULTANT IS TO PROVIDE INSPECTION AND TESTING SERVICES FOR THE SHORING SYSTEM. .3 THE SOILS CONSULTANT IS TO REVIEW SOIL AT PILE TOES. .4 ROUTINE INSPECTION AND TESTING OF STRUCTURAL STEEL SHALL BE CARRIED OUT IN ACCORDANCE WITH

CSA S16 INCLUDING: FIELD INSPECTION OF ERECTION AND FIT-UP (PROPER PLACING, PLUMBING,LEVELLING) AND INSPECTION OF BOLTED CONNECTIONS USING HIGH TENSILE BOLTS. FIELD INSPECTION OFWELDED JOINTS. THIS INSPECTION IS TO BE CARRIED OUT BY AN INDEPENDENT INSPECTION AND TESTINGCOMPANY CERTIFIED TO CSA W178. THE INSPECTION AND TESTING COMPANY SHALL BE APPOINTED BY THEOWNER.

.5 ANY TESTING OR INSPECTION OR ENGINEERING SERVICES REQUIRED BECAUSE OF AN ERROR OR DUE TO ADEPARTURE FROM THE CONTRACT DOCUMENTS SHALL BE AT NO EXTRA COST TO THE CONTRACT SUM.

.6 REPORTS INSPECTION COMPANY REPORTS, SHORING ENGINEER'S REPORTS AND SOIL CONSULTANT'S REPORTS SHALL BE ISSUED EXPEDITIOUSLY AND SHALL BE DISTRIBUTED AS DIRECTED.

T-M05TYPICAL CONCRETE PAD UNDER STEELBEAM BEARING ON MASONRY WALL

NOTE:1. REFER TO PLANS FOR LOCATION OF PADS.2. CONCRETE STRENGTH 25 MPa (CLASS N) UNLESS NOTED.

FORMWORK

SEAL WITHSUITABLEMATERIAL TOPREVENTLEAKAGE OFCONCRETE

CEILING LEVEL

FILL BLOCK VOIDBELOW PAD WITHMORTAR/GROUT

RE

INFO

RC

ING

AS

NO

TED

PA

D D

EP

TH N

OTE

D30

0 (1

2") M

IN. +

CEILING LEVEL

RE

INFO

RC

ING

AS

NO

TED

PA

D D

EP

TH N

OTE

D30

0 (1

2") M

IN. +

THICKNESS

WALL

THICKNESS

WALL

MIN. 600 (24")

PAD LENGTH AS NOTED

WELD BEAM TO WPWITH A MIN. OF(2) 3mm x 25mm(3/16" x 1")FILLET WELDSUNLESS NOTED

TYPICAL SECTIONCEILING BELOW BOTTOM OF PAD

TYPICAL SECTIONCEILING LEVEL ABOVE BOTTOMOF PAD WITH "EXPOSED" MASONRY

MASONRY LINTELBLOCKS FORLENGTH OF PAD

WALL PLATE (WP)ANCHORS (2) 12ø x 250(½" x 10") UNLESS NOTED

REINFORCEAS NOTED

WALL PLATE+ ANCHORS

SEAL FORMWORKTO PREVENT LEAKAGEOF CONCRETE

ELEVATION

¢ BEAM & PAD

ELEV

ATIO

N

ELEV

ATIO

N

H.A. McCALLUMLICE

NSE



D




CHECKED BY :

ISSUE OR REVISION



DRAWN BY:

SCALE :

DATE :

DESIGNED BY:

PROJECT No. :

DWG STATUS :


PR

OJE

CT

:

DWG TITLE :

PROFESSIONAL SEAL :

21/1

0/20

13 1

1:52

:08

AM

1 : 1

2

2011083

CIT

Y O

F T

OR

ON

TO

FIR

E S

TA

TIO

N

AE

S6-06

AM

JG

Issue Date

PROGRESS

TYPICAL DETAILS

325

CH

AP

LIN

CR

ES

CE

NT

Tor

onto

, ON



66 of 69

ADD-024

2

ADD-02

460015

10

ADD-02

3

PREFINISHED ALUMINUMFLASHING BY SKYLIGHTMANUFACTURER

SLOPE

PARAPET ASSEMBLY:ROOF MEMBRANE FLASHING38 RIGID INSULATIONAIR/VAPOUR BARRIEREXTERIOR SHEATHING140mm PT WD STUDS @300mm O/CBATT INSULATIONVAPOUR BARRIER12.7MM GYPSUM BOARD

ALUMINUM SKYLIGHT FRAMING

PREFINISHED ALUMINUMFLASHING BY SKYLIGHTMANUFACTURER TO CAPTOP OF WALL AT INTERIOR

75

2

A2.4.5

4615

4600

755770770770770755

1360

GLGLGLGLGLGL

ALUMINUM SKYLIGHT FRAMING

PREFINISHED ALUMINUM CAP BY ALUMINUM SKYLIGHT MANUFACTURER

EQ EQ

60.00°

GL

1360

60.0

0°

1460

ScaleDateProject number As indicated

10/21/2013 1:45:22 PM

SKYLIGHT DETAILSFIRE STATION

10/21/13

ADD-021 : 751 SKYLIGHT PLAN

1 : 102

ADD-02 PARAPET DETAIL 6 - SKYLIGHTCURB

1 : 203 Elevation 16 - a

1 : 204 Elevation 4 - a

67 of 69

Section 3 – Tender Submission Package Pricing Form

Tender Call No. 281-2013 Contract No. N/A (Addendum No. 3 dated October 22, 2013)

PMMD V 5.2 Page 3-10

REVISED PRICING FORM

Construction of New Fire Station located at 325 Chaplin Crescent, Toronto. All Bidders must complete in full and submit this price form page with your bid submission by the closing time and date. Bidders that do not fully complete this form (such as leaving lines blank), or have unclear answers (such as "N/A" or "TBD", Dashes or Hyphens) 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 requesting information for the following Pricing Form below must be completed in ink ensuring the printing is clear and legible. ALL BIDDERS MUST COMPLETE IN FULL AND SUBMIT THIS PAGE WITH YOUR BID SUBMISSION. FAILURE TO DO SO WILL DECLARE YOUR BID NON-COMPLIANT. Where included, the supplementary list of prices required for extra work form must also be completed.

NAME OF CONTRACTOR: ___________________________________________________________ The City reserves the right to award work identified for this quotation in whole or part should it be deemed in the interest of the City to do so. The City reserves the right to not award this quotation or any part of this quotation to the lowest or any bidder. a) WORK SPECIFIED IN TENDER (Exclusive of HST) It is agreed and understood that the following Bid Price will apply to the applicable work Specified in the specifications and drawings for this tender. Include in the Bid Price all overheads, profits and statutory charges as applicable

BID PRICE ………………………………………………………………………….. $_____________ b) CONTINGENCY ALLOWANCES (Exclusive of HST)

Note I: Refer to Definitions to Bid Form below Work for any change, extra or additional work shall have a Maximum markup of 15% overhead and profit for work carried out by the General Contractor. The General contractor is only entitled to a maximum mark up of 5% overhead and profit on work carried out by their/all sub contractors . The contingency allowance, at the owner’s sole discretion, may be reduced or deducted entirely from the total bid price.

............................................................................................................................. $ 500,000.00

68 of 69

Section 3 – Tender Submission Package Pricing Form

Tender Call No. 281-2013 Contract No. N/A (Addendum No. 3 dated October 22, 2013)

PMMD V 5.2 Page 3-11

c) CASH ALLOWANCE (Exclusive of HST) Note I: Refer to Definitions to Bid Form below

The cash allowance, at the owner’s sole discretion, may be reduced or deducted entirely from the total bid price. ………………………………...................................................................................... $ 600,000.00

d) DISTRIBUTION OF PROJECT DOCUMENTS (Exclusive of HST) Documents specified within the Scope, at a minimum, shall be submitted to the Consultant and the City during the course of the project, BEFORE Substantial Completion. One (1) electronic copy and two (2) hard copies shall be submitted for each document. The full amount from item d) will be retained until all documents are provided to the City.

………………………………....................................................................................... $ 4,000.00

e) QUOTED BID PRICE (Exclusive of HST)

It is agreed and understood that Quoted Bid Price is the total of the items identified in a) Work Specified in Tender - Bid Price + b) Contingency Allowance +, c) Cash Allowance + d) Distribution of Project Documents, as specified above. QUOTED BID PRICE: ..................................................................................... $______________ HST CALCULATION: ..................................................................................... $______________ TOTAL QUOTED BID PRICE: (Including HST)………….…………………….. $ ______________ (Please indicate this amount on the Tender Call Cover Page)

DEFINITIONS TO BID FORM CONTINGENCY ALLOWANCE (H.S.T. excluded) is an allowance for changes to the work, extra work or additional work resulting from unforeseen site conditions only, that may be authorized by the Consultant and/or the City. Do not add overhead, profit or any taxes to this amount when calculating the total bid price. The unused portion is credit to the contract. When any Changes to the work, extra work and/or additional work to the contract is required, and agreed upon, a Change Order will be issued for the additional cost. OVERHEAD AND PROFIT shall include but not be limited to all administration costs including head office and site administration, safety training and meetings, supervision, travel costs including cost to and from the site, copying, printing, faxing, telephone charges, e-mail charges, computer and software, drafting, O&M manuals, record keeping, financing and small tools. CASH ALLOWANCE is only for items specified in section 01210 item 1.3, as directed and required by the City. The total bid price, and not the Cash Allowance, shall include the Contractor's overhead, profits and supervision on such cash allowances. If the cost of the allowance is exceeded, the extra sum is an extra to the contract; if cost is less, the unused portion is credit to the contract. The Bid price for the work shall not contain any HST. Contractors and Service Providers will add the HST to all their monthly invoices as of July 1, 2010.

69 of 69