G:\Projects\516-14 WinchCommCareBldg2\Specs\Tender\title.wpd
EASTERN COUNTIES CORPORATION
FOR
RURAL HEALTH
SPECIFICATIONS
FOR THE
COMMUNITY CARE BUILDING
PHASE 2
WINCHESTER
VOLUME 1 OF 2
May 4, 2015
Bryden Martel Architects Incorporated
1066 Somerset Street West, Ottawa, Ontario K1Y 4T3
Voice:
613-724-9914
Facsimile:
613-724-9864
Electronic:
bryden@brydenmartel.on.ca
Community Care Building
Phase 2
Winchester
Index to Specifications
Page 1 of 2
No. of Pages
VOLUME 1 OF 2
Title Page . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Index to Specifications . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
List of Drawings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Section 00 21 13 - Instructions to Bidders . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Containment Map . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Tender Form . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Section 32 92 23 - Sodding . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
1
3
2
9
1
4
2
Section 00 80 00 - General Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
Section 01 10 50 - General Work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12
Section 01 35 21 - LEED Requirements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
Section 01 35 22 - VOC Requirements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
Section 01 45 10 - Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
Section 01 45 20 - Field Tests . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2
Section 01 74 21 - Construction/Demolition Waste Management and Disposal . . . . . . . . . . . . . . . 5
Section 01 81 00 - Indoor Air Quality (IAQ) Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
Section 02 10 00 - Soils Report/Paterson Group Inc. - Geotechnical Investigation . . . . . . . . . . . . 50
Section 03 10 00 - Concrete Formwork and Accessories . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
Section 03 20 00 - Concrete Reinforcing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
Section 03 30 00 - Cast-in Place Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
Section 04 04 00 - Masonry Procedures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Section 04 05 12 - Mortar and Grout for Masonry . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Section 04 05 19 - Masonry Reinforcing and Tying . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Section 04 05 23 - Masonry Accessories . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Section 04 21 13 - Brick Masonry . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Section 04 22 00 - Concrete Unit Masonry . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Section 04 43 23 - Stone Masonry . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
4
2
3
2
2
3
1
Section 05 12 23 - Structural Steel For Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12
Section 05 41 00 - Exterior Steel Stud Wall Systems . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
Section 05 50 00 - Metal Fabrications . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
Section 06 10 00 - Rough Carpentry . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
Section 06 17 53 - Pre-Fabricated Wood Trusses . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
Section 06 40 00 - Architectural Woodwork . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
Section 06 40 10 - Millwork Drawings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 57
Section 07 21 13 - Cavity Wall Insulation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Section 07 21 20 - Subgrade Insulation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Section 07 21 23 - Loose Fill Insulation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Section 07 21 29 - Sprayed-In-Place Foam Insulation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Section 07 24 00 - Exterior Insulation and Finish System . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Section 07 27 00 - Air and Vapour Barrier Membranes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Section 07 30 00 - Asphalt Shingle Roofing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Section 07 46 13 - Metal Wall Cladding . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Section 07 52 00 - Modified Bituminous Roofing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Section 07 62 00 - Metal Flashings, Trims, Soffits and Eavestroughs . . . . . . . . . . . . . . . . . . . . . . .
Section 07 84 00 - Firestopping . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
2
1
2
2
4
3
3
3
7
4
4
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
Index to Specifications
Page 2 of 2
Section 07 92 00 - Sealants . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
Section 08 00 00 - Door Frame and Screen Schedule . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15
Section 08 11 00 - Steel Doors, Frames & Screens . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
Section 08 11 16 - Aluminum Entrance Screens and Doors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
Section 08 14 16 - Solid Particle Core Doors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2
Section 08 50 10 - Fibreglass Windows . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
Section 08 71 00 - Finishing Hardware . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 36
Section 08 80 50 - Miscellaneous Glazing and Mirrors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
Section 08 90 00 - Ventilation and Vision Louvres . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
Section 09 00 00 - Room Finish Schedule . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Section 09 21 16 - Interior Gypsum Board Systems . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Section 09 30 14 - Porcelain Tile . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Section 09 51 13 - Lay-in Tile Ceilings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Section 09 62 40 - Resilient Athletic Flooring . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Section 09 65 19 - Resilient Tile Flooring . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Section 09 66 10 - Vinyl Plank Flooring . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Section 09 68 00 - Carpet Tile . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Section 09 91 23 - Painting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
3
6
3
4
3
3
3
5
5
Section 10 10 00 - Manufactured Specialties . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2
Section 10 10 10 - Foot Grilles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2
Section 12 21 10 - Roller Blinds . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
Section 31 00 99 - Earthworks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Section 31 22 19 - Topsoil Placement and Grading . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Section 31 23 33 - Excavation, Trenching and Backfilling for Site Services . . . . . . . . . . . . . . . . . .
Section 32 01 90 - Operations and Maintenance of Planting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Section 32 01 91 - Monthly Maintenance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Section 32 12 16 - Asphaltic Paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Section 32 14 13 - Precast Concrete Unit Paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Section 32 16 15 - Exterior Concrete Work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Section 32 91 13 - Planting Soil Preparation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Section 32 92 20 - Seeding . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Section 32 93 10 - Trees, Shrubs and Groundcover Planting . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Section 33 05 13 - Manholes and Catchbasins . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Section 33 41 00 - Storm Sewers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
6
2
3
5
1
4
3
3
2
3
5
3
5
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
List of Drawings
Page 1 of 2
Architectural
A1
A2
A3
A3.1
A4
A4.1
A5
A6
A7
A8
A9
A10
A11
A12
A13
A14
A15
A16
A17
A18
Site Pla
Fire Protection Plan, Roof Plan
Ground Floor Demolition Plan
Ground Floor New Work Plan
Reflected Ceiling Plan Demolition
Reflected Ceiling Plan
Elevations
Building Section
Wall Sections
Wall Sections
Wall Sections
Section Details
Section Details
Flat Roof Details
Flat Roof Details
Plan & Section Details
Plan Details
Plan & Section Details
Millwork Plan
Floor Finish Plan
Site Services
C1
C2
C3
Grading Plan - Sediment and Erosion Control
Servicing Plan
Drainage Area Plan
Landscape
L1.01
Landscape Plan
Structural
S100
S101
S102
S103
S104
S200
S210
S220
S300
S310
S400
General Notes
General Notes
Typical Details
Typical Details
Typical & Project Details
Foundation and Ground Floor Plan
Top of Steel Framing Plan
Roof Framing Plan
Foundation Sections
Roof Sections
Rigid Frame Elevations
Mechanical
M0.1
M0.2
M1.1
Mechnaical - Drawing List, Legend & Details
Mechanical - Schedules
Fire Protection - New Work - Ground & Attic Level
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
M2.1
M2.2
M3.1
M3.2
M4.1
M4.2
List of Drawings
Page 2 of 2
Plumbing - New Work - Ground Level
Plumbing - New Work - Ground Level
Utilities - New Work - Ground Level
Utilities - New Work - Ground Level
HVAC - New Work - Ground Level
HVAC - New Work - Attic Level
Electrical
E1
E2
E3
E4
E5
E6
Electrical Legends, Drawing List, Lighting Schedule and Single Line
Electrical Panel Schedules
Lighting, Fire Alarm, Power & Systems - Demolition Work
Lighting & Fire Alarm - New Work
Power & Systems - New Work
Electrical Site Plan
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
Section 00 21 13
Instructions to Bidders
Page 1 of 9
PART 1 - GENERAL
1.
TENDERS
.1
2.
The Owner reserves the right to waive any informalities and to accept or reject any or all
tenders.
TENDER FORMS
.1
Tenders will be submitted on forms provided by the Architect and enclosed in sealed opaque
envelopes plainly marked:
TENDER:
COMMUNITY CARE BUILDING, PHASE 2, WINCHESTER
.2
Address Tenders to:
Community Care Building, Phase 2
c/o Pat Lewis
Manager, Building Services
Winchester District Memorial Hospital
566 Louise Street
Winchester, Ontario
K0C 2K0
.3
3.
4.
Complete the Tender Form in its entirety including the listing of sub-contractors and the
provision of alternative prices.
DELIVERY
.1
Tenders shall be delivered to the Owner at the above-noted address not later than 2:00 p.m.,
local time, May 19, 2015. Deliver tenders to Bryden Martel Architects Incorporated at
Suite 200, 1066 Somerset Street West, Ottawa, K1Y 4T3..
.2
No telephoned or telegraphed proposals or modifications will be considered.
.3
Tenders will not be accepted that have been transmitted by facsimile machine or
electronically.
.4
Tenderers will not have the use of telephones at the Bryden Martel Architects offices at the
tender closing time.
.5
Tenders will be opened in public and the name of the tenderers and the stipulated price bid
sums only, will be read out at the tender opening time.
ADDENDA
.1
Answers to questions directed to the Architect and any amendments to drawings and
specifications during the tender period will be communicated in the form of Addenda to all
General Contractors tendering. Such Addenda will be considered as part of the
specifications and thereby be included in the Contract Documents. No allowance shall be
made for any information given verbally by the Architect or the Engineers.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
5.
6.
7.
Section 00 21 13
Instructions to Bidders
Page 2 of 9
LOCAL SUB-CONTRACTORS AND SUPPLIERS
.1
It is mandatory that bidders for this work be in contact with the sub-contractors and material
suppliers whose businesses are physically located within the service area of the Winchester
District Memorial Hospital.
.2
Refer to the accompanying map for the Winchester District Memorial Hospital service
catchment area.
SITE BRIEFING
.1
A bidders' briefing at the site has been scheduled for 9:00 a.m. on May 6, 2015.
.2
Participants are asked to assemble at the main entrance of the Community Care Building at
530 Fred Street in Winchester.
ASSIGNMENT OF PRE-TENDER
.1
The building system controls work has been the subject of a pre-tender process:
.2
The successful bidders for the pre-tender is required to become a sub-contractor directly to
the HVAC sub-contractor for the renovations of the Community Care Building, Phase 2.
.3
The successful bidder for the building systems control work is:
Automated Logic,
95 Denzil Doyle Ct., Unit 4, Kanata, ON K2M 2G8
Telephone: 613-599-7700
.4
8.
9.
COMMENCEMENT AND COMPLETION
.1
It is anticipated that the contract for the Work will be awarded by May 29, 2015
.2
The Work shall be brought to 100% completion by January 15, 2016.
HARMONIZED SALES TAX
.1
10.
The quoted price for this work is $42,200.00 exclusive of HST and a copy of the quote is
appended to this specification section..
The Harmonized Sales Tax (HST) is NOT to be considered an applicable tax for the
purposes of this bid. The bidder shall therefore NOT include in his bid price the said HST.
The successful contractor shall indicate on each application for payment as a separate
amount the appropriate HST the Owner is legally obligated to pay. This amount will be paid
to the Contractor in addition to the amount certified for payment under the Contract and will
therefore not affect the Contract Price.
CASH ALLOWANCE
.1
The following cash allowance shall be included in the Contract Price and shall be handled
in accordance with the General Conditions of the Contract.
.1
Building Access Control Work
$4,000.00
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
11.
12.
Section 00 21 13
Instructions to Bidders
Page 3 of 9
TENDER DOCUMENTS
.1
Tender Documents are being issued only in PDF electronic format by e-mail or by a FTP link
to pre-qualified general contractors.
.2
Tender documents will not be issued directly to subcontractors or others by Bryden Martel
Architects. Tender documents will be available at the Ottawa Construction Association.
ELECTRONIC DRAWING FILES
.1
AutoCAD electronic files are available to General Contractors preparing tenders for the Work
from the Architect’s office by specific request under the following conditions:
.1
The Architect and their Consultants retain all rights of ownership, including copyright,
for electronic documents.
.2
The General Contractor agrees not to forward to others, transmit, download or
reproduce the electronic documents in any format, whether print or electronic, except
under the totality of all conditions outlined herein. When forwarding occurs all terms
and conditions of this agreement shall apply to the recipient(s).
.3
The physical tender documents as issued by the Architect alone constitute the
documents for tender. All electronic material that is made available to the bidder is
solely done so as a convenience for the bidder and all potential sub-contractors to
the bidder. Where there is a conflict between the electronic documents and the
physical copies, the physical copies shall govern.
.4
The General Contractor agrees not to modify or alter the electronic documents in any
way.
.5
The General Contractor agrees not to use or reuse the electronic documents in any
manner except as expressly permitted herein.
.6
The General Contractor agrees not to resell or trade the electronic documents.
.7
The General Contractor agrees to review all the documents related to the General
Contractor’s work and to bear the consequences of any omission to carry out a
review of all documents.
.8
The General Contractor agrees that no drawing shall be issued, by the General
Contractor, using the Architect’s or their Consultant’s sheet layout. This includes the
Architect’s or their Consultant’s name, address, title, issue information and title block.
.9
The General Contractor agrees that the Architect is not responsible, or liable, in any
way for the use of the electronic documents by the General Contractor or by anyone
receiving the electronic documents from the General Contractor.
.10
The Architect expressly disclaims all representations and warranties of any kind,
express or implied, in connection with the electronic drawings.
.11
The Architect shall not be liable to anyone for any direct or indirect damages arising
from any errors or omissions, completeness of the electronic documents, any errors
in their computer system, in the software used therewith, or in the electronic files, or
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
Section 00 21 13
Instructions to Bidders
Page 4 of 9
for any lost profits, special or consequential damages for any claim arising out of the
use of, or inability to use, the electronic files.
13.
15.
16.
The General Contractor agrees that use of the electronic documents is at the
General Contractor’s own risk. The General Contractor agrees to indemnify and
save harmless the Architect, his/her employees, agents and Consultants from and
against all claims, losses, demands, cost and expense (including legal fees),
damages or recoveries (including any amounts paid in settlement) arising by reason
of, caused by, or alleged to be caused by, the General Contractor’s reliance on the
electronic document.
.13
The acceptance of any electronic AutoCAD files as made available by the Architect
shall be considered to be an acceptance by the General Contractor of all these
conditions.
AGREEMENT TO BOND
.1
14.
.12
The Contractor shall also include with his tender a written "Agreement to Bond" meaning a
statement by letter from a Bonding Company indicating that the bidder, if successful in
obtaining the Contract, will be covered by a 50% Performance Bond and a 50% Labour and
Materials Payment Bond as required under General Conditions.
PERFORMANCE AND LABOUR AND MATERIALS PAYMENT BOND
.1
The Contractor shall be required to provide a 50% Performance Bond covering faithful
performance of the Contract, and a 50% Labour and Materials Payment Bond guaranteeing
that all claimants will be paid for labour and materials furnished to the Contractor or
Subcontractor for use on the job.
.2
The Performance Bond and the Labour and Materials Payment Bond shall be provided before
signing of the Contract with the successful bidder. Cost of the bonds shall be included in the
Stipulated Sum Price.
BID BOND
.1
Each tender shall be accompanied by a bid bond or a certified cheque in the amount of 10%
of the tender price payable to the Winchester District Memorial Hospital.
.2
Regardless of some delays which may occur, the successful bidder shall execute a contract
on forms in the form noted in the Contract Documents for the stipulated sum stated in the
tender. Delays may be of any duration up to 60 days.
.3
The bid bond or certified cheque will be returned as promptly as possible.
EXAMINATION OF SITE
.1
The site is located as shown on the drawings. Before tendering, bidders shall visit and
examine the site and shall take note of all conditions affecting conduct and completion of
work. Submission of a tender will be deemed to be proof that tenderer has complied with the
foregoing requirements.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
17.
CANADIAN MATERIALS
.1
18.
19.
20.
22.
Wherever possible and consistent with proper economy, Canadian materials shall be used
throughout the work.
SPECIFIED ALTERNATE MATERIALS, PRODUCTS, AND EQUIPMENT
.1
Where alternate materials, products and equipment are specified any of the specified
materials, products or equipment may be used by the Contractor.
.2
Where specified alternate material, product or piece of equipment requires any modification
or modifications to any other element of the building to accommodate the related item the
necessary modification or modifications shall be provided at no cost to the owner.
STANDARD OF MATERIALS, PRODUCTS, AND EQUIPMENT
.1
Material and equipment specifically described are named in this Specification to establish a
standard of materials and workmanship to which the Contractor shall adhere. Where the
manufacturers' trade names are used, the Tender Price shall be based on the use of the
materials, products or equipment, for any one of the names mentioned in these
Specifications.
.2
The Architect will confirm acceptable alternative materials, products, or equipment by
Addendum during the tender period. The Architect reserves the right to accept or reject
alternatives as he sees fit. A rejection by the Architect of the proposed alternative material,
products or equipment shall be final, and the Architect shall not be obligated to give any
reason for his action.
.3
Under no circumstances will alternatives, submitted after the closing of the tenders, be
considered.
LIST OF SUBCONTRACTORS
.1
21.
Section 00 21 13
Instructions to Bidders
Page 5 of 9
Complete the list of subcontractors on page 3 of the Tender Form and submit with Tender.
TENDER SUM BREAKDOWN
.1
After the close of Tenders, the low bidder is to provide a detailed breakdown of the lump sum
Tender amount as requested by the Architect.
.2
The breakdown shall be broken down by building trades and shall be provided to the
Architect within 24 hours of the request.
.3
The breakdown shall be formatted to suit the administrative requirements of the Owner.
SCHEDULE
.1
After the close of Tenders and within 48 hours of the Architect’s request, the low bidder is to
provide a basic bar chart construction schedule.
.2
The schedule is to show each individual trade as a separate line item.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
23.
24.
Section 00 21 13
Instructions to Bidders
Page 6 of 9
ENVIRONMENTAL PROTECTION ACT
.1
All contractors to conform with the latest Ontario Regulations 101/94 to 105/94 with respect
to waste management.
.2
Prepare a Waste Reduction Workplan Summary for the construction project as required by
Ontario Regulation 102/94 of the Environmental Protection Act and submit to the Owner prior
to the issuance of the Building Permit. It is a condition of Site Plan Approval that the Building
Permit will not be issued until the Waste Reduction Workplan Summary is submitted.
ENQUIRIES
.1
All questions during the Tender Period should be directed to:
Bryden Martel Architects Incorporated
1066 Somerset Street West, Suite 200
Ottawa, Ontario
K1Y 4T3
Attention: David Bryden
Telephone: 613-724-9914
E-mail:
bryden@brydenmartel.on.ca
BRYDEN MARTEL ARCHITECTS INCORPORATED
22-04-2015
Attention:
Pat Lewis
Phone:
Subject:
Company:
Winchester District Memorial Hospital
Fax:
Winchester Hospital-Community Care Building Phase 2
Pages:
3
Pursuant to our review of the mechanical plans, mechanical specifications, and Winchester Hospital-Community
Care Building Phase 2 project, Automated Logic Canada is pleased to provide our quotation for the following
Building Automation scope of work:
Supply and install new network controller with WebCTRL software
Supply and install new DDC controls for the Glycol Loop
Supply and install new DDC controls for 4 ERVs
Supply and install DDC Bacnet connection to the Mitsubishi Main Controller to integrate to the fan
coils in the space
Provide all end devices and control valves as specified as part of the Building Automation System
Provide all programming and commissioning and graphical interfacing required to integrate the
Community Care Facility to the existing WebCTRL system located in the main hospital building
Supply and install BAS control wiring
Provide operator training
Please note the following:
Starters and MCCs by others\
Network connection to the main hospital by others
No mechanical wiring or standalone control wiring or network wiring for the Mitsubishi fan coil units
is included under this quote
Disconnect by others
Power wiring by others
Installation of valves, wells, meters, vfds and dampers by others
Cutting, patching, and painting by others
Access doors by others
Balancing by others
Equipment required to integrate into the BAS must be configured by the Original Equipment Manufacturer
(OEM) for this integration to occur. This includes communication via Open Protocol (e.g. BACnet, Modbus,
etc.) and programming by the OEM including configuring network addressing compatible with existing
equipment on-site and any technical support required to facilitate this.
Total Base Building Automation System Price: $42,200.00 (HST extra)
If you may require any further clarification, please to not hesitate to call.
Sincerely,
Trevor Chaulk
Account Executive
This quotation is subject to Automated Logic terms & conditions of sale. This quotation is valid for thirty (30) days.
95 DENZIL DOYLE COURT • KANATA, ONTARIO, CANADA K2M 2G8 • 613-599-7700 • FAX 613-599-7708
www.automatedlogic.com
TERMS AND CONDITIONS OF SALE
AUTOMATED LOGIC CONTRACTING SERVICES, INC.
1.
PAYMENT AND TAXES – Payment shall be made net 30 days from date of invoice.
Automated Logic reserves the right to require cash payment or other alternative method of payment
prior to shipment or completion of work if Automated Logic determines, in its sole discretion, that
Customer or Customer's assignee’s financial condition at any time does not justify continuance of the
net 30 days payment term. In addition to the price, the Customer shall pay Automated Logic any taxes
or government charges arising from this Agreement. If Customer claims any such taxes do not apply to
transactions covered by this Agreement, Customer shall provide Automated Logic with acceptable tax
exemption certificates. Payment for service agreements shall be due and payable in advance of
services being rendered.
2.
SCOPE OF WORK/EXCLUSIONS – Repair to building construction, plastering, patching
and painting are excluded. Customer agrees to provide Automated Logic with required field utilities
(electricity, toilets, drinking water, receiving dock, project hoist, elevator service, etc.) without charge.
Automated Logic agrees to keep the job site clean of debris arising out of its own operations. Customer
shall not back charge Automated Logic for any costs or expenses without Automated Logic’s written
consent. Unless specifically noted in the statement of the scope of work or services undertaken by
Automated Logic under this Agreement, Automated Logic’s obligations under this agreement expressly
exclude any work or service of any nature associated or connected with the identification, abatement,
clean up, control, removal, or disposal of environment hazards or dangerous substances, to include but
not be limited to asbestos or PCBs, discovered in or on the premises. Any language or provision of the
agreement elsewhere contained which may authorize or empower the Customer to change, modify, or
alter the scope of work or services to be performed by Automated Logic shall not operate to compel
Automated Logic to perform any work relating to Hazards without Automated Logic’s express written
consent. Services performed at customer’s direction outside of the scope of this proposal will be billed
at our scheduled rates.
3.
EXTRAS – Work and material in addition to or different from that stated herein, and
changes in drawings, specifications or time of performance, shall be considered as extras, and shall
entitle Automated Logic to an adjustment in the contract price and the delivery schedule.
4.
EMERGENCY SERVICE WORK – If emergency service is performed at Customer’s
request and inspection does not reveal any defects for which Automated Logic is liable under this
Agreement, Customer shall pay for such work at Automated Logic’s prevailing time and material rate.
5.
SHIPMENT/PARTIAL SHIPMENT/RETURNS– All product shipments shall be F.C.A.
shipping point (Incoterms 2010), freight prepaid and allowed to the job site. Shipment dates quoted are
approximate. Automated Logic does not guarantee a particular date for shipment or delivery.
Automated Logic shall have the right to ship any portion of equipment, goods or other materials
included in this Agreement and invoice Customer for such partial shipment. No goods will be accepted
for return without prior written authorization. Returned goods may be subject to a restocking charge.
Special order and non-stock items cannot be returned.
6.
DELAYS–Automated Logic shall not be liable for any delay in the performance of the
work resulting from or attributed to acts or circumstances beyond Automated Logic’s control, including,
but not limited to, acts of God or of the public acts of government, acts of terrorism, fire, floods,
epidemics, freight embargoes, unusually severe weather, riots, strikes or labor disputes, conditions of
the premises, acts or omissions of the Customer, Owner or other contractors, or delays caused by
suppliers or subcontractors (“Force Majeure Event(s)”). In the event Automated Logic is delayed in
manufacturing, shipping, delivery or any other performance under this Agreement by a Force Majeure
Event and without the fault or negligence of Automated Logic, Automated Logic agrees to notify
Customer in writing as soon a practicable of the causes of such delay, and Automated Logic shall
further be entitled to an extension of the time equivalent to the duration of any such delay and a
reasonable time in which to recover from said delay to resume performance. In the event any materials
or equipment to be provided by Automated Logic under this Agreement becomes permanently
unavailable as a result of a Force Majeure Event, Automated Logic shall be excused from furnishing
said materials or equipment.
7.
WARRANTY–Automated Logic warrants to Customer that the Work performed by
Automated Logic hereunder will comply in all material respects with the attached Scope of Work or
Statement of Services and will be free from material defects in workmanship. Automated Logic
warrants that all equipment manufactured by Automated Logic Corporation and all Automated Logic
equipment, parts or components supplied hereunder will be free from defects in material and
workmanship. Automated Logic shall at its option repair or replace, F.C.A. point of sale (Incoterms
2010), any equipment, part or component sold by Automated Logic and determined to be defective
within one (1) year from the date of acceptance. Automated Logic does not warrant products not
manufactured by Automated Logic, but it does pass on to Customer any available manufacturer’s
warranty for such products. Automated Logic warrants that all services provided by Automated Logic
hereunder shall be performed in a workmanlike manner. In the event any such service is determined to
be defective within ninety (90) days of completion of that service, Automated Logic shall at its option reperform or issue a credit for such service. Automated Logic’s obligations as set forth herein shall be
Customer’s exclusive remedy. Automated Logic shall not be responsible for labor charges for removal
or reinstallation of defective equipment, parts or components, for charges for transportation, handling
and shipping, or for repairs or replacement of such equipment, parts or components required as a
consequence of faulty installation when not installed by Automated Logic, misapplication, vandalism,
abuse, exposure to chemicals, improper servicing, unauthorized alteration or improper operation by
persons other than Automated Logic. THIS WARRANTY IS GIVEN IN LIEU OF ALL OTHER
WARRANTIES, EXPRESS, IMPLIED OR STATUTORY INCLUDING THE IMPLIED WARRANTIES OF
MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE.
8.
WORKING HOURS – All services performed under this Agreement including major
repairs, are to be provided during Automated Logic’s normal working hours unless otherwise agreed in
writing.
9.
CHANGE ORDERS/ADDITIONAL WORK– Automated Logic will not perform additional
work until such time as Automated Logic receives a change order, duly executed by each party, setting
forth the scope and an agreed upon price for the additional work, as well as any appropriate
adjustments to the delivery schedule. Additional work and/or materials supplied under any change
order shall be subject to the terms of this Agreement.
10.
CUSTOMER RESPONSIBILITIES – Customer shall: provide safe and reasonable
access to the job site and equipment being serviced, and a safe work environment; keep areas
adjacent to equipment free of extraneous material, move any stock, fixtures, walls, partitions, ceilings,
enclosures or such other property as may be necessary to perform the specified work; promptly notify
Automated Logic of any unusual operating conditions; operate any equipment supplied hereunder
properly and in accordance with instructions; identify and label any asbestos containing material that
may be present. The Customer will provide, in writing, prior to the start of a job, a signed statement
regarding the absence or presence of asbestos for any job where the building or the equipment to be
serviced is older than 1981. Should this document state that no asbestos is present, the Customer will
also provide in writing the method used to determine the absence of asbestos. If online service via
modem is being provided, the Customer shall provide and maintain, at Customer’s cost, a voice grade
dial-up telephone line or internet connection installed in a mutually agreed upon location.
11.
LIMITATION OF LIABILITY– Under no circumstances shall Automated Logic be liable
for any indirect, incidental, special or consequential damages, including loss of revenue, loss of use of
equipment or facilities, loss of data, or economic damages howsoever arising. Automated Logic shall
be liable for damage to property, other than equipment provided under this Agreement, and to persons,
to the extent that Automated Logic’s negligent acts or omissions directly contributed to such injury or
property damage. To the extent permitted by law, Automated Logic’s aggregate liability for any reason,
whether in contract, tort (including negligence) or otherwise, will be limited to the value of the payments
received by Automated Logic under this Agreement. The aggregate liability shall not limit the liability of
Automated Logic for any injury to, or death of a person, caused by its gross negligence.
12.
TERMINATION FOR CONVENIENCE–In the event Customer terminates this
Agreement through no fault of Automated Logic or for Customer’s convenience, Customer shall provide
prior written notice of termination and agrees to pay Automated Logic for all material furnished or
manufactured, labor performed and services provided up to the date of termination, all out-of pocket
costs (including but not limited to any restocking or other charges owed to any supplier) and including a
reasonable profit.
13.
CUSTOMER TERMINATION FOR DEFAULT – Customer shall have the right to
terminate this Agreement for Automated Logic’s default provided Automated Logic fails to cure such
default within 30 days after having been given prior written notice of the default. Upon early termination
or expiration of this Agreement, Automated Logic shall have free access to enter Customer locations to
disconnect and remove any and all Automated Logic-owned parts, tools and personal property.
Additionally, Customer agrees to pay Automated Logic for all incurred but unamortized service costs
performed by Automated Logic including overhead and a reasonable profit.
14.
AUTOMATED LOGIC TERMINATION –Automated Logic reserves the right to
discontinue its service or performance under this Agreement any time payments have not been made
as agreed or if alterations, additions or repairs are made to equipment during the term of this
Agreement by others without prior agreement between Customer and Automated Logic. Should
Customer fail to make payment in accordance with the terms of this Agreement and such failure
continues without cure for a period of five (5) days following Customer’s receipt of written notice of such
payment default, Automated Logic may terminate this Agreement without liability.
15.
CLAIMS / ALC EMPLOYEES– Any suits arising from the performance or
nonperformance of this Agreement, whether based upon contract, negligence, strict liability or
otherwise, shall be brought within one (1) year from the date the claim arose. The Customer
acknowledges that ALC’s employees are valuable assets to ALC. During the Term of this Agreement
or one hundred eighty (180) days thereafter, if Customer hires an ALC employee who worked at the
Customer’s facility at any time, the Customer agrees to 1) pay ALC an amount equal to 12 months
salary for such employee, and 2) reimburse ALC for all costs associated with any training ALC provided
to such employee.
16.
GOVERNMENT PROCUREMENTS–(a) The components, equipment and services
provided by Automated Logic under this Agreement are “commercial items” as defined in Section 2.101
of the Federal Acquisition Regulations ("FAR"), and the prices of such components, equipment and
services are based on Automated Logic's commercial pricing policies and practices (which do not
consider any special requirements of U.S. Government cost principles, FAR Part 31, or any similar
procurement regulations). As such, Automated Logic will not agree to provide or certify cost or pricing
data, nor will Automated Logic agree to comply with the Cost Accounting Standards (CAS). In addition,
no federal government procurement regulations, such as FARs or DFARs, shall apply to this
Agreement except those regulations expressly accepted in writing by Automated Logic.
(b)
WHERE AUTOMATED LOGIC IS SUBCONTRACTOR Where Automated Logic is
subcontractor, Automated Logic is agreeing to perform a private subcontract for the sale of a
commercial item on a fixed-price basis to Customer (a private entity) and as such there shall be no
Federal Acquisition Regulations (FARs), DFARS, CFRs, or any other federal government procurement
regulations of any kind which apply to this Agreement, except those regulations expressly accepted in
writing by Automated Logic. In addition, Automated Logic will not agree to provide or certify cost or
pricing data nor will Automated Logic agree to comply with the Cost Accounting Standards (CAS).
Carrier refers to FAR 52.244-6, "Subcontracts for Commercial Items and Commercial Components."
17.
HAZARDOUS MATERIALS–If Automated Logic encounters any asbestos or other
hazardous material while performing this Agreement, Automated Logic may suspend its work and
remove its employees from the project, until such material and any hazards associated with it are
abated. The time for Automated Logic’s performance shall be extended accordingly, and Automated
Logic shall be compensated for the delay.
18.
OCCUPATIONAL SAFETY AND HEALTH – Automated Logic and Customer agree to
notify each other immediately upon becoming aware of an inspection under, or any alleged violation of,
the Occupational Safety and Health Act (“OSHA”) relating in any way to the performance of work under
this Agreement, the project or the job site.
19.
ENTIRE AGREEMENT, ASSIGNMENT and MODIFICATION- This Agreement contains
the complete and exclusive statement of the agreement between the parties and supersedes all
previous or contemporaneous, oral or written, statements. Customer may assign this Agreement only
95 DENZIL DOYLE COURT • KANATA, ONTARIO, CANADA K2M 2G8 • 613-599-7700 • FAX 613-599-7708
www.automatedlogic.com
with Automated Logic’s prior written consent. No change, modification, amendment or waiver of any of
the terms or conditions of this agreement shall be binding upon the parties unless made in writing and
duly executed by both parties hereto.
20.
CUSTOMER CONSENT - Customer consents and agrees that Automated Logic may,
from time to time, publicize Automated Logic related projects with Customer, including the value of such
projects, in all forms and media for advertising, trade, and any other lawful purposes.
21.
FOR WORK BEING PERFORMED IN CALIFORNIA - Contractors are required by law
to be licensed and regulated by the Contractors’ State License Board which has jurisdiction to
investigate complaints against contractors if a complaint regarding a patent act or omission is filed
within four years of the date of the alleged violation. A complaint regarding a latent act or omission
pertaining to structural defects must be filed within 10 years of the date of the alleged violation. Any
questions concerning a contractor may be referred to the Registrar, Contractors’ State License Board,
P.O. Box 26000, Sacramento, California 95826.
95 DENZIL DOYLE COURT • KANATA, ONTARIO, CANADA K2M 2G8 • 613-599-7700 • FAX 613-599-7708
www.automatedlogic.com
Community Care Building
Phase 2
Winchester
Tender Form
Page 1 of 4
FORM OF TENDER FOR STIPULATED SUM CONTRACT
FROM
_________(NAME OF TENDERER)
FOR
COMMUNITY CARE BUILDING
PHASE 2
WINCHESTER
FOR
THE WINCHESTER DISTRICT MEMORIAL HOSPITAL
The undersigned has examined the conditions on the site, the architectural drawings, the survey, the civil
engineering drawings, the landscape drawings, the structural drawings, the mechanical and electrical
drawings; architectural, civil, landscape, structural, mechanical and electrical specifications and all addenda
thereto, as acknowledged hereinafter:
FOR COMMUNITY CARE BUILDING, PHASE 2, WINCHESTER, ONTARIO
as prepared by Bryden Martel Architects Incorporated, Halsall Associates, Goodkey Weedmark & Associates
Limited, WSP Inc., Morrison Hershfield, Levstek Consultants, architect, civil, structural, mechanical, electrical,
LEED and landscape consultants and hereby offer to furnish all materials, plant and labour for the proper
completion of the entire work in all trades as planned and specified, and in accordance with the foregoing
drawings and specifications and addenda and exclusive of H.S.T. for the sum of:
DOLLARS ($
).
The undersigned acknowledges receipt of the following Addenda and has included for the requirements
thereof in the Tender:
Addendum #1 dated:
Addendum #2 dated:
Addendum #3 dated:
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
Tender Form
Page 2 of 4
CONDITIONS OF TENDER
1. The undersigned agrees that the work will be brought to 100% completion by January 15, 2016
2. The undersigned has included in the Tender Sum the cash allowances referred to in the Tender
Documents.
3. The undersigned has confirmed that the Pre-Tender for the building systems control work has been
included in the HVAC sub-contractors scope of work.
4. The undersigned agrees that if the Tender is accepted, they will execute a form of Standard Construction
Document 2 (CCDC-2), Stipulated Price Contract, 2008 as amended in the Contract Documents.
DATED
SIGNATURE OF
PRESIDENT
NAME OF COMPANY
ADDRESS
SEAL
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
Tender Form
Page 3 of 4
The bids of the following Subcontractors have been used in the compilation of my/our tender. I/We
acknowledge that the said Subcontractors are known to me/us as competent to furnish work, material and
services of the kind and quality required by the Contract Documents and with such diligence as will eliminate
delay in the completion of the General Contract. This list also indicated the trades, if any, that I/we propose
to execute ourselves.
LIST OF SUBCONTRACTORS
Excavation
_________________________________________________
Formwork
Concrete
Masonry
Structural Steel
Exterior Steel Stud Systems
Millwork
Roof Trusses
Fibreglass Windows
Asphalt Shingle Roofing
Exterior Insulation and Finish System
Aluminum Entrance Screens and Doors
Steel Frames and Screens
Gypsum Board
Porcelain Tile
Painting
Resilient Tile Flooring
Carpet Tile
Acoustic Tile Ceilings
Mechanical/Plumbing
Mechanical/HVAC
Electrical
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
Tender Form
Page 4 of 4
ALTERNATIVE PRICES
The following specified alternatives and the quoted changes to the tender price associated with them may or
may not be exercised by the Owner at the Owner’s discretion. The changes to the tender price shall be allinclusive of labour, materials, equipment, services, fabrication, installation, overhead and profit, applicable
taxes and other related charges.
Alternative 1
Delete all specified seeding and substitute sod in accordance with accompanying specification.
The change in the tender price is as follows:
Extra:
$________________
Alternative 2
Provide a 5-year fire alarm maintenance package. The maintenance package shall cover the entire fire
alarm system for the existing Phase 1 building as well as the new Phase 2 portions of the building from
March 1, 2017 to February 28, 2022. Provide all maintenance and semi-annual inspections in accordance
with CAN/ULC S536.
The change in the tender price is as follows:
Extra:
$________________
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2, Winchester, Ontario
April 2015
Section 32 92 23
SODDING
Page 1 of 2
PART 1 - GENERAL
1.1
Scope
.1
This section specifies the requirements for the supply and
installation of turfgrass nursery sod.
1.2
Source Quality Control
.1
.2
Obtain approval of sod at source, from Consultant.
When proposed source of sod is approved, use no other source
without written authorization.
1.3
Delivery and Storage
.1
Schedule deliveries in order to keep storage at job site to minimum
without causing delays.
Deliver, unload and store sod on pallets.
Deliver sod to site within 24 hours of being lifted.
Do not deliver small, irregular or broken pieces of sod.
During wet weather allow sod to dry sufficiently to prevent tearing
during lifting and handling.
During dry weather protect sod from drying and water sod as
necessary to ensure its vitality and prevent dropping of soil in
handling. Dry sod will be rejected.
.2
.3
.4
.5
.6
1.4
Scheduling
.1
Schedule laying of sod to coincide with topsoil operations.
.1
Nursery sod: Quality and source to comply with standards outlined
in `Guide Specification for Nursery Stock,' Section 17, latest edition,
published by Canadian Nursery Trades Association.
Number one Kentucky Bluegrass Sod: Grown from minimum
mixture of 3 Kentucky Bluegrass cultivars
Water: potable.
Fertilizer: complete synthetic slow release fertilizer with maximum
35% water soluble nitrogen. Apply at rate based on soil analysis.
PART 2 - PRODUCTS
2.1
Materials
.1
.2
.3
PART 3 - EXECUTION
3.1
Laying of Sod
.1
.2
.3
.4
.5
.6
.7
.8
3.2
Maintenance
.1
.2
Prior to sodding, obtain approval from Consultant that finished
grade and depth of topsoil is satisfactory.
Lay sod within 36 hours of being lifted.
Lay sod during growing season. Sodding during dry hot summer
period, excessively wet conditions, at freezing temperatures or over
frozen soil, is not acceptable.
Lay sod in rows, perpendicular to slope, and with joints staggered.
Butt sections closely without overlapping or leaving gaps between
sections. Cut out irregular or thin sections with sharp implements.
Provide close contact between sod and soil by light rolling. Use of
heavy roller to correct irregularities in grade is not permitted.
Water sod immediately after laying to obtain moisture penetration
into top 100 mm of topsoil.
Provide adequate protection of sodded areas against erosion and
mechanical damage. Remove protection after lawn areas have
been accepted.
Lay sod sections perpendicular to slopes greater than 1:3 (rise/run)
and secure with 17x17x200 mm wooden pegs. Place pegs 3 per
m2, 100 mm below top edge and drive flush with top of sod soil.
Maintain sodded area from start of installation until final acceptance.
Water sodded areas in sufficient quantities and at frequency
required to maintain soil under sod continuously moist to depth of
LEVSTEK CONSULTANTS INC.
Community Care Building
Phase 2, Winchester, Ontario
April 2015
Section 32 92 23
SODDING
Page 2 of 2
.3
.4
.5
3.3
Acceptance
.1
.1
.2
.3
.4
.2
75 to 100 mm.
Cut grass to 40 mm when it reaches height of 60 mm. Remove
clippings.
Maintain sodded areas weed free.
Fertilize sodded areas one month after sodding with 2:1:1 ratio
fertilizer. Spread evenly at rate of .05 kg of nitrogen/100 m2 and
water in well.
Sodded areas will be accepted at final inspection provided that:
Sodded areas are properly established.
Sod is free of bare and dead spots and without weeds.
No surface soil is visible when grass has been cut to height of 40
mm.
Sodded areas have been cut minimum 2 times.
Sod installed in Fall shall be accepted in the following Spring, one
month after start of growing season, provided acceptance
conditions are fulfilled.
END OF SECTION
LEVSTEK CONSULTANTS INC.
Community Care Building
Phase 2
Winchester
1.
STANDARD DOCUMENT
.1
2.
The Standard Construction Document 2 (CCDC2), 2008, as amended herein, shall form a
part of the Contract Documents. The Supplementary Conditions listed in this Section alter,
amend, or delete as the case may be, the provisions of the Standard Construction Document
2 (CCDC2), 2008, or the General Conditions of the stipulated price contract, CCDC2 2008.
GC 2..2 ROLE OF THE CONSULTANT
.1
3.
DELETE the second sentence in paragraph 2.2.3.
GC 3.1 CONTROL OF THE WORK
.1
ADD new paragraph 3.1.3:
“3.1.3
4.
ADD new paragraphs 3.6.3:
“3.6.3
DELETE paragraphs 5.1.1 and 5.1.2 in their entirety.
GC 5.2 APPLICATION FOR PROGRESS PAYMENT
.1
ADD new paragraph 5.2.8:
“5.2.8
7.
For the purpose of interpreting the Ontario Occupational Health and Safety Act and
Regulations thereunder as amended to the time of Bid Closing the Contractor is
deemed to be, and shall accept the role of, the designated “Constructor.” A copy of
the Contractor’s most recent Workplace Safety and Insurance Board report will be
required for the presentation to the Owner as requested.”
GC 5.1 FINANCING INFORMATION REQUIRED OF THE OWNER
.1
6.
Do not commence Work or procure any materials until both the Contractor and the
Owner have either executed (signed) the Contract, or the Contractor has received
a letter of acceptance of Bid from the Owner or its agent AND the Contractor has
delivered the specified performance and labour and materials payment bonds, the
required Workers Compensation Board Certificate of Clearance, proof of insurance
coverage, AND the Owner or its agent has unconditionally accepted such
submissions, in writing, as being in compliance with the requirements of the
Contract Documents.”
GC 3.6 SUPERVISION
.1
5.
Section 00 80 00
General Conditions
Page 1 of 5
The Contractor shall submit with each application for payment, a fully completed and
notarised Statutory Declaration in the form of CCDC documents 9A, 9B or 9C as
appropriate to the stage of payment. This form states that all payments due to
Subcontractors, for wages and salaries for work done and materials furnished in
connection with the Work to the end of the month immediately preceding that
covered by the current application, have been made. ”
GC 5.3 PROGRESS PAYMENT
.1
DELETE paragraph 5.3.1.3 and SUBSTITUTE:
“5.3.1.3 the Owner shall make payment to the Contractor on account as provided in Article
A-5 of the Agreement - PAYMENT on or before 30 calendar days after the later of:
- receipt by the Consultant of the application for payment, or
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
Section 00 80 00
General Conditions
Page 2 of 5
-
the last day of the monthly payment period for which the application for payment
is made.”
8.
GC 5.5 PAYMENT OF HOLDBACK UPON SUBSTANTIAL PERFORMANCE OF THE WORK
.1
ADD new sub-paragraph 5.5.1.3:
“5.5.1..3
.2
9.
DELETE paragraph 5.5.3 in its entirety.
GC 5.7 FINAL PAYMENT
.1
DELETE paragraph 5.7.4 and SUBSTITUTE:
“5.7.4
10.
The Contractor shall, at the Contractor’s expense publish a copy of the
Certificate of Substantial Performance of the Work in the Daily Commercial
News within seven (7) days of receiving a copy of the Certificate.”
Subject to the provision of paragraph 10.4.1 of GC 10.4 - WORKERS’
COMPENSATION, and any lien legislation applicable to the Place of Work, the
Owner shall, no later than 30 calendar days after the issuance of the final certificate
for payment, pay the Contractor as provided in Article A-5 of the Agreement PAYMENT.”
GC 5.8 WITHHOLDING OF PAYMENT
.1
ADD new paragraph 5.8.2:
“5.8.2
The Owner may withhold, or, on account of subsequently discovered evidence,
nullify the whole or part of any Certificate for Payment to such extent as may be
necessary to protect the Owner from loss on account of:
.1 Defective work not remedied.
.2 Claims filed, or reasonable evidence indicating probable filing of a claim by any
worker, Supplier or Subcontractor.
.3 Failure of the Contractor to make timely or proper payments to the
Subcontractors or for materials or labour.
.4 A reasonable doubt that the Contract can be completed for the balance then
unpaid.
.5 Damage to other contractors.”
11.
GC 6.2 CHANGE ORDER
.1
ADD to end of paragraph 6.2.1:
6.2.1
.2
“The Contractor's proposed amount of adjustment in the Contract Price, if any, shall
include any proposed compensation for costs as a result of delay in performance of
the Work.”
ADD to end of paragraph 6.2.2:
6.2.2
“The adjustment in the Contract Price, if any, recorded in a Change Order shall be
all inclusive of the costs of the agreed change in the Work and shall include, among
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
Section 00 80 00
General Conditions
Page 3 of 5
other things, compensation for all of the work costs as a result of delay in
performance.”
.3
ADD new paragraphs 6.2.3, 6.2.4 and 6.2.5:
“6.2.3
For extras or credits with a net value exceeding $10,000 the amount of overhead
and profit will be negotiated.
6.2.4
On Work additional to the Contract in which the value of the change is less than
$10,000 the cost to the Owner shall be:
.1 For work performed by Contractor:
The actual cost of the work plus 15% for overhead and profit.
.2 For work performed by a Sub-Contractor:
Cost of Sub-contractor's work plus 10% for Contractor's overhead and profit
Sub-contractor's mark-up shall consist of the actual cost of work plus 15% for
overhead and profit.
6.2.5
12.
If a change in the Work results in a net decrease in the Contract Price, the amount
of the credit shall be the net cost, without deduction for overhead or profit. When
both additions and deletions covering related work or substitutions are involved in
a change in the Work, the allowance for overhead and profit shall be calculated on
the basis of the net increase, if any, with respect to that change in the Work.”
GC 6.3 CHANGE DIRECTIVE
.1
ADD to paragraph 6.3.2, sub-paragraph:
“6.3.2.1 The allowance for overhead and profit shall be in accordance with GC 6.2 and
relevant supplementary conditions.”
13.
GC 7.2 CONTRACTOR’S RIGHT TO SUSPEND THE WORK OR TERMINATE THE CONTRACT
.1
14.
DELETE paragraph 7.2.3.1 in its entirety.
GC 8.2 NEGOTIATION, MEDIATION AND ARBITRATION
Add:
“8.2.9
Within five days of receipt of the notice of arbitration by the responding party under paragraph
8.2.6, the Owner and the Contractor shall give the Consultant a written notice containing:
a)
b)
c)
a copy of the notice of arbitration
a copy of supplementary conditions 8.2.9 to 8.2.15 of this Contract
any claims or issues which the Contractor or the Owner, as the case may be, wishes
to raise in relation to the Consultant arising out of the issues in dispute in the
arbitration.
8.2.10 The Owner and the Contractor agree that the Consultant may elect, within ten days of receipt
of the notice under paragraph 8.2.9, to become a full party to the arbitration under 8.2.6 if the
Consultant:
a)
b)
has a vested or contingent financial interest in the outcome of the arbitration
gives the notice of election to the Owner and the Contractor before the arbitration is
appointed
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
c)
d)
Section 00 80 00
General Conditions
Page 4 of 5
agrees to be a party to the arbitration within the meaning of the rules referred to in
paragraph 8.2.6, and,
agrees to be bound by the arbitral award made in the arbitration.
8.2.11 If the Consultant is not given the written notice required under paragraph 8.2.9, both the
Owner and the Contractor are stopped from pursuing an action, counter claim or other
proceeding or making an application against the Consultant arising out of the issues in
dispute in the arbitration between the Owner and the Contractor under paragraph 8.2.6.
8.2.12 If an election is made under paragraph 8.2.10, the Consultant may participate in the
appointment of the arbitrator and, notwithstanding the rules referred to in paragraph 8.2.6,
the time period for reaching agreement on the appointment of the arbitrator shall begin to run
from the date the respondent receives a copy of the notice of arbitration.
8.2.13 The arbitrator in the arbitration in which the Consultant has elected under paragraph 8.2.10
to become a full party may:
a)
b)
on application of the Owner or the Contractor, determine whether the Consultant has
satisfied the requirements of paragraph 8.2.10, and;
make any procedural order considered necessary to facilitate the addition of the
Consultant as a party to the arbitration.
8.2.14 The provisions of paragraph 8.2.9 shall apply mutatis mutandis to written notice to be given
by the Consultant to any sub-consultant;
8.2.15 In the event of notice of arbitration given by the Consultant to a sub-consultant, the subconsultant is not entitled to any election with respect to the proceeding as outlined in 8.2.10,
and is deemed to be bound by the arbitration proceeding.”
15.
GC 8.3 RETENTION OF RIGHTS
.1
DELETE paragraph 8.3.1 in it’s entirety, SUBSTITUTE the following new paragraph 8.3.1
“8.3.1
16.
It is agreed that no act by either party shall be construed as a renunciation or waiver
of any rights or recourses.”
GC 9.2 TOXIC AND HAZARDOUS SUBSTANCES AND MATERIALS
.1
ADD new sub-paragraph 9.2.5.5:
“9.2.5.5 he reporting requirements set out in 9.3.5 do not relieve the Contractor from any
other obligations arising from any municipal, provincial, or federal legislation.”
.2
ADD new paragraph 9.2.10:
9.2.8
.3
“The costs which the Contractor may, from time to time, be entitled to under the
provisions of paragraph 9.2.6 shall not include loss of profits or consequential
damages.”
ADD new paragraph 9.2.11:
“9.2.10 The Contractor shall comply with Ontario Regulation for Workplace Hazardous
Materials Information Systems (WHMIS), R.R.O. 1990, Regulation 860, as
amended.”
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
17.
Section 00 80 00
General Conditions
Page 5 of 5
GC 10.1 TAXES AND DUTIES
.1
ADD new paragraphs 10.1.3 and 10.1.4:
“10.1.3 Accounting procedures relating to applicable sales tax shall be established to the
satisfaction of all authorities having jurisdiction at the commencement of the Work
on the project, and such accounting procedures shall be carried out with no extra
cost to the Owner.
10.1.4 Non-resident contractors who are awarded a construction contract in Ontario are
required to comply with the requirements of the Retail Sales Tax Act and pay the
appropriate retail sales tax on the goods and services they purchase for the contract.
Refer the Retail Sales Tax act and its guide “Retail Sales Tax Guide 804".”
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
Section 01 10 50
General Work
Page 1 of 12
PART 1 - GENERAL
1.1
1.2
1.3
1.4
1.5
PERMITS, FEES AND CERTIFICATES
.1
Obtain and pay fees for all required Construction Permits excluding the Municipal Building
Permit. The Owner has applied and will pay for the Municipal Building Permit.
.2
The Owner has applied for and paid for the Municipal Site Plan Control Approval.
.3
Provide the authorities with such plans and information as may be required for the issue of
acceptance certificates.
.4
Obtain all Inspection Certificates required by authorities having jurisdiction. Hand over copies
of Certificates to the Architect.
.5
Provide the Municipality with required letters of credit other than for the Site Plan Control
Application and/or all performance deposits in the manner and at the time required by the
Municipality.
.6
Apply for all required occupancy permits to be issued by the authorities. Arrange all
necessary inspections by the authorities related to occupancy permits.
SCHEDULING OF WORK
.1
The Contractor shall submit a complete work schedule for the Architect's approval prior to
commencement of work. Adhere to approved schedules in execution of the work.
.2
Coordinate schedule with work to be carried out by others.
.3
Update the schedule as requested by the Architect.
.4
The fire alarm system shall be brought into a fully operational condition and tested not less
than three weeks prior to completion.
SITE ACCESS
.1
Site access to the Work Area shall ONLY be from Fred Street in the location as shown on the
drawings.
.2
Fred Street shall ONLY be accessed from St Lawrence Street.
.3
Access to the site is not permitted from the Winchester District Memorial Hospital ring road.
AREA AVAILABLE TO CONTRACTOR
.1
Refer to the drawings for the designation of the site area that is available to the Contractor
for the duration of the construction period.
.2
The area of the site that is made available to the Contractor and which lies outside the Work
Area shall be reinstated to the pre-construction condition by the Contractor at the end of the
construction period.
EXISTING BUILDING
.1
The existing building will be occupied during the entire construction period.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
.2
1.6
1.7
1.8
1.10
The normal working hours for the majority of the occupants is 8;00 a.m. until 5:30 p.m.
MAINTENANCE OF ACCESS AND EGRESS
.1
Maintain access for building occupants and visitors to the existing building at all times.
.2
All existing exit doors and exit corridors shall be kept clear, operable and safe as exit routes
at all times.
.3
As required provide temporary enclosed and protected exit corridors through the construction
site for egress purposes related to the existing building.
.4
Maintain vehicular access and egress to the existing building drop-off area and the existing
parking areas at all times.
.5
Construction work is required in the forecourt of the existing building. This work shall be so
phased and scheduled that access and egress to and from the existing building is maintained
continuously during the normal working hours of the building.
.6
The fire access route for the existing building is at the forecourt of the existing building. This
access route to the existing main entrance shall be maintained at all time. The access route
is permitted to consist of a forward in and backing out arrangement for a limited period of time
rather than a drive through loop.
INTERRUPTIONS TO EXISTING BUILDING SYSTEMS
.1
There shall be no interruption to power, the fire alarm system, the heating system or domestic
hot and cold water system within the
existing building during times that the building
is in operation.
.2
Generally this means that such interruptions shall only take place after midnight and before
7:00 a.m on weekdays or shall take place on weekends.
.3
The Owner shall be advised of potential l interruptions to building services a minimum of 96
hours in advance and Owner approval shall be obtained.
WORK IN THE EXISTING BUILDING
.1
1.9
Section 01 10 50
General Work
Page 2 of 12
Any work that is required within the existing building shall only be carried out at times other
than the normal working hours of the building which are 8;00 a.m. until 5:30 p.m.
CONSTRUCTION NOISE
.1
All construction activities that create excessive noise shall be carried out in other than normal
business hours which are weekdays from 8:00 a.m until 5:30 p.m..
.2
The decision as to what constitutes excessive noise shall be at the discretion of the Owner.
SITE OFFICE
.1
At the commencement of the Work erect a site office in a location approved by the Architect.
.2
Size shall be such that site meetings can comfortably take place inside. Provide a meeting
table and a suitable number of chairs. Provide a storage rack for Contract Drawings and a
filing cabinet for other Contract Documents. Provide a clean and separate table for “As-Built”
drawings.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
1.11
.3
The site office shall be lit and heated.
.4
Provide a telephone.
.5
Provide a computer with an internet connection.
.6
Keep site office clean and orderly at all times.
.7
The site office shall not be used for storage of construction materials and shall be available
for the use of the Owner or the Architect at all times.
STORAGE SHED
.1
1.12
1.14
1.15
.1
The Winchester District Memorial Hospital parking regulations will apply to the Contractor.
.2
Only the area of the Hospital property that is designated on the drawings for the use by the
Contractor is available for unpaid parking.
.3
It is the responsibility of the Contractor to make arrangements for parking.
CONSTRUCTION SAFETY MEASURES
.1
Observe and enforce construction safety measures required by National Building Code l990,
Part 8, Provincial Government, Workplace Safety & Insurance Board and municipal statutes
and authorities.
.2
In event of conflict between any provisions of above-noted authorities, the most stringent
provision governs.
OVERLOADING
Design and construct falsework in accordance with CSA S269.1-1975.
SCAFFOLDING
.1
1.18
Ensure no part of Work is subjected to a load which will endanger its safety or will cause
permanent deformation.
FALSEWORK
.1
1.17
Arrange for the early delivery of materials necessary for the execution of the work. Obtain
materials in advance of the time they are needed for the work.
PARKING
.1
1.16
In a location approved by the Architect, erect a storage shed or provide trailers of suitable
size for the storage of construction materials. The storage shed shall be weathertight.
DELIVERY OF MATERIALS
.1
1.13
Section 01 10 50
General Work
Page 3 of 12
Design and construct scaffolding in accordance with CSA S269.2-M1987.
TOILETS
.1
For the duration of the contract provide and maintain temporary toilets with hand washing
facilities on the site for the use of all workers.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
.2
1.19
1.20
1.21
Neither toilets within the Winchester District Memorial Hospital nor in the Phase 1 building
are available for use by the Contractor.
TEMPORARY ENCLOSURES
.1
The Contractor shall provide, erect and maintain all necessary hoardings, guard rails,
barriers, night and morality lights and other protection around the excavation and building site
to comply with ordinances and by-laws of the authorities having jurisdiction. The Owner shall
not be responsible for any damage or expense arising from failure to comply with the by-laws
or ordinances of the authorities having jurisdiction.
.2
Provide and install temporary enclosures for the building, or parts of the building, as required
for protection against the elements and to maintain the required and specified temperatures.
.3
The temporary enclosures shall be designed to withstand all wind pressures from any
direction. The structural frames of the permanent buildings may be used within the limits of
loads for which they are designed for support of the temporary enclosures. The Contractor
shall keep all surfaces of all temporary enclosures free of snow and ice to avoid any undue
loads being transferred onto the structural frames of the permanent buildings
.4
The work site shall be enclosed by means of snow fencing, 1800 mm high securely wired to
steel angle fence posts, driven into the ground at 3660 mm intervals. The fence shall have
suitable means of entry from the road for trucks carrying supplies. Maintain the fences in
good condition until the completion of the project and remove when instructed by the
Architect. The erection of the snow fence in no way relieves the Contractor from the
responsibility of complying with ordinances and by-laws of the Municipality or local
authorities.
SIGNS AND ADVERTISEMENT
.1
No signs or advertisements of any description other than notices regarding safety, caution
and instruction, shall be put up on the work or site without the approval of the Architect.
.2
The Contractor shall remove at his own expense any signs erected without such written
approval and permission.
.3
Upon completion of the Work the Contractor shall remove all signs.
SMOKING POLICY
.1
1.22
Section 01 10 50
General Work
Page 4 of 12
Smoking is not permitted on the Winchester District Memorial Hospital property and this
prohibition applies to the interior of the Contractor’s site office.
LINES AND LAYOUT
.1
The Contractor shall employ a qualified Ontario Land Surveyor who will establish and lay out
in the field all main lines and levels of the project and assume for the Contractor the
responsibility for their accuracy and well-being and by such procedure will absolve the
Architect and Owner from any costs whatsoever to rectify from any cause.
.2
The surveyor shall verify the known Geodetic elevation and transfer that elevation to a
sufficient number of bench marks or permanent monuments on the site to minimize any
inaccuracy of long range shooting. He will correlate such Geodetic elevation with the
elevations in use by all public utilities within the area and particularly adjacent to the project.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
1.23
1.24
1.25
1.26
PUBLIC AND PRIVATE UTILITIES AND SERVICES
.1
Verify limitations imposed on project work by presence of utilities and services, and ensure
no damage occurs to them.
.2
Notify service authorities concerned so that they protect, remove, relocate, disconnect or
describe satisfactory protection of them by the Contractor as they may require.
.3
Where unknown services are encountered, immediately advise Architect and confirm findings
in writing.
EXAMINATION OF DRAWINGS, SPECIFICATIONS AND SITE
.1
The Contractor shall examine all drawings, all sections of the specifications, and the site for
information affecting the work.
.2
Defects in work prepared by the Contractor or Subcontractor affecting the work of another
Subcontractor shall be reported to the Architect. Failure to report or commencement of
further work over the defect shall mean acceptance of the condition. The Contractor shall
hold the Owner harmless from costs arising from these defects and their remedies.
COOPERATION
.1
The Contractor and his Subcontractors shall be familiar with each other's work wherein it
affects their own work.
.2
The Contractor shall be responsible for the scheduling of materials and the exchange of
information between himself and his Subcontractors for the execution and completion of the
work, i.e., shop drawings, progress schedules, articles to be built-in, location of openings.
.3
As indicated on drawings, certain site work and site services are designated as “by others”.
The Contractor and the Subcontractors shall schedule and coordinate their work with work
carried out by others.
.4
By custom or precedent, the Contractor and the Subcontractors shall make allowances in
their work to accommodate each other's work, i.e., cutting, patching, building-in.
.5
The Contractor shall hold the Owner harmless from costs or damages resulting from failure
to cooperate as outlined herein.
DETAILS AND MEASUREMENTS
.1
1.27
Section 01 10 50
General Work
Page 5 of 12
All dimensions, when pertaining to the work of other trades, shall be verified with the
Subcontractor concerned. Dimensions and the actual material to be used on the work shall
be checked with the various drawings and details before the work commences, and the
Contractor shall report any variations to the Architect for adjustment if necessary.
MANUFACTURER'S DIRECTIONS
.1
Use, install and handle all manufactured materials, equipment and appliances in strict
accordance with the manufacturer's directions and instructions, except where specified
otherwise.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
1.28
1.29
1.30
Section 01 10 50
General Work
Page 6 of 12
FROST PROTECTION
.1
Provide proper frost protection, including heating, for materials to ensure scheduling of work
without delay.
.2
Similar protection shall be given to work done.
.3
Work or materials damaged by frost shall be replaced at Contractor's expense.
.4
Snow and ice shall not be allowed to remain on any part of structure, and shall be removed
by the Contractor.
TEMPORARY HEATING AND VENTILATING
.1
Maintain at least 10EC and in all cases the minimum temperatures required by the trades as
specified. Heat shall be uniformly distributed to avoid hot or cool areas or excessive drying.
Coal, oil or wood burning salamanders will not be permitted near or within the building. When
special conditions require the use of direct fired temporary heaters, vent to the exterior and
beyond to avoid staining. Make good damage caused by lack of sufficient heat.
.2
Provide thermometers and record temperatures at regular intervals during freezing
temperatures.
.3
Pay all costs for temporary heating and ventilating including attendance and service at all
times.
.4
The permanent heating system, when installed, may be used for temporary heating. The
Contractor shall pay all costs for the operating of same and shall be responsible for its care
and maintenance. On completion of the project, replace any worn or damaged components,
replace all filters, and hand over properly certified as new in every respect.
TEMPORARY LIGHTING AND POWER
.1
The Contractor shall provide temporary wiring, lighting system and adequate power for all
trades throughout the entire construction of the project. Ascertain on site, voltage, location
and characteristics of power and allow for any deficiencies for the purpose of this Contract.
.2
Temporary power is not available from the Winchester District Memorial Hospital building.
.3
Temporary power may be obtained from the existing Phase 1 Community Care Building but
it shall be sub-metered and shall be paid for by the Contractor at the rate of $0.15 per KWh
inclusive of taxes.
.4
Permanent lighting system shall be operated only for testing purposes under authorization
from the Architect. The Contractor shall be responsible for the care and maintenance of the
system during construction and handing it over to the Owner in a first class operating
condition properly certified as new, upon completion of the project.
.5
Provide temporary power for installation, testing and operation of equipment until permanent
hook-up.
.6
Abide by the rules of the Canadian Electrical Code.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
1.31
1.32
1.33
1.34
Section 01 10 50
General Work
Page 7 of 12
WATER SUPPLY
.1
The Contractor shall arrange and pay for a temporary water supply and shall provide a hose
bib for the use of all trades. Ascertain source and characteristics of water on site and provide
an adequate supply for all trades.
.2
Water supply is not available from the Winchester District Memorial Hospital.
USE OF HOSPITAL CAFETERIA
.1
The cafeteria within the Winchester District Memorial Hospital is available to the Contractor
for the purchase of food. No box lunches are permitted within the cafeteria.
.2
No construction debris, dust or dirt is permitted to be tracked into the cafeteria.
JOB MEETINGS
.1
The Contractor shall arrange regular job progress meetings and subtrade meetings.
.2
At sub-trade meetings the Architect and/or Consultants shall be present only when
specifically requested.
.3
Job progress meetings shall be attended by the Owner, Architect, Consultants and
Contractor.
.4
The job meetings shall be held bi-weekly throughout the duration of the project from the time
the work starts until its final completion. At either the Owner’s or Architect’s request, the
frequency of job meetings may be increased.
.5
As requested by the Architect, the Contractor shall be responsible for having Subcontractors
attend the job progress meetings.
.6
The Contractor shall take minutes at job progress meetings and the Contractor shall be
responsible for circulating these minutes to all attendees and the Subcontractors within three
days of receipt of the minutes.
SUBMITTALS
.1
.2
Administrative
.1
Submit to Architect submittals listed for review. Submit with reasonable promptness
and in an orderly sequence so as to not cause delay in the Work.
.2
Work affected by submittal shall not proceed until review is complete.
.3
Review submittals prior to submission to Architect. This review represents that
necessary requirements have been determined and verified, or will be, and that each
submittal has been checked and co-ordinated with requirements of the Work and
Contract Documents.
.4
Verify field measurements and affected adjacent Work are co-ordinated.
Shop Drawings and Product Data
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
.3
1.35
1.36
Section 01 10 50
General Work
Page 8 of 12
.1
"Shop drawings" means drawings, diagrams, illustrations, schedules, performance
charts, brochures and other data which are to be provided by Contractor to illustrate
details of a portion of the Work.
.2
Indicate materials, methods of construction and attachment or anchorage, erection
diagrams, connection, explanatory notes and other information necessary for
completion of Work.
.3
Adjustments made on shop drawings by Architect are not intended to change
Contract Price.
.4
Make changes in shop drawings as the Architect may require.
.5
Submit 6 prints of shop drawings for each requirement requested in specification
Sections and as Architect may reasonably request. Shop drawings may be
submitted electronically to a maximum original sheet size of 11" x 17".
.6
Submit 6 copies of product data sheets or brochures for requirements requested in
specification Sections and as Architect may reasonably request where shop
drawings will not be prepared due to standardized manufacture of product.
Samples
.1
Submit for review, samples in duplicate as requested in respective specification
Sections.
.2
Deliver samples prepaid to Architect's business address.
MOCKUPS
.1
Prepare mock-ups for Work specifically requested in the specifications. Include for Work of
all Sections required to provide mock-ups.
.2
Construct in all locations acceptable to the Architect.
.3
Prepare mock-ups for Architect’s review with reasonable promptness and in an orderly
sequence, so as not to cause any delay in the Work.
.4
Failure to prepare mock-ups in ample time is not considered sufficient reason for an
extension of Contract Time and no claim for extension by reason of such default will be
allowed.
.5
If requested, the Architect will assist in preparing a schedule fixing the dates for preparation.
.6
Mock-ups may remain as part of the Work.
AS-BUILT DRAWINGS
.1
Upon completion of the work, supply to the Owner one set of "As-Built Drawings" of the
complete set of contract drawings. Accurately and neatly record deviations from all contract
drawings caused by site conditions and changes ordered by the Architect.
.2
The Contractor shall maintain on the site one complete set of drawings for the exclusive
purpose of recording all changes made during progress of work. This marked-up set will
serve as a master from which the Contractor will transfer the information to a clean set of
prints reserved for use as the "As-Built Drawings".
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
1.37
1.38
1.39
Section 01 10 50
General Work
Page 9 of 12
.3
The Contractor will make certain that all changes are promptly and accurately recorded by
his representative or his Subcontractor as the work progresses.
.4
The Mechanical and Electrical As-Built Drawings shall show and dimension locations of
complete electrical, mechanical, plumbing, heating, air-conditioning, ventilation, refrigeration
and other piping duct and conduit systems as actually installed.
OPERATION AND MAINTENANCE MANUALS
.1
The contractor shall supply the Owner with three (3) copies of an operation and maintenance
instruction book.
.2
The instruction book shall consist of all manufacturers’ and suppliers’ operation and
maintenance instructions and manuals of all architectural, mechanical and electrical
materials, equipment and installation, securely bound into a black vinyl hard cover binder with
all sections tabbed and indexed. Organize contents into applicable categories of work,
parallel to Specifications Sections.
.3
Include the list of all suppliers and subcontractors, contact person and phone numbers.
.4
See Mechanical Specifications.
.5
See Electrical Specifications..
.6
Operation and maintenance manuals shall be submitted at or before Substantial
Performance.
.7
The submission of the manuals is a mandatory requirement for the achievement of
Substantial Performance.
CLEANING UP
.1
At all times, the Contractor shall keep the premises free from accumulation of waste material
or rubbish caused by his employees, subtrades or work, and at the completion of the work
he shall remove all his rubbish and all tools, equipment and surplus materials from and about
the site.
.2
All rubbish, dirt, debris, waste material, wrapping, containers, etc., shall be removed
periodically from the site.
.3
When finishing trades are ready to begin, the Contractor shall clean each area thoroughly
and continue to keep it free of dust, debris, etc., until completion of work.
.4
On completion of the work the Contractor shall clean all areas, finished surfaces and shall
clean and polish all glass, mirrors, hardware, tile, chrome, aluminum, stainless steel, plastic
laminate and plumbing, mechanical and electrical fixtures and equipment. All final cleaning
shall be done by an approved qualified cleaning company.
POST CONSTRUCTION SURVEY DRAWING
.1
Provide and pay for preparation of a post construction survey drawing by a qualified land
surveyor registered with the Province of Ontario. The survey drawing will verify and
dimension the locations of the property lines, building, underground services, asphalt and
concrete paving, curbs, and fencing. Provide the Owner with one mylar copy, five prints and
an electronic copy on compact disc.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
1.40
Section 01 10 50
General Work
Page 10 of 12
CERTIFICATE OF SUBSTANTIAL PERFORMANCE
.1
Substantial Performance shall be defined as set out in the Construction Lien Act, l983, as
currently amended.
.2
The Contractor shall determine when the project meets the requirements of Substantial
Performance, as defined above, and shall undertake an inspection at the earliest opportunity.
Written notice of this inspection shall be given o the Architect for his information only.
.3
Upon completion of this inspection a of all uncompleted and unsatisfactory work shall be
prepared by the Contractor and issued to those concerned, including the Architect.
.4
The Contractor shall then make written application to the Architect for a Certificate of
Substantial Performance which shall include:
.1
A statement to the Owner through the Architect to the effect that the Contract is
substantially performed, and the completion of the balance of the Contract is in
process and Total Performance is scheduled for the .......... of ..............., 20..... .
Where the balance of the Contract, or a part or parts thereof, cannot be completed
forthwith, but must be deferred for reasons beyond the control of the Contractor, the
Contractor's statement shall contain a completion date for each phase of the balance
of the Contract.
.2
A statement showing the amount of Holdback Monies due for release and payment
following the issue of the Certificate of Substantial Performance.
.3
A statement of completion with the cost values of work to be completed including
unsatisfactory work and work which cannot be completed for reasons beyond the
control of the Contractor.
.4
Within 10 calendar days of the receipt the Contractor's application, the Architect shall
make his site review and assessment of the work in order to establish the validity
of the application. The Owner may, and the Contractor shall, take part in this site
review.
.5
Within seven calendar days of his review, the Architect shall notify the Contractor of
his review of the Contractor's application. In the event that the Architect deems the
completion of the work does not qualify for issuance of the Certificate of Substantial
Performance, he shall so notify the Contractor in writing within five calendar days
of his review giving his reasons for the non-acceptance.
.6
The Contractor shall complete the work necessary to comply with the requirements
of Substantial Performance as heretofore defined, and resubmit his application.
.7
The Contractor's application for a Certificate of Substantial Performance and the
release of Holdback Monies shall be separate from his applications for regular
monthly payments; the latter shall continue to be made throughout the duration of
the Contract.
.8
When the Architect reviews the Contractor's application, the Architect shall issue his
Certificate of Substantial Performance to the Owner with a copy to the Contractor.
The Contractor shall publish a copy of the Certificate of Substantial Performance
once in a Construction Trade newspaper and provide proof of date of publication to
the Architect. The Certificate shall establish the date of Substantial Performance of
the Contract as the date of the site review by the Architect. The publication date of
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
Section 01 10 50
General Work
Page 11 of 12
the Certificate of Substantial Performance shall be the commencement of the 45day period prior to release of Holdback Monies.
.9
1.41
1.42
The Contractor's, and his Subcontractors', forces shall continue to work towards
completion of the Contract during the 45-day period mentioned above.
CERTIFICATE FOR PAYMENT OF HOLDBACK MONIES
.1
Within five days from receipt of the documentation required for issue of a Certificate for
Payment of Holdback Monies submitted by the Contractor, the Architect shall review the
same and, if in order, prepare and issue to the Owner, with a copy to the Contractor, his
Certificate for Payment of the Holdback Monies. This Certificate shall be dated one day after
the termination of the 45-day period.
.2
Upon issuing the Certificate for Payment of the Holdback Monies, the Architect shall advise
the Owner to satisfy himself no liens are registered and no notice of liens have been received
by the end of the 45-day period.
.3
The Architect shall simultaneously notify the Owner that, provided no liens exist, payment
of Holdback Monies is due and shall be payable ONE DAY after the termination of the 45day period.
.4
The Architect's Certificate for Payment of the Holdback Monies shall be in the amount shown
in the reviewed Contractor's application for a Certificate of Substantial Performance.
.5
Before expiry of the 45-day period, all forms of insurances shall be reviewed jointly by the
Owner and Contractor to ensure adequate coverage for all parties.
CERTIFICATE OF COMPLETION OF THE CONTRACT
.1
When the Contractor is satisfied that the entire Contract is completed, and after making his
own inspection, he shall make a written request for a final site review by the Architect, who
in turn shall notify the Owner. This site review shall be carried out and completed within 10
calendar days of the request, and shall constitute the site review precedent to the issuance
of the final Certificate for Payment.
.2
The final site review team shall include:
The Architect and such consultants as he may require;
The Contractor, and any Subcontractors deemed necessary by the Contractor; and
The Owner, at his option.
.3
If there are any deficiencies determined by this site review, they shall be listed by the
Architect and provided to the Contractor. This list shall be recognized as a final deficiency list
for purposes of acceptance of the Work under the Contract.
.4
Such deficiencies shall be corrected by a date mutually agreed upon between the Architect
and the Contractor, unless a specific date is required by the Contract. Following his own
inspection, the Contractor shall request another site review by the Architect which shall take
place within seven calendar days from the date of the request.
.5
The Contractor shall thereafter submit his invoice for final payment.
.6
When the Architect is satisfied that all deficiencies, as established in the final deficiency list,
have been corrected, he shall issue to the Owner, with a copy to the Contractor, a Final
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
Section 01 10 50
General Work
Page 12 of 12
Payment Certificate for the remaining Monies due the Contractor under the Contract. This
Certificate shall show the date of Completion of the Contract.
.7
1.43
1.44
GUARANTEE
.1
The guarantee period(s) for the project shall commence on the date of Substantial
Performance of the Contract.
.2
The Owner shall give prompt written notice to the Architect of any defects noted during the
guarantee period(s) and the Architect will notify the Contractor promptly requesting him to
remedy such defects.
.3
During the month prior to the end of the guarantee period(s), the Owner, the Architect, and
the Contractor shall conduct a review of the project. The Contractor shall promptly remedy
any defects which are due to faulty materials or workmanship.
CHLORO-FLUOROCARBONS
.1
1.45
Final payment shall be made immediately to the Contractor as stipulated in the Certificate.
The use of material which releases chloro-fluorocarbons in their manufacture is banned from
this project with the exception of high-density polystyrene insulation for use below grade.
DOCUMENTS REQUIRED AT SITE
.1
Maintain at the job site, one copy of the following:
.1
.2
.3
.4
.5
.6
.7
.8
.9
.10
1.46
Contract drawings
Specifications
Addenda
Reviewed shop drawings
Change orders
Written Site Instructions
Other modifications to the contract
Copy of approved work schedule
Manufacturer's installation and application instructions
One set of drawings for marking up "as-built” conditions.
MINIMUM STANDARDS
.1
Materials shall be new and work conform to or exceed the minimum applicable standards of
the Canadian Standards Association or the Ontario Building Code. Latest edition at Tender
closing date and the most stringent conditions apply.
BRYDEN MARTEL ARCHITECTS INCORPORATED
COMMUNITY CARE BUILDING
WINCHESTER
Part 1
General
1.1
General Instructions
LEED REQUIREMENTS
Section 01 35 21
Page 1 of 7
.1
Read and be governed by Conditions of the Contract and Sections of Division 1.
.2
General requirements and procedures for projects pursuing LEED Canada Green Building
Design and Construction 2009 certification from the Canada Green Building Council
(CaGBC).
.1
.2
.3
1.2
Additional specifying requirements may also be specified in other sections of the
project’s specifications.
Several requirements to achieve LEED certification are dependent on aspects of
the Project that are not part of the Work of the Contract and are therefore not
specified in this project manual.
LEED requirements apply to all Sections and Work of this Project, whether specifically
indicated or not.
Related Sections
.1
01 35 22 – VOC Requirements
.2
01 47 19 – IAQ: During Construction
.3
01 74 21 – Construction Waste Management
.4
01 81 00 – IAQ Testing
1.3
References
.1
Canada Green Building Council, LEED Canada for Green Building Design and
Construction 2009:
.1
.2
.2
United States Environmental Protection Agency (EPA):
.1
.2
.3
Resilient Floor Covering Institute (RFCI) certification program
Carpet and Rug Institute (CRI):
.1
.6
Canadian Model National Energy Code for Buildings, 1997 (MNECB)
FloorScore Program:
.1
.5
2003 U.S. EPA Construction General Permit
Compendium of Methods for the Determination of Air Pollutants in Indoor Air
National Research Council of Canada:
.1
.4
Reference Guide, June 2010.
Credit Interpretation Rulings; updated listing found at www.cagbc.org
CRI Green Label Indoor Air Quality Test Program - Green Label Testing
Program.
United States Forest Stewardship Council:
COMMUNITY CARE BUILDING
WINCHESTER
.1
.7
ISO 14021- Environmental Labels and Declarations
IPMVP Volume III, Concepts and Options for Determining Energy Savings in
New Construction, April 2003
Canadian Standards Association (CSA):
.1
1.4
IAQ Guideline for Occupied Buildings Under Construction, 2nd Edition 2007,
ANSI/SMACNA 008-2008.
International Performance Measurement and Verification Protocol (IPMVP):
.1
.12
SCAQMD Rule 1113 (January 1, 2004), Architectural Coatings.
SCAQMD Rule 1168 (July 1, 2005), Adhesives and Sealants Applications.
International Organization for Standardization:
.1
.11
Standard GC-03 (January 7, 1997), Anti-Corrosive Paints.
Standard GS-11 (May 20, 1993), Architectural Paints.
Sheet Metal and Air Conditioning Contractors National Association (SMACNA):
.1
.10
Principles and Criteria for Forest Stewardship-00.
South Coast Air Quality Management District (SCAQMD), California State:
.1
.2
.9
Section 01 35 21
Page 2 of 7
Green Seal Environmental Standards:
.1
.2
.8
LEED REQUIREMENTS
CSA S478-95 (R2001), Guideline on Durability in Buildings
Definitions
.1
Certified Wood: Wood products (raw lumber as well as finished products such as glulam
structural elements) that have undergone a third-party verification of their sustainable
forestry practices. For the purposes of LEED, only wood products certified by the Forestry
Stewardship Council (FSC) with a current Chain-of-Custody certification number will be
accepted as “certified wood”.
.2
Chain-of-Custody Certificates: Certificates signed by manufacturers certifying that wood
used to make products was obtained from FSC certified forests. Certificates include
evidence that mill is certified for chain-of-custody by FSC-accredited certification body.
.3
CWM: Construction Waste Management
.4
ESC: Erosion and Sedimentation Control
.5
LEED: Leadership in Energy and Environmental Design, a voluntary, consensus-based
rating system to promote and evaluate strategies and innovations in building design.
Intended to reduce environmental impacts and increase occupant comfort.
.6
Material Reuse:
.1
.2
Refurbished Materials are products that could have been disposed of as solid
waste. These products have completed their life cycle as consumer items and are
then refurbished for reuse without substantial alteration of their form. Refurbished
include renovating, repairing, restoring, or generally improving the appearance,
performance, quality, functionality, or value of a product.
Remanufactured materials are items that are made into other products.
COMMUNITY CARE BUILDING
WINCHESTER
.3
LEED REQUIREMENTS
Section 01 35 21
Page 3 of 7
Salvaged materials or reused materials are construction materials recovered from
existing building or construction sites (not salvaged from the environment) and
reused.
.7
IAQ: Indoor Air Quality
.8
Rapidly Renewable Materials: Building materials and products that are made from plants
that are typically harvested within a 10-year (or shorter) cycle.
.9
Regionally Manufactured Materials: Materials that are manufactured within a radius of
800 km from project location, if transported by truck, or within a radius of 2400km if a
portion of the distance is transport by rail or ship. Manufacturing location refers to the
final place of assembly of a product.
.10
Recycled Content: Percentage by weight of constituents that have been recovered or
otherwise diverted from the solid waste stream. As defined in accordance with the
International Organization of Standards document, ISO 14021 – Environmental Labels
and Declarations – Self-declared Environmental Claims (Type II environmental labelling).
.1
.2
.11
1.5
Post-Consumer Material: Waste reclaimed from consumer products that have
served their useful purpose and would otherwise be disposed of, i.e. paper and
packaging products, steel from automobiles and demolished structures.
.1
Value determined by dividing weight of post-consumer recycled content
by total weight of material.
Pre-Consumer (Post-Industrial) Material: Reclaimed waste typically produced in
manufacturing or industrial process that has not been used in a consumer product,
i.e. fly-ash from coal combustion or slag from steel smelting.
.1
Value determined by dividing weight of pre-consumer recycled content
by total weight of material.
SRI: Solar Reflectance Index. A measure of a material’s ability to reject solar heat through
the reflection of sunlight.
Submittals - General
.1
Submit required letters, reports, photographs, product data and cost information as
directed by the Consultant.
.1
.2
Electronic submittals preferred
Applicable Shop Drawing Submittals
.1
For products indicated in all project sections by means of references to this
specification and related specification sections.
.3
Construction Meeting Minutes
.4
Green Material Data Sheets (GMDS) and Supporting Documentation
.1
Provide completed Green Material Data Sheets for all products included in the
GMDS tracking sheet appendices for this project within 60 days of individual
sub-contract awards.
.1
Estimated material cost information for materials listed in the GMDS
tracking sheet appendices (not including their accessories on ancillary
materials):
COMMUNITY CARE BUILDING
WINCHESTER
.2
1.6
LEED REQUIREMENTS
Section 01 35 21
Page 4 of 7
.1
Including manufacturer labour
.2
Including applicable taxes
.3
Including applicable transportation and shipping fees
.4
Excluding on-site installation labour
.5
Excluding on-site installation equipment
Supporting documentation for any declared sustainable attributes of the
products and materials listed in the GMDS tracking sheet appendices.
.1
Additional confirmation required where general documentation
indicates products are “available” but not necessarily ordered as
such.
.2
Acceptable supporting documentation includes:
.1
Product cut-sheets or technical data sheets
.2
Product sustainable attribute data sheets
.3
Signed manufacturer letters
Submittals - Credit Specific
.1
Prerequisite SSp1, Construction Activity Pollution Prevention
.1
.2
.3
.4
.2
Erosion and Sedimentation Control Plan
.1
Prepare and submit, prior to ground breaking, one electronic copy of the
Erosion and Sedimentation Control Plan for review by the consultant.
.1
For campuses or multiple building projects it is acceptable to
have a single development-wide plan.
.2
To include proposed inspection reports and quality control checks for
erosion prevention measures identified in project civil drawings.
.3
Final version approved by the Consultant prior to ground breaking of the
project site.
Monthly Submissions Requirements
.1
Periodic inspection checklists of ESC management measures.
.1
Inspection reports to be coordinated with photographs provided.
.2
Inspection reports to indicate areas of the project inspected.
.3
Minimum of one inspection checklist.
.2
Photographs of ESC management measures
.1
For any repairs including a brief description of the corrective
action.
.2
Photographs to be date-stamped (YYYY-MM-DD).
.3
Minimum of one quality control photograph for each ESC
measure identified in the project civil drawings.
Construction Meeting Minutes
.1
Include ESC as an agenda item in construction meeting minutes
.2
Identify responsible parties and actions required to perform repairs as
indicated in inspection reports
Keep one hard-copy of the Erosion and Sedimentation Control Plan on site at all
times.
Credit MRc2, Construction Waste Management.
COMMUNITY CARE BUILDING
WINCHESTER
.1
.3
.2
.2
Vendor chain-of-custody is required for all products indicated to be FSC certified
in the project specifications.
.1
Project contractors & subcontractors are not required to have chain of
custody certification.
Green Material Data Sheet submissions as per the attached GMDS tracking table
provided with this Section .
.1
Complete with supporting manufacturer documentation.
.2
Submit vendor invoices as supporting documentation, including:
.1
All new wood products identified on a line item basis.
.2
Cost of each item.
.3
Identification of FSC-certified products (FSC Pure, FSC Mixed
Credit, MSC Mixed [XX] %).
.4
Each invoice with FSC products must show vendor chain-ofcustody numbers.
Comply with submittals as per Section 01 47 19 – Indoor Air Quality: During
Construction.
Credit IEQc3.2, IAQ Testing Prior to Occupancy
.1
.8
Green Material Data Sheet submissions as per the attached GMDS tracking table
provided with this Section
.1
Complete with supporting documentation for any declared sustainable
attributes of the products and materials
.1
Additional clarification of extraction locations, purchase and
manufacturing locations as required by the LEED consultant
Credit IEQc3.1, IAQ Management, During Construction
.1
.7
Green Material Data Sheet submissions as per the attached GMDS tracking table
provided with this Section
.1
Complete with supporting manufacturer documentation
Supplemental Cementitious Materials
.1
Concrete supplier completion of the 'LEED Canada NC -1b - SCM
Calculator Tool, as provided by the Consultant.
.1
A letter indicating the results of the calculations performed by the
concrete supplier, using the actual mix designs for the project
Credit MRc7, Certified Wood
.1
.6
Comply with submittals as per Section 01 74 21 – Construction Waste
Management
Credit MRc5, Regional Materials
.1
.5
Section 01 35 21
Page 5 of 7
Credit MRc4, Recycled Content
.1
.4
LEED REQUIREMENTS
Comply with submittals as per Section 01 81 00 – IAQ Testing: Prior to
Occupancy.
Credit IEQc4.1, Low-Emitting Materials – Adhesives and Sealants
.1
Comply with submittals as per 01 35 22 – VOC Requirements.
COMMUNITY CARE BUILDING
WINCHESTER
.9
.2
Acceptable product certifications include:
.1
FloorScore Program
.2
Carpet and Rug Institute’s Green Label Plus Program
.1
Exception for carpet cushion: Carpet and Rug Institute’s Green
Label Program.
.3
California Department of Public Health CDPH/EHLB/Standard Method
Version 1.1, 2010 (Emission testing method for CA Specification 01350).
Green Material Data Sheet submissions as per the attached GMDS tracking table
provided with this Section .
.1
Complete with supporting manufacturer documentation
Credit IEQc4.4, Low-Emitting Materials- No-Added Urea-Formaldehyde
.1
.2
.3
1.7
Comply with submittals as per 01 35 22 – VOC Requirements
Credit IEQc4.3, Low-Emitting Materials- Flooring Systems
.1
.11
Section 01 35 21
Page 6 of 7
Credit IEQc4.2, Low-Emitting Materials – Paints and Coatings
.1
.10
LEED REQUIREMENTS
The prohibition of added urea-formaldehyde applies to all laminated and
composite wood assemblies.
Acceptable product certifications include:
.1
Manufacturer declared, “No added urea-formaldehyde (NAUF)”.
.2
Manufacturer declared, “Phenol-formaldehyde only”.
.3
California Air Resource Board (CARB) Airborne Toxic Control
Measures (ATCM) 93210 requirements for:
.1
No added urea-formaldehyde (NAUF)
.2
Ultra-low emitting formaldehyde resins (ULEF)
.4
GREENGUARD Children and Schools Certification
.5
GREENGUARD Gold Certification
Green Material Data Sheet submissions as per the attached GMDS tracking table
provided with this Section
.1
Complete with supporting manufacturer documentation
Closeout Submittals
.1
LEED Letter Templates
.1
.2
.3
The following LEED letter templates will be compiled by the LEED consultant
using the information collected and provided by the Contractor.
The Contractor will review the information compiled and summarized in the
LEED letter templates for accuracy prior to signature
The Contractor will print, sign, date and return the following templates to the
Consultant electronically (scanned) or in hard copy.
.1
MRc2 – Construction Waste Management
.2
MRc4 – Recycled Content
.3
MRc5 – Regional Materials
.4
MRc7 – Certified Wood
.5
IEQc3.1 - Construction IAQ Management- During Construction
COMMUNITY CARE BUILDING
WINCHESTER
.6
.7
.8
.9
.10
Part 2
Products
2.1
Not used.
Part 3
Execution
3.1
General
.1
LEED REQUIREMENTS
Section 01 35 21
Page 7 of 7
IEQc3.2 - IAQ Testing: Prior to Occupancy.
IEQc4.1 - Low-Emitting Materials: Adhesives & Sealants
IEQc4.2 – Low-Emitting Materials: Paints & Coatings
IEQc4.3 – Low-Emitting Materials: Flooring Systems
IEQc4.4 – Low-Emitting Materials: No-Added UreaFormaldehyde
Photographs shall be provided as specified in the related sections. All photos taken for
LEED® documentation purposes shall conform to the following requirements:
.1
.2
High resolution digital images (1280 x 1024 or higher).
Photographs to be date-stamped (YYYY-MM-DD).
END OF SECTION
COMMUNITY CARE BUILDING
WINCHESTER
Part 1
General
1.1
General Instructions
.1
1.2
VOC REQUIREMENTS
Section 01 35 22
Page 1 of 8
Read and be governed by Conditions of the Contract and Sections of Division 1.
Related Sections
.1
01 35 21 – LEED Requirements
.2
01 47 19 – IAQ: During Construction
.3
01 74 21 – Construction Waste Management
.4
01 81 00 – IAQ Testing
1.3
References
.1
LEED Canada Reference Guide for Green Building Design and Construction 2009
.1
Reference Guide released June, 2010
.2
South Coast Air Quality Management District (SCAQMD)
.1
Amendment to South Coast Rule 1168, VOC Limits, effective January 7, 2005
.1
Rule 1168, VOC Limits, effective date of July 1, 2005
.2
Rule 1113, VOC Limits, effective date of January 1, 2004
.3
Green Seal Standard
.1
GS-36, Commercial Adhesives, VOC Limits, effective October 19, 2000
.2
GS-11, Paints, VOC Limits, First Edition, May 20, 1993
.3
GC-03, Anti-Corrosive Paints, VOC Limits, Second Edition, January 7, 1997
1.4
Definitions
.1
Acrylonitrile-butadiene-styrene (ABS): a plastic made by reacting monomers of
acrylonitrile, butadiene, and styrene and is normally identified with an ABS marking.
.2
Adhesive: any substance that is used to bond one surface to another by attachment.
Adhesives include bonding primers, adhesive primers, and adhesive primers for plastics.
.3
Adhesive Primer for Plastic: a material applied to a plastic substrate before applying an
adhesive in order to obtain better adhesion.
.4
Anti-corrosive / Anti-rust Paints: coatings formulated and recommended for use in
preventing the corrosion of ferrous metal substrates.
.5
Architectural Nonporous Sealant Primer: substance used as a sealant primer on nonporous
materials
.6
Architectural porous sealant primer: substance used as a sealant on porous materials.
.7
Architectural Sealant: sealants applied to ducting, hand railings, cabinets, bathroom
fixtures, kitchen fixtures, windows or other architectural features.
.8
Bond Breakers: applied between layers of concrete to prevent the freshly poured top layer
of concrete from bonding to the substrate over which it is poured.
COMMUNITY CARE BUILDING
WINCHESTER
VOC REQUIREMENTS
Section 01 35 22
Page 2 of 8
.9
Carpet Pad Adhesive: an adhesive used for the installation of a carpet pad (or cushion)
beneath a carpet.
.10
Ceramic Tile Adhesive: an adhesive used for the installation of ceramic tile or porcelain
tile products.
.11
Clear Brushing Lacquer: clear wood finishes, excluding clear lacquer sanding sealers,
formulated with nitrocellulose or synthetic resins to dry by solvent evaporation without
chemical reaction and to provide a solid, protective film.
.12
Clear Wood Finishes: clear and semi-transparent coatings, including lacquers and
varnishes, applied to wood substrates, including floors, to provide a transparent or
translucent solid film.
.13
Chlorinated Polyvinyl Chloride (CPVC): plastic is a polymer of the chlorinated polyvinyl
monomer that contains 67% chlorine and is normally identified with a CPVC marking.
.14
Coating: applied to beatify, protect, or provide a barrier to a surface.
.15
Concrete-Curing Compounds: coatings formulated for or applied to freshly poured
concrete to retard the evaporation of water.
.16
Contact Adhesive: an adhesive applied to two separate surfaces, allowed to dry, and
brought together for adhesion and bonding with subsequent pressure.
.17
Corner Guard Adhesive: an adhesive used during the installation of corner guard, which is
generally made of vinyl or rubber and installed vertically on the outer corners of walls
.18
Cove Base Adhesive: an adhesive used during the installation of cove base (or wall base),
which is generally made of vinyl or rubber and installed horizontally on a wall
.19
Drywall Adhesive: an adhesive used during the installation of gypsum dry wall to studs or
solid surfaces.
.20
Dry-Fog Coatings: formulated only for spray application so that when sprayed, overspray
droplets dry before falling on floors and other surfaces.
.21
Faux Finishing Coatings: glazes designed for wet-in-wet techniques used as a stain or
glaze to create artistic effects, including but not limited to, dirt, old age, smoke damage,
and simulated marble and wood grain.
.22
Flat Paints and Coatings: Paints and coatings that register a gloss of less than 15 on an 85degree meter or less than 5 on a 60-degree meter.
.23
Fiberglass Substrate Adhesive: if no other definitions within this specification apply and
the mentioned substrates do apply, the associated VOC limit shall govern product
selection.
.24
Floor Coatings: opaque coatings that are formulated for or applied to flooring; and clear
coatings formulated for or applied to concrete flooring, but do not include Industrial
Maintenance Coatings.
COMMUNITY CARE BUILDING
WINCHESTER
VOC REQUIREMENTS
Section 01 35 22
Page 3 of 8
.25
Graphic Arts (sign) Coatings: Sign paints (excluding structural components) formulated
for hand-application by artists using brush or roller techniques to murals, including
lettering enamels, poster colours, copy blockers and bulletin enamels.
.26
High-Temperature Industrial Maintenance Coatings: industrial maintenance coatings
formulated for or applied to substrates exposed continuously or intermittently to
temperatures above 400°F.
.27
Indoor Adhesive, Sealant, or Sealant Primer: an adhesive or sealant product applied onsite, inside the building’s weatherproofing system.
.28
Indoor Paints or Coating Products: applied inside a building’s weatherproofing system
.29
Industrial Maintenance Coatings: Includes primers, sealers, undercoaters, intermediate
coatings and topcoats, formulated for or applied to substrates, including floors, which are
exposed to either:
A.
Immersion in water, wastewater, chemical solutions or chronic exposure of
interior surfaces to moisture condensation.
B.
Acute or chronic exposure to corrosive, caustic or acidic agents, or similar
chemicals, chemical fumes, chemical mixtures, or solutions
C.
Repeated exposure to temperatures in excess of 250°F
D.
Repeated heavy abrasion, including mechanical wear and repeated scrubbing with
industrial solvents, cleaners or scouring agents
.30
Interior of the Building: all space and materials that are located, or will be located, within
the building’s weatherproofing system.
.31
Lacquers: clear or pigmented wood finishes, including clear lacquer sanding sealers,
formulated with nitrocellulose or synthetic resins to dry by evaporation without chemical
reaction.
.32
Low-Solids Coatings: coatings containing one pound or less of solids per gallon of
material. VOC levels for Low-Solids Coatings are measures in grams of VOC per litre of
material, including water.
.33
Magnesite Cement Coatings: coatings formulated for or applied to magnesite cement
decking to protect the magnesite cement substrate from erosion by water.
.34
Mastic Coatings: formulated to cover holes and minor cracks and to conceal surface
irregularities, and applied in a thickness of at least 10 mils (dry, single coat).
.35
Metal to Metal Substrate: if no other definitions within this specification apply and the
mentioned substrates do apply, the associated VOC limit shall govern product selection.
.36
Multi-purpose Construction Adhesive: any adhesive to be used for the installation or
repair of various construction materials, including but not limited to: drywall, subfloor,
panel, fibreglass reinforced plastic (FRP), ceiling tile, and acoustic tile.
COMMUNITY CARE BUILDING
WINCHESTER
VOC REQUIREMENTS
Section 01 35 22
Page 4 of 8
.37
Non-flat Paints and Coatings: Paints and coatings that are not defined under any other
definition in this specification and that register a gloss of 5 or greater on a 60 degree meter
and a gloss of 15 or greater on an 85 degree meter.
.38
Nonporous Sealant: substance used as a sealant on nonporous materials. Nonporous
materials, such as plastic and metal, do not have opening in which fluids may be absorbed
or discharged.
.39
Off-gassing: the emission of volatile organic compounds (VOC’s) from synthetic and
natural products.
.40
Paint: a liquid, liquefiable, or mastic composition that is converted to a solid protective,
decorative, or functional adherent film after application as a thin layer. These coatings are
intended for application to interior or exterior surfaces of residential, commercial,
institutional, or industrial buildings.
.41
Panel Adhesive: an adhesive used for the installation of plywood, pre-decorated hardboard
(or tileboard), fiberglass reinforced plastic, and similar pre-decorated or non-decorated
panels to studs or solid surfaces.
.42
Plastic Foam Substrate Adhesives: if no other definitions within this specification apply
and the mentioned substrates do apply, the associated VOC limit shall govern product
selection.
.43
Plastic Cement Welding: the use of adhesives made of resins and solvent which are used
to dissolve the surfaces of plastic, except ABS, CPVC, and PVC plastic, to form a bond
between mating surfaces.
.44
Pre-treatment Wash Primers: coatings which contain a minimum of 0.5% acid, by weight,
applied directly to bare metal surfaces to provide necessary surface etching.
.45
Porcelain Tile Adhesive: an adhesive used for the installation of ceramic tile or porcelain
tile products.
.46
Porous Materials: have tiny openings, often microscopic, which can absorb or discharge
fluids. Examples include wood, fabric, paper, corrugated paperboard, and plastic foam.
.47
Porous Material Substrate Adhesive (except wood): where no other definitions or substrate
specific materials apply, this VOC limit shall govern product selection.
.48
Primer: applied to a substrate to improve adhesion of subsequently applied coats.
.49
Polyvinyl Chloride (PVC): this plastic is a polymer of the chlorinated vinyl monomer that
contains 57 percent chlorine.
.50
Quick-Dry Enamels: non-flat, high gloss coatings which can be applied by brush or roller
between 60°F and 80°F. Set-to-touch in two hours or less, dry-hard in eight hours or less,
tack-free in four hours or less.
.51
Quick-Dry Primers: applied to a surface to provide a firm bond between the substrate and
subsequent coats. Dry-to-touch in one-half hour and can be recoated in two hours.
COMMUNITY CARE BUILDING
WINCHESTER
VOC REQUIREMENTS
Section 01 35 22
Page 5 of 8
.52
Rubber Flooring Adhesive: an adhesive that is used for the installation of flooring material
in which both the back and the top surface area made of synthetic rubber, and which may
be in sheet or tile form.
.53
Sanding Sealers: clear wood coatings formulated for or applied to bare wood for sanding
and to seal the wood for subsequent application of coatings.
.54
Sealant: has adhesive properties and is formulated primarily to fill, seal, or waterproof
gaps or joints between two surfaces. Sealants include all types of caulks.
.55
Sealant Primer: applied to a substrate, prior to the application of a sealant, to enhance the
bonding surface.
.56
Sealers: coatings applied to either block materials from penetrating into or leaching out of
a substrate, to prevent subsequent coatings from being absorbed by the substrate, or to
prevent harm to subsequent coatings by materials in the substrate.
.57
Sheet-applied Rubber Lining Operation: the hand application of sheet rubber lining to
metal or plastic substrates in order to protect the underlying substrate from corrosion or
abrasion. These operations also include laminating sheet rubber to fabric.
.58
Shellac: clear or pigmented coatings formulated solely with the resinous secretions of the
lac insect. Shellacs are formulated to dry by evaporation without a chemical reaction
providing a quick-drying, solid, protective film for priming and sealing stains and odours;
and for wood finishing excluding floors.
.59
Special Purpose Contact Adhesive: a contact adhesive that is used to bond all of the
following substrates to any surface: melamine covered board, metal, unsupported vinyl,
Teflon, ultra-high molecular weight polyethylene, rubber and wood veneer 1/16 inch or
less in thickness.
.60
Specialty Primers: Formulated to seal substrates which have fire, smoke or water damage.
.61
Stains: opaque or semi-transparent coatings which are formulated to change the colour but
not conceal the grain pattern or texture.
.62
Structural Glazing Adhesive: any adhesive used to adhere glass, ceramic, metal, stone, or
composite panels to exterior building frames.
.63
Structural Wood Member Adhesive: an adhesive used for the construction of any load
bearing joints in wooden joists, trusses, or beams.
.64
Subfloor Adhesive: Used for the installation of subflooring material over floor joists.
.65
Substrate Specific Applications: For adhesives, adhesive bonding primers, or any other
primer not regulated by VOC limits and categories established in this specification,
substrate specific VOC limits will apply.
.66
Swimming Pool Coatings: applied to the interior of swimming pools and to resist
swimming pool chemicals. Includes repair coatings applied over existing coatings.
.67
Undercoaters: coatings formulated for or applied to substrates to provide a smooth surface
for subsequent coats.
COMMUNITY CARE BUILDING
WINCHESTER
VOC REQUIREMENTS
Section 01 35 22
Page 6 of 8
.68
Varnishes: clear wood finishes formulated with various resins to dry by chemical reaction.
.69
VCT: means vinyl composition tile and is a material made from thermoplastic resins,
fillers and pigments.
.70
Volatile Organic Compounds (VOC’s): carbon compounds that participate in atmospheric
photochemical reactions (excluding carbon monoxide, carbon dioxide, carbonic acid,
metallic carbides and carbonates, and ammonium carbonate). The compounds vaporize at
normal room temperatures.
.71
Waterproofing Concrete / Masonry Sealers: clear or pigmented sealers that are formulated
for sealing concrete and masonry to provide resistance against water, alkalis, acids,
ultraviolet light, and staining.
.72
Wood Preservatives: coatings formulated to protect wood from decay or insect attack by
the addition of a wood preservative chemical.
.73
Wood Substrate Adhesive: if no other definitions within this specification apply and the
mentioned substrates do apply, the associated VOC limit shall govern product selection.
.74
Waterproofing Sealers: coatings which are formulated for the primary purpose of
preventing penetration of porous substrates by water.
.75
Weatherproofing System: protects the building from exterior environment (wind and
water) and is defined as the air barrier within the wall and roof assemblies.
.76
Wood Flooring Adhesive: an adhesive used to install a wood floor surface, which may be
in the form of parquet tiles, wood planks, or strip-wood.
.77
Zinc-Rich IM Coatings: primers formulated to contain a minimum of 65 percent metallic
zinc powder (zinc dust) by weight of total solids for application to metal substrates.
1.5
Submittals
.1
Part 2
2.1
All products governed under this specification must be reviewed by the LEED consultant
and stamped as approved prior to products arriving on site.
.1
As indicated by references to this specification and related specification sections.
.2
Submit manufacturer letters, technical data sheets and/or MSDS (Material Safety
Data Sheets, inclusive of the following information:
.1
VOC contents in g/L format
.2
Description of applications and intended uses
Products
General
.1
All adhesives, sealants, paints and coatings used on the interior of the building (i.e.,
inboard side of the weatherproofing system and applied on-site) must comply with the
requirements of this specification regardless of the project’s stage of construction (i.e.,
prior to building close-in).
COMMUNITY CARE BUILDING
WINCHESTER
Part 3
Execution
3.1
General
VOC REQUIREMENTS
Section 01 35 22
Page 7 of 8
The definitions in this specification have been provided in order to assist with the
categorization of products being used on this project.
.1
VOC limits established in the above tables will regulate which products have
acceptable emissions and can be applied on the inboard side of the
weatherproofing system.
COMMUNITY CARE BUILDING
WINCHESTER
VOC REQUIREMENTS
.1
.2
Section 01 35 22
Page 8 of 8
Products that meet any of the above definitions are required to be
submitted for review.
.1
If a distinction cannot be made between categories, or whether a
product is required to be submitted for review, the product will be
forwarded to the consultant for guidance.
Product compliance is measured using g/L format.
.1
Pigments are not required to be included when calculating product VOC
contents.
.2
Test methods used to establish product VOC contents do not form part of
these specification requirements, so long as:
.1
Test methods to include VOC in g/L, less water.
END OF SECTION
Community Care Building
Phase 2
Winchester
Section 01 45 10
Testing
Page 1 of 1
PART 1 - GENERAL
1.1
RELATED REQUIREMENTS SPECIFIED ELSEWHERE
.1
1.2
Particular requirements for inspection and testing to be carried out by testing organizations
to be designated by the Architect are specified under various specification sections.
APPOINTMENT AND PAYMENT
.1
.2
.3
The Owner will appoint and pay for testing services by testing organizations as follows:
.1
To review bearing surfaces for foundation footings.
.2
Compaction testing of compacted granular materials.
.3
Concrete test cylinders, mortar tests and grout tests.
.4
Structural steel and welding inspections.
.5
Roofing inspections.
.6
Window air seal test.
The Owner will not pay for testing services by testing organizations for the following
situations:
.1
Inspection and testing required by laws, ordinances, rules, regulations, or orders of
public authorities.
.2
Inspection and testing performed exclusively for the Contractor's convenience.
.3
Testing, adjustment, and balancing of conveying systems, mechanical and electrical
equipment and systems.
.4
Mill tests and certificates of compliance.
.5
Tests specified to be carried out by Contractor under the review of Architect.
.6
Additional tests specified in paragraph 1.2.3.
Where tests or inspections by designated testing organizations reveal work not in
accordance with contract requirements, Contractor shall pay costs for additional tests or
inspections as consultant may require to verify acceptability of corrected work.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
Section 01 45 20
Field Tests
Page 1 of 2
PART 1 - GENERAL
1.1
GENERAL
.1
This section specifies requirements and procedures for field testing of window installations
to assess air leakage control performance.
.2
Air leakage tests will be performed in general accordance with ASTM E783-93.
enclosures are to be installed at the interior of the glazing system.
.3
Testing will commence only when the following conditions are met:
.4
.5
1.2
All
.1
Exterior wind pressure is below 26.8 Pa (15 mph wind);
.2
The window is installed in the rough opening with seals between the window and the
air/vapour barrier completed and the brick and insulation work have not been done.
Definitions:
.1
Initial Test - the first test conducted on a completed window installation;
.2
Concentrated Initial Test - the first test conducted on a completed window installation
in the vicinity of, and required due to, an Initial Test failure or a previous
Concentrated Initial Test failure;
.3
Additional Test - any testing of a window installation required subsequent to the
Initial Test or Concentrated Initial Test due to enclosure failure or to verify corrected
work and demonstrate conformance with this specification.
Provide enclosures in locations selected by the Architect.
CONTRACTOR’S RESPONSIBILITIES
.1
Coordinate installation of windows and testing. The Architect will select initial test locations
where windows have been installed Do not proceed with further construction at the test
location or adjacent glazing units until testing has been conducted and satisfactory results
have been obtained and remedial measures required by unsatisfactory results have been
proposed and reviewed by the Architect.
.2
Notify the Architect prior to the assembly of test enclosures so that they may have a
representative present during installation.
.3
Install enclosures and associated temporary seals at selected test locations.
.4
Construct an airtight enclosure at each test location, sealed to the wall at the perimeter of the
rough opening, adequately reinforced to withstand the test pressures. Each enclosure must
be provided with materials and a method by which an air source and pressure tap can be
installed into the enclosure and sealed to same. The enclosure must be constructed of
materials which permit unobstructed viewing of the interior face of the test sample through
transparent material.
.5
Seal all joints in the enclosures airtight. Seal enclosures to the perimeter framing members
using temporary seals which will not mark or stain the members.
.6
The Architect will undertake two Initial Tests, at no cost to the Contractor. Each air seal
failure (defined in 1.4.2) will result in the requirement for two (2) Concentrated Initial Tests
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
Section 01 45 20
Field Tests
Page 2 of 2
on nearby completed window installations to be selected by the Architect, as well as an
Additional test to demonstrate corrected work at the failure location. Subsequent air seal
failure in any Concentrated Initial Test will similarly require two (2) Concentrated Initial Tests
on nearby completed window installations to be selected by the Architect and an Additional
Test to demonstrate corrected work. Each enclosure failure will result in an Additional test.
Retest once the enclosure is repaired. The Contractor will pay all costs associated with any
Concentrated Initial Testing or Additional Testing to verify unacceptable or corrected work,
or resulting from enclosure failures.
1.3
1.4
1.5
OWNER’S RESPONSIBILITIES
.1
Provide apparatus for testing including air source (fan or air pump), smoke generator and
pressure gauges. Undertake two Initial tests at no cost to the Contractor. Undertake
Additional Tests, necessary to verify unacceptable or corrected work, or resulting from
enclosure failures, and Concentrated Initial Tests at the cost of the Contractor.
.2
Measure pressure differential between the enclosure and ambient pressure.
.3
Provide smoke generator for testing.
.4
Select locations and conduct testing using enclosures installed by the Contractor. Assess
the test results for conformance with specified pass/fail criteria.
FIELD TEST PROCEDURES
.1
Be represented by a glazing supervisor during the testing conducted by the Architect.
Provide a glazing crew to undertake associated glazing operations, as directed by the
Architect during the testing.
.2
The air leakage test will be conducted in general accordance with ASTM E783-93. Air will
be evacuated from the enclosure so as to lower the pressure in the enclosure to 75 Pa below
ambient pressure. Smoke will be introduced on the exterior of the window unit while the
pressure is lowered. There shall be no passage of smoke to the interior of the enclosure
through seals between the rough opening and the window. There shall not be a
determination of the actual leakage rate so the pass/fail criteria will be the absence/presence
of smoke passage as assessed by the Architect.
FIELD TEST LOCATIONS
.1
The Architect shall select field test locations as the work progresses. The total number of
Initial Tests conducted at no cost to the Contractor shall be two. The exact distribution of
these Initial Tests through the work is likely to reflect a higher concentration of testing in the
early stages of the project. At each test the Contractor shall provide and install the test
enclosure and staffing as described elsewhere in this section.
.2
If a given Initial Test or Concentrated Initial Test yields unsatisfactory results, the Architect
will direct that two (2) Concentrated Initial Tests are to be conducted on nearby window
installations, completed since the most recent previous successful test, and an Additional
Test will be required to verify corrected work at the failure location. If given Initial or
Concentrated Initial Test is incomplete due to enclosure failure, the Architect will direct that
an Additional test is required once the enclosure is repaired. All costs associated with the
Concentrated Initial Tests and Additional Testing will be the responsibility of the Contractor.
BRYDEN MARTEL ARCHITECTS INCORPORATED
COMMUNITY CARE BUILDING
WINCHESTER
CONSTRUCTION / DEMOLITION WASTE
MANAGEMENT AND DISPOSAL
Part 1
General
1.1
General Instructions
.1
1.2
Section 01 74 21
Page 1 of 5
Read and be governed by Conditions of the Contract and Sections of Division 1.
Related Sections
.1
01 35 21 – LEED Requirements
.2
01 35 22 – VOC Requirements
.3
01 47 19 – IAQ: During Construction
.4
01 81 00 – IAQ Testing
1.3
References
.1
Canada Green Building Council, LEED Canada for Green Building Design and
Construction 2009:
.1
1.4
Reference Guide, Release Date of June 2010
Definitions
.1
Alternative Daily Cover: Material (other than earthen material) that is placed on the
surface of the active face of municipal solid waste landfills at the end of each operating
day to control vectors, fires, odours, blowing litter, and scavenging.
.2
Biomass: Plant material from trees, grasses, or crops that can be converted to heat energy
to produce electricity.
.3
Construction and Demolition Debris: Includes waste and recyclables generated from
construction and from the renovation, demolition, or deconstruction of pre-existing
structures. It does not include hazardous materials or land-clearing debris, such as soil,
vegetation, and rocks.
.4
Construction Waste Calculation: Used to determine the percentage of waste diverted from
landfill and incineration facilities on a metric tonne basis.
.5
Construction Waste Management Plan: A document specific to a building project that
outlines measures and procedures that divert construction waste materials from landfill
and incineration facilities. It describes specific end use locations and purposes for the
material diverted.
.6
Construction Waste Management Summary Spreadsheet: A spreadsheet used to track
waybill information provided by all of the construction / demolition waste haulers used on
the project.
.7
Eligible Biofuels: Untreated wood waste, agricultural crops or waste, landfill gas, animal
waste and other organic waste.
COMMUNITY CARE BUILDING
WINCHESTER
CONSTRUCTION / DEMOLITION WASTE
MANAGEMENT AND DISPOSAL
Section 01 74 21
Page 2 of 5
.8
Hazardous Materials: As defined by relevant regulations in the location of the project.
Hazardous materials should be excluded from calculations and should be disposed of
according to relevant regulations.
.9
Incineration Facilities: Waste management operations that use combustion as a means of
reducing the volume of waste materials.
.10
Recycling: The collection, reprocessing, marketing, and use of materials that were diverted
or recovered from the solid waste stream.
.11
Reuse: The return of materials to active use in the same or a related capacity as their
original use, thus extending the lifetime of materials that would otherwise be discarded.
.12
Tipping Fees: Charged by a landfill for disposal of waste, typically quoted per tonne.
1.5
Submittals
.1
Construction and Demolition Waste Management (CWM) Plan
.1
.2
.3
.4
.5
.2
One electronic copy of the plan for review by the LEED consultant prior to any
waste being removed from the project site
.1
Inclusive of any demolition waste
.2
Excludes land clearing waste
.3
For campuses or multiple building projects it is acceptable to have a
single development-wide Indoor Air Quality Management plan.
To be reviewed and final version approved by the Consultant prior to any waste
being removed from the project site.
End Use Confirmation
.1
Confirmation from recycling and/or reuse facilities of the destination and
end use for each material diverted from landfills.
.1
Signed letters provided by recycling and/or reuse facilities,
including:
.1
Municipal addresses of receiving facilities
.2
Process or method used of recycling the material
(melting, crushing, chipping)
.3
Intended use of each type of material received
Management plan to include confirmation of on-site or off-site separation
Sample submission of all monthly submission items detailed in this specification
Monthly Submission Requirements
.1
Tracking Spreadsheet
.1
Inclusive of all project waste removed for a given month
.2
A summary of individual waybills with bin weights and material
composition by bin communicated in the form of an Excel tracking tool.
.1
Inclusive of waybill numbers, types of waste and diversion percentages
for each bin.
.1
Percentage breakdowns by bin are required for comingled waste.
Visual inspections of the bin and breakdowns by material volume
or weight.
COMMUNITY CARE BUILDING
WINCHESTER
.2
.3
.4
.3
CONSTRUCTION / DEMOLITION WASTE
MANAGEMENT AND DISPOSAL
Consistent formatting of dates and provided in chronological order for
review.
Types of recyclable material are to be limited to items which the
contractor has previously confirmed will be recycled through end use
letters.
.1
All remaining types of waste should be included under “landfilled
material” or “waste” in the calculation.
Construction and demolition debris includes waste and recyclables
generated from construction, renovation, demolition, or deconstruction of
pre-existing and new structures.
.1
Calculations exclude hazardous materials
.2
Calculations exclude soil and rock land-clearing debris.
Close-Out Submittals
.1
.2
A letter indicating that construction / demolition waste has ceased leaving the
project site
.1
On the general contractor’s letterhead
Sign and return summary waste diversion documents which are to be provided by
the Consultant.
.1
On the general contractor’s letterhead
Part 2
Products
2.1
Not Used.
Part 3
Execution
3.1
Diversion of Materials
.1
Recycle and/or salvage non-hazardous construction and demolition debris excluding landclearing debris such as soil and rocks.
.1
.2
.2
Section 01 74 21
Page 3 of 5
Unless sub-contractors report waste diversion in a format consistent with this
specification and report within the given timelines, materials for removal are the
responsibility of the General Contractor.
Prevent contamination of materials for reuse and recycling by handling in
accordance with requirements for acceptance by designated facilities.
Construction Waste Calculations
.1
Calculations to be converted to weight (metric tonnes) throughout the entire
project waste documentation
.1
Where exact material weights are not available:
.1
Provide a defensible conversion metric to estimate the weight of
construction waste.
.1
To be reviewed and approved by the LEED consultant
prior to use.
COMMUNITY CARE BUILDING
WINCHESTER
.2
.2
CONSTRUCTION / DEMOLITION WASTE
MANAGEMENT AND DISPOSAL
Section 01 74 21
Page 4 of 5
Multiple Homogenous Loads
.1
Requires a reasonable methodology to determine averaged bin
weights based on similar loads with similar unmixed material
.1
To be reviewed and approved by the LEED consultant
prior to use.
End uses for salvage and recycling must be consistent with locations and end use
as approved by the Consultant.
.1
The project Consultant must review and approve signed letters provided
by waste haulers prior to the waste leaving the project site.
.1
Excavated soil and rocks do not constitute waste diversion from a
landfill.
.1
These materials are to be excluded from waste diversion
calculations.
.2
The use of construction and demolition waste material as an
alternate daily cover for landfills does not constitute diversion for
the purpose of landfill diversion calculations.
.3
Wood used as firewood for wood-burning stoves and fireplace is
not an acceptable means of waste diversion for the purpose of
landfill diversion calculations.
.4
Burning of clean wood waste to generate industrial process heat
and/or electricity is considered appropriate diversion
methodology provided that the wood complies with the
requirements of eligible biofuels.
.5
If an existing building is found to contain contaminated
substances, such as lead or asbestos, these materials should be
remediated as required by the relevant regulatory agency.
.1
Hazardous materials are to be excluded from landfill
diversion calculations.
.6
Diversion calculations may include salvaged materials such as
furniture, computers and equipment, white boards, lockers, doors,
lighting, and plumbing fixtures.
.1
Salvaged material can be donated to charitable
organizations such as Habitat for Humanity, reuse
centers, non-profit organizations, or other buildings.
Materials sold to the community can also be counted as
diverted material for the project.
.7
Projects that crush and reuse concrete, masonry, or asphalt on-site
should include the weight of these materials in the calculations as
diverted material.
.8
Gypsum wallboard can be recycled in communities that have
reprocessing plants or when confirmation is provided that soil can
handle the material as a stabilizing agent.
.9
Any construction debris processed into a recycled content
commodity that has an open-market value may be applied to the
construction waste calculations, pending confirmation from the
project LEED consultant.
.1
The recyclability of a demolished material often depends
on the extent of contamination.
COMMUNITY CARE BUILDING
WINCHESTER
.3
CONSTRUCTION / DEMOLITION WASTE
MANAGEMENT AND DISPOSAL
Section 01 74 21
Page 5 of 5
Separate materials from general waste stream and stockpile in separate piles or containers,
as reviewed by Consultant, and consistent with applicable fire regulations.
.1
A project may choose to separate construction waste on-site or have commingled
construction waste sorted at an off-site facility.
.1
On-site separation provides immediate feedback of the ongoing waste
diversion efforts, but may require additional labour.
.2
Commingled recycling simplifies the waste management effort on-site.
This option is especially useful for projects with tight space constraints
and no room for multiple collection bins.
.1
Projects that use commingled recycling rather than on-site
separation should obtain summaries of diversion rates from the
recycler. Typically, the recycler would provide monthly summary
spreadsheets pending the level of documentation services
contracted.
.4
Work with manufacturer’s to minimize unnecessary packaging and making arrangements
for pallets to be reclaimed after use can also reduce waste volumes and waste management
costs.
.5
The general contractor must identify on-site recycling locations and review recycling
requirements with all subcontractors to ensure that the plan requirements are upheld.
.1
.2
.6
During construction, it is the general contractor’s duty to remind subcontractors of
the plan requirements and confirm that the plan is implemented on site.
Keep one hard-copy of the Construction Waste Management Plan on site at all
times.
Required construction and demolition waste diversion:
.1
100% Diversion from Landfill:
.1
Concrete
.2
Asphalt
.3
Clean Rubble
.4
Cardboard
.5
Standard gypsum board (unpainted)
.6
Clean Lumber
.7
Glass
.8
All metals (aluminum, steel, iron, copper)
END OF SECTION
COMMUNITY CARE BUILDING
WINCHESTER
Part 1
General
1.1
Summary
INDOOR AIR QUALITY (IAQ), TESTING
Section 01 81 00
Page 1 of 3
.1
This section provides requirements for Baseline Indoor Air Quality (IAQ) testing for
maximum indoor pollutant concentrations for this facility.
.2
Testing results that meet the credit requirements indicate that the project has implemented
a successful construction IAQ management plan; low –emitting materials have been
specified; cleanup has been thorough; and the HVAC systems are providing adequate
ventilation.
1.2
References
.1
Canada Green Building Council, LEED Canada for Green Building Design and
Construction 2009:
.1
.2
United States Environmental Protection Agency (EPA):
.1
1.3
Reference Guide, June 2010
Compendium of Methods for the Determination of Air Pollutants in Indoor Air
Submittals
.1
Before Baseline IAQ Testing:
.1
.2
.2
Test Reports
.1
.2
1.4
Submit credentials of IAQ testing authority.
Submit a test plan to the LEED Consultant for approval, including:
.1
The testing procedures
.2
Schedule of testing
.3
Instrumentation to be used
.4
Sampling methods and procedures to be used
.5
Proposed testing locations
Prepare and submit to the LEED Consultant, test reports showing:
.1
The testing procedures
.2
Test date(s) and scope
.3
Results and location (with respect to floor area), of each test
.4
A summary of HVAC operating conditions
.5
Descriptions of any discrepancies and recommendations for corrective
action (as applicable)
In the event that any non-compliant test results occur, the Contractor must provide
a written report to the Owner describing the source(s) of the non-compliant
condition(s) and the corrective action(s) taken, as well as results of retesting.
Sequencing and Scheduling
.1
The Contractor shall hire an independent contractor, subject to approval by the LEED
Consultant, with a minimum of 5 years’ experience in performing the types of testing
COMMUNITY CARE BUILDING
WINCHESTER
INDOOR AIR QUALITY (IAQ), TESTING
Section 01 81 00
Page 2 of 3
specified herein, to test levels of indoor air contaminants for compliance with specified
requirements.
.2
Identify, program and schedule all IAQ testing in advance of the test period.
.3
IAQ testing shall take place after the installation of all interior finishes, including but not
limited to millwork, doors, paints, carpets and acoustic tiles.
.1
.2
Testing shall take place after movable furnishing such as workstations and
partitions are in place.
Testing shall take place after the installation of all furniture and furnishings.
Part 2
Products
2.1
Not Used.
Part 3
Execution
3.1
Indoor Air Quality Testing
.1
Conduct baseline IAQ testing, after construction ends and prior to occupancy, using
testing protocols consistent with the U.S. EPA Compendium of Methods for the
Determination of Air Pollutants in Indoor Air.
.2
Projects also following the requirements of specification 01 47 19 – IAQ: During
Construction, should replace all filtration media after the final cleaning and complete the
air test and balancing of the HVAC system before beginning the baseline IAQ testing.
.3
A space may be excluded from the credit requirements provided:
.1
.2
.3
.4
It is rarely or never occupied
It can be excluded from ventilation requirements under ASHRAE 62
It is mechanically or physically separated from any occupied spaces.
Conduct the air sample testing as follows:
.1
.2
.3
.4
All measurements must be conducted prior to occupancy, but during normal
occupied hours with the building ventilation system started at the normal daily
start time and operated at the minimum outdoor air flow rate for the occupied
mode throughout the test.
All interior finishes must be installed, including but not limited to millwork,
doors, paint, carpet and acoustic tiles.
The number of sampling locations will depend on the size of the building and
number of ventilation systems. Include areas with the least ventilation and greatest
presumed source strength. For each portion of the building served by a separated
ventilation system, the number of sampling points must not be less than:
.1
1 per 2,300 square meters (25, 000 square feet) AND
.2
At least one test for each contiguous floor area
Air samples shall be collected between 0.9 and 1.8 metres (3 and 6 feet) from the
floor to represent the breathing zone of occupants.
COMMUNITY CARE BUILDING
WINCHESTER
.5
3.2
INDOOR AIR QUALITY (IAQ), TESTING
Section 01 81 00
Page 3 of 3
.1
Air samples shall be collected over a minimum 4-hour period.
Conduct IAQ testing in one outdoor location, at a minimum
.1
Outdoor location(s) should be in proximity to outdoor air intakes to
accurately represent outdoor air entering the building.
Targeted Pollutants and Maximum Concentrations
.1
Testing shall focus on levels of the following contaminants, with maximum concentrations
as listed:
.1
.2
.3
.4
.2
Where carpets and fabrics with styrene butadiene rubber (SBR) latex backing material are
installed as part of the base building systems, maximum concentrations as listed:
.1
3.3
Formaldehyde: < 27 Parts per billion
Total VOC’s (Volatile Organic Compounds): < 500 µg/m³
Particulate Matter (PM10): < 50 µg/m³
Carbon Monoxide:
.1
9 parts per million indoors AND
.2
No greater than 2 parts per million above outdoor levels
4-Phenylclohexene (4-PCH): < 500 µg/m³
Where maximum concentrations are exceeded:
.1
All locations must pass IAQ testing before occupancy.
.2
Conduct an additional flush-out with outdoor air and after any other necessary corrective
action(s) are taken and retest the noncompliant concentrations. Repeat until all
requirements are met.
.3
The locations of failed tests must be flushed for a minimum of 24 hours before being
retested.
END OF SECTION
Community Care Building
Phase 2
Winchester
1.
Section 02 10 00
Soils Report
Page 1 of 1
SOILS REPORT
.1
Forming this section are:
.1
Geotechnical Investigation report titled “Geotechnical Investigation Proposed Health
Care Services Building. Winchester, Ontario”, prepared for the Eastern Counties
Corporation for Rural Health, Report No. PG2534-1 dated January 10, 2012 as
prepared by Paterson Group Inc.
.2
Geotechnical Investigation report titled “Geotechnical Investigation Proposed Parking
Lot - Community Care Building. 829 Fred Street - Winchester District Memorial
Hospital, Winchester, Ontario”, prepared for the Eastern Counties Corporation for
Rural Health, Report No. PG3397-LET.01 dated February 9, 2015 as prepared by
Paterson Group Inc.
.2
Comply with all recommendations contained within the attached reports unless
specifically instructed otherwise on the drawings or elsewhere in the specification.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Geotechnical
Engineering
patersongroup
Environmental
Engineering
Hydrogeology
Geological
Engineering
Materials Testing
Building Science
Geotechnical Investigation
Proposed Health Care Services Building
Fred Street
Winchester, Ontario
Prepared For
Eastern Counties Corporation
for Rural Health Care
c/o Bryden Martel Architects
Paterson Group Inc.
Consulting Engineers
28 Concourse Gate - Unit 1
Ottawa (Nepean), Ontario
Canada K2E 7T7
Tel: (613) 226-7381
Fax: (613) 226-6344
www.patersongroup.ca
January 10, 2012
Report: PG2534-1
patersongroup
Ottawa
Kingston
Ge ote chnica l Inve stiga tion
Proposed Health Care Services Building
Fred Street - Winchester - Ontario
North Bay
TABLE OF CONTENTS
PAGE
1.0
INTRODUCTION.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
2.0
PROPOSED DEVELOPMENT. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
3.0
METHOD OF INVESTIGATION
3.1
Field Investigation. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
3.2
Field Survey. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
3.3
Laboratory Testing. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
3.4
Analytical Testing. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
2
3
3
3
4.0
OBSERVATIONS
4.1
Surface Conditions. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
4.2
Subsurface Profile. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
4.3
Groundwater. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
5.0
DISCUSSION
5.1
Geotechnical Assessment. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
5.2
Site Grading and Preparation.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
5.3
Foundation Design.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
5.4
Design for Earthquakes.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
5.5
Slab on Grade Construction. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
5.6
Pavement Structure. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
6
6
7
7
8
8
DESIGN AND CONSTRUCTION PRECAUTIONS
6.1
Foundation Drainage and Backfill. . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
6.2
Protection of Footings. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
6.3
Excavation Side Slopes. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
6.4
Pipe Bedding and Backfill.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
6.5
Groundwater Control. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
6.6
Winter Construction. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
6.7
Corrosion Potential and Sulphate. . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
10
10
10
11
11
12
12
6.0
7.0
RECOMMENDATIONS.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13
8.0
STATEMENT OF LIMITATIONS.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14
Report: PG2534-1
January 10, 2012
Page i
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Kingston
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Ge ote chnica l Inve stiga tion
Proposed Health Care Services Building
Fred Street - Winchester - Ontario
APPENDICES
Appendix 1
Soil Profile and Test Data Sheets
Symbols and Terms
Analytical Testing Results
Appendix 2
Figure 1 - Key Plan
Drawing PG2534-1 - Test Hole Location Plan
Report: PG2534-1
January 10, 2012
Page ii
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1.0
Kingston
North Bay
Ge ote chnica l Inve stiga tion
Proposed Health Care Services Building
Fred Street - Winchester - Ontario
INTRODUCTION
Paterson Group (Paterson) was commissioned by Bryden Martel Architects on behalf
of Eastern Counties Corporation for Rural Health Care (ECCRHC) to conduct a
geotechnical investigation for the proposed health care services building to be located
along Fred Street, in the Town of Winchester, Ontario (refer to Figure 1 - Key Plan in
Appendix 2).
The objective of the current investigation was to:
to determine the subsurface soil and groundwater conditions by means of
boreholes.
to provide geotechnical recommendations pertaining to design of the proposed
development including construction considerations which may affect the
design.
The following report has been prepared specifically and solely for the aforementioned
project which is described herein. This report contains our findings and includes
geotechnical recommendations pertaining to the design and construction of the
subject development as understood at the time of writing this report.
2.0
PROPOSED DEVELOPMENT
It is understood that a proposed project will consist of a one (1) storey building of slab
on grade construction of approximately 1,350 m2 and associated parking areas,
access lanes and landscaping areas.
Report: PG2534-1
January 10, 2012
Page 1
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3.0
METHOD OF INVESTIGATION
3.1
Field Investigation
Ge ote chnica l Inve stiga tion
Proposed Health Care Services Building
Fred Street - Winchester - Ontario
The field program for the geotechnical investigation was conducted on December 13
and 14, 2011. A total of ten (10) boreholes were distributed across the subject site to
a maximum sampling depth of 5.2 m. The locations of the test holes are shown on
Drawing PG2534-1 - Test Hole Location Plan included in Appendix 2.
The boreholes were drilled using a track-mounted auger drill rig operated by a two
person crew. All fieldwork was conducted under the full-time supervision of Paterson’s
geotechnical division under the direction of a senior engineer. The drilling procedure
consisted of augering to the required depths at the selected locations and sampling
the overburden.
Sampling and In Situ Testing
Soil samples from the boreholes were recovered from the auger flights or using a
50 mm diameter split-spoon sampler. All soil samples were visually inspected and
initially classified on site. The auger and split spoon samples were placed in sealed
plastic bags. All samples were transported to our laboratory for further examination
and classification. The depths at which the auger and split spoon samples were
recovered from the test holes are shown as, AU and SS, respectively, on the Soil
Profile and Test Data sheets presented in Appendix 1.
The Standard Penetration Test (SPT) was conducted in conjunction with the recovery
of the split spoon samples. The SPT results are recorded as “N” values on the Soil
Profile and Test Data sheets. The “N” value is the number of blows required to drive
the split spoon sampler 300 mm into the soil after a 150 mm initial penetration using
a 63.5 kg hammer falling from a height of 760 mm.
The subsurface conditions observed in the boreholes were recorded in detail in the
field. The soil profiles are logged on the Soil Profile and Test Data sheets presented
in Appendix 1.
Report: PG2534-1
January 10, 2012
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Ge ote chnica l Inve stiga tion
Proposed Health Care Services Building
Fred Street - Winchester - Ontario
Groundwater
Flexible standpipes were installed in all boreholes to permit monitoring of the
groundwater levels subsequent to the completion of the sampling program.
Sample Storage
All samples will be stored in the laboratory for a period of one month after issuance
of this report. They will then be discarded unless we are otherwise directed.
3.2
Field Survey
The test hole locations and ground surface elevations at the test hole locations were
surveyed by W. J. Johnson Surveying. The locations and ground surface elevations
of the test holes are presented on Drawing PG2534-1 - Test Hole Location Plan in
Appendix 2.
3.3
Laboratory Testing
All soil samples were recovered from the subject site and visually examined in our
laboratory to review the results of the field logging.
3.4
Analytical Testing
One (1) soil sample was submitted for analytical testing to assess the corrosion
potential for exposed ferrous metals and the potential of sulphate attacks against
subsurface concrete structures. The sample was submitted to determine the
concentration of sulphate and chloride, the resistivity and the pH of the soil. The
analytical test results are presented in Appendix 1 and discussed in Subsection 6.7
of this report.
Report: PG2534-1
January 10, 2012
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4.0
OBSERVATIONS
4.1
Surface Conditions
Ge ote chnica l Inve stiga tion
Proposed Health Care Services Building
Fred Street - Winchester - Ontario
The majority of the subject site is grass covered with some treed areas and slopes
gradually upward to the north. An existing garage building and associated gravel
covered access lane are currently present on the subject site. Small fill piles and a
treed area were observed within the proposed building footprint. A heliport landing
area is present just north of the proposed building location.
4.2
Subsurface Profile
The soil profile encountered at the borehole locations consists of topsoil followed by
a very stiff silty clay layer, which in turn is underlain by dense glacial till deposit. All
boreholes were terminated within the glacial till layer.
Reference should be made to the Soil Profile and Test Data sheets in Appendix 1 for
specific details of the soil profiles encountered at each test hole location.
4.3
Groundwater
Groundwater levels were measured in the standpipes installed in the boreholes on
January 6, 2012 and are presented in Table 1. It is important to note that groundwater
level readings could be influenced by surface water infiltrating the backfilled borehole.
The groundwater level can also be estimated based on moisture levels and colour of
the recovered soil samples. Based on these observations at the borehole locations,
the groundwater table is expected between a 2 to 4 m depth. It should be further
noted that groundwater levels are subject to seasonal fluctuations. Therefore, the
groundwater level could vary at the time of construction.
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January 10, 2012
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patersongroup
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Ge ote chnica l Inve stiga tion
Proposed Health Care Services Building
Fred Street - Winchester - Ontario
North Bay
Table 1 - M e asure d Groundwate r Le v e ls
Wate r Le v e ls
Bore hole
Numbe r
Ground Surface
Ele v ation (m)
De pth (m)
Ele v ation (m)
BH 1
75.99
Damaged
N/A
January 6, 2012
BH 2
77.73
2.27
97.20
January 6, 2012
BH 3
76.49
Damaged
N/A
January 6, 2012
BH 4
76.22
0.61
96.47
January 6, 2012
BH 5
75.85
0.50
96.79
January 6, 2012
BH 6
76.18
Damaged
N/A
January 6, 2012
BH 7
76.43
Damaged
N/A
January 6, 2012
BH 8
76.32
0.66
75.66
January 6, 2012
BH 9
76.66
Damaged
N/A
January 6, 2012
BH 10
77.37
Damaged
N/A
January 6, 2012
Note:
Report: PG2534-1
January 10, 2012
Re cording Date
Ground surface elevations at the borehole locations were provided by J. W. Johnson Surveying.
Page 5
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Ottawa
Kingston
North Bay
5.0
DISCUSSION
5.1
Geotechnical Assessment
Ge ote chnica l Inve stiga tion
Proposed Health Care Services Building
Fred Street - Winchester - Ontario
From a geotechnical perspective, the subject site is adequate for the proposed
building and associated at grade parking areas and access lanes. The proposed
building is anticipated to be founded by shallow footings placed on an undisturbed,
very stiff silty clay or dense glacial till bearing surface.
The above and other considerations are further discussed in the following sections.
5.2
Site Grading and Preparation
Stripping Depth
Topsoil and deleterious fill, such as those containing organic materials, should be
stripped from under any buildings, paved areas, pipe bedding and other settlement
sensitive structures.
Fill Placement
Fill used for grading beneath the building areas should consist, unless otherwise
specified, of clean imported granular fill, such as Ontario Provincial Standard
Specifications (OPSS) Granular A or Granular B Type II. Granular material should be
tested and approved prior to delivery to the site. The fill should be placed in lifts of
300 mm thick or less and compacted using suitable compaction equipment for the lift
thickness. Fill placed beneath the building areas should be compacted to at least 98%
of the Standard Proctor Maximum Dry Density (SPMDD).
Non-specified existing fill along with site-excavated soil can be used as general
landscaping fill where settlement of the ground surface is of minor concern. These
materials should be spread in thin lifts and at least compacted by the tracks of the
spreading equipment to minimize voids. If these materials are to be used to build up
the subgrade level for areas to be paved, they should be compacted in thin lifts to a
minimum density of 95% of their respective SPMDD. Non-specified existing fill and
site-excavated soils are not suitable for use as backfill against foundation walls unless
a composite drainage blanket connected to a perimeter drainage system is provided.
Report: PG2534-1
January 10, 2012
Page 6
patersongroup
Ottawa
5.3
Kingston
North Bay
Ge ote chnica l Inve stiga tion
Proposed Health Care Services Building
Fred Street - Winchester - Ontario
Foundation Design
Bearing Resistance Values
Footings, up to 4 m wide, placed over an undisturbed, stiff silty clay or dense glacial
till bearing surface can be designed using a bearing resistance value at serviceability
limit states (SLS) of 150 kPa and a factored bearing resistance value at ultimate limit
states (ULS) of 225 kPa. A geotechnical resistance factor of 0.5 was applied to the
above-noted bearing resistance value at ULS.
An undisturbed bearing surface consists of a surface from which all topsoil and
deleterious materials, such as loose, frozen or disturbed soil, whether in situ or not,
have been removed, in the dry, prior to the placement of concrete for footings.
In areas where silty clay is present below proposed underside of footing elevation, a
permissible grade raise restriction of 2 m is recommended for the subject site.
The total and differential settlements associated with the footing loading conditions
using the bearing resistance values provided are estimated to be 25 and 20 mm,
respectively.
Lateral Support
The bearing medium under footing-supported structures is required to be provided
with adequate lateral support with respect to excavations and different foundation
levels. Adequate lateral support is provided to a stiff to very stiff silty clay or dense
glacial till bearing medium when a plane extending down and out from the bottom
edge of the footing at a minimum of 1.5H:1V, passes only through in situ soil or
engineered fill of the same or higher capacity as the soil.
5.4
Design for Earthquakes
The site class for seismic site response can be taken as Site Class C for the
foundations considered at this site. Reference should be made to the latest revision
of the 2006 Ontario Building Code for a full discussion of the earthquake design
requirements.
Liquefaction
The soils underlying the subject site are not susceptible to liquefaction.
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January 10, 2012
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5.5
Kingston
Ge ote chnica l Inve stiga tion
Proposed Health Care Services Building
Fred Street - Winchester - Ontario
North Bay
Slab-on-Grade Construction
With the removal of all topsoil, and deleterious fill, such as those containing organic
materials, within the footprint of the proposed building, the native soil surface will be
considered acceptable subgrade on which to commence backfilling for floor slab
construction.
Any soft areas should be removed and backfilled with appropriate backfill material.
OPSS Granular A or Granular B Type II, with a maximum particle size of 50 mm, are
recommended for backfilling below the floor slab.
It is recommended that the upper 200 mm of sub-floor fill consists of OPSS
Granular A crushed stone. All backfill materials within the footprint of the proposed
building should be placed in maximum 300 mm thick loose layers and compacted to
at least 98% of its SPMDD.
5.6
Pavement Structure
For design purposes, the pavement structures presented in Table 2 and 3 are
acceptable for the design of car only parking areas, heavy truck parking areas and
access lanes.
Table 2 - Re comme nde d Pav e me nt Structure - Car Only Parking Are as
Thickne ss
(mm)
50
M ate rial De scription
We ar Course - HL-3 or Superpave 12.5 Asphaltic Concrete
150
BASE - OPSS Granular A Crushed Stone
300
SUBBASE - OPSS Granular B Type II
SUBGRADE - Either fill, in situ silty clay or gla cial till or OPSS Granular B Type I or II material
placed over in situ soil.
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January 10, 2012
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Ge ote chnica l Inve stiga tion
Proposed Health Care Services Building
Fred Street - Winchester - Ontario
North Bay
Table 3 - Re comme nde d Pav e me nt Structure - Acce ss Lane s
Thickne ss
(mm)
M ate rial De scription
40
We ar Course - HL-3 or Superpave 12.5 Asphaltic Concrete
50
Binde r Course - HL-8 or Superpave 19.0 Asphaltic Concrete
150
BASE - OPSS Granular A Crushed Stone
400
SUBBASE - OPSS Granular B Type II
SUBGRADE - Either fill, in situ silty clay, glacial till or OPSS Granular B Type I or II material placed
over in situ soil.
Minimum Performance Graded (PG) 58-34 asphalt cement should be used for this
project.
If soft spots develop in the subgrade during compaction or due to construction traffic,
the affected areas should be excavated and replaced with OPSS Granular B Type I
or II material.
The pavement granular base and subbase should be placed in maximum 300 mm
thick lifts and compacted to a minimum of 98% of the SPMDD using suitable vibratory
equipment.
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January 10, 2012
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6.0
DESIGN AND CONSTRUCTION PRECAUTIONS
6.1
Foundation Drainage and Backfill
Ge ote chnica l Inve stiga tion
Proposed Health Care Services Building
Fred Street - Winchester - Ontario
It is recommended that a perimeter foundation drainage system be provided for the
proposed building. The system should consist of a 100 to 150 mm diameter perforated
corrugated plastic pipe, surrounded on all sides by 150 mm of 10 mm clear crushed
stone, placed at the footing level around the exterior perimeter of the structure. The
pipe should have a positive outlet, such as a gravity connection to the storm sewer.
Backfill against the exterior sides of the foundation walls should consist of freedraining non frost susceptible granular materials. The greater part of the site
excavated materials will be frost susceptible and, as such, are not recommended for
re-use as backfill against the foundation walls, unless used in conjunction with a
drainage geocomposite, such as Miradrain G100N or Delta Drain 6000, connected to
the perimeter foundation drainage system. Imported granular materials, such as clean
sand or OPSS Granular B Type I granular material, should otherwise be used for this
purpose.
6.2
Protection of Footings Against Frost Action
Perimeter footings, of heated structures are required to be insulated against the
deleterious effect of frost action. A minimum of 1.5 m thick soil cover (or equivalent)
should be provided.
A minimum of 2.1 m thick soil cover (or equivalent) should be provided for other
exterior unheated footings.
6.3
Excavation Side Slopes
The side slopes of excavations in the soil and fill overburden materials should either
be cut back at acceptable slopes or should be retained by shoring systems from the
beginning of the excavation until the structure is backfilled. Sufficient room is
assumed to be available for the greater part of the excavation to be undertaken by
open-cut methods (i.e. unsupported excavations).
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January 10, 2012
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Ge ote chnica l Inve stiga tion
Proposed Health Care Services Building
Fred Street - Winchester - Ontario
The excavation side slopes above the groundwater level extending to a maximum
depth of 3 m should be cut back at 1H:1V or flatter. The flatter slope is required for
excavation below groundwater level. The subsurface soils are considered to be a
Type 2 and 3 soil according to the Occupational Health and Safety Act and
Regulations for Construction Projects.
Excavated soil should not be stockpiled directly at the top of excavations and heavy
equipment should be kept away from the excavation sides. Slopes in excess of 3 m
in height should be periodically inspected by the geotechnical consultant in order to
detect if the slopes are exhibiting signs of distress.
A trench box is recommended to protect personnel working in trenches with steep or
vertical sides. Services are expected to be installed by “cut and cover” methods and
excavations will not be left open for extended periods of time.
6.4
Pipe Bedding and Backfill
At least 150 mm of OPSS Granular A should be used for pipe bedding for sewer and
water pipes. The bedding should extend to the spring line of the pipe. Cover material,
from the spring line to at least 300 mm above the obvert of the pipe should consist of
OPSS Granular A. The bedding and cover materials should be placed in maximum
225 mm thick lifts compacted to a minimum of 95% of the material’s SPMDD.
Generally, it should be possible to re-use the silty clay crust above the cover material
if the excavation and filling operations are carried out in dry weather conditions.
Where hard surface areas are considered above the trench backfill, the trench backfill
material within the frost zone (about 1.8 m below finished grade) should match the
soils exposed at the trench walls to minimize differential frost heaving. The trench
backfill should be placed in maximum 300 mm thick loose lifts and compacted to a
minimum of 95% of the material’s SPMDD.
6.5
Groundwater Control
The anticipated groundwater infiltration into the excavations should be low and
controllable using open sumps. Pumping from open sumps should be sufficient to
control the groundwater influx through the sides of shallow excavations.
The contractor should be prepared to direct water away from all bearing surfaces and
subgrades, regardless of the source, to prevent disturbance to the founding medium.
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January 10, 2012
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6.6
Kingston
North Bay
Ge ote chnica l Inve stiga tion
Proposed Health Care Services Building
Fred Street - Winchester - Ontario
Winter Construction
Precautions must be taken if winter construction is considered. The subsurface soil
conditions consist of frost susceptible materials. In the presence of water and freezing
conditions, ice could form within the soil mass. Heaving and settlement upon thawing
could occur.
In the event of construction during below zero temperatures, the founding stratum
should be protected from freezing temperatures by the use of straw, propane heaters
and tarpaulins or other suitable means. In this regard, the base of the excavations
should be insulated from sub-zero temperatures immediately upon exposure and until
such time as heat is adequately supplied to the building and the footings are protected
with sufficient soil cover to prevent freezing at founding level.
Trench excavations and pavement construction are also difficult activities to complete
during freezing conditions without introducing frost in the subgrade or in the
excavation walls and bottoms. Precautions should be taken if such activities are to
be completed during freezing conditions.
6.7
Corrosion Potential and Sulphate
The results of analytical testing show that the sulphate content is less than 0.1%. This
result is indicative that Type 10 Portland cement (normal cement) would be
appropriate for this site. The chloride content and the pH of the sample indicate that
they are not significant factors in creating a corrosive environment for exposed ferrous
metals at this site, whereas the resistivity is indicative of a non-aggressive to slightly
aggressive corrosive environment.
Report: PG2534-1
January 10, 2012
Page 12
patersongroup
Ottawa
7.0
Kingston
North Bay
Ge ote chnica l Inve stiga tion
Proposed Health Care Services Building
Fred Street - Winchester - Ontario
RECOMMENDATIONS
The following material testing and observation program be performed by a
geotechnical consultant is required for the foundation design data provided herein to
be applicable:
Observation of all bearing surfaces prior to the placement of concrete.
Sampling and testing of the concrete and fill materials used.
Periodic observation of the condition of unsupported excavation side slopes in
excess of 3 m in height, if applicable.
Observation of all subgrades prior to backfilling.
Field density tests to determine the level of compaction achieved.
Sampling and testing of the bituminous concrete including mix design reviews.
A report confirming that the work has been conducted in general accordance with our
recommendations could be issued upon the completion of a satisfactory inspection
program by the geotechnical consultant.
Report: PG2534-1
January 10, 2012
Page 13
patersongroup
Ottawa
8.0
Kingston
North Bay
Ge ote chnica l Inve stiga tion
Proposed Health Care Services Building
Fred Street - Winchester - Ontario
STATEMENT OF LIMITATIONS
The recommendations stated in this report are in accordance with our present
understanding of the project. Our recommendations should be reviewed when the
project drawings and specifications are complete.
A soils investigation is a limited sampling of a site. Should any conditions at the site
be encountered which differ from the test locations, we request notification
immediately in order to reassessment of our recommendations.
The present report applies only to the project described in this document. Use of this
report for purposes other than those described herein or by person(s) other than
Eastern Counties Corporation for Rural Health Care, Bryden Martel Architects or their
agent(s) is not authorized without review by this firm for the applicability of our
recommendations to the altered use of the report.
Paterson Group Inc.
David J. Gilbert, P.Eng.
Carlos P. Da Silva, P.Eng.
Re port Distribution:
Bryden Martel Architects (3 copies)
Paterson Group (1 copy)
Report: PG2534-1
January 10, 2012
Page 14
APPENDIX 1
SOIL PROFILE AND TEST DATA SHEETS
SYMBOLS AND TERMS
ANALYTICAL TESTING RESULTS
Consulting
Engineers
28 Concourse Gate, Unit 1, Ottawa, ON K2E 7T7
SOIL PROFILE AND TEST DATA
Geotechnical Investigation
Prop. Health Care Services Building-Fred St.
Winchester, Ontario
Ground surface elevations provided by W.J. Johnston Surveying Limited.
DATUM
FILE NO.
REMARKS
HOLE NO.
CME 55 Power Auger
DATE
N VALUE
or RQD
GROUND SURFACE
%
RECOVERY
SAMPLE
NUMBER
SOIL DESCRIPTION
TYPE
STRATA PLOT
BORINGS BY
PG2534
13 December 2011
DEPTH
(m)
ELEV.
(m)
BH 1
Pen. Resist. Blows/0.3m
50 mm Dia. Cone
Water Content %
20
40
60
80
20
40
60
80
Piezometer
Construction
patersongroup
0 75.99
TOPSOIL
0.33
AU
1
SS
2
100
8
SS
3
100
9
1 74.99
Stiff, brown SILTY CLAY
2 73.99
SS
4
100
6
2.90
3 72.99
SS
5
100
43
GLACIAL TILL: Dense, grey
silty sand with gravel, cobbles
and boulders
4 71.99
SS
6
100
38
5 70.99
5.18
End of Borehole
(Piezometer damaged - Jan.
6/12)
Shear Strength (kPa)
Undisturbed
Remoulded
100
Consulting
Engineers
28 Concourse Gate, Unit 1, Ottawa, ON K2E 7T7
SOIL PROFILE AND TEST DATA
Geotechnical Investigation
Prop. Health Care Services Building-Fred St.
Winchester, Ontario
Ground surface elevations provided by W.J. Johnston Surveying Limited.
DATUM
FILE NO.
REMARKS
HOLE NO.
CME 55 Power Auger
DATE
N VALUE
or RQD
GROUND SURFACE
TOPSOIL
%
RECOVERY
SAMPLE
NUMBER
SOIL DESCRIPTION
TYPE
STRATA PLOT
BORINGS BY
PG2534
13 December 2011
DEPTH
(m)
ELEV.
(m)
BH 2
Pen. Resist. Blows/0.3m
50 mm Dia. Cone
Water Content %
20
40
60
80
20
40
60
80
Piezometer
Construction
patersongroup
0 77.73
0.25
AU
1
SS
2
100
23
SS
3
58
63
Very stiff, brown SILTY CLAY
0.69
GLACIAL TILL: Brown silty
clay with sand, gravel, cobbles
and boulders
1 76.73
1.45
2 75.73
SS
4
50+
GLACIAL TILL: Very dense,
brown silty sand with gravel,
cobbles and boulders
3 74.73
SS
5
92
50+
4 73.73
4.11
GLACIAL TILL: Grey silty
clay with sand, gravel, cobbles
and boulders
SS
6
100
17
5 72.73
5.18
End of Borehole
(GWL @ 2.27m-Jan. 6/12)
Shear Strength (kPa)
Undisturbed
Remoulded
100
Consulting
Engineers
28 Concourse Gate, Unit 1, Ottawa, ON K2E 7T7
SOIL PROFILE AND TEST DATA
Geotechnical Investigation
Prop. Health Care Services Building-Fred St.
Winchester, Ontario
Ground surface elevations provided by W.J. Johnston Surveying Limited.
DATUM
FILE NO.
REMARKS
HOLE NO.
CME 55 Power Auger
DATE
TOPSOIL
N VALUE
or RQD
GROUND SURFACE
%
RECOVERY
SAMPLE
NUMBER
SOIL DESCRIPTION
TYPE
STRATA PLOT
BORINGS BY
PG2534
13 December 2011
DEPTH
(m)
ELEV.
(m)
BH 3
Pen. Resist. Blows/0.3m
50 mm Dia. Cone
Water Content %
20
40
60
80
20
40
60
80
Piezometer
Construction
patersongroup
0 76.49
AU
1
AU
2
SS
3
83
48
SS
4
100
56
0.30
1 75.49
2 74.49
GLACIAL TILL: Dense to
compact, brown silty sand with
gravel, cobbles and boulders
SS
5
0
47
- grey by 3.0m depth
3 73.49
SS
6
100
24
4 72.49
SS
7
100
15
5 71.49
5.18
End of Borehole
(Piezometer damaged - Jan.
6/12)
Shear Strength (kPa)
Undisturbed
Remoulded
100
Consulting
Engineers
28 Concourse Gate, Unit 1, Ottawa, ON K2E 7T7
SOIL PROFILE AND TEST DATA
Geotechnical Investigation
Prop. Health Care Services Building-Fred St.
Winchester, Ontario
Ground surface elevations provided by W.J. Johnston Surveying Limited.
DATUM
FILE NO.
REMARKS
HOLE NO.
CME 55 Power Auger
DATE
N VALUE
or RQD
GROUND SURFACE
%
RECOVERY
SAMPLE
NUMBER
SOIL DESCRIPTION
TYPE
STRATA PLOT
BORINGS BY
PG2534
13 December 2011
DEPTH
(m)
ELEV.
(m)
BH 4
Pen. Resist. Blows/0.3m
50 mm Dia. Cone
Water Content %
20
40
60
Piezometer
Construction
patersongroup
80
0 76.22
Brown SILTY SAND
AU
1
SS
2
SS
3
0.60
100
8
1 75.22
Stiff, brown SILTY CLAY
6
2 74.22
2.21
248
3 73.22
SS
4
67
50+
GLACIAL TILL: Very dense
to dense, brown silty sand with
gravel, cobbles and boulders
- compact and grey by 4.1m
depth
4 72.22
SS
5
42
22
5 71.22
5.18
End of Borehole
(GWL @ 0.61m-Jan. 6/12)
20
40
60
80
Shear Strength (kPa)
Undisturbed
Remoulded
100
Consulting
Engineers
28 Concourse Gate, Unit 1, Ottawa, ON K2E 7T7
SOIL PROFILE AND TEST DATA
Geotechnical Investigation
Prop. Health Care Services Building-Fred St.
Winchester, Ontario
Ground surface elevations provided by W.J. Johnston Surveying Limited.
DATUM
FILE NO.
REMARKS
HOLE NO.
CME 55 Power Auger
DATE
N VALUE
or RQD
GROUND SURFACE
TOPSOIL
%
RECOVERY
SAMPLE
NUMBER
SOIL DESCRIPTION
TYPE
STRATA PLOT
BORINGS BY
PG2534
13 December 2011
DEPTH
(m)
ELEV.
(m)
BH 5
Pen. Resist. Blows/0.3m
50 mm Dia. Cone
Water Content %
20
40
60
80
20
40
60
80
Piezometer
Construction
patersongroup
0 75.85
0.25
AU
1
SS
2
7
SS
3
8
1 74.85
Stiff, brown SILTY CLAY
2 73.85
SS
4
7
2.97
3 72.85
SS
Compact, brown SILT with
sand seams
5
25
4 71.85
4.17
GLACIAL TILL: Grey silty
clay with sand, gravel, cobbles
and boulders
SS
6
11
5 70.85
5.18
End of Borehole
(GWL @ 0.50m-Jan. 6/12)
Shear Strength (kPa)
Undisturbed
Remoulded
100
Consulting
Engineers
28 Concourse Gate, Unit 1, Ottawa, ON K2E 7T7
SOIL PROFILE AND TEST DATA
Geotechnical Investigation
Prop. Health Care Services Building-Fred St.
Winchester, Ontario
Ground surface elevations provided by W.J. Johnston Surveying Limited.
DATUM
FILE NO.
REMARKS
HOLE NO.
CME 55 Power Auger
DATE
N VALUE
or RQD
GROUND SURFACE
%
RECOVERY
SAMPLE
NUMBER
SOIL DESCRIPTION
TYPE
STRATA PLOT
BORINGS BY
PG2534
13 December 2011
DEPTH
(m)
ELEV.
(m)
BH 6
Pen. Resist. Blows/0.3m
50 mm Dia. Cone
Water Content %
20
40
60
80
20
40
60
80
Piezometer
Construction
patersongroup
0 76.18
TOPSOIL
0.33
Stiff, brown SILTY CLAY,
trace gravel
AU
1
SS
2
100
33
SS
3
100
34
0.69
GLACIAL TILL: Dense to
compact, brown silty sand with
gravel, cobbles and boulders
1 75.18
2 74.18
- grey by 2.2m depth
SS
4
100
27
3 73.18
SS
5
58
40
4 72.18
SS
6
100
18
5 71.18
5.18
End of Borehole
(Piezometer damaged - Jan.
6/12)
Shear Strength (kPa)
Undisturbed
Remoulded
100
Consulting
Engineers
28 Concourse Gate, Unit 1, Ottawa, ON K2E 7T7
SOIL PROFILE AND TEST DATA
Geotechnical Investigation
Prop. Health Care Services Building-Fred St.
Winchester, Ontario
Ground surface elevations provided by W.J. Johnston Surveying Limited.
DATUM
FILE NO.
REMARKS
HOLE NO.
CME 55 Power Auger
DATE
0.20
Brown SILTY CLAY with
sand
AU
1
AU
2
SS
3
SS
4
N VALUE
or RQD
%
RECOVERY
GROUND SURFACE
TOPSOIL
SAMPLE
NUMBER
SOIL DESCRIPTION
TYPE
STRATA PLOT
BORINGS BY
PG2534
13 December 2011
DEPTH
(m)
ELEV.
(m)
BH 7
Pen. Resist. Blows/0.3m
50 mm Dia. Cone
Water Content %
20
40
60
80
20
40
60
80
Piezometer
Construction
patersongroup
0 76.43
0.69
92
66
1 75.43
GLACIAL TILL: Very dense,
brown silty sand with gravel,
cobbles and boulders
2.13
50+
2 74.43
End of Borehole
(Piezometer damaged - Jan.
6/12)
Shear Strength (kPa)
Undisturbed
Remoulded
100
Consulting
Engineers
28 Concourse Gate, Unit 1, Ottawa, ON K2E 7T7
SOIL PROFILE AND TEST DATA
Geotechnical Investigation
Prop. Health Care Services Building-Fred St.
Winchester, Ontario
Ground surface elevations provided by W.J. Johnston Surveying Limited.
DATUM
FILE NO.
REMARKS
HOLE NO.
CME 55 Power Auger
DATE
N VALUE
or RQD
GROUND SURFACE
%
RECOVERY
SAMPLE
NUMBER
SOIL DESCRIPTION
TYPE
STRATA PLOT
BORINGS BY
PG2534
13 December 2011
DEPTH
(m)
ELEV.
(m)
BH 8
Pen. Resist. Blows/0.3m
50 mm Dia. Cone
Water Content %
20
40
60
80
20
40
60
80
Piezometer
Construction
patersongroup
0 76.32
TOPSOIL
AU
1
AU
2
SS
3
67
14
SS
4
83
46
0.30
Stiff, brown SILTY CLAY
0.90
GLACIAL TILL: Brown silty
clay with sand, gravel, cobbles
and boulders
1 75.32
1.45
GLACIAL TILL: Dense, brown
silty sand with gravel, cobbles
and boulders
2.13
2 74.32
End of Borehole
(GWL @ 0.66m-Jan. 6/12)
Shear Strength (kPa)
Undisturbed
Remoulded
100
Consulting
Engineers
28 Concourse Gate, Unit 1, Ottawa, ON K2E 7T7
SOIL PROFILE AND TEST DATA
Geotechnical Investigation
Prop. Health Care Services Building-Fred St.
Winchester, Ontario
Ground surface elevations provided by W.J. Johnston Surveying Limited.
DATUM
FILE NO.
REMARKS
HOLE NO.
CME 55 Power Auger
DATE
N VALUE
or RQD
GROUND SURFACE
%
RECOVERY
SAMPLE
NUMBER
SOIL DESCRIPTION
TYPE
STRATA PLOT
BORINGS BY
PG2534
13 December 2011
DEPTH
(m)
ELEV.
(m)
BH 9
Pen. Resist. Blows/0.3m
50 mm Dia. Cone
Water Content %
20
40
60
80
20
40
60
80
Piezometer
Construction
patersongroup
0 76.66
TOPSOIL
0.30
Stiff, brown SILTY CLAY
AU
1
AU
2
SS
3
SS
4
0.69
83
23
1 75.66
GLACIAL TILL: Compact to
dense, brown silty sand with
gravel, cobbles and boulders
2.04
40
2 74.66
End of Borehole
(Piezometer damaged - Jan.
6/12)
Shear Strength (kPa)
Undisturbed
Remoulded
100
Consulting
Engineers
28 Concourse Gate, Unit 1, Ottawa, ON K2E 7T7
SOIL PROFILE AND TEST DATA
Geotechnical Investigation
Prop. Health Care Services Building-Fred St.
Winchester, Ontario
Ground surface elevations provided by W.J. Johnston Surveying Limited.
DATUM
FILE NO.
REMARKS
HOLE NO.
CME 55 Power Auger
DATE
N VALUE
or RQD
GROUND SURFACE
%
RECOVERY
SAMPLE
NUMBER
SOIL DESCRIPTION
TYPE
STRATA PLOT
BORINGS BY
PG2534
13 December 2011
DEPTH
(m)
ELEV.
(m)
BH10
Pen. Resist. Blows/0.3m
50 mm Dia. Cone
Water Content %
20
40
60
80
20
40
60
80
Piezometer
Construction
patersongroup
0 77.37
TOPSOIL
0.30
Stiff, brown SILTY CLAY
AU
1
AU
2
SS
3
42
SS
4
100 50+
0.69
GLACIAL TILL: Dense to very
dense, brown silty sand with
gravel, cobbles and boulders
2.13
34
1 76.37
2 75.37
End of Borehole
(Piezometer damaged - Jan.
6/12)
Shear Strength (kPa)
Undisturbed
Remoulded
100
SYMBOLS AND TERMS
SOIL DESCRIPTION
Behavioural properties, such as structure and strength, take precedence over particle gradation in
describing soils. Terminology describing soil structure are as follows:
Desiccated
-
having visible signs of weathering by oxidation of clay
minerals, shrinkage cracks, etc.
Fissured
-
having cracks, and hence a blocky structure.
Varved
-
composed of regular alternating layers of silt and clay.
Stratified
-
composed of alternating layers of different soil types, e.g. silt
and sand or silt and clay.
Well-Graded
-
Having wide range in grain sizes and substantial amounts of
all intermediate particle sizes (see Grain Size Distribution).
Uniformly-Graded
-
Predominantly of one grain size (see Grain Size Distribution).
The standard terminology to describe the strength of cohesionless soils is the relative density, usually
inferred from the results of the Standard Penetration Test (SPT) ‘N’ value. The SPT N value is the
number of blows of a 63.5 kg hammer, falling 760 mm, required to drive a 51 mm O.D. split spoon
sampler 300 mm into the soil after an initial penetration of 150 mm.
Relative Density
Very Loose
Loose
Compact
Dense
Very Dense
‘N’ Value
Relative Density %
<4
4-10
10-30
30-50
>50
<15
15-35
35-65
65-85
>85
The standard terminology to describe the strength of cohesive soils is the consistency, which is based on
the undisturbed undrained shear strength as measured by the in situ or laboratory vane tests,
penetrometer tests, unconfined compression tests, or occasionally by Standard Penetration Tests.
Consistency
Very Soft
Soft
Firm
Stiff
Very Stiff
Hard
Undrained Shear Strength (kPa)
‘N’ Value
<12
12-25
25-50
50-100
100-200
>200
<2
2-4
4-8
8-15
15-30
>30
SYMBOLS AND TERMS (continued)
SOIL DESCRIPTION (continued)
Cohesive soils can also be classified according to their “sensitivity”. The sensitivity is the ratio between
the undisturbed undrained shear strength and the remoulded undrained shear strength of the soil.
Terminology used for describing soil strata based upon texture, or the proportion of individual particle
sizes present is provided on the Textural Soil Classification Chart at the end of this information package.
ROCK DESCRIPTION
The structural description of the bedrock mass is based on the Rock Quality Designation (RQD).
The RQD classification is based on a modified core recovery percentage in which all pieces of sound core
over 100 mm long are counted as recovery. The smaller pieces are considered to be a result of closelyspaced discontinuities (resulting from shearing, jointing, faulting, or weathering) in the rock mass and are
not counted. RQD is ideally determined from NXL size core. However, it can be used on smaller core
sizes, such as BX, if the bulk of the fractures caused by drilling stresses (called “mechanical breaks”) are
easily distinguishable from the normal in situ fractures.
RQD %
ROCK QUALITY
90-100
75-90
50-75
25-50
0-25
Excellent, intact, very sound
Good, massive, moderately jointed or sound
Fair, blocky and seamy, fractured
Poor, shattered and very seamy or blocky, severely fractured
Very poor, crushed, very severely fractured
SAMPLE TYPES
SS
-
Split spoon sample (obtained in conjunction with the performing of the Standard
Penetration Test (SPT))
TW
-
Thin wall tube or Shelby tube
PS
-
Piston sample
AU
-
Auger sample or bulk sample
WS
-
Wash sample
RC
-
Rock core sample (Core bit size AXT, BXL, etc.). Rock core samples are
obtained with the use of standard diamond drilling bits.
SYMBOLS AND TERMS (continued)
GRAIN SIZE DISTRIBUTION
MC%
-
Natural moisture content or water content of sample, %
LL
-
Liquid Limit, % (water content above which soil behaves as a liquid)
PL
-
Plastic limit, % (water content above which soil behaves plastically)
PI
-
Plasticity index, % (difference between LL and PL)
Dxx
-
Grain size which xx% of the soil, by weight, is of finer grain sizes
These grain size descriptions are not used below 0.075 mm grain size
D10
-
Grain size at which 10% of the soil is finer (effective grain size)
D60
-
Grain size at which 60% of the soil is finer
Cc
-
Concavity coefficient
=
(D30) / (D10 x D60)
Cu
-
Uniformity coefficient
=
D60 / D10
2
Cc and Cu are used to assess the grading of sands and gravels:
Well-graded gravels have:
1 < Cc < 3 and Cu > 4
Well-graded sands have:
1 < Cc < 3 and Cu > 6
Sands and gravels not meeting the above requirements are poorly-graded or uniformly-graded.
Cc and Cu are not applicable for the description of soils with more than 10% silt and clay
(more than 10% finer than 0.075 mm or the #200 sieve)
CONSOLIDATION TEST
p’o
-
Present effective overburden pressure at sample depth
p’c
-
Preconsolidation pressure of (maximum past pressure on) sample
Ccr
-
Recompression index (in effect at pressures below p’c)
Cc
-
Compression index (in effect at pressures above p’c)
OC Ratio
Overconsolidaton ratio = p’c / p’o
Void Ratio
Initial sample void ratio = volume of voids / volume of solids
Wo
Initial water content (at start of consolidation test)
-
PERMEABILITY TEST
k
-
Coefficient of permeability or hydraulic conductivity is a measure of the ability of
water to flow through the sample. The value of k is measured at a specified unit
weight for (remoulded) cohesionless soil samples, because its value will vary
with the unit weight or density of the sample during the test.
:
*
+
,
-
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APPENDIX 2
FIGURE 1 - KEY PLAN
DRAWING PG2534-1 - TEST HOLE LOCATION PLAN
SITE
Source: Google maps
FIGURE 1
KEY PLAN
patersongroup
Consulting Engineers
154 Colonnade Road South
Ottawa, Ontario
Canada, K2E 7J5
Tel: (613) 226-7381
Fax: (613) 226-6344
February 9, 2015
File: PG3397-LET.01
Eastern Counties Corporation for Rural Health Care
c/o Bryden Martel Architects
200-1066 Somerset Street West
Ottawa, Ontario
K1Y 4T7
Geotechnical Engineering
Environmental Engineering
Hydrogeology
Geological Engineering
Materials Testing
Building Science
Archaeological Services
www.patersongroup.ca
Attention:
Mr. David Bryden
Subject:
Geotechnical Investigation
Proposed Parking Lot - Community Care Building
829 Fred Street - Winchester District Memorial Hospital
Winchester, Ontario
Dear Sir,
Further to your request and authorization, Paterson Group (Paterson) conducted a
geotechnical investigation for the proposed parking lot to be constructed for the existing
Community Care Building located at 829 Fred Street, in the Town of Winchester, Ontario.
The following letter report presents our geotechnical recommendations pertaining to the
design and construction of the proposed parking lot as they are understood at the time
of writing this report.
1.0 Method of Investigation
Field Program
The field program for our investigation took place on December 1, 2014 and consisted of
excavating five (5) test pits using a rubber tired backhoe within the proposed parking area.
The sampling procedure consisted of periodically selecting grab samples along the test
pit sidewall.
The test pits were placed in a manner to provide general coverage of the proposed
parking area taking into consideration underground utilities and site features. The
locations of the test holes are graphically presented in Drawing PG3397-1 - Test Hole
Location Plan attached.
Ottawa
Kingston
North Bay
Mr. David Bryden
Page 2
File: PG3397-LET.01
2.0 Observations
Surface Conditions
The subject site is occupied by the Community Care building and existing asphalt covered
access lane and parking area along the north side of Fred Street. The proposed parking
lot area is currently undeveloped and grass covered with some small fill piles noted
throughout the area along with several mature trees along the west side of the subject
site.
Subsurface Profile
The subsurface profile encountered at the test pit locations consisted of an imported silty
sand fill overlying a topsoil layer underlain by a dense to compact silty fine sand/sandy silt.
Compact glacial till, consisting of silty clay to sandy silt with trace of clay, gravel and
cobbles was encountered below the above noted layers. Specific details at the test hole
locations are presented in the Soil Profile and Test Data sheets attached to the present
report.
Groundwater
The long-term groundwater table was not encountered within the test pit excavations. All
test pits were noted to be dry upon completion. It should be noted that groundwater levels
are subject to seasonal fluctuations. Therefore, the groundwater level could vary at the
time of construction.
3.0 Geotechnical Assessment
Site Grading and Preparation
Topsoil and deleterious fill, such as those containing organic materials, should be stripped
from under the proposed paved area. The existing fill layer should be reviewed by the
geotechnical consultant, once a large area of the fill is exposed to determine if the existing
fill will provide an acceptable subgrade surface on which to commence backfilling for the
proposed pavement structure.
patersongroup
Mr. David Bryden
Page 3
File: PG3397-LET.01
Fill used for grading beneath the proposed parking structure, unless otherwise specified,
should consist of clean imported granular fill, such as Ontario Provincial Standard
Specifications (OPSS) Granular A or Granular B Type II. The fill should be tested and
approved prior to delivery to the site. It should be placed in lifts no greater than 300 mm
thick and compacted using suitable compaction equipment for the lift thickness. Fill
placed beneath the proposed parking structure should be compacted to at least 95% of
its SPMDD.
Protection of Subgrade Surface
It is expected that site grading and preparation will consist of stripping of the soils
containing significant amounts of organic materials. The contractor should take
appropriate precautions to avoid disturbing the subgrade surfaces from construction and
worker traffic. Disturbance of the subgrade may result in having to sub-excavate the
disturbed material and the placement of additional fill. Typically, exposed subgrade
surfaces should be protected using a sufficient thickness of select subgrade material,
engineered fill or lean concrete mud slab that can sustain vehicle traffic based on the
weather conditions at the time of construction.
Pavement Structure
Car only parking areas and access lanes are anticipated at this site. The proposed
pavement structures are presented in Tables 1 and 2.
Table 1 - Recommended Pavement Structure - Car Only Parking
Thickness
mm
50
Material Description
W EAR COURSE - HL-3 or Superpave 12.5 Asphaltic Concrete
150
BASE - OPSS Granular A Crushed Stone
300
SUBBASE - OPSS Granular B Type II
Ontario Traffic
Category A
SUBGRADE - Either in situ soil, fill or OPSS Granular B Type II m aterial placed over in situ soil or fill.
patersongroup
Mr. David Bryden
Page 4
File: PG3397-LET.01
Table 2 - Recommended Pavement Structure - Access Lanes
Thickness
mm
Material Description
40
W ear Course - HL-3 or Superpave 12.5 Asphaltic Concrete
50
Binder Course - HL-8 or Superpave 19.0 Asphaltic Concrete
150
BASE - OPSS Granular A Crushed Stone
400
SUBBASE - OPSS Granular B Type II
Ontario Traffic
Category B
SUBGRADE - Either in situ soils, existing fill approved by the geotechnical consultant or OPSS
Granular B Type I or II m aterial placed over in situ soil.
The proposed pavement structure, where it abuts the existing pavement, should match
the existing pavement layers. It is recommended that a 300 mm wide and 50 mm deep
stepped joint be provided where the new asphaltic layer joins with the existing asphaltic
layer to provide more resistance to reflective cracking at the joint.
Minimum Performance Graded (PG) 58-34 asphalt cement should be used for this project.
If soft spots develop in the subgrade during compaction or due to construction traffic, the
affected areas should be excavated and replaced with OPSS Granular A or Granular B
Type II material.
The pavement granular base and subbase should be placed in maximum 300 mm thick
lifts and compacted to a minimum of 98% of the SPMDD using suitable compaction
equipment.
Winter Construction
Precautions must be taken if winter construction is considered for this project. The
subsurface soil conditions at this site consist of frost susceptible materials. In the
presence of water and freezing conditions, ice could form within the soil mass. Heaving
and settlement upon thawing could occur.
In the event of construction during below zero temperatures, the founding stratum should
be protected from freezing temperatures by the use of straw, propane heaters and
tarpaulins or other suitable means. In this regard, the base of the excavations should be
insulated from sub-zero temperatures immediately upon exposure and until such time as
heat is adequately supplied to the building and the footings are protected with sufficient
soil cover to prevent freezing at founding level.
patersongroup
Mr. David Bryden
Page 5
File: PG3397-LET.01
Trench excavations and pavement construction are also difficult activities to complete
during freezing conditions without introducing frost in the subgrade or in the excavation
walls and bottoms. Precautions should be taken if such activities are to be carried out
during freezing conditions.
4.0 Recommendations
It is a requirement for the design data provided herein to be applicable that an acceptable
materials testing and observation program, including the aspects shown below, be
performed by the geotechnical consultant.
Field density tests to determine the level of compaction achieved.
Sampling and testing of the bituminous concrete including mix design reviews.
Periodic inspections for the subgrade of the proposed pavement structures.
Upon request, a report confirming that these works have been conducted in general
accordance with our recommendations could be issued following the completion of a
satisfactory materials testing and observation program by the geotechnical consultant.
patersongroup
Mr. David Bryden
Page 6
File: PG3397-LET.01
5.0 Statement of Limitations
The recommendations made in this report are in accordance with our present
understanding of the project. Our recommendations should be reviewed when the project
drawings and specifications are complete.
A soils investigation is a limited sampling of a site. Should any conditions at the site be
encountered which differ from those at the test locations, we request that we be notified
immediately in order to permit reassessment of our recommendations.
The present report applies only to the project described in this document. Use of this
report for purposes other than those described herein or by person(s) other than Eastern
Counties Corporation for Rural Health Care, Bryden Martel Architects , or their agents,
without review by this firm for the applicability of our recommendations to the altered use
of the report.
Paterson Group Inc.
Faisal I. Abou-Seido, P.Eng.
David J. Gilbert, P.Eng.
Attachments
Soil Profile and Test Data sheets
Figure 1 - Key Plan
Drawing PG3397-1 - Test Hole Location Plan
patersongroup
patersongroup
SOIL PROFILE AND TEST DATA
Consulting
Engineers Geotechnical Investigation
Prop. Community Care Building Parking Lot Phase II
154 Colonnade Road South, Ottawa, Ontario K2E 7J5
829 Fred Street, Winchester, Ontario
REMARKS
PG3397
HOLE NO.
Backhoe
DATE
N VALUE
or RQD
%
RECOVERY
GROUND SURFACE
SAMPLE
NUMBER
SOIL DESCRIPTION
TYPE
STRATA PLOT
BORINGS BY
FILE NO.
TP 1
December 1, 2014
DEPTH ELEV.
(m)
(m)
Pen. Resist. Blows/0.3m
50 mm Dia. Cone
Water Content %
20
40
60
80
20
40
60
80
Piezometer
Construction
TBM - Finished floor level of existing building at rear entrance. An arbitrary elevation of
100.00m was assigned to the TBM.
DATUM
0 99.66
FILL: Brown sandy silt with clay,
some gravel
G
1
G
2
0.40
Loose, brown SANDY SILT, some
gravel, trace clay
1 98.66
1.10
G
3
G
4
Dense, brown SILTY FINE SAND,
trace clay
1.75
2 97.66
Brown CLAYEY SILT, some sand,
trace gravel and cobbles
G
5
2.45
End of Test Pit
(TP dry upon completion)
Shear Strength (kPa)
Undisturbed
Remoulded
100
patersongroup
SOIL PROFILE AND TEST DATA
Consulting
Engineers Geotechnical Investigation
Prop. Community Care Building Parking Lot Phase II
154 Colonnade Road South, Ottawa, Ontario K2E 7J5
829 Fred Street, Winchester, Ontario
REMARKS
PG3397
HOLE NO.
Backhoe
DATE
N VALUE
or RQD
%
RECOVERY
GROUND SURFACE
SAMPLE
NUMBER
SOIL DESCRIPTION
TYPE
STRATA PLOT
BORINGS BY
FILE NO.
TP 2
December 1, 2014
DEPTH ELEV.
(m)
(m)
Pen. Resist. Blows/0.3m
50 mm Dia. Cone
Water Content %
20
40
60
80
20
40
60
80
Piezometer
Construction
TBM - Finished floor level of existing building at rear entrance. An arbitrary elevation of
100.00m was assigned to the TBM.
DATUM
0 100.54
FILL: Brown sandy silt with clay,
some gravel
G
1
G
2
G
3
0.40
TOPSOIL
0.55
1 99.54
G
4
G
5
G
6
Loose to compact, brown SILTY
FINE SAND, some gravel, trace clay
2.00
GLACIAL TILL: Compact, brown
sandy silt, some gravel and cobbles
2.30
End of Test Pit
2 98.54
G
7
(TP dry upon completion)
Shear Strength (kPa)
Undisturbed
Remoulded
100
patersongroup
SOIL PROFILE AND TEST DATA
Consulting
Engineers Geotechnical Investigation
Prop. Community Care Building Parking Lot Phase II
154 Colonnade Road South, Ottawa, Ontario K2E 7J5
829 Fred Street, Winchester, Ontario
REMARKS
PG3397
HOLE NO.
Backhoe
DATE
N VALUE
or RQD
%
RECOVERY
GROUND SURFACE
SAMPLE
NUMBER
SOIL DESCRIPTION
TYPE
STRATA PLOT
BORINGS BY
FILE NO.
TP 3
December 1, 2014
DEPTH ELEV.
(m)
(m)
Pen. Resist. Blows/0.3m
50 mm Dia. Cone
Water Content %
20
40
60
80
20
40
60
80
Piezometer
Construction
TBM - Finished floor level of existing building at rear entrance. An arbitrary elevation of
100.00m was assigned to the TBM.
DATUM
0 99.71
TOPSOIL
G
1
G
2
0.30
Loose, light brown SILTY SAND,
some gravel, trace clay
1 98.71
1.10
Stiff, grey CLAYEY SILT
G
3
G
4
1.50
Compact, brown SILTY FINE SAND
2.00
2 97.71
GLACIAL TILL: Compact, brown
silty fine sand, some gravel and
cobbles
2.40
G
5
End of Test Pit
(TP dry upon completion)
Shear Strength (kPa)
Undisturbed
Remoulded
100
patersongroup
SOIL PROFILE AND TEST DATA
Consulting
Engineers Geotechnical Investigation
Prop. Community Care Building Parking Lot Phase II
154 Colonnade Road South, Ottawa, Ontario K2E 7J5
829 Fred Street, Winchester, Ontario
REMARKS
PG3397
HOLE NO.
Backhoe
DATE
N VALUE
or RQD
%
RECOVERY
GROUND SURFACE
SAMPLE
NUMBER
SOIL DESCRIPTION
TYPE
STRATA PLOT
BORINGS BY
FILE NO.
TP 4
December 1, 2014
DEPTH ELEV.
(m)
(m)
Pen. Resist. Blows/0.3m
50 mm Dia. Cone
Water Content %
20
40
60
80
20
40
60
80
Piezometer
Construction
TBM - Finished floor level of existing building at rear entrance. An arbitrary elevation of
100.00m was assigned to the TBM.
DATUM
0 100.28
FILL: Brown sandy silt with clay,
some gravel
G
1
G
2
G
3
G
4
0.50
TOPSOIL
0.65
1 99.28
Grey-brown CLAYEY SILT, some
sand, trace gravel
2 98.28
2.25
GLACIAL TILL: Grey-brown silty
clay with sand, gravel and cobbles
G
5
2.45
End of Test Pit
(TP dry upon completion)
Shear Strength (kPa)
Undisturbed
Remoulded
100
patersongroup
SOIL PROFILE AND TEST DATA
Consulting
Engineers Geotechnical Investigation
Prop. Community Care Building Parking Lot Phase II
154 Colonnade Road South, Ottawa, Ontario K2E 7J5
829 Fred Street, Winchester, Ontario
REMARKS
PG3397
HOLE NO.
Backhoe
DATE
N VALUE
or RQD
%
RECOVERY
GROUND SURFACE
SAMPLE
NUMBER
SOIL DESCRIPTION
TYPE
STRATA PLOT
BORINGS BY
FILE NO.
TP 5
December 1, 2014
DEPTH ELEV.
(m)
(m)
Pen. Resist. Blows/0.3m
50 mm Dia. Cone
Water Content %
20
40
60
80
20
40
60
80
Piezometer
Construction
TBM - Finished floor level of existing building at rear entrance. An arbitrary elevation of
100.00m was assigned to the TBM.
DATUM
0 100.76
FILL: Brown sandy silt with clay,
some gravel
G
1
G
2
0.40
1 99.76
Brown SILTY SAND, some gravel,
trace clay
G
3
G
4
G
5
1.60
GLACIAL TILL: Brown silty sand
with gravel, some cobbles
2.50
2 98.76
End of Test Pit
(TP dry upon completion)
Shear Strength (kPa)
Undisturbed
Remoulded
100
SITE
FIGURE 1
KEY PLAN
Project:
Project No:
Winchester Community Care Building, Phase II
Page 1
14Y160-191A
CONCRETE FORMING AND ACCESSORIES - SECTION 03 10 00
PART 1 - GENERAL
1.1
1.2
Related Requirements
.1
Section 03 20 00: Concrete Reinforcing.
.2
Section 03 30 00: Cast-in-Place Concrete.
References
.1
All referenced standards shall be the current edition or the edition referenced by the
applicable Building Code in force at the time of building permit application, as noted on
Structural Drawings.
.2
Canadian Standards Association (CSA International):
.1
CSA A23.1/A23.2, Concrete Materials and Methods of Concrete
Construction/Methods of Test and Standard Practices for Concrete.
.2
CSA O86, Engineering Design in Wood.
.3
CSA O121, Douglas Fir Plywood.
.4
CSA 0141, Softwood Lumber.
.5
CSA O151, Canadian Softwood Plywood.
.6
CSA O153, Poplar Plywood.
.7
CSA O325.0, Construction Sheathing.
.8
CSA O437 Series, Standards for OSB and Waferboard.
.9
CSA S269.1, Falsework for Construction Purposes.
.10 CSA S269.3, Concrete Formwork
.3
American Concrete Institute (ACI):
.1
1.3
Quality Assurance
.1
In accordance with Section 01 43 00 – Quality Assurance.
.2
Qualifications
.1
1.4
ACI 347, Guide to Formwork for Concrete.
Engage a Professional Engineer licensed in the place where the project is located to
be responsible for design and installation of all formwork, falsework and re-shoring.
Action and Informational Submittals
.1
Provide submittals in accordance with Section 01 33 00 - Submittal Procedures.
.2
Shop Drawings:
.1
Provide shop drawings for formwork and falsework stamped and signed by the
Professional Engineer responsible for their design.
PART 2 - PRODUCTS
Project:
Project No:
2.1
2.2
Winchester Community Care Building, Phase II
Page 2
14Y160-191A
CONCRETE FORMING AND ACCESSORIES - SECTION 03 10 00
Design Requirements
.1
Design in accordance with CSA S269.1 and CSA S269.3
.2
Structural design of formwork, falsework and re-shoring will not be reviewed by the
Consultant.
Materials
.1
Formwork materials: to CSA S269.1.
.1
For concrete without special architectural features, use wood and wood product
formwork materials to CSA O121, CSA 0141, CSA O437 or CSA-O153.
.2
For concrete with special architectural features, use formwork materials to CSA
A23.1/A23.2.
.3
Rigid insulation board: to CAN/ULC-S701.
.4
Tubular column forms: round, spirally wound laminated fibre forms, internally treated
with release material.
.5
Square fibre column forms: tubular column form with fibre board insert locked into
place with polystyrene.
.6
Form ties:
.1
For concrete not designated 'Architectural', use removable or snap-off metal ties,
fixed or adjustable length, free of devices leaving holes larger than 25 mm
diameter in concrete surface.
.2
For Architectural concrete, use snap ties complete with plastic cones and light
grey concrete plugs.
.3
Form ties to be designed to act as ties and spreaders and to have a minimum
working strength of 13 kN (3000 pounds).
.4
Snap ties to snap cleanly at least 25mm (1") from concrete surface without
damage to the concrete.
.5
Cone ties to be internal disconnecting type which snaps cleanly at least 38mm
(1½") from concrete surface without damage to the concrete.
.7
Form liner: high density overlay plywood to CSA O121 or other special materials to
achieve the required concrete finish.
.8
Form release agent: non-toxic, low VOC, chemically active agent containing
compounds that react with free lime in concrete resulting in water insoluble soaps.
.9
Form stripping agent: colourless mineral oil, non-toxic, low VOC, free of kerosene, with
viscosity between 15 to 24 mm²/s (70 and 110s Saybolt Universal) at 40°C,
flashpoint minimum 150°C, open cup.
.10 Grooves, reglets and chamfers: White pine selected for straightness and accurately
dressed to size.
.2
2.3
Falsework materials: to CSA S269.1.
Accessories
Project:
Project No:
.1
Winchester Community Care Building, Phase II
Page 3
14Y160-191A
CONCRETE FORMING AND ACCESSORIES - SECTION 03 10 00
PVC Waterstops: flexible, extruded, heat weldable, ribbed to CGSB 41-GP-35M and as
follows:
.1
Tensile strength: to ASTM D412, method A, Die "C", minimum 13MPa.
.2
Elongation: to ASTM D412, method A, Die "C", minimum 275%.
.3
Tear resistance: to ASTM D624, method A, Die "B", minimum 50 kN/m.
.4
Low temperature brittleness: to ASTM D746, minimum -37°C.
.5
Width in construction joints: 100mm (4”).
.6
Width in expansion joints: 225mm (9”), with 31mm ( 1-1/4”) O.D. centre bulb.
.2
Bentonite Waterstops: rectangular, flexible, swellable.
.3
Dovetail anchor slots: minimum 0.6 mm thick galvanized steel with insulation filled slots.
.4
Weep hole tubes: plastic.
.5
Bentonite Geotextile Waterproofing: two interlocked polypropylene geotextile sheets
encapsulating a layer of bentonite.
PART 3 - EXECUTION
3.1
Fabrication and Erection
.1
Confirm to CSA A23.1.
.1
Fabricate and erect falsework in accordance with CSA S269.1.
.2
Do not place shores and mud sills on frozen ground.
.3
Provide site drainage to prevent washout of soil supporting mud sills and shores.
.4
Fabricate and erect formwork in accordance with CSA S269.3 to produce finished
concrete conforming to shape, dimensions, locations and levels indicated within
tolerances required by CSA A23.1/A23.2.
.5
Make formwork tight and flush faced to prevent the leakage of mortar and the
creation of unspecified fins or panel outlines.
.6
Form sides of footings unless otherwise noted on the Structural Drawings.
.7
See drawings for any camber required in hardened concrete. Measure cambers
relative to member supports.
.8
Obtain Consultant's approval for formed openings not indicated on Structural
Drawings.
.9
Provide water stops and keys around temporary openings in basement and retaining
walls for shoring rakers or similar purposes.
.10 Use internal form ties.
.11 Do not permit loads from formwork to be transmitted to adjacent existing structure.
.12 Apply a form coating and release agent uniformly to the contact surface of formwork
panels before reuse.
Project:
Project No:
Winchester Community Care Building, Phase II
Page 4
14Y160-191A
CONCRETE FORMING AND ACCESSORIES - SECTION 03 10 00
.13 Use 25 mm (1”) chamfer strips on external corners and 25 mm (1”) fillets at interior
corners, unless specified otherwise.
.14 Form chases, slots, openings, drips, recesses, expansion and control joints as
indicated.
.15 Build in anchors, sleeves, and other inserts required to accommodate Work specified
in other sections.
.16 Anchors and inserts not to protrude beyond surfaces designated to receive applied
finishes, including painting.
.17 Clean formwork in accordance with CSA A23.1/A23.2, before placing concrete.
.18 Provide vertical dovetail anchor slots at 600mm (2”-0”) on centre where masonry
veneer covers face of concrete.
.19 Do not close wall forms before reinforcing steel has been reviewed.
3.2
3.3
Joints
.1
Refer to typical details and drawings notes for detailing and maximum spacing
requirements.
.2
Construction joints:
.1
Formed slab: Locate joints near slab / beam / girder midspans unless a beam
intersects a girder at this point. In that case offset the girder joint twice the beam
width and provide additional shear reinforcement to the acceptance of the
Consultant.
.2
Slabs on steel deck not supported by composite steel beams: Locate joints in slabs at
centre of supports unless there are composite beams.
.3
Slabs on steel deck on composite steel beams: Locate joints parallel to purlins at
middle of span of slabs and so that joints cross over girders near their supports.
Locate construction joints parallel to girders at 1200mm (4'-0") from centre line of
girders and so that these girders are not included in the earlier pour.
.4
Walls: locate joints with PVC waterstops at least 300mm (12”) away from wall corners
and wall intersections.
.3
Provide evenly spaced vertical control joints in walls.
.4
Provide expansion joints where shown on Structural Drawings. Remove all forming and
filler material used during construction and provide clear space between structural
elements equal to width specified.
.5
Provide construction gaps where shown on Structural Drawings.
.6
Refer to Section 03 30 00 for construction joints, sawcut joints and isolation joints in slab
on grade and concrete toppings.
Waterstops
.1
PVC Waterstops:
.1
Provide PVC waterstops for expansion, and control joints in exterior walls, basement
walls, retaining walls, slabs supporting earth, and at other locations shown.
Project:
Project No:
.2
3.4
Winchester Community Care Building, Phase II
Page 5
14Y160-191A
CONCRETE FORMING AND ACCESSORIES - SECTION 03 10 00
.2
Do not use surface mounted waterstops at control joints which will be protected by
hot applied waterproofing.
.3
Use equipment to manufacturer’s requirements to field splice waterstops for
continuity over the full length of runs.
.4
Use only straight heat sealed butt joints in the field.
.5
Use factory welded corners and intersections.
.6
Securely tie waterstops to reinforcing bars at 1m (3 feet) maximum centres to keep
them in alignment when concrete is placed.
Bentonite Waterstops:
.1
Provide bentonite waterstops for all construction and temporary joints in exterior
walls, basement walls, retaining walls, slabs supporting earth, and at other locations
shown. Use PVC waterstops for expansion joints.
.2
Locate bentonite waterstops 75 mm (3”) from outside face of concrete to avoid
spalling of concrete due to swelling pressure of bentonite.
.3
Butt strips together. Do not overlap.
.4
Fasten to concrete at 600mm (2’-0”) maximum.
Concrete Exposed to View
.1
Minimize formwork joints. Locate joints and ties in a uniform pattern with no ties within
300mm (12") of an edge or joint.
.2
Make panels forming slab soffits and wall / beam faces as large as possible, and arrange
symmetrically.
.3
Make form joints in columns level from column to column and consistent with form joints
in other parts of the structure. Locate lowest horizontal form joints 2400mm (8'-0") above
finished floor elevation.
.4
Where grooves, reglets or chamfers are shown, locate panel form joints behind them.
.5
Seal all joints in formwork and between formwork and concrete.
.6
Place 16 mm (5/8") bevel strips at member corners to form chamfers unless architectural
details show an alternative profile. When beams are supported on columns of the same
width, extend chamfer across face of column.
.7
Do not reuse formwork if there is any evidence of surface damage or wear, which could
impair the visual quality of the concrete surface.
.8
Reuse forms only on identical sections, using the original tie holes. Clean forms and fill
nail holes before reuse.
.9
Use only galvanized nails.
.10 Remove form tie plastic cones. Install concrete plugs where indicated. Recess 6mm (1/4")
and bond to concrete using a cement slurry with a bonding agent conforming to Section
03 30 00.
3.5
Field Quality Control
Project:
Project No:
Winchester Community Care Building, Phase II
Page 6
14Y160-191A
CONCRETE FORMING AND ACCESSORIES - SECTION 03 10 00
.1
Refer to Section 01 45 00 Quality Control.
.2
Obtain field review of falsework and reshoring by the Professional Engineer responsible
for that work prior to each pour. The Consultant will not field review the formwork,
falsework or reshoring.
END OF SECTION 03 10 00
Project:
Project No:
PART 1 1.1
1.2
Winchester Community Care Building, Phase II
14Y160-191A
GENERAL
Related Requirements
.1
Section 03 10 00: Concrete Forming and Accessories.
.2
Section 03 30 00: Cast-in-Place Concrete.
References
.1
All referenced standards shall be the current edition or the edition referenced by the
applicable Building Code in force at the time of building permit application, as noted on
Structural Drawings.
.2
Canadian Standards Association (CSA International):
.3
.1
CSA A23.1/A23.2, Concrete Materials and Methods of Concrete Construction/Test
Methods and Standard Practices for Concrete.
.2
CSA A23.3, Design of Concrete Structures.
.3
CSA G30.18, Carbon Steel Bars for Concrete Reinforcement.
.4
CSA G40.20/G40.21, General Requirements for Rolled or Welded Structural Quality
Steel/Structural Quality Steel.
.5
CSA W186, Welding of Reinforcing Bars in Reinforced Concrete Construction.
Reinforcing Steel Institute of Canada (RSIC):
.1
.4
.5
SP-66, ACI Detailing Manual.
ASTM International Inc.:
.1
ASTM A1064/A1064M, Standard Specification for Carbon Steel Wire and Welded
Wire Reinforcement, Plain and Deformed, for Concrete.
.2
ASTM A775/A775M, Standard Specification for Epoxy-Coated Reinforcing Steel.
.3
ASTM D3963 / D3963M, Standard Specification for Fabrication and Jobsite Handling
of Epoxy-Coated Steel Reinforcing Bars.
.4
ASTM A1044 / A1044M, Standard Specification for Steel Stud Assemblies for Shear
Reinforcement of Concrete.
Quality Assurance
.1
In accordance with Section 01 43 00 – Quality Assurance.
.2
Qualifications
.1
1.4
Reinforcing Steel Manual of Standard Practice.
American Concrete Institute (ACI):
.1
1.3
Page 1
CONCRETE REINFORCING - SECTION 03 20 00
Welding of reinforcing steel to be performed by welders certified under CSA W186.
Quality Control
.1
Submit in accordance with Section 01 45 00 - Quality Control.
Project:
Project No:
.2
1.5
Winchester Community Care Building, Phase II
14Y160-191A
Source Quality Control Submittals:
.1
Upon request, provide Consultant with certified copy of mill test report of reinforcing
steel, showing physical and chemical analysis.
.2
Upon request, inform Consultant of proposed source of reinforcement material to be
supplied.
.3
Upon request, provide the Consultant with a copy of plant certificate by the Concrete
Reinforcing Steel Institute for epoxy coating of reinforcement.
.4
Upon request, provide the Consultant with a copy of manufacturer’s instructions for
patching factory applied epoxy coating.
Action and Informational Submittals
.1
Provide submittals in accordance with Section 01 33 00 - Submittal Procedures.
.2
Product Data:
.1
.3
Submit manufacturer’s data sheets for mechanical rebar splices.
Shop Drawings:
.1
Prepare shop drawings in accordance with RSIC Manual of Standard Practice unless
the Contract Documents contain a more stringent requirement. Conform to ACI SP-66
Detailing Manual whenever a detail condition is not covered by any of the above.
.2
Submit plans, elevations, sections and details necessary to fabricate, place and
review reinforcement without reference to structural drawings, including masonry wall
reinforcement. Draw to scale not smaller than 1:50 (¼" = 1'-0").
.3
Show on drawings:
.4
.1
Sizes, spacings and locations of reinforcement, with identifying labels.
.2
Bar bending details.
.3
Lengths of all lap splices.
.4
Types and locations of mechanical splices.
.5
Bar lists.
.6
Quantities of reinforcement (including all rebars added to accommodate
installation).
.7
Construction joint, control joint and pour gap locations.
.8
Strip dimensions for flat slab and flat plate.
.9
Concrete cover.
Do not release for fabrication reinforcing bars whose length may be affected by field
conditions, such as the final elevation of footings, until obtaining the required field
measurements.
PART 2 - PRODUCTS
2.1
Page 2
CONCRETE REINFORCING - SECTION 03 20 00
Materials
Project:
Project No:
Winchester Community Care Building, Phase II
14Y160-191A
Page 3
CONCRETE REINFORCING - SECTION 03 20 00
.1
Reinforcing steel: carbon steel, deformed bars to CSA G30.18., unless indicated
otherwise.
.2
Weldable Reinforcing steel: weldable low alloy steel deformed bars to CSA G30.18.
.3
Cold-drawn annealed steel wire ties: to ASTM A82/A82M.
.4
Welded steel wire fabric: to ASTM A185/A185M. Provide in flat sheets only.
.5
Epoxy Coating of reinforcement: to ASTM A775/A775M.
.6
Chairs, bolsters, bar supports, spacers: to CSA A23.1/A23.2.
.7
Mechanical splices: to develop 125% of specified rebar yield strength.
.8
Plain round bars: to CSA G40.20/G40.21.
.9
Shear stud reinforcing: per ASTM A1044. Min yield strength for studs – 350MPa, for rails
– 300MPa.
PART 3 - EXECUTION
3.1
3.2
3.3
Fabrication
.1
Fabricate reinforcing steel in accordance with CSA A23.1/A23.2 and Reinforcing Steel
Manual of Standard Practice.
.2
Fabricate epoxy coated reinforcing steel in accordance with ASTM D3963/D3963M.
Plants to be certified by the CRSI for epoxy coated steel. Provide colour to contrast sharply
with reinforcing steel and rust colour.
.3
Stagger mechanical splices 750mm (2’-6”) unless otherwise noted on drawings.
.4
Weld reinforcement in accordance with CSA W186 where indicated.
.5
Ship bundles of bar reinforcement, clearly identified in accordance with bar lists.
.6
Provide standard hooks at ends of all hooked bars.
.7
Substitute different size bars only if permitted in writing by the Consultant
Field Bending
.1
Do not field bend or field weld reinforcement except where indicated or authorized by
Consultant.
.2
When field bending is authorized, bend without heat, applying slow and steady pressure.
.3
Replace bars which develop cracks or splits.
Placing Reinforcement
.1
Place reinforcing steel as indicated on reviewed placing drawings and in accordance with
CSA A23.1/A23.2.
.2
Remove all loose scale, dirt, oil or other coatings which would reduce bond.
.3
Ensure cover to reinforcement is maintained during concrete pour.
.4
Turn ends of tie wire towards the interior of concrete.
.5
Use bar supports for beams and slabs.
Project:
Project No:
Winchester Community Care Building, Phase II
14Y160-191A
Page 4
CONCRETE REINFORCING - SECTION 03 20 00
.6
Use precast concrete chairs where supports rest on the ground. Where welded wire fabric
is used in slabs-on- grade, place precast concrete chairs at 600 mm (2’-0”) on centre
each way.
.7
Use side form spacers for walls and columns.
.8
Do not splice reinforcing at locations other than shown on placing drawings without
Consultant’s written approval.
.9
Do not cut reinforcement without Consultant’s written approval.
.10 Install end bearing compression splices so that bearing ends are fitted to within 3 degrees
of full bearing after splice installed.
.11 Exposed concrete surfaces:
.1
Use plastic or plastic tipped bar supports and spacer with colour to match concrete.
.12 Use plastic bar supports, epoxy coated support bars and plastic coated tie wire for epoxy
coated reinforcement.
.13 Do not field weld reinforcement except where indicated or authorized by the Consultant.
.14 Do not weld epoxy coated reinforcement.
.15 Slip dowels:
3.4
Use plain round bars.
.2
Paint portion of dowel intended to move within hardened concrete with one coat of
asphalt paint.
.3
When paint is dry, apply thick even film of mineral lubricating grease.
Field TouchTouch-Up
.1
3.5
.1
Touch up damaged and cut ends of epoxy coated reinforcing steel with compatible finish
to provide continuous coating.
Field Quality Control
.1
Refer to Section 01 45 00 Quality Control.
.2
Bring to the attention of the Consultant any defects or deficiencies in the work together
with a proposal for remedy. The Consultant will decide what corrective action may be
taken, and will issue the necessary instructions.
.3
Construction Review:
.1
General review during construction by the Consultant will be carried out by
examination of representative samples of the work.
.2
Do not close forms or pour concrete before reinforcing steel is reviewed.
.3
Construction review reports will outline any deficiencies found.
END OF SECTION 03 20 00
Project:
Project No:
Winchester Community Care Building, Phase II
Page 1
14Y160-191A
CASTCAST-ININ-PLACE CONCRETE - SECTION 03 30 00
PART 1 - GENERAL
1.1
1.2
Related Requirements
.1
Section 03 10 00: Concrete Forming and Accessories.
.2
Section 03 20 00: Concrete Reinforcing.
References
.1
All referenced standards shall be the current edition or the edition referenced by the
applicable Building Code in force at the time of building permit application, as noted on
Structural Drawings.
.2
Canadian Standards Association (CSA International):
.3
.4
.1
CSA A23.1/A23.2, Concrete Materials and Methods of Concrete
Construction/Methods of Test and Standard Practices for Concrete.
.2
CSA A283, Qualification Code for Concrete Testing Laboratories.
.3
CSA A3000, Cementitious Materials Compendium (Consists of A3001, A3002,
A3003, A3004 and A3005).
.4
CSA S413, Parking Structures.
ASTM International Inc.:
.1
ASTM C309, Standard Specification for Liquid Membrane-Forming Compounds for
Curing Concrete.
.2
ASTM D1751, Standard Specification for Preformed Expansion Joint Filler for
Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous
Types).
Canadian General Standards Board (CGSB):
.1
1.3
Quality Assurance
.1
In accordance with Section 01 43 00 – Quality Assurance.
.2
Qualifications
.1
1.4
CAN/CGSB-51.34, Vapour Barrier, Polyethylene Sheet for Use in Building
Construction.
Concrete supplier to have a valid “Certificate of Ready Mixed Concrete Production
Facilities” issued by the relevant Ready Mixed Concrete Association.
Quality Control
.1
Submit in accordance with Section 01 45 00 - Quality Control.
.2
Minimum two weeks prior to starting concrete work, provide valid certificate from plant
delivering concrete.
.1
Provide test data and certification by qualified independent inspection and testing
laboratory that materials and mix designs used in concrete mixture will meet
specified requirements.
Project:
Project No:
.3
1.5
1.6
Winchester Community Care Building, Phase II
Page 2
14Y160-191A
CASTCAST-ININ-PLACE CONCRETE - SECTION 03 30 00
Minimum four weeks prior to starting concrete work, provide proposed quality control
procedures on following items:
.1
Hot weather concrete.
.2
Cold weather concrete.
.3
Curing.
.4
Finishing.
.5
Protection.
Administrative Requirements
Requirements
.1
Batch Logs: keep record of each batch delivered to site.
.2
Concrete Delivery Slips: Keep all concrete delivery slips (“driver’s tickets”) on site until
building is completed. Record on delivery slip where concrete was placed, including time
and date.
.3
Record Drawings: Record on a set of Structural Drawings extent of each pour including
pour date and falsework removal date. Also record all field changes, including footing
elevations.
Action and Informational Submittals
.1
Provide submittals in accordance with Section 01 33 00 – Submittal Procedures.
.2
Minimum 2 weeks prior to starting concrete work, submit all concrete mix designs, and
indicate where each concrete mix is to be used.
.3
Minimum 2 weeks prior to placing concrete, submit drawings showing locations of all
construction joints and slab on grade control joints.
.4
Minimum submission requirements for each concrete mix design shall include the
following:
.1
Minimum specified compressive strength at 28 day.
.2
Maximum aggregate size.
.3
Aggregate type (if not normal density).
.4
Concrete density range, wet and dry (if not normal density).
.5
CSA exposure class.
.6
Cement type (if not type GU).
.7
Percentage and type of supplemental cementing materials.
.8
Maximum water/cemetitious ratio.
.9
Assumed method of placement of concrete.
.10 Corrosion inhibitor (name and quantity, if applicable).
.11 Plastic or steel fibres (type, name and quantity, if applicable).
.12 Alkali-aggregate resistance.
Project:
Project No:
Winchester Community Care Building, Phase II
Page 3
14Y160-191A
CASTCAST-ININ-PLACE CONCRETE - SECTION 03 30 00
.13 Architectural requirements (colour of cement and aggregate, if applicable).
.14 Maximum time from batching to placing concrete (if retarding admixtures are used).
.5
Concrete pours: provide accurate records of poured concrete items indicating date and
location of pour, concrete mix used, ambient air temperature and test samples taken.
.6
On completion of the works, provide written report to Consultant certifying that the
concrete in place meets performance requirements established in PART 2 - PRODUCTS.
PART 2 - PRODUCTS
2.1
Design Criteria
.1
2.2
Performance Criteria
.1
2.3
To CSA A23.1/A23.2, Alternative 1 – Performance, and as described under Mixes and on
Structural Drawings.
Concrete supplier to meet the concrete performance criteria established by the
Consultant and to provide verification of compliance.
Materials
.1
Portland Cement: to CSA A3001.
.2
Cementitious hydraulic slag: to CSA A3000.
.3
Fly ash: to CSA A3001, Type CI.
.4
Water: to CSA A23.1.
.5
Aggregates: to CSA A23.1/A23.2.Do not use recycled concrete as aggregate.
.6
Admixtures: not to contain chlorides.
.7
Corrosion-inhibiting admixture: calcium nitrate solution.
.8
Plastic fibre additive: fibrillated polypropylene fibres at least 19mm (3/4”) in length.
.9
Shrinkage compensating grout: premixed compound consisting of non-metallic aggregate,
Portland cement, water reducing and plasticizing agents to CSA A23.1/A23.2. Minimum
compressive strength: 40 MPa at 28 days.
.10 Non premixed dry pack grout: composition of non metallic aggregate and Portland cement
with sufficient water for mixture to retain its shape when made into ball by hand and
capable of developing compressive strength of 40 MPa at 28 days.
.11 Curing/sealing compound: to CSA A23.1/A23.2 and ASTM C309, Type 1, Class B,water
based acrylic, compatible with surface hardener where hardener is used.
.12 Pre-moulded joint fillers: Bituminous impregnated fiber board to ASTM D1751.
.13 Weep hole tubes: plastic.
.14 Evaporation reducer: water based polymer liquid forming continuous monomolecular
temporary film on fresh concrete surface.
.15 Bonding adhesive: Synthetic latex.
Project:
Project No:
Winchester Community Care Building, Phase II
Page 4
14Y160-191A
CASTCAST-ININ-PLACE CONCRETE - SECTION 03 30 00
.16 Non slip nosing insert for concrete stairs: Fine aluminum oxide strips, 6mm (¼") wide x
10mm (3/8”) deep.
.17 Rigid insulation: Extruded polystyrene boards per ASTM C578, structural grade,
compressive strength 100 psi (690 kPa).
.18 Control joint filler: semi-rigid filler to protect against slab edge breakdown:
.1
For sawcuts made with “Soff-Cut” saw: two component epoxy.
.2
For conventional sawcuts in interior slab: two component epoxy urethane.
.3
For conventional sawcuts in exterior slabs: two or multy component polyurethane
based elastomeric.
.19 Crack Filler: low viscosity epoxy resin.
2.4
Mixes
.1
Use ready-mix concrete. Proportion concrete in accordance with CSA A23.1, Alternative 1 Performance Method for Specifying Concrete.
.2
Set performance characteristics of concrete in plastic state in coordination with all trades
involved.
.3
Meet performance criteria of concrete in hardened state as shown on Structural Drawings
and provide verification of compliance.
.4
Use water-reducing agent in all concrete.
.5
Do not use admixtures containing chlorides.
.6
Supplementary cementing materials (SCM):
.1
Confirm to CSA A23.1.
.2
Follow slag and fly ash manufacturers’ directions for proportioning and mixing of
concrete.
.3
Do not use SCM in architecturally exposed concrete.
.4
Provide concrete mixes to achieve 25% total post-industrial and post consumer
recycled materials. Maximize SCM content in foundations, walls, columns and any
other elements that do not require horizontal finished surface or rapid strength gain
to permit early formwork stripping.
.5
Do not use concrete with high SCM when ambient temperature is forecast to be
below +10ºC at the time of concrete pour and during the seven days after the pour,
except for footings, walls and columns.
.6
Reduce W/C ratio to 0.45 where using high SCM concrete for slabs and other
horizontal finished surfaces, in order to reduce bleed water and to increase rate or
strength gain.
PART 3 - EXECUTION
3.1
Preparation
.1
Provide minimum 24 hours’ notice prior to placing of concrete/closing of wall forms.
Project:
Project No:
3.2
3.3
Winchester Community Care Building, Phase II
Page 5
14Y160-191A
CASTCAST-ININ-PLACE CONCRETE - SECTION 03 30 00
.2
Obtain written approval of each foundation bearing surface by the Geotechnical
Consultant before placing concrete.
.3
Remove water and disturbed soil from excavations before placing concrete.
.4
Before placing slab-on-grade, confirm that subgrade and backfill meet specifications and
are free of frost and surface water.
.5
Place concrete reinforcing in accordance with Section 03 20 00 - Concrete Reinforcing.
Installation/Application
.1
Set sleeves, conduits, pipe hangers, weep hole tubes, drains and other inserts and
openings as indicated or specified elsewhere.
.2
Refer to Notes on Structural Drawings for maximum size and minimum spacing of
conduits.
.3
Check locations and sizes of sleeves and openings shown on Structural Drawings with
Architectural, Mechanical and Electrical Drawings. Notify Consultant of any discrepancies.
.4
Obtain Consultant’s approval for any required sleeves and openings which are not shown
on Structural Drawings.
.5
Do not carry sleeves, ducts, pipes or other openings through joists, beams, column
capitals or columns, except where indicated on Structural Drawings or approved by
Consultant.
.6
Set special inserts for strength testing as required for non destructive method of testing
concrete
.7
Set anchor rods using templates under supervision of appropriate trade prior to placing
concrete. Locate each anchor rod group to within 6mm (1/4”) of required location.
Placing Concrete
.1
Place concrete in accordance with CSA A23.1.
.2
Delivery and place concrete with minimum re-handling.
.3
Do not overload forms.
.4
Use rubber tipped vibrators for concrete containing epoxy coated reinforcement
.5
Cast slabs with a top surface that is level or sloping as required by the Drawings. Allow for
cambering where required. Set top of slab below finished floor level by the distance
required for the type of applied finish.
.6
Where cambered steel beams are used, ensure that slab thickness is as specified.
Measure from top of steel to control thickness.
.7
Construction Gaps:
.8
.1
Do not fill beam and slab construction gaps until all concrete at that level is at least
28 days old.
.2
Do not fill wall construction gaps until all adjoining framed slabs, above and below,
are at least 28 days old.
Concrete exposed to view:
Project:
Project No:
.9
3.4
Winchester Community Care Building, Phase II
Page 6
14Y160-191A
CASTCAST-ININ-PLACE CONCRETE - SECTION 03 30 00
.1
Exposed surfaces to be dense, even, uniform in colour, texture and distribution of
exposed aggregate.
.2
Defects such as honeycombing, voids, loss of fines, visible flow lines, cold joints or
excessive bug holes may be cause for rejection at the discretion of the Consultant.
Maintain accurate records of poured concrete items to indicate date, location of pour,
quality, air temperature and test samples taken.
Finishing Concrete
.1
Finish concrete to CSA A23.1/A23.2.
.2
Cooperate with any trade applying finishes to concrete surfaces and provide surfaces
which will ensure adequate bond. Provide chases and reglets where required.
.3
Finishing Flatwork:
.1
See Section 03 35 00 - Concrete Floor Finishing.
.2
Protect concrete during finishing process. Use evaporation reducer during severe
drying conditions.
.3
Provide final finish in accordance with proposed use and as follows:
.4
.1
Screeded and bull floated for: mud slabs and footings/pile caps.
.2
Screeded and bull floated with scratch finish for: base slabs which receive
mortar setting beds or bonded toppings.
.3
Powered float finish for: roofs (except future floors) and slabs which receive a
membrane.
.4
Wood float finish with brooming for: exterior exposed slabs.
.5
Powered steel trowel finish for: interior exposed slabs, slabs which receive
resilient flooring, carpet, epoxy-based finishes, thin-set tiles, etc. and future
floors. Do not trowel air entrained concrete.
.6
Steel trowel exposed interior concrete floors at least twice. Provide final spin
trowelling when non-slip finish is required.
Surface hardeners:
.1
Provide where hardened concrete is required by Architectural Drawings or
Specifications.
.2
Use only liquid hardeners on air entrained concrete; do not use dry-shake
applied surface hardeners.
.3
Incorporate hardener into the surface of the concrete while concrete is still
plastic.
.4
Follow manufacturer’s recommendations for dosage and application procedure.
.5
Where coloured hardeners are required, colour will be selected from available
colours by Consultant.
.6
Hold pre-construction meeting with hardener technical representative and
finisher to ensure proper application, curing and protection.
Project:
Project No:
Winchester Community Care Building, Phase II
Page 7
14Y160-191A
CASTCAST-ININ-PLACE CONCRETE - SECTION 03 30 00
.5
.4
3.5
Surface Tolerances:
.1
Concrete surface tolerance to CSA A23.1, Straightedge Method.
.2
Unless otherwise noted, conform to finish tolerance Class A.
Finishing Formed Surfaces:
.1
Completely fill holes left by through-bolts with grout.
.2
Do not patch surfaces until instructed in writing by Consultant.
.3
Concrete exposed to view:
.1
Provide smooth-form finish.
.2
Rub exposed sharp edges with carborundum to produce 3 mm (1/8") radius
edges unless otherwise indicated.
Concrete Curing and Protection
.1
At a minimum cure and protect concrete in accordance with CSA A23.1
.2
Extend curing and protection period until concrete has reached following strength levels
for structural safety:
.1
Framed slabs and beams: 75% of specified 28 day strength.
.2
Columns, walls, piers and footings: 50% of specified 28 day strength
.3
For concrete containing supplementary cementing materials, curing and protection times
may need to be extended beyond those outlined by CSA A23.1 to achieve the required
structural properties.
.4
Cure slab surfaces immediately after finishing is completed. Unless otherwise noted, use
a curing compound compatible with applied finishes.
.5
Do not use curing compound on parking garage slabs and where bonded topping is to be
applied. Cover slab surfaces with absorptive mat or fabric and keep continuously wet.
.6
Slabs on grade and structural slabs receiving resilient floor or other moisture sensitive
finishes:
.7
.1
Apply 24 hours of wet curing. Start curing immediately after finishing slab.
.2
Cover slab for at least 72 hours using plastic sheets with joints taped and free edges
covered.
.3
Protect finished and cured slab from surface water (i.e. rain, snow).
.4
Refer to Architectural Specifications for required testing methods prior to placing floor
finishes.
Concrete exposed to view:
.1
Protect during construction period from wear, damage, marking, discolouration,
staining and becoming coated with concrete leakage.
.2
Unless rejected, repair damage and remove marks and stains to the approval of the
Consultant.
Project:
Project No:
3.6
Winchester Community Care Building, Phase II
Page 8
14Y160-191A
CASTCAST-ININ-PLACE CONCRETE - SECTION 03 30 00
Slabs on Grade
.1
.2
.3
Construction joints and sawcut joints:
.1
Refer to drawing notes for maximum spacing requirements.
.2
Saw cut depth to be equal to one quarter of the concrete thickness.
.3
Locate joints on column lines wherever possible and on intermediate lines, which
result in approximately square panels, without re-entrant corners.
.4
Do not create “L” shaped panels nor “T” shaped joint intersections.
.5
Protect edges of sawcuts from breakage.
.6
Clean out sawcuts in exposed concrete and fill with control joint filler after concrete is
at least 120 days old.
.7
Sawcut top 25 mm (1") at construction joints in exposed concrete for a width of 5 mm
(3/16") and fill with control joint filler after concrete is at least 120 days old.
.8
Clean out sawcuts in other concrete and fill with a sand-cement paste one month
prior to installing floor coverings.
Isolation Joints:
.1
Unless otherwise shown on structural drawings, provide min. 10mm (3/8”) thick
premoulded joint filler of the same depth as the thickness of the concrete wherever
slabs-on-grade abut foundation walls, columns and piers. Omit if slab is chased or
dowelled into structure.
.2
Furnish filler for each joint in single piece for depth and width required for joint,
.3
When more than one piece of filler is required for a joint, fasten abutting ends and
hold securely to shape by stapling or other positive fastening.
Cracks in Slabs-on-Grade:
.1
Extensive cracking of slabs-on-grade or cracks in excess of 3mm (1/8”) in width may
be cause for rejection of slab or portion of slab at Consultant’s discretion.
.2
Protect edges of cracks in slabs-on-grade from breakage.
.3
Exposed slab on grade: Unless slab is rejected, repair cracks that are over 0.4 mm
(0.016") wide:
.4
.1
Fill cracks with a sand-cement grout after concrete is at least 120 days old.
.2
Seven days later, cut out top 20 mm (3/4") of crack for a width of 5 mm (3/16")
and fill with control joint filler.
Architectural slab on grade: Unless slab is rejected, repair cracks that are over 0.2
mm (0.008") wide:
.1
Fill cracks with epoxy after concrete is at least 180 days old.
.2
Take all measures necessary to prevent epoxy on surface of exposed slab.
.3
Have manufacturer’s technical representative present during initial repairs.
Project:
Project No:
3.7
3.8
Winchester Community Care Building, Phase II
Page 9
14Y160-191A
CASTCAST-ININ-PLACE CONCRETE - SECTION 03 30 00
.5
Add steel fibre reinforcement on site after concrete slump test indicates that
concrete slump is within specified limits.
.6
Use laser screed machine to screed concrete.
.7
Use magnets, or other means, to remove any surface fibres during finishing
operations so that no fibres are left exposed on the surface.
.8
Use “Soff-Cut” saw to sawcut control joints.
Grouting Under Base Plates and Bearing Plates
.1
Grout under base plates and bearing plates using procedures in accordance with
manufacturer's recommendations.
.2
Provide 100% contact over grouted area.
.3
Grout column base plates and beam bearing plates as soon as steelwork is completed.
.4
Do not add load on steelwork until grouting is completed and grout strength has reached
at least 20 MPa.
Existing Structure
.1
Take precautions to protect the existing structure from damage.
.2
Remove portions of existing concrete structure as required.
.3
Provide temporary shoring and bracing as required.
.4
Retain a Professional Engineer to design the temporary shoring and bracing and to review
this work on site.
.5
Obtain Consultant’s approval before coring or cutting existing slabs, beams or walls.
.6
Retain an independent testing company to locate existing reinforcement and conduit in
the areas of proposed openings and to mark locations on the surfaces of slabs and walls
on which the cores and cuts are to be started using a non destructive method.
.7
Remove toppings prior to locating reinforcement and conduit.
.8
Mark locations and sizes of cores and openings and locations of reinforcement and
conduit using indelible markers as follows:
.9
.1
Red for top bars
.2
Green for bottom bars
.3
Black for cores, openings and conduit.
Relocate proposed openings and repeat process at no extra cost to the Contract if
proposed locations are not acceptable to Consultant.
.10 Save the complete length of all cores. Label each core with location taken. Make all cores
available for review by Consultant. Dispose of cores only with approval of Consultant. See
details on structural drawings for sawcutting procedure.
.11 If new reinforcement is required at an opening, install reinforcement before cutting
opening or shore up structure until new reinforcement is installed.
.12 Roughening existing surfaces:
Project:
Project No:
Winchester Community Care Building, Phase II
Page 10
14Y160-191A
CASTCAST-ININ-PLACE CONCRETE - SECTION 03 30 00
.1
Where drawings call for a roughened surface, bush hammer entire surface to a full
amplitude of at least 5mm.
.13 Patching:
.1
3.9
Patch existing concrete where necessary to provide required smooth, flat surfaces for
reinforcement and for other trades.
Field Quality Control
.1
Refer to Section 01 45 00 - Quality Control.
.2
Bring to the attention of the Consultant any defects or deficiencies in the work together
with a proposal for remedy. The Consultant will decide what corrective action may be
taken, and will issue the necessary instructions.
.3
Construction Review:
.4
.1
General review during construction by the Consultant will be carried out by
examination of representative samples of the work.
.2
Construction review reports will outline any deficiencies found.
Inspection and Testing:
.1
An independent Inspection and Testing Agency (certified under CSA A283 with
category to suit testing provided) will be appointed to carry out inspection and testing
of concrete and concrete materials.
.2
Sampling and testing of concrete will be in accordance with CSA A23.1/A23.2.
.3
The Agency will review all submittals pertaining to concrete mix designs and
certification of plant, equipment and materials.
.4
The Agency will take additional test cylinders during cold weather concreting. Assist
Agency by curing these cylinders for 7 days on site adjacent to the work which they
represent and under the same conditions as the concrete which they represent.
.5
Samples will be taken prior to the addition of steel fibre reinforcement or
superplasticizers to the mix on site.
.6
Inspection and testing by the Agency will not augment or replace the Contractor’s
quality control nor relieve him of his contractual responsibility.
.7
Assist the Agency in its work. Notify the Agency as to the concreting schedule and
before each pour. Provide concrete samples.
.8
The Agency will report to the Consultant, with copies to Structural Engineer,
Contractor, Concrete Supplier and Municipal Authorities. Reports will include the
locations in structure to which tests relate, comments on abnormal results and
conditions, and the Supplier’s mix design numbers. Test reports shall be provided
within five working days.
END OF SECTION 03 30 00
Community Care Building
Phase 2
Winchester
Section 04 04 00
Masonry Procedures
Page 1 of 4
PART 1 - GENERAL
1.1
RELATED WORK
.1
.2
.3
.4
.5
.6
.7
.8
.9
1.2
REFERENCE STANDARD
.1
1.3
1.5
Do masonry work in accordance with CAN3-A371-M94 except where specified otherwise.
Maintain a copy of this standard on job site during masonry work.
JOB MOCK-UP
.1
1.4
Section 04 05 12 - Mortar and Grout for Masonry
Section 04 05 23 - Masonry Accessories
Section 04 05 19 - Masonry Reinforcing and Tying
Section 04 21 13 - Brick Masonry
Section 04 22 00 - Concrete Unit Masonry
Section 05 50 00 - Metal Fabrications
Section 07 84 00 - Firestopping
Section 07 92 00 - Sealants
Section 08 11 00 - Steel Doors, Frames and Screens
Construct mock-up panel of exterior masonry wall construction 1200 mm x 1800 mm, use of
reinforcement, ties, through-wall flashing, weep holes, jointing, coursing, mortar, and
workmanship.
SOURCE QUALITY CONTROL
.1
Submit laboratory test reports which certify compliance of masonry units and mortar
ingredients to specification requirements.
.2
For clay units, in addition to requirements set out in referenced CSA and ASTM Standards
include data indicating initial rate of absorption for units proposed for use.
SAMPLES
.1
Submit samples in accordance with the following:
.1
.2
.3
.4
1.6
1.7
Two (2) of each type of masonry unit specified.
One (1) of each type of masonry accessory specified.
One (1) of each type of masonry reinforcement and tie proposed for use.
As required for testing purposes.
PRODUCT DELIVERY, STORAGE AND HANDLING
.1
Deliver materials to job site in dry condition.
.2
Keep materials dry until use, except where wetting of bricks is specified.
.3
Store under waterproof cover on pallets or plank platforms held off ground by means of plank
or timber skids.
COLD WEATHER REQUIREMENTS
.1
When air temperature is below 5EC take following precautions in preparation and use of
mortar:
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
.1
.2
.3
.4
1.8
Heat sand slowly and evenly. Sand which is scorched or has a reddish cast shall not
be used in mortar.
Heat water to 70EC Maximum.
After combining heated ingredients maintain temperature of mortar between 5EC and
50EC until used.
Protect mortar from rain and snow.
.2
Maintain dry beds for masonry and use dry masonry units only. Do not wet masonry units
in cold weather.
.3
When air temperature is below -4EC protect and heat masonry on both sides of walls to
maintain air temperature above 0EC during operations and for period of twenty-four (24)
hours after.
.4
When air temperature is above -4EC, erect windbreaks to prevent differential freezing of
walls.
HOT WEATHER REQUIREMENTS
.1
1.9
Section 04 04 00
Masonry Procedures
Page 2 of 4
Protect freshly laid masonry from drying too rapidly, by means of waterproof, non-staining
coverings.
PROTECTION
.1
Keep masonry dry using waterproof, non-staining coverings that extend over walls and down
sides sufficiently to protect walls from wind driven rain, until masonry work is completed and
protected by flashings or other permanent construction.
.2
Protect masonry and other work from marking and other damage. Protect completed work
from mortar droppings. Use non-staining coverings.
.3
Provide temporary bracing of masonry work during and after erection until permanent lateral
support is in place
PART 2 - PRODUCTS
2.1
MATERIALS
.1
Masonry materials are specified in related Sections indicated in 1.1.
PART 3 - EXECUTION
3.1
3.2
WORKMANSHIP
.1
Build masonry plumb, level, and true to line, with vertical joints in alignment.
.2
Lay out coursing and bond to achieve correct coursing heights, and continuity of bond above
and below openings, with minimum of cutting.
TOLERANCES
.1
Walls to receive thinset ceramic tile: plumb within 1:600.
.2
Deviation in joint thickness: ±3 mm.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
3.3
EXPOSED MASONRY
.1
3.4
3.5
Remove chipped, cracked, and otherwise damaged units in exposed masonry and replace
with undamaged units.
JOINTING
.1
Allow joints to set just enough to remove excess water, then tool with a round stainless steel
jointer to provide smooth, compressed, uniformly concave joints.
.2
Strike flush all joints concealed in walls and joints in walls to receive plaster, tile, insulation,
or other applied material except paint or similar thin finish coating.
JOINING OF WORK
.1
Where necessary to temporarily stop horizontal runs or masonry, and in building corners:
.1
.2
.3
3.6
3.7
3.8
Section 04 04 00
Masonry Procedures
Page 3 of 4
Step back masonry diagonally to lowest course previously laid.
Do not "tooth" new masonry.
Fill in adjacent courses before heights of stepped masonry reach 1200 mm.
CUTTING
.1
Cut out neatly for electrical switches, outlet boxes, and other recessed or built-in objects.
.2
Make cuts straight, clean and free from uneven edges.
BUILDING-IN
.1
Build in items required to be built into masonry.
.2
Prevent displacement of built-in items during construction. Check plumb, location, and
alignment frequently, as work progresses.
.3
Brace door jambs to maintain plumb. Fill spaces between jambs and masonry with mortar.
.4
The mason shall provide for all mechanical & electrical devices in interior & exterior walls.
.5
The mason shall provide for external hose bibs in the exterior brickwork.
.6
The mason shall coordinate with mechanical & electrical all penetrations through block walls.
.7
The mason shall allow for fire extinguisher cabinets to be installed within the interior block
work as shown on drawings.
.8
Horizontal chases shall not be created in any masonry work.
SUPPORT OF LOADS
.1
Use grout to CSA A179-M94 where grout is used in lieu of solid
units.
.2
Install building paper below voids to be filled with grout; keep paper 25 mm, back from faces
of units.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
3.9
PROVISION FOR MOVEMENT
.1
3.10
3.12
Leave 50 mm space between top of non-for load bearing walls and partitions and structural
elements. Do not use wedges.
LOOSE STEEL LINTELS
.1
3.11
Section 04 04 00
Masonry Procedures
Page 4 of 4
Install loose steel lintels. Centre over opening width.
CONTROL JOINTS
.1
Provide control joints in all masonry work including all brick veneer. Place joints at
approximately 6 m on centres for exterior brick veneer and 16 m. on centres for interior
concrete block, and between all walls supported on foundation walls and walls supported on
the floor slab.
.2
Review proposed layout for control joints with the Architect and obtain Architect approval
before commencing work.
.3
Caulk face of joint.
TESTING
.1
Inspection and testing will be carried out by Testing Laboratory designated by Owner.
.2
Owner will pay costs for testing.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
Section 04 05 12
Mortar and Grout for Masonry
Page 1 of 2
PART 1 - GENERAL
1.1
RELATED WORK
.1
.2
.3
.4
.5
1.2
Section 04 04 00 - Masonry Procedures
Section 04 05 23 - Masonry Accessories
Section 04 21 13 - Brick Masonry
Section 04 22 00 - Concrete Unit Masonry
Section 07 92 00 - Sealants
REFERENCE STANDARD
.1
Do masonry mortar and grout work in accordance with CSA A179-94 (R1999) except where
specified otherwise.
PART 2 - PRODUCTS
2.1
2.2
MATERIAL
.1
Mortar and grout: CSA A179-94 (R1999).
.2
Use aggregate passing 1.18 mm, sieve where 6 mm, thick joints are indicated.
.3
Colour: ground coloured natural aggregates or metallic oxide pigments. Colour shall match
existing.
.4
Fire resistant additives: aluminum tristearate, calcium stearate or ammonium stearate.
MATERIAL SOURCE
.1
2.3
Use same brands of materials and source of aggregate for entire project.
MORTAR TYPES
.1
Mortar for exterior masonry above grade:
.1
Loadbearing: Type S based on proportion specifications.
.2
Non-loadbearing: Type N based on proportion specifications.
.3
Parapet walls and unprotected walls: Type S based on proportion specifications.
.2
Mortar for foundation walls, manholes, sewers, pavements, walks, patios and other exterior
masonry at or below grade: Type M based on proportion specifications.
.3
Mortar for interior masonry:
.1
.2
2.4
Loadbearing: Type S based on proportion specifications.
Non-loadbearing: Type N based on proportion specifications.
COLOURED MORTAR
.1
Coloured mortar: use colouring admixture not exceeding 10% of cement content by mass,
or integrally coloured masonry cement, to produce coloured mortar to match approved
sample.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
2.5
Section 04 05 12
Mortar and Grout for Masonry
Page 2 of 2
.2
Use coloured mortar for brick veneer work. One mortar colour will be selected by the
Architect at a later date. Actual mix shall be to the Architect's choice after selecting from
samples built up on site.
.3
Comply with CSA A179-94 (R1999) for mortar.
GROUT
.1
Grout: to CSA A179-94 (R1999) Table 3.
PART 3 - EXECUTION
3.1
MIXING
.1
Mix grout to semi-fluid consistency.
.2
Incorporate colour and admixtures into mixes in accordance with manufacturer's instructions.
.3
Use clean mixer for coloured mortar.
.4
Pre-hydrate pointing mortar by mixing ingredients dry, then mix again adding just enough
water to produce damp unworkable mix that will retain its form when pressed into ball. Allow
to stand for not less than one (1) hour nor more than two (2) hours then re-mix with sufficient
water to produce mortar of proper consistency for pointing.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
Section 04 05 19
Masonry Reinforcing and Tying
Page 1 of 3
PART 1 - GENERAL
1.1
RELATED WORK
.1
1.2
Masonry Ties for Exterior Steel Stud Wall Systems
Section 05 41 00
REFERENCE STANDARD
.1
Do masonry reinforcement to CAN3-A370-94 and CAN A371-94, CAN 3-S304-M84 (R1994)
unless specified otherwise.
PART 2 - PRODUCTS
2.1
2.2
MATERIALS
.1
Wire reinforcement: to CSA A370-94 and CAN3 A371-94.
.2
Metal ties: to CAN3-A370-94.
.3
Bar type reinforcement: to CSA A371-94, CSA G30.18-M92, type 400.
.4
Metal anchors: to CAN3-A370-94.
.5
Corrosion protection: to CAN3-A370-94 and CAN3-S304-M84(R1994) for metal ties and
horizontal reinforcing in exterior walls, walls in shower areas and wet areas.
.6
Masonry Ties to Steel Studs: #HDG-3 galvanized tie with HDGW-1 V-wire as manufactured
by Bailey Metal Products in a custom size to suit thickness of wall assembly or approved
equivalent. Galvanized coating shall be hot dipped to ASTM A653M designation Z180 or
better.
.7
Masonry Ties to Concrete Block: Block Shear Connector Plate (length to suit concrete block
width and thickness of membrane and insulation) with V-Tie (length to provide placement of
V-Tie legs at centerline of solid unit veneer) as manufactured by Fero Corporation or
approved equivalent. All steel components to be hot dipped galvanized to A370-94 or
better.
STANDARD OF MANUFACTURE
.1
Horizontal reinforcing: hot dipped, galvanized, truss type, as manufactured by Block-Lok or
Duro-Wall. See Structural drawings for sizes.
PART 3 - EXECUTION
3.1
HORIZONTAL REINFORCING
.1
In all interior non-load bearing block walls install truss type horizontal reinforcing at spacings
indicated on the structural drawings. The width of trusses shall be 50 mm less than the width
of blocks. For example, for a 100 mm, block wall use 50 mm, wide trusses; for 200 mm, use
150 mm; etc. Provide corner units at corners and intersections. Lap 150 mm, at splices.
Overlap reinforcing minimum of 150 mm, to ensure continuity. Cut corners and bend as
shown on manufacturer's details.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
3.2
VERTICAL REINFORCING
.1
3.3
3.4
Refer to structural drawings for reinforcing of non-load bearing masonry and load bearing
masonry.
BOND AND TYING
.1
In all masonry cavity walls install hot dipped galvanized block shear connectors type with Vtie system, spaced at 600 mm, c/c vertically and 400 mm, c/c horizontally and to suit wall
thickness. The horizontal and vertical reinforcing in the back-up wall shall conform to the
requirements for load bearing or non-load bearing walls as applicable, and laid down
elsewhere in the specifications. Refer to structural drawings and specifications.
.2
Where individual ties are required for lateral support of masonry veneer to back-up, ties shall
be galvanized non-strap type, spaced at 600 mm, c/c vertically and 400 mm, c/c horizontally.
See also paragraph 2.2.1.
.3
In all cavity walls with steel stud back-up walls, install galvanized slide on stud integral
masonry ties.
EARTHQUAKE REINFORCEMENT
.1
Reinforce load bearing masonry in accordance with Ontario Building Code and as indicated
on the drawings.
.2
Reinforce the following masonry elements in accordance with CAN3-S304-94 and as
indicated on structural drawings and specifications.
.1
.2
.3
3.5
3.7
Grout and reinforce engineered masonry in accordance with
CAN3-S304-94 and as indicated on drawings.
REINFORCED LINTELS AND BOND BEAMS
.1
Reinforce masonry lintels and bond beams as indicated. Make joints in lintels and Beams
bond beams to match joints in adjacent walls.
.2
Place and grout reinforcing in accordance with CAN3-S304-94. Use grout which conforms
to requirements of CSA A179-94 (R1999).
METAL ANCHORS
.1
3.8
Load bearing and lateral load-resisting masonry, and
Masonry used as exterior claddings, and
Masonry partitions exceeding 200 kg/m² or 3 meters in height and unsupported at
top.
ENGINEERED MASONRY
.1
3.6
Section 04 05 19
Masonry Reinforcing and Tying
Page 2 of 3
Embed metal anchors solidly in mortar or grout to develop maximum resistance to design
forces.
CONTROL JOINTS
.1
Stop reinforcing 25 mm short of each side of control joints unless otherwise indicated.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
3.9
Section 04 05 19
Masonry Reinforcing and Tying
Page 3 of 3
LATERAL SUPPORT AND ANCHORAGE
.1
Provide lateral support and anchorage in accordance with CAN3-S304-94 and as indicated.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
Section 04 05 23
Masonry Accessories
Page 1 of 2
PART 1 - GENERAL
1.1
RELATED WORK
.1
.2
.3
.4
.5
.6
.7
Section 04 04 00 - Masonry Procedures
Section 04 05 12 - Mortar and Grout for Masonry
Section 04 05 19 - Masonry Reinforcing and Tying
Section 04 21 13 - Brick Masonry
Section 04 22 00 - Concrete Unit Masonry
Section 07 27 00 - Air and Vapour Barrier Membrane
Section 07 92 00 - Sealants
PART 2 - PRODUCTS
2.1
MATERIALS
.1
Control joint filler: purpose-made elastomer, outsized 30% to 50%, 20 durometer hardness
to ASTM D2240-81 in round, solid rods.
.2
Nailing Inserts: 0.6 mm thick purpose made galvanized steel inserts for setting in mortar
joints
.3
Masonry flashing:
.1
.4
Blue skin TWF self-adhesive flexible flashing as manufactured by Bakor Inc.
Thickness shall be 1.0 mm. Primer and rubberized mastic: as recommended by
manufacturer of flashing material.
Mortar dropping control device: polyethylene net 90% open mesh, 250 mm high, 25 mm
wide “The Mortar Net” as manufactured by Mortar Net USA, Ltd.
PART 3 - EXECUTION
3.1
3.2
CONTROL JOINTS
.1
Install continuous control joint fillers in control joint at locations indicated.
.2
Caulk the interior face of control joints on concrete block walls.
NAILING INSERTS
.1
3.3
Install nailing inserts in mortar joint at 400 mm o.c. each way, for attachment of wall strapping
where required.
MASONRY FLASHING
.1
Install flashing in masonry in accordance with CAN3-S304-94 and CAN3-A371-94 and as
follows:
.1
Install flashing under exterior masonry bearings on foundation walls, slabs, shelf
angles and steel angles over openings. Install flashing at all interruptions to the
exterior block veneer. Install flashing under weep hole courses and as indicated.
.2
Apply primer to all surfaces to receive flashings.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
.2
Install flashings over all penetrations through the exterior wythe of the exterior walls.
.3
In double wythe walls and veneered walls, carry flashings from front edge of masonry, under
outer wythe, then up backing not less than 200 mm, and as follows:
.1
.4
3.4
Section 04 05 23
Masonry Accessories
Page 2 of 2
Bond flashing to backing using manufacturer's installation procedures.
Lap joints 50 mm and seal with a continuous bead of rubberized mastic.
MORTAR DROPPING CONTROL DEVICES
.1
Install devices continuously above all flashings located in the cavity wall.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
Section 04 21 13
Brick Masonry
Page 1 of 2
PART 1 - GENERAL
1.1
RELATED WORKS
.1
.2
.3
.4
.5
Section 04 00 00 - Masonry Procedures
Section 04 05 12 - Masonry Mortar and Grout for Masonry
Section 04 05 23 - Masonry Accessories
Section 04 05 19 - Masonry Reinforcing and Tying
Section 05 41 00 - Masonry Ties for Exterior Steel Stud Wall Systems
PART 2 - PRODUCTS
2.1
FACE BRICK
.1
Burned clay brick: shall conform to CSA A82.1-M1977 (R92).
.1
.2
.3
.4
Type: I.
Compressive strength: 16 MPa minimum.
Size: Ontario
Brick shall be Riverdale with matt texture as manufactured by Hanson in Burlington
Ontario.
PART 3 - EXECUTION
3.1
3.2
3.3
LAYING
.1
Bond: running stretcher or as indicated on drawings.
.2
Special patterns as shown on drawings.
.3
Coursing height: 200 mm for three bricks and three joints. Refer to drawings.
.4
Jointing: concave.
.5
Mixing and blending: mix units within each pallet and with other pallets to ensure uniform
blend of colour and texture.
.6
Maintain 13 mm brick overhang.
CUTTING
.1
Cut bricks as required to accommodate openings, built in items and the special patterns.
.2
Adjust running stretcher bonding of brick work to prevent any cut brick being less than 75 mm
long.
WEEP HOLES
.1
Leave vertical joints open to create weep holes immediately over flashings, in exterior wythes
of cavity wall and masonry veneer wall construction at maximum horizontal spacing of
600 mm o.c.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
3.4
Section 04 21 13
Brick Masonry
Page 2 of 2
CLEANING MASONRY
.1
Clean 10 m² mock-up panel as specified below and leave for one week. If no harmful effects
appear and after mortar has set and cured, protect windows, sills, doors, trim and other
work, and clean brick masonry as follows:
.1
Remove large particles with wood paddles without damaging surface. Saturate
masonry with clean water and flush off loose mortar and dirt.
.2
Scrub with solution of 25 ml trisodium phosphate and 25 ml household detergent
dissolved in 1 l of clean water using stiff fibre brushes, then clean off immediately
with clean water using hose. Alternatively, use proprietary compound recommended
by brick masonry manufacturer in accordance with manufacturer's directions.
.3
Repeat cleaning process as often as necessary to remove mortar and other stains.
.4
Use acid solution treatment for difficult to clean masonry as described in Technical
Note No. 20 published by Brick Institute of America dated September/October 1977.
.5
Test acid cleaning method on designated area of wall, followed by waiting period of
at least one week, before proceeding with cleaning.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
Section 04 22 00
Concrete Unit Masonry
Page 1 of 3
PART 1 - GENERAL
1.1
RELATED WORK
.1
.2
.3
.4
.5
Section 04 04 00 - Masonry Procedures
Section 04 05 12 - Mortar & Grout For Masonry
Section 04 05 23 - Masonry Accessories
Section 04 05 19 - Masonry Reinforcing and Tying
Section 07 84 00 - Firestopping
PART 2 - PRODUCTS
2.1
MATERIALS
.1
Autoclaved or autocured cellular masonry units shall conform to CSA A165.1-94.
.1
.2
.3
Classification: H/7.5/A/M for standard weight, hollow units.
Size: metric modular.
Special shapes: provide purpose made shapes for lintels, bond beams and corners
and sills.
.2
Minimum compressive strength: 15.0 Mpa.
.3
Fire Stop Material:
.1
Mineral wool insulation minimum 4 pcf density in thicknesses to suit joint size.
.2
Hilti CP 672 Firestop Spray or approved equivalent.
PART 3 - EXECUTION
3.1
LAYING CONCRETE MASONRY UNITS
.1
Bond: Running, except where shown otherwise on drawings.
.2
Coursing Height: 200 mm for one block and one joint.
.3
Jointing: concave.
.4
Carry up all walls in a uniform manner without any one partition raised more than 1200 mm
above another at one time.
.5
Parge with mortar all structural steel enclosed with masonry walls before laying masonry.
.6
Set masonry units in running bond and tooth bond all intersections of walls and partitions.
Lay blocks with voids and webs aligned with the block below.
.7
Lay blocks in a full bed of mortar, the full bed of mortar must cover the webs of all blocks as
well as the outer and inner walls. Whenever it is found that this provision is not carried out,
walls shall be taken down and rebuilt, or, at Architect's discretion, all voids shall be filled with
13.8 MPa 2000 psi concrete grout.
.8
Where blockwork is to be exposed, courses shall be level, and alternate vertical joints shall
be aligned. Joints shall be slightly tooled concave. Use stainless steel jointing tools.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
3.2
Section 04 22 00
Concrete Unit Masonry
Page 2 of 3
.9
Chipped or deformed blocks shall not be used where blockwork, either painted or unpainted,
is to be exposed.
.10
The maximum joint thickness shall be 10 mm. Where the specified horizontal reinforcing will
cause the joint thickness to exceed 10 mm, cut the webs of the blocks to accommodate the
reinforcing and to achieve a maximum joint thickness of 10 mm.
.11
Machine cut with a carborundum saw all exposed masonry units which are adjusted in size.
.12
Carry all walls and partitions up to the underside of construction above and finish against
underside of structure above in accordance with requirements shown on the drawings. Leave
30 mm space between block walls and any deck or structure. Pack all voids tightly between
top of walls or partitions and deck with mineral wool insulation. The width of the insulation is
to match the width of the masonry. At fire separations, spray firestop joint spray to minimum
3 mm wet film thickness to completely cover mineral wool insulation on both sides of the wall
overlapping a minimum 13 mm onto metal deck and concrete block wall.
.13
Where shown on the drawings or called for in the Specifications, build-in reglets to receive
flashings. Leave reglets free of mortar.
.14
Cut and make good all openings or chases required by other trades. Where conduits or
pipes occur in masonry work, take special care to ensure that final finish of masonry is
presentable; secure the cooperation of other trades to ensure this result.
.15
Where mechanical or electrical work occurs in walls, the walls shall be thickened to suit and
to maintain required fire, smoke and sound separations. Refer to mechanical and electrical
drawings.
.16
Build-in sleeves as required.
.17
As required, all conduits, etc., provided and erected by other trades, shall be built-in without
breaking bond.
.18
Close masonry walls tightly around all penetrations which occur through them in ceiling
spaces. Build in around fire dampers in accordance with the requirements of the
Underwriters' Laboratory.
.19
Provide lintel blocks with steel reinforcing at all openings in masonry walls unless shown
otherwise on the drawings.
.20
Build-in steel door frames and fill frames with mortar as walls are brought up.
.21
As required, break out autoclaved block cores in order to install horizontal and vertical
reinforcing as specified.
.22
Install caulking at joints within masonry work and where masonry work abuts other surfaces
or materials
CONCRETE MASONRY LINTELS
.1
As called for on the structural drawings, concrete masonry lintels shall be installed in the
openings. Fill all lintels and bond beams with 20 MPa concrete. As indicated on structural
Drawings, provide bearing for all lintels.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
3.3
Section 04 22 00
Concrete Unit Masonry
Page 3 of 3
CLEANING OF MASONRY BLOCK
.1
Allow mortar droppings on unglazed concrete masonry to partially dry then remove by means
of trowel. Follow by rubbing lightly with small piece of block and finally by brushing.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
Section 04 43 23
Stone Masonry
Page 1 of 1
PART 1 - GENERAL
1.1
RELATED WORKS
.1
.2
.3
.4
.5
Section 04 00 00 - Masonry Procedures
Section 04 05 12 - Masonry Mortar and Grout for Masonry
Section 04 05 23 - Masonry Accessories
Section 04 05 19 - Masonry Reinforcing and Tying
Section 05 41 00 - Masonry Ties for Exterior Steel Stud Wall Systems
PART 2 - PRODUCTS
2.1
STONE
.1
Stone shall be manufactured Field Stone as manufactured by Stonerox (415-798-7809).
.2
Colour shall be:
80% Wiarton Willow
10% Meaford Mist
10% Burgundy
2.2
ACCESSORIES
.1
2.5 lb galvanized diamond lath.
PART 3 - EXECUTION
3.1
3.2
3.3
PREPARATION
.1
Report in writing to the Architect any defects in work affecting the work of this Section.
.2
Commencement of work shall be construed as evidence of acceptance of underlying surfaces
as satisfactory.
INSTALLATION
.1
Install manufactured Field Stone in accordance with the manufacturer’s recommendations
to rigid insulation and masonry back-up walls.
.2
Supply and install a continuous weep system rain screen, filter cloth, metal lath and a scratch
coat over the underlying substrate.
.3
Install manufactured Field Stone over the scratch coat
.4
Grout all joints with a flush tooled finish.”
CLEANING
.1
At end of each working day, brush off loose mortar from stone face.
.2
At completion, wash stonework with granulated soap or mild detergent diluted with water and
a soft bristle brush. Refer to manufacture cleaning instruction.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Project:
Project No:
Winchester Community Care Building, Phase II
Page 1
14Y160-191A
STRUCTURAL STEEL FOR BUILDINGS - SECTION 05 12 23
PART 1 - GENERAL
1.1
Related Requirements
.1
1.2
Section 03 30 00: Cast in Place Concrete.
References
.1
All referenced standards to be the current edition or the edition referenced by the
applicable Building Code in force at the time of building permit application, as noted on
Structural Drawings.
.2
Canadian Standards Association (CSA International):
.3
.4
.1
CSA G40.20/G40.21, General Requirements for Rolled or Welded Structural Quality
Steel/Structural Quality Steel.
.2
CSA S16, Limit States Design of Steel Structures.
.3
CSA S136, North American Specifications for the Design of Cold Formed Steel
Structural Members.
.4
CSA W47.1, Certification of Companies for Fusion Welding of Steel.
.5
CSA W48, Filler Metals and Allied Materials for Metal Arc Welding.
.6
CSA W55, Certification of Companies for Resistance Welding of Steel and Aluminum.
.7
CSA W59, Welded Steel Construction (Metal Arc Welding).
.8
CSA W186, Welding of Reinforcing Bars in Reinforced Concrete Construction.
ASTM International Inc.:
.1
ASTM A123/A123M, Standard Specification for Zinc (Hot Dip Galvanized) coating on
Iron and Steel Products.
.2
ASTM A36/A36M, Standard Specification for Carbon Structural Steel.
.3
ASTM A325, Standard Specification for Structural Bolts, Steel, Heat Treated, 830
MPa (120/105 ksi) Minimum Tensile Strength.
.4
ASTM A490M, Standard Specification for High-Strength Steel Structural Bolts,
Classes 10.9 and 10.9.3, for Structural Steel Joints.
.5
ASTM A500, Specification for Cold Formed Welded and Seamless Carbon Steel
Structural Tubing in Rounds and Shapes.
.6
ASTM A1011/A1011M, Standard Specifications for Steel, Sheet and Strip, Hot
Rolled, Carbon, Structural, High-Strength Low-Alloy, High-Strength Low-Alloy with
Improved Formability and Ultra High Strength.
.7
ASTM A992, Standard Specifications for Structural Steel Shapes.
.8
ASTM F1554, Standard Specification for Anchor Bolts, Steel 36, 55 and 105 ksi Yield
Strength.
Canadian Institute of Steel Construction (CISC)/Canadian Paint Manufacturers Association
(CPMA):
Project:
Project No:
.5
1.3
1.4
Winchester Community Care Building, Phase II
Page 2
14Y160-191A
STRUCTURAL STEEL FOR BUILDINGS - SECTION 05 12 23
.1
CISC Handbook of Steel Construction.
.2
CISC/CPMA Standard 1-73a, A Quick-drying One-coat Paint for Use on Structural
Steel.
.3
CISC/CPMA Standard 2-75, Quick-drying Primer for Use on Structural Steel.
.4
CISC Code of Standard Practice, Appendix I, Architecturally Exposed Structural Steel
(AESS).
The Society for Protective Coatings (SSPC) and National Association of Corrosion
Engineers (NACE) International:
.1
SSPC-SP 1, Solvent Cleaning.
.2
NACE No. 3 / SSPC-SP 6, Commercial Blast Cleaning.
.3
NACE No.4 / SSPC-SP 7, Brush Off Blast Cleaning.
.4
NACE No.2 / SSPC-SP 10, Near White Blast Cleaning.
.5
SSPC Technology Guide No.14 – Guide for the Repair of Imperfections in Galvanized,
Organic or Inorganic Zinc-Coated Steel Using Organic Zinc Rich Coating.
.6
SSPC Paint Specification No. 20 – Zinc Rich Coating, Type I – Inorganic and Type II Organic.
Quality Assurance
.1
In accordance with Section 01 43 00 – Quality Assurance.
.2
Qualifications
.1
Structural steel fabricator to be a member of the Canadian Institute of Steel
Construction and to have at least five year experience with structural steel for
buildings.
.2
Structural steel fabricator to be certified by the Canadian Welding Bureau under the
requirements of CSA W47.1, Division 1 or 2 for fusion welding and/or CSA W55.3 for
resistance welding of structural steel components.
.3
Welders to be CWB approved, working under supervision of a CWB approved firm.
.4
Engage a Professional Engineer licensed in the place where the project is located to
be responsible for design, detailing and installation of all connections related to
structural steelwork.
.5
The Professional Engineer designing connections to hold a Certificate of
Authorization, and to carry min. $1,000,000.00 in liability insurance (per occurrence).
Quality Control
.1
Submit in accordance with Section 01 45 00 – Quality Control.
.2
Source Quality Control Submittals:
.1
Submit mill test reports 4 weeks prior to fabrication of structural steel.
.1
Mill test reports to show chemical and physical properties and other details of
steel to be incorporated in project.
Project:
Project No:
Winchester Community Care Building, Phase II
Page 3
14Y160-191A
STRUCTURAL STEEL FOR BUILDINGS - SECTION 05 12 23
.2
.3
1.5
The reports to be correlated to the materials or products to which they pertain
Tolerances
.1
Conform to the fabrication and erection tolerances of CAN/CSA S16.
.2
If more stringent tolerances are specified elsewhere to suit interfacing materials or
AESS members, the latter shall govern.
Action and
and Informational Submittals
.1
Provide submittals in accordance with Section 01 33 00 - Submittal Procedures.
.2
Shop Drawings:
.3
.1
Provide drawings stamped and signed by the Professional Engineer responsible for
steel connections.
.2
Before submitting shop drawings, provide a letter signed and sealed by that Engineer
stating that he has been engaged to undertake the responsibility for the above. Also
submit a copy of that Engineer’s Certificate of Authorization, and proof of his liability
insurance.
.3
If additional information is required from the Consultant, allow a minimum of five
working days for the Structural Engineer to review and respond to the request for
information.
.4
It is advisable to submit erection diagrams for review before preparing shop details.
Copies of plans and section details developed by Halsall will not be accepted as
erection diagrams.
Erection drawings:
.1
.4
Submit erection drawings indicating details and information necessary for assembly
and erection purposes including:
.1
Description of erection methods.
.2
Sequence of erection.
.3
Temporary bracings.
.4
Beam sizes (in addition to beam marks).
.5
Connections where threads must be excluded from shear plane.
.6
Members which are considered AESS and their category.
.7
Type and finish of bolts in AESS connections.
.8
Side where bolt heads should be placed in AESS connections.
.9
Weld grinding, finish and profile in AESS field connections.
Fabrication drawings:
.1
Submit fabrication drawings showing designed assemblies, member sizes,
components and connections. Show on drawings:
.1
Material specifications.
Project:
Project No:
.5
Winchester Community Care Building, Phase II
Page 4
14Y160-191A
STRUCTURAL STEEL FOR BUILDINGS - SECTION 05 12 23
.2
Surface preparation.
.3
Shop painting / galvanizing.
.4
Section splices.
.5
Types of shop and field connections.
.6
Net weld lengths.
.7
Precautions which will be taken to exclude threads from shear planes of bearing
type bolted connections (where applicable).
.8
Protected zones.
.9
Vent holes required for galvanizing process.
.2
Show details by which steel assemblies, which are set in concrete, are to be
connected to the formwork.
.3
Substitution of alternative sections will only be allowed provided the new members
have equal or greater capacity and stiffness and their dimensions are approved by
the Consultant.
On completion of erection, submit a letter signed and sealed by the Professional Engineer
responsible for structural steel connections certifying that the work has been completed in
accordance with all contract documents.
PART 2 - PRODUCTS
2.1
Design Requirements
.1
Design details and connections in accordance with requirements of CSA S16 and CSA
S136 to resist forces and to allow for movements indicated. Consider load effects due to
fabrication, erection and handling.
.2
When requested, submit sketches and design calculations stamped and signed by the
Professional Engineer responsible for connection design.
.3
Beam end connections:
.1
Select beam end connections from CISC "Handbook of Steel Construction" when
connection for shear only (standard connection) is required.
.2
When shears are not indicated, select or design non composite beam end
connections to resist reaction due to maximum uniformly distributed load capacity of
the beam in bending.
.3
When shears are not indicated, select or design composite beam end connections to
resist one and a half times the reaction due to maximum uniformly distributed load
capacity of the non composite beam section in bending.
.4
Provide seated beam connections with top clip angles.
.5
Provide all spandrel beams and all floor beams not fully braced by floor construction with
top and bottom flange connections for torsional restraint.
.6
Assume that bolt threads are intercepted by shear plane, unless special measures are
indicated on shop drawings to exclude threads from shear plane.
Project:
Project No:
Winchester Community Care Building, Phase II
Page 5
14Y160-191A
STRUCTURAL STEEL FOR BUILDINGS - SECTION 05 12 23
.7
Connection design to include consideration of all pass-through forces, including tension,
compression, moment or shear. Provide local reinforcement at connection or joint as
required.
.8
Where axial forces occur in beams framing to opposite sides of a supporting member,
design connections for a pass-through force equal to the smaller axial force. If beam sizes
differ, assume the axial force is centred in the smaller beam. Where beams frame into
columns, connect each beam for the axial force shown.
.9
Follow conceptual connection details if shown on structural drawings. Do not change
without the Consultant’s written approval.
.10 Pretension all high-strength bolts used in:
.1
All elements resisting crane loads.
.2
Connections where bolts are subject to tensile loads.
.3
Connections using oversized or slotted holes unless finger-tight bolts are required to
accommodate movement.
.4
Connections required by CSA S16 to be pre-tensioned.
.11 Install web and flange stiffener plates at moment connections as required by connection
design and detail but in every case when indicated on the drawings. If the shear
generated in column web exceeds its shear capacity, reinforce the web.
.12 For beams continuous over support, provide at least one stiffener plate each side of web,
unless different stiffeners are shown on drawings.
.13 Design gusset plates and bracing connections for members which are parts of seismic
force resisting system to allow ductile rotation and to satisfy requirements of CSA S16.
Design gusset plates for other compression members for the force equivalent to twice the
specified compression member force, or provide stiffeners to prevent gusset plate
buckling.
.14 Provide moment connections at splices to maintain continuity of cranked beams. Provide
header plates or stiffener plates to resist unbalanced flange forces at splices.
.15 Provide all wall supporting members (shelf angles, hangers, stubs, back braces, etc.)
which are attached to floor beams with adjustable connections capable to compensate for
the deflection of the floor beams due to self weight of concrete. Anticipate beam
deflection to be equivalent to the camber shown, or 20 mm (whichever is more).
Alternatively, fabricate based on actual deflected shape of the beams as measured after
concrete is poured.
.16 Detail and erect vertical diagonal plate and rod bracings to provide a prestress of
approximately 15 MPa (2 ksi). Prestress to be effective when building ambient
temperature has stabilized.
.17 Provide slotted holes long enough to allow for deflection indicated on drawings plus
construction tolerance, assuming bolts are centred in slots. Bolts are to be finger-tight
with burred threads to allow for movement during the life of structure without bolts
loosening.
.18 Do not oversize anchor rod holes for site tolerances.
Project:
Project No:
Winchester Community Care Building, Phase II
Page 6
14Y160-191A
STRUCTURAL STEEL FOR BUILDINGS - SECTION 05 12 23
.19 Connect new steel members to existing concrete using drilled concrete anchors. Activate
wedge type anchors by applying pre-determined torque recommended by the
manufacturer. Do not field weld at connections with adhesive anchors.
2.2
Materials
.1
Structural steel:
.1
Rolled shapes: to CSA G40.21.
.2
Hollow structural sections: to ASTM A500 or CSA G40.21.
.3
Structural pipe: to ASTM A53.
.2
Anchor rods: CSA G40.21, Grade 300W, unless ASTM F1554 Grade 105 is indicated on
drawings.
.3
Bolts, nuts and washers: to ASTM A325.
.4
Load indicating washers: to ASTM F959.
.5
Weldable reinforcing steel: to CSA G30.18, deformed bars.
.6
Grating: Galvanized safety grating. Minimum thickness of material 2mm (0.079"}. Banded
ends. Bolted connections. Capacity 4.8 kPa (100 psf) unless noted otherwise on drawings.
Maximum deflection 1/180th of span.
.7
Checker plate: to CSA G40.21, Grade 300W. Plate with rolled-in embossments to provide
non-slip surface.
.8
Welding materials: to CSA W48 and CSA W59, certified by Canadian Welding Bureau. For
members in seismic force resisting system, refer to additional requirements in CSA S16.
.9
Shop paint: to CISC/CPMA 1-73a.
.10 Shop paint primer: to CISC/CPMA 2-75, solvent reducible alkyd, red oxide, compatible with
specified topcoat.
.11 Zinc-rich coating: to SSPC Paint Specification No.20, compatible with top coat (where
specified).
.12 Hot dip galvanizing: to ASTM A123/A123M, minimum zinc coating of 600 g/m².
.13 Headed studs: to CSA W59, min. Fy=340MPa.
.14 Joint filler for exposed steelwork: Epoxy resin.
.15 Sliding bearing assembly: Galvanized top steel plate with a type 304 stainless steel highly
polished lower surface and bottom elastomeric pad with a polytetrafluoroethylene (Teflon)
upper surface. Static and kinetic coefficients of friction not to exceed 5% under 7MPa to
14MPa working stress. Elastomeric bottom pad to allow a 2% rotation of upper plate and
still maintain a substantially uniform bearing pressure between plate and pad.
.16 Elastomeric bearing pad: Structural grade 50 durometer neoprene.
.17 Galvanizing vent hole plug: Grade 6061 Aluminum circular plug.
2.3
Fabrication
.1
Fabricate structural steel in accordance with CSA S16 and with reviewed shop drawings.
Project:
Project No:
Winchester Community Care Building, Phase II
Page 7
14Y160-191A
STRUCTURAL STEEL FOR BUILDINGS - SECTION 05 12 23
.2
Install shear studs in accordance with CSA W59.
.3
Continuously seal members by intermittent welds and plastic filler unless continuous
welds are indicated on drawings.
.4
Provide holes in beam flanges or weld threaded studs as required for attachment of wood
nailers.
.5
Position beams having permissible mill camber so that the camber is up.
.6
Install stud anchors in shop with end welds in accordance with the recommendations of
the stud manufacturer. Lengths of studs given on drawings are the lengths after welding.
Replace studs that crack in the weld or shank.
.7
Increase specified section thickness at no extra cost if required for fabrication (bending)
or galvanizing, Alternatively, fabricate curved sections from plates.
.8
Reinforce holes through webs of beams and columns in accordance with Typical Detail.
Alternatively, design reinforcing in accordance with the procedure set forth in the CISC
Handbook of Steel Construction, and provide calculations for the Consultant’s review.
.9
Provide 16mm (5/8”) diameter weep holes in base plates of HSS columns which are not
made watertight.
.10 HSS members which require galvanizing to either be per CSA G40.21, grade 350W, Class
H, or to be stress relieved prior to galvanizing.
.11 Provide vent holes in HSS sections where required for galvanizing process. Located so
that any water inside HSS will drain away when HSS is in its final position. Maximum size
– 16mm (5/8”) diameter. Fill holes with vent hole plugs after galvanizing.
.12 Provide 12 (1/2”) dia. holes in HSS columns to be filled with concrete. Locate at opposing
column faces 150mm (6”) from each end.
.13 Connect together double beams and double channels at not more than 1200mm (4 ft)
centres unless the members are welded toe to toe.
.14 Connect together axially loaded built-up members in accordance with the requirements of
CSA S16. In addition, interconnect compression members for trusses and bracing at least
at the one-third points.
.15 Connect cover plates of built-up members to develop the capacity of the built-up member.
.16 Weld beams to bearing plates unless otherwise noted on drawings. Extend beams for full
length of bearing plates. Set bearing plates 10mm (3/8”) back from edge of support.
.17 Anchor roof beams bearing on walls with a minimum of two 16mm (5/8") diameter x
380mm (1'-3") long anchor rods, unless otherwise noted on the Drawings.
.18 Provide cap plates at tops of columns where required for support of deck, slab, joists,
beams or safety anchors.
.19 Provide connections between tie joists and columns, coordinate with joist supplier.
.20 Provide closure plates for all exposed and for all exterior tubular members.
.21 Provide diagonal or cantilevered angles at sides of columns where required to support
deck or slab.
.22 Connect steel lintels to columns where openings are adjacent to columns.
Project:
Project No:
Winchester Community Care Building, Phase II
Page 8
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STRUCTURAL STEEL FOR BUILDINGS - SECTION 05 12 23
.23 Unless otherwise noted on drawings, provide 76 x 76 x 9.5 (3" x 3" x 3/8") seat angles
attached to sides of columns to support masonry lintels adjacent to columns. Length of
seat to equal width of lintel minus 25 mm (1").
.24 Complete welded shop connections prior to galvanizing.
.25 Mark materials in accordance with CSA G40.20/G40.21. Do not use die stamping. When
steel is to be left unpainted, place marking at locations not visible from exterior.
.26 Match marking: shop mark bearing assemblies and splices for fit and match.
.27 Where shop inspection is required, do not ship material to the site before it has been
inspected.
.28 Fabricate in stages complex members for which steel inspection is impossible or difficult
once completed, and arrange for the Inspection and Testing Agency to do intermediate
shop inspections.
2.4
Shop Painting
.1
Clean all members to SSPC-SP 1, Remove loose mill scale, rust, oil, dirt and foreign
matter.
.2
In addition for members receiving shop primer paint: Clean steel to SSPC-SP 7 Brush-Off
Blast Cleaning.
.3
In addition for members receiving intumescent coating: Clean steel to SSPC-SP 6
Commercial Blast Cleaning
.4
In addition for members receiving zinc-rich coating: Clean steel to SSPC-SP 10 Near White
Blast Cleaning.
.5
Apply one coat of shop paint CISC/CPMA 1-73a to steelwork in the shop with the
exception of:
.1
Members to receive spray fireproofing.
.2
Members to receive a finish coat of paint on site for which a CISC/CPMA 2-75 shop
primer is required.
.3
Members to receive intumescent coating for which a compatible shop primer is
required.
.4
Members to receive zinc-rich coating.
.5
Galvanized members.
.6
Shear connectors and top flanges of composite beams with field welded shear
connectors.
.7
Surfaces encased in or in contact with cast-in-place concrete including top flanges of
beams supporting slabs.
.8
Surfaces and edges to be field welded for a distance of 50 mm (2") from joints.
.9
Faying surfaces of slip-critical connections.
Project:
Project No:
Winchester Community Care Building, Phase II
Page 9
14Y160-191A
STRUCTURAL STEEL FOR BUILDINGS - SECTION 05 12 23
.6
Apply one coat of contrasting colour shop paint to all protected zones indicated on
structural drawings to clearly delineate their extent.
.7
Apply one coat of compatible primer paint (CISC/CPMA 2-75) in the shop to steelwork to
receive a finish coat of paint on site.
.8
Apply one coat of compatible primer paint in the shop for steel to receive intumescent
coating on site, see section 07 81 00 Applied Fireproofing.
.9
Apply galvanizing in the shop to all structural steel located beyond the vapour barrier,
including:
.1
Shelf angles and hangers in exterior walls.
.2
Lintels in exterior walls.
.3
Exposed exterior steel members, including columns at main entrance.
.4
Other steel noted on drawings.
.10 If galvanized steel is to be painted, use only non passivated galvanizing process (without
chromate coating).
.11 Apply paint under cover, on dry surfaces when surface and air temperatures are above
5ºC.
.12 Maintain dry condition and 5ºC minimum temperature until paint is thoroughly dry.
.13 Strip paint from bolts, nuts, sharp edges and corners before prime coat is dry.
PART 3 - EXECUTION
3.1
3.2
3.3
General
.1
Structural steel work: in accordance with CSA S16.
.2
Welding: in accordance with CSA W59.
Connection to
to Existing Work
.1
Verify dimensions and condition of existing work. Determine any potential interference
with existing services. Report discrepancies and potential problem areas to Consultant for
direction before commencing fabrication.
.2
Take precautions to protect existing works from damage. Repair damage to adjacent
materials caused by structural steel installation.
Erection
.1
Erect structural steel in accordance with CSA S16 and reviewed erection drawings.
.2
Do not field cut or alter any members without the Consultant’s approval.
.3
Make adequate provision for all loads acting on the structure during erection. Provide
erection bracing to keep the structure stable, plumb and in true alignment during
construction. Bracing members or connections shown on Structural Drawings are those
required for the completed structure, and may not be sufficient for erection purposes. Do
not remove erection bracings without written approval from the Engineer who designed it.
Project:
Project No:
Winchester Community Care Building, Phase II
Page 10
14Y160-191A
STRUCTURAL STEEL FOR BUILDINGS - SECTION 05 12 23
.4
Set column base plates on leveling screws or on steel shims to the required elevation
ready for grouting. Alternatively, use leveling plates set with grout and level to within 1.5
mm (1/16") across the plate. Do not erect columns upon plates exceeding this tolerance.
Lift base plates for inspection when directed.
.5
Grout under column base plates and beam bearing plates as soon as steelwork is
completed. Do not add load on steelwork until grouting is completed and grout strength
has reached at least 20 MPa.
.6
Do not make permanent connections until structure has been properly aligned.
.7
Adjust and finalize connections at wall supporting elements affected by floor beam
deflections after concrete is poured.
.8
Report ill-fitting connections to the Consultant before taking corrective measures.
.9
When welding after galvanizing is in place, grind away galvanizing at areas to be welded.
.10 Do not weld in an ambient temperature below -17ºC. Preheat material adjacent to welding
areas when ambient temperature is between -17ºC and +4ºC.
.11 Remove slag from all completed welds so that they may be visually inspected.
.12 Seal members by continuous welds where indicated.
3.4
Field Quality Control
.1
Refer to Section 01 45 00 Quality Control
.2
Bring to the attention of the Consultant any defects or deficiencies in the work together
with a proposal for remedy. The Consultant will decide what corrective action may be
taken, and will issue the necessary instructions.
.3
Construction Review:
.4
.1
General review during construction by the Consultant will be carried out by
examination of representative samples of the work.
.2
Construction review reports will outline any deficiencies found.
Inspection and testing:
.1
An Inspection and Testing Agency (certified to CSA W178.1 & 2) will be appointed to
carry inspection and testing of all structural steel.
.2
Do not commence fabrication until details of inspection have been worked out with
the Agency.
.3
The Inspection Agency will submit reports to the Consultant, Structural Engineer,
Contractor and Municipal Authorities covering the Work inspected and provide details
of errors or deficiencies observed.
.4
Work will be inspected in the shop and when erected. Store fabricated members in
the shop so that they are accessible for inspection. Items to be cast into concrete will
be inspected on site before being installed.
.5
Inspection will include:
Project:
Project No:
Winchester Community Care Building, Phase II
Page 11
14Y160-191A
STRUCTURAL STEEL FOR BUILDINGS - SECTION 05 12 23
.1
Checking that the mill test certificates or producer’s certificates are properly
correlated to materials and products supplied for the project or that legible
markings were made on the material and products by the producers in
accordance with the applicable standards. Where this is not possible, notify the
Consultant and if requested carry out sample tests as described below.
.2
Confirming that all materials meet specifications.
.3
Sampling fabrication and erection procedures for general conformity with the
requirements of the Contract.
.4
Checking welders' CWB Certification.
.5
Checking fabricated members against specified member shapes.
.6
Checking fabricated members against allowable mill sweep and camber.
.7
Checking fabricated members against specified camber.
.8
Visual inspection of all welded connections including spot checking of joint
preparation and fit up.
.9
Sample checking bolted joints.
.10 Sample checking stud anchors.
.11 Sample checking drilled concrete and masonry anchors.
.12 Sample checking that tolerances are not exceeded during erection including
fit-up of field welded joints.
.13 Inspection of field cutting.
.14 Inspection of sliding bearings.
.15 Inspection of surface preparation, shop paint and field touch-up.
.16 Inspection of galvanizing and field touch-up.
.17 Inspection of grouting under base plates and bearing plates.
.6
Arrange for the Inspector to be present during welding of 10% of moment
connections and 10% of butt welds in direct tension.
.7
Sample testing: When required, test coupons will be taken and tested in accordance
with CSA G40.20 to establish identification. Cut samples from member locations
selected by Structural Engineer and provide to the Inspection and Testing Agency.
Make good the locations if requested, at no extra cost, by adding new plates and
welds acceptable to the Structural Engineer. The Agency will have the samples tested
for mechanical properties and for chemical composition and will classify the steel as
to specification.
.8
Arrange for the Inspector to start field inspection as soon as each section of the Work
is completed, plumbed, bolts tightened and field welding finished.
.9
The Inspector will check the specified camber of all beams. Do not place steel deck
until this has been done and approved in writing by the inspector.
Project:
Project No:
Winchester Community Care Building, Phase II
Page 12
14Y160-191A
STRUCTURAL STEEL FOR BUILDINGS - SECTION 05 12 23
.10 The Inspector will visually check all bolts in bearing connections. Where erection
drawings indicate bolts with threads excluded from the shear plane, he will remove
nuts from 1% of all bearing bolts and check that thread is excluded from the shear
planes.
.11 The Inspector will visually check all stud shear connectors on composite steel beams.
At least on stud in every 150 and all studs which do not have a complete end weld,
which are repaired by welding or which show less than the normal reduction in height
due to welding will be bent 15 degrees from their axis towards the nearest support,
as specified in CSA-W59. Bent studs that show no sign of failure will be accepted and
shall remain in the bent position. Studs that crack in weld, base metal or shank will
be rejected. Studs with end welds covering less that 85% of the perimeter will be
rejected even if they pass the bend test.
.12 The Inspector will provide full time inspection during installation of post installed
adhesive anchors subject to sustained tension loads.
.13 The Inspector will randomly select and pull test 5% of all types and sizes of post
installed anchors installed on a weekly basis, but not less than one anchor of each
type, size and orientation. Pull test to twice the allowable tensile load, or 1.5 times
the factored resistance of the anchor given by the manufacturer. Chose anchor
locations where proximity to concrete edge does not affect anchor capacity, or use
reduced anchor loads per manufacturer’s recommendation. Submit reports to
Consultant within one week of testing. Reports to indicate each anchor location, test
load and mode of failure, if applicable. Notify Consultant immediately if any anchor
fails the pull test.
.14 The Inspector will visually check all the adjustable connections at wall supporting
members to ensure the connections have been finalized after the concrete is poured.
3.5
Field Painting
.1
Paint in accordance with Section 09 91 00 Painting
.2
Touch up damaged surfaces with the same paint as the shop primer.
.3
Repair any galvanized or zinc rich painted surfaces which have been damaged or field
welded in accordance with SSPC Technology Guide No.14.
.4
Clean and prepare surfaces of bolts, which will receive a finished coat of paint in the same
manner as the connected steelwork.
END OF SECTION 05 12 23
Community Care Building
Phase 2
Winchester
Section 05 41 00
Exterior Steel Stud Wall Systems
Page 1 of 5
PART 1 - GENERAL
1.1
RELATED WORK SPECIFIED ELSEWHERE
.1
1.2
DELIVERY AND STORAGE MATERIALS
.1
1.3
1.4
Section 09 21 16 - Interior Gypsum Board
All materials shall be delivered in their unopened packages and stored in an enclosed shelter
providing protection from damage exposure to the elements. Damaged or deteriorated
materials shall be removed from the premises.
REFERENCES
.1
ASTM A591/591M-89(1994), "Steel Sheet, Electrolytic Zinc-Coated, for Light Coating Mass
Applications".
.2
ASTM A780-93a, "Standard Practice for Repair of Damaged and Uncoated Areas of Hot-Dip
Galvanized Coatings".
.3
ASTM A792M-85a, "Steel Sheet, Aluminum-Zinc Alloy Coated by the Hot-Dip Process,
General Requirements (Metric)".
.4
CAN/CGSB-7.1-M86, "Cold Formed Steel Framing Components".
.5
CAN/CSA-S136-94, "Cold Formed Steel Structural Members".
DESIGN CRITERIA
.1
Calculate structural properties in accordance with CAN/CSA-S136, limit states design
principles using factored loads and resistances.
.2
Calculate loads and load factors in accordance with the Ontario Building Code.
.3
Determine resistances and resistance factors in accordance with the Ontario Building Code
and CSA-S136.
.4
Select studs which will deflect under specified lateral loads not more than L/720 for wall studs
supporting masonry veneer cladding. Limit free play and movement in connections
perpendicular to the plane of the framing to 0.5 mm relative to the building structure.
.5
Space wall studs 400 mm maximum intervals.
.6
Design metal stud systems and attachments to accommodate the full range of tolerances
permitted in adjoining materials.
.7
Design stud end connections to accommodate structural deflections, frame shortening, and
vertical tolerances permitted in structure such that studs are not loaded axially.
.8
Take into account local loadings due to anchorage of cladding and interior wall mounted
fixtures where shown.
.9
Design bridging to prevent member rotation and member translation perpendicular to the
minor axis for lateral load bearing studs. Provide for secondary stress effects due to torsion
between lines of bridging. Provide metal bridging at 1200 mm o.c. maximum. Use closer
spacing if required by structural design.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
1.5
1.6
Section 05 41 00
Exterior Steel Stud Wall Systems
Page 2 of 5
.10
For roof loadings that are to be included in the design of the roof structure refer to the
structural drawings and specifications.
.11
All windows and glazing connections to structure shall allow for a vertical deflection of the
structure of 12 mm.
SUBMITTALS
.1
Submit shop drawings indicating design loads, member sizes and spacings, materials,
thicknesses exclusive of coatings, section properties, coating specifications, connection and
bridging details, types, sizes, and spacing of fasteners, and tolerances. Indicate locations,
dimensions, openings, tolerances, and requirements for coordination of adjoining Work.
.2
Show coordination with masonry connectors and other attachments including windows, door
frames, louvres, woodwork, plumbing fixtures, and electrical fixtures and panels.
.3
Submit certified copies of mill reports covering chemical and mechanical properties, and
coating designation of steel used in the Work.
.4
Submit product data for mechanical fasteners, indicating sizes, load capacities, and type of
corrosion protection.
.5
Submit samples of all framing components and fasteners if requested.
.6
Do not construct Work until review of submittals, other than field review reports, is completed.
.7
Shop drawings shall bear the stamp of a Professional Structural Engineer licensed in the
Province of Ontario as retained by the Contractor to design the exterior steel stud wall system
and who shall also review the installation on site.
.8
Written site review reports from the Professional Structural Engineer retained to design the
exterior steel stud wall system shall be provided to the Architect on at least a bi-weekly basis
during the period of the exterior steel stud wall construction, or provide one report per building
elevation, whichever occurs most frequently.
SAMPLES
.1
Submit for approval samples of all elements of the system including the special top
connection arrangement for the top of steel studs at the top runner track.
.2
Submit samples of all the proposed fasteners for approval.
.3
Do not proceed with either fabrication or delivery of materials to the site of the installation until
approval of all samples has been received.
PART 2 - PRODUCTS
2.1
MATERIALS
.1
Steel Studs: 152mm deep, 1.15 mm thick galvanized steel studs with a 33.5 mm return, as
manufactured by Bailey Metal Products, or approved equivalent. Galvanizing shall be a
minimum Z275 coating.
.2
Intermediate horizontal stiffeners: 38.1 x 12.7 x 1.44 mm formed galvanized steel channels
that friction fit into cut-outs in steel studs. Galvanizing shall be a minimum Z275 coating.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
Section 05 41 00
Exterior Steel Stud Wall Systems
Page 3 of 5
.3
Caulking: a one part acrylic terpolymer.
.4
Masonry Ties: #HDG-3 galvanized tie with HDGW-1 V-wire as manufactured by Bailey Metal
Products in a custom size to suit thickness of wall assembly or approved equivalent.
Galvanized coating shall be hot dipped to ASTM A653M designation Z180 or better.
.5
Exterior gypsum board sheathing: 13 mm thick Dens Glass Gold gypsum board core with a
silicone treatment as manufactured by Georgia-Pacific Corporation or GlasRoc High
Performance Exterior Sheathing as manufactured by CertainTeed Gypsum Canada Inc.
.6
Interior gypsum board shall be 13 mm or 16 mm thick eased edge gypsum core with manila
finished paper faces or 13 mm or 16 mm thick fire rated eased edge gypsum board as shown
on the drawings. Comply with CSA A-82-27 and ASTM C36.
.7
Insulation: Glass fibre insulation batts nominally 150 mm thick providing an RSI value of 3.5.
Batts shall be friction fit to suit steel stud spacing.
.8
Screw fasteners: Hex, pan or wafer head, self-drilling, self-tapping sheet metal screws with
zinc or cadmium plating at 0.008 mm coating thickness.
.9
Reinforced tape shall be strong, cross laminated fibre tape, perforated and lightly creased for
corner application.
.10
Pre-fill joint compound shall be a polyindurate material that hardens in 2 hours time.
.11
Joint filling compound shall be ready mixed compatible embedding, filling and finishing
compounds of a vinyl base formulation.
PART 3 - EXECUTION
3.1
ERECTION
.1
Align runner track accurately according to exterior wall layout and secure to base and head
with drilled anchors spaced 400 mm o.c.
.2
Position steel studs vertically in runners and space no greater than 400 mm. Securely anchor
each stud to runner with two 13 mm type S Pan Head Screws at bottom, with one screw in
each flange. Slide on masonry ties where wall facing is to be brick. Requirement for number
of ties to CAN3-A370-M84.
.3
Cut members using saw or shears.
.4
Erect framing true and plumb within specified tolerances. Make all field measurements
necessary to ensure fit of all members.
.5
Provide temporary bracing, if required for framing to sustain loads applied during erection and
subsequent construction.
.6
Anchor tracks securely to structure at 800 mm o.c. maximum. Place one additional anchor
within 150 mm of each end of each piece of track, and additionally as required by structural
design.
.7
Erect studs plumb and in alignment, and attach both flanges to legs of top and bottom tracks
with one screw, No. 8 minimum diameter, at each connection (4 per stud). Do not splice
studs.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
3.2
Section 05 41 00
Exterior Steel Stud Wall Systems
Page 4 of 5
.8
Reinforce cutouts which occur within 300 mm of the end of a stud. Align stud cutouts
horizontally. Do not allow additional cutouts to be made in the field, except as approved by
the Engineer responsible for preparation of shop drawings.
.9
Use sliding stud clips to attach studs to the structure. Leave a minimum gap of 12 mm to
accommodate structural movement. Design end connections for maximum take-up of play
plus lateral deflection under full design load.
.10
Install additional studs at not more than 50 mm from abutting walls, openings, terminations
against other materials, and on each side at corners.
.11
Frame all openings in stud walls, except openings less than 100 mm in any dimension, and
provide framing at points of attachment of wall mounted fixtures to adequately carry loads by
using additional framing members and bracing as required structurally. Minimum additional
framing shall be double vertical studs at either side of openings.
.12
Brace steel studs with horizontal bridging channels through stud cutouts at maximum vertical
centres of 1220 mm. Fasten horizontal bridging channels to each stud with bridging clips
using four (4) No. 8 min. diameter screws.
.13
Install bridging in longest practical lengths. Where splices are required, make them more
than one stud space long, with each end fastened at a stud, or reinforce splices with inverted
channel bridging pieces 300 mm long, centred on the joint, and fastened at ends (4 screws
or welds, 1 at each end of reinforcement, 1 at end of each spliced piece).
.14
Co-ordinate erection of studs with installation of service lines.
.15
Use screws long enough to penetrate beyond joined materials by more than three (3)
exposed threads. Use wafer-head fasteners or welds where panel products will be installed
against the attachment.
.16
Use screws with drilling and holding capabilities recommended by the manufacturer for the
materials being fastened. Select different screws if initial selection fails to drill effectively, or
tends to strip out.
.17
Repair damaged zinc coating using zinc-rich primer in accordance with ASTM A780.
ERECTION TOLERANCES
.1
Plumb: 1/500 of member length maximum.
.2
Straightness (camber and sweep): 1/1000 of member length, maximum. Replace members
with local buckling or bends.
.3
Spacing: not more than 3 mm from design spacing, non-cumulative.
.4
Location: within 10 mm of indicated alignment, and within 5 mm where alignment of structure
permits.
.5
Gap between end of stud and web of track (when connected): 4 mm maximum.
.6
Alignment of adjoining or abutting members in the same plane, where supporting continuous
cladding or sheathing: 1 mm maximum.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
3.3
3.4
INSULATION AND GYPSUM BOARD INSTALLATION
.1
Glass fibre insulation shall be installed between steel studs only where shown on the
drawings. Insulation shall be continuous and shall fit snugly in place. Cut insulation neatly
to suit.
.2
The exterior face of the steel stud wall shall present a vertical true surface for fastening
exterior insulation sheathing.
.3
Apply gypsum board to interior side of steel studs in all locations.
.4
Apply exterior gypsum board sheathing to the full exterior face of steel studs.
.5
Gypsum board shall be applied with the long dimension parallel to the studs and all abutting
ends and edges shall occur over stud flanges.
.6
Cut board neatly to fit around all interruptions.
.7
Interior gypsum board shall be fitted tightly against abutting gypsum board sheets and all
other items in the building wall system in order to provide an air tight enclosure.
.8
Install sealant at the perimeter and both sides of all walls and at all interruptions.
.9
Gypsum board shall be screwed with 25 mm screws at 300 mm on centres at a maximum
vertically in the field of the board and 400mm on centre horizontally in the field of the board
screw at 200 mm on centres along the vertical abutting edges.
INSTALLATION OF BRICK AND STONE TIES
.1
3.5
Install brick and stone ties on the web side of steel studs using two fasteners in vertical
alignment. Align ties with inside face of exterior gypsum board sheathing using built-in
sheathing stops. Space ties at 600 mm o.c. vertically and 400 mm o.c. horizontally.
INSTALLATION OF ACCESSORIES
.1
3.6
Section 05 41 00
Exterior Steel Stud Wall Systems
Page 5 of 5
Install accessories in accordance with Section 09 21 16 - Gypsum Board.
INSTALLATION OF GYPSUM BOARD JOINT TREATMENT
.1
At the interior of all walls apply joint treatment in accordance with Section 09 21 16 - Gypsum
Board Systems.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
Section 05 50 00
Metal Fabrications
Page 1 of 5
PART 1 - GENERAL
1.1
RELATED WORK
.1
.2
1.2
1.3
1.4
1.5
EXAMINATION
.1
Commencement of work shall imply acceptance of all underlying work.
.2
Do not proceed with installation of work until the work which is to receive it and site conditions
are satisfactory.
SHOP DRAWINGS
.1
Submit drawings of all miscellaneous metalwork items for review. Clearly show assembly
and installation details including location and type of all exposed fastenings.
.2
Shop drawings of access ladders, guard rail and support of the adult change table in Room
05 shall bear the signature and stamp of a qualified professional engineer registered in the
province of Ontario.
.3
Do not proceed with fabrication until respective shop drawing is reviewed.
REFERENCES
.1
Do welding work in accordance with CSA W59-Ml989.
.2
CAN/CGSB-1.40-M89, Primer, Structural Steel, Oil Alkyd Type.
.3
CAN/CGSB-1.108-M89, Bituminous Solvent Type Paint.
.4
CAN/CSA-G40.21-M92, Structural Quality Steels.
.5
CSA W59-1989, Welded Steel Construction (Metal Arc Welding).
DESIGN CRITERIA
.1
1.6
Section 06 40 10 - Millwork Drawings
Section 09 91 23 - Painting
Design, detail and fabricate in general to CSA S16.1969.
QUALIFICATION STANDARDS
.1
Welding shall be undertaken by a fabricator fully approved by the Canadian Welding Bureau
to the requirements of CSA Standard W47 Welding Qualification Code for application to
fabricating and contracting firms; CSA Standard W55.3 Resistance Welding Qualification
Code for Fabricators of Structural Members used in Buildings, and/or CSA Standard W47.2,
Aluminum Welding Qualification Code, as applicable.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
Section 05 50 00
Metal Fabrications
Page 2 of 5
PART 2 - PRODUCTS
2.1
MATERIALS
.1
Structural Steel Shapes: medium open hearth steel conforming CAN3-G40.21-M92, Grade
300W.
.2
Steel pipe: conform to ASTM A53-84a, standard weight, type 40, seamless, black and
galvanized finish for exterior use.
.3
Small Shapes: low carbon mild steel CSA Specification G40.5
.4
Aluminum: conform to CSA HA Series of Standards.
.5
Bolts and Anchor bolts: to ASTM A307-84a.
.6
Galvanizing: hot dipped galvanizing with zinc coating 600 g/m² to CAN/CSA G164, for all
exterior work, except where otherwise indicated.
.7
Grout: Non-shrink, non-metallic, flowable, 24 hr., 20 MPa, pull-out strength 7.9 MPa.
.8
Welding Materials: to CSA W59-1989.
.9
Shop Primer: Conform to CAN/CGSB-1.40-M89 for interior work except where otherwise
indicated.
.10
Zinc Primer: Zinc rich, ready mix, conform to CAN/CGSB-1.181-92.
.11
Bituminous Paint: to CAN/CGSB-1.108.
PART 3 - EXECUTION
3.1
3.2
PROTECTION
.1
Prevent contact between different metals and between metal and concrete or mortar by a
heavy coating of bituminous paint.
.2
Repair damaged galvanized surfaces with zinc rich paint where damaged by welding, cutting,
or handling.
FABRICATION
.1
Weld connections where possible, otherwise bolt connections. Countersink exposed
fastenings, cut off bolts flush with nuts. Exposed connections to be same material, colour
and finish as base material on which they occur.
.2
Accurately form connections with exposed faces flush: mitres and joints tight.
.3
Use self-tapping shake-proof flat headed screws on items requiring assembly by screws or
as indicated.
.4
Fit and assemble work in shop where possible. Execute work according to details and
reviewed shop drawings; where shop fabrication is not possible, make trial assembly in shop.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
3.3
3.4
Section 05 50 00
Metal Fabrications
Page 3 of 5
.5
Take measurements at the site before proceeding with fabrication. Variations in job
dimensions and dimensions on the drawings shall be reported to the Architect who shall
determine the adjustment to be made.
.6
All exposed welds shall be continuous for length of each joint. File or grind exposed welds
smooth and flush.
.7
Accurately fit joints and intersecting members in true planes, with positive fastening.
FINISHING
.1
After fabrication, clean, scrape, and remove rust, grease or extraneous matter.
.2
Apply an adequate number of coats of zinc chromate primer to all steel members, except
stainless steel and galvanized or concrete encased items prior to delivery to site.
.3
Use a brush not a roller. Do not spray paint.
.4
If this application is not satisfactory to the Architect, apply additional coats of primer on site,
at no cost to the Owner.
.5
Surfaces to be field welded shall be cleaned but not painted.
.6
Galvanize items to be installed in exterior or highly humid areas after fabrication. Prepare
work and hot dip galvanize in accordance with current ASTM Specifications 123, 153, and
386.
INSTALLATION
.1
Build and erect work plumb, true, square, straight, level, accurate to sizes detailed, free from
distortion or defects detrimental to appearance and performance, rigid, and secure.
.2
Supply all fastenings, hangers, anchors, and accessories required for fabrication and erection
of work of this Section.
.3
Supply exposed metal fastenings and accessories of the same texture, colour, and finish as
the base metal with which they occur.
.4
Use metal fastenings of the same material as the metal component they are anchoring or of
a metal which will not set up an electrolysis action which would cause damage to the
fastenings or metal component under moist conditions.
.5
Use fastenings of such a type and size and install in such a manner so as to provide positive
permanent anchorage of the related unit. Install anchors at required spacing to provide
required load bearing or shear capacity.
.6
Keep exposed fastenings to a minimum, evenly spaced, and neatly laid out.
.7
Supply adequate instructions and/or templates and, if necessary, supervise installation where
fastenings or accessories are required to be built into work of other trades.
.8
All exposed screws shall be countersunk unless otherwise noted.
.9
Backpaint, where necessary, to prevent electrolysis due to metal-to-metal contact or metal-tomasonry or concrete contact.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
3.5
Section 05 50 00
Metal Fabrications
Page 4 of 5
.10
Adequately protect finished surfaces and moving mechanisms of work provided. Remove
and replace with approved work all damaged, scratched, discoloured, distorted or
malfunctioning items.
.11
Use fastenings which will not cause spalling or cracking of materials to which anchorage is
being made.
.12
Touch up shop primer to bolts, welds, and burned or scratched surfaces at completion of
erection with primer.
.13
Touch up galvanized surfaces with zinc primer where burned by field welding.
.14
Make field connections with bolts to CSA S16.1-M84 or weld.
ACCESS LADDERS
.1
Unless shown otherwise on drawings, construct steel access ladders of 50 mm x 50 mm
tubular steel drilled on equidistant 300 mm centers, to accept l9 mm diameter steel rungs
welded to outside face of stringer. The ladder shall be 400 mm wide.
.2
Brackets shall be formed to an "L" profile from 64 mm by 9.5 mm steel flats and welded
continuously to stringers. The vertical run between brackets shall not exceed l800 mm.
Stringers terminating clear of a horizontal surface shall have a fixing bracket within 300 mm
of end of stringer. Distance off wall shall be 200 mm.
.3
Bracket legs shall be anchored to adjoining surfaces in accordance with the following:
Masonry - one l6 mm diameter steel through bolt with 200 mm x 200 mm steel plate on
reverse side of wall per bracket.
3.6
3.7
3.8
STEEL BOLLARDS
.1
Supply and install steel bollards as shown on the drawings. Bollards shall be 200 mm
structural pipe columns 2700 mm long extending l500 mm below grade and set in concrete
in a 350 mm diameter sonotube.
.2
Steel bollards shall be galvanized with Z275 glavanizing.
.3
Fill bollards with concrete and provide top steel plate welded to bollard. Grind welds smooth
and round off edges.
ANGLE LINTELS
.1
Steel angles: sizes indicated for openings. Provide minimum 150 mm bearing at each end.
.2
Weld or Bolt back to back angles as indicated.
.3
Finish: shop painted, galvanized for exterior use.
MASONRY WALL SUPPORT CLIPS
.1
For lateral support of concrete block walls which extend to the underside of steel beams or
steel deck provide and install clip angles.
.2
Clip angles to be 100 x 75 x 5 angles x 300 mm long and 100 x 75 x 5 angles x 150 mm long
on both sides of the masonry wall at maximum 1200 mm spacing. See structural drawings.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
3.9
3.10
Section 05 50 00
Metal Fabrications
Page 5 of 5
.3
Install clips on the last side of the wall after the masonry has been extended full height.
Vertical legs of angles to be snug to each side of the wall, or gaps packed with grout.
.4
If only one side of the masonry wall is accessible, use clip angles on one side only complete
with M12 x 150 mm long anchors into the masonry wall.
SUPPORT FOR ADULT CHANGE TABLE
.1
Construct support for adult change table, refer to manufactures information for location of
connections and loads.
.2
Construct vertical supports consisting of two 76 x 76 x 6.4 mm HSS. Two 76x150x10 mm
base plates c/w appropriate floor connections. 76 x 76 x 6.4mm L and two 76 x 100 x 6.4 mm
plates to shall be provided to connect the table to the supports.
.3
Design and coordinate connection with truss framing.
.4
Allow for deflection.
MISCELLANEOUS
.1
Supply and install all angles, brackets, supports for benches, steel lintels, cleats, plates,
beams, channels, etc., not specifically referred to in this section or elsewhere in the
Specification provided that such items are indicated on the drawings.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
Section 06 10 00
Rough Carpentry
Page 1 of 3
PART 1 - GENERAL
1.1
RELATED WORK SPECIFIED ELSEWHERE
.1
1.2
Section 05 50 00 - Metal Fabrications
QUALITY ASSURANCE
.1
Lumber shall bear the grading stamp of an agency certified by the Canadian Lumber
Standards Administration Board.
.2
Plywood identification: by grade mark in accordance with applicable CSA standards.
PART 2 - PRODUCTS
2.1
MATERIALS
.1
Dimension lumber: to CSA 0141-1970 specified group to CSA 086-M80 as listed and to
National Lumber Grades Authority Standard Grading Rules for Canadian Lumber, 1987
edition - grade category as follows:
.1
.2
.3
Light framing: spruce or pine construction grade.
Structural light framing: spruce No. 1 grade.
Lumber shall be certified by the Forest Stewardship Council and shall have Forest
Management Certification.
.2
Plywood: Exterior grade Douglas Fir plywood to CSA 0121-M1978 of thickness indicated,
good one side. Use veneer core with Type I bond.
.3
Nails, spikes and staples: to CSA B111-1974; galvanized for exterior work, interior highly
humid areas and for treated lumber; plain finish elsewhere. Use spiral thread nails except
where specified otherwise.
.4
Fasteners: to hollow masonry use toggle bolts; to solid masonry or concrete use expansion
shields and lag bolts; to steel use bolts or power activated fasteners. Use lead or inorganic
fibre plugs where screws specified into concrete or masonry.
.5
Proprietary Fasteners: toggle bolts, expansion shields and lag bolts, screws and lead or
inorganic fibre plugs, recommended for purpose by manufacture.
.6
Bolt, nut, washer, screw and pin type fasteners: 9 mm diameter unless indicated otherwise
with hot dip galvanized finish.
.7
Joist Hangers: minimum 1 mm thick sheet steel, galvanized, 6672 N bearing strength.
.8
Roof Sheathing H-Clips: formed "H" shape, thickness to suit panel material.
.9
Galvanizing: to CSA G164-M1981, use galvanized fasteners for exterior work.
.10
Wood preservative: copper naphthenate or pentachlorophenol base, water repellant wood
preservative to CSA 080-M1983 coloured.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
2.2
Section 06 10 00
Rough Carpentry
Page 2 of 3
JOINT SEALANT
.1
Joint Sealant: pre-compressed bitumen, impregnated, open celled, foam strip.
Standard of Acceptance: Emseal PC by Emseal Corporation. Size as recommended by
manufacturer for joint to be sealed.
2.3
WOOD PRESERVATIVE
.1
Surface-applied Wood Preservative: copper napthene or 5% pentachlorophenol solution,
water repellant preservative, coloured.
PART 3 - EXECUTION
3.1
3.2
3.3
3.4
ERECTION OF MEMBERS
.1
Erect to CSA 086-M80.
.2
Make adequate provision for possible erection stresses.
.3
Construct continuous members from pieces of longest practical length.
.4
Install spanning members with "Crown Edge" up.
.5
Install "H"-clips at all unsupported joints of roof sheathing installing clips at mid points of the
spans.
FURRING AND STRAPPING
.1
Provide wood furring and strapping, for applied facings, cupboards, case-works, valences
etc.
.2
Erect plumb and level with shimming as required.
ROOF BLOCKING, CURBS
.1
Provide wood blocking, sleepers and curbs for roofing and sheet metal work, and roof
mounted equipment as indicated.
.2
All wood shall be pressure preservative treated.
.3
Secure to roof deck with galvanized 12.5 mm diameter bolts at 600 mm centres.
.4
Leave 6 mm between lengths.
.5
Install maximum practical lengths.
ROUGH BUCKS, NAILERS
.1
Install wood bucks and nailers as indicated for doors, windows other openings and wall
mounted accessories or equipment.
.2
Anchor nailers securely at 400 mm centres. Use maximum lengths practicable. Leave 6 mm
spacing between lengths.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
3.5
3.6
.3
All wood that is concealed within the wall system or roof system, shall be pressure
preservative treated with a full brush coat of wood preservative.
.4
Backpaint all woodwork in contact with masonry, precast, and cured concrete. Apply
preservative to all wood in contact with the ground, mortar and concrete not completely dry
and cured.
.5
As required, provide and set rough wood bucks to openings. These shall be anchored to the
walls with approved type metal anchors.
.6
Provide wood inserts in the walls where necessary for securing other work where metal plugs
have not been provided by other trades, and provide all necessary nailing strips or blocks
required.
FASTENERS
.1
Frame, anchor, fasten, tie and brace members to provide necessary strength and rigidity.
.2
Countersink bolts where necessary to provide clearance for other work.
WOOD PRESERVATIVE TREATED ELEMENTS
.1
Pressure preservative treated wood shall be used in the following locations:
.1
.2
.2
3.7
Wood cants, fascia backing, curbs, nailers, sleepers on roof deck.
Wood furring on outside surface of exterior walls.
Treat surfaces exposed by cutting, trimming or boring with liberal brush application of
preservative before installation.
ELECTRICAL EQUIPMENT BACKBOARD
.1
3.8
Section 06 10 00
Rough Carpentry
Page 3 of 3
Provide backboards for mounting electrical, telephone, cable and data equipment as
indicated. Use 19 mm thick plywood on 19 x 38 mm furring around perimeter and at
maximum 300 mm intermediate spacing.
HARDWARE INSTALLATION
.1
Install all door hardware as specified.
.2
Make all necessary visits to the site to ensure proper installation of all hardware.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
Section 06 17 53
Pre-fabricated Wood Trusses
Page 1 of 3
PART 1 - GENERAL
1.1
RELATED WORK
.1
1.2
1.3
1.4
REFERENCE STANDARDS
.1
Do fabrication of wood trusses in accordance with CAN/CSA-086-09 except where specified
otherwise.
.2
CAN/CSA-O141-05(R2014), Softwood Lumber.
.3
CSA S347-14, Method of Test for Evaluation of Truss Plates Used in Lumber Joints.
.4
National Lumber Grades Authority (NLGA) Standard Grading Rules for Canadian Lumber.
.5
Truss Plate Institute of Canada (TPIC) - 1996 (R2001), Truss Design Procedures and
Specifications for Light Metal Plate Connected Wood Trusses (Limit States Design).
.6
Forest Stewardship Standards (FSS), Process Requirements for Developing and
Maintenance of National Forest Stewardship Standards FSC-STD-60-006 V1-2.
DESIGN CRITERIA
.1
Design roof trusses in accordance with CAN/CSA-086.1, to safely carry snow and drift loads
for the building locality as ascertained by Climatic Information for Building Design in the
Ontario Building Code.
.2
Design roof trusses in accordance with CAN/CSA-086.1, to safely sustain seismic loads as
required by the Ontario Building Code.
.3
Design roof trusses in accordance with CAN/CSA-086.1, to safely carry all loads as indicated
on the drawings.
.4
Design roof trusses for diaphragm transfer forces as noted on structural drawings.
.5
Make adequate provisions for handling and erection stresses.
.6
Limit total load deflection to 1/240th of span and live load deflection to 1/360th of span .
SCOPE
.1
1.5
This specification section shall apply to all wood framing that supports the roof of the building
including the mechanical equipment flat roof area, all building entry canopy roofs and all roof
overhangs and eaves.
SOURCE QUALITY CONTROL
.1
1.6
Section 06 10 00 - Rough Carpentry
Identify lumber by grade stamp of an agency certified by Canadian Lumber Standards
Administration Board.
QUALITY ASSURANCE
.1
Fabricator for trusses shall show evidence of a quality control program such as provided by
regional wood truss associations, or equivalent.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
1.7
1.8
Section 06 17 53
Pre-fabricated Wood Trusses
Page 2 of 3
SHOP DRAWINGS
.1
Submit of shop drawings.
.2
Each shop drawing submitted shall bear the stamp of a qualified professional engineer
registered in province of Ontario.
.3
Indicate species, sizes, and stress grades of lumber used as truss members. Show pitch,
span, camber configuration, and spacing of trusses. Indicate connector types, thicknesses,
sizes, locations and design value. Show bearing details , anchorage details, truss splices,
connections between trusses and truss blocking where required.
.4
Submit stress diagram or print-out of computer design indicating design load for truss
members. Indicate allowable load and stress increase.
DELIVERY AND STORAGE
.1
Store trusses on job site in accordance with manufacturer's instructions. Provide bearing
supports and bracings. Prevent bending, warping and overturning of trusses during transit
and storage.
PART 2 - PRODUCTS
2.1
MATERIALS
.1
Lumber: spruce species, No. 1 grade, S4S, with maximum moisture content of 19% at time
of fabrication and in accordance with the following standards:
.1
.2
.3
.2
2.2
CSA 0141
NLGA Standard Grading Rules for Canadian Lumber, 2007.
Lumber shall be certified by the Forest Stewardship Council and shall have Forest
Management Certification.
Fastenings: to CAN/CSA-086
FABRICATION
.1
Fabricate wood trusses in accordance with approved shop drawings.
.2
Cut truss members to accurate length, angle, and size to assure tight joints for finished
trusses.
.3
Assemble truss members in design configuration by securing tightly in jigs or with clamps.
.4
Provide for design camber and roof slopes when positioning truss members.
.5
Connect members using metal connector plates.
PART 3 - EXECUTION
3.1
ERECTION
.1
Erect wood trusses in accordance with reviewed shop drawings.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
3.2
Section 06 17 53
Pre-fabricated Wood Trusses
Page 3 of 3
.2
Handling, installation, erection, bracing and lifting shall all be in accordance with
manufacturers instructions.
.3
Lifting points, as indicated, shall be used to hoist trusses into position.
.4
Exercise care to prevent out-of-plane bending of trusses.
.5
Install temporary horizontal and cross bracing to hold trusses plumb and in safe condition
until permanent bracing is installed.
.6
Install permanent bracing and related components prior to application of loads to trusses.
.7
Trusses with loose connector plates are not acceptable.
.8
Restrict construction loads to prevent overstressing of truss members.
.9
Do not cut or remove any truss material.
.10
Provide wind uplift clips on all trusses.
CLEANING
.1
Remove surplus materials, excess materials, rubbish, tools and equipment on completion of
installation.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
Section 06 40 00
Architectural Woodwork
Page 1 of 6
PART 1 - GENERAL
1.1
RELATED WORK
.1
.2
.3
.4
.5
1.2
REFERENCE STANDARD
.1
1.3
1.4
1.5
1.6
Section 05 50 00 - Metal Fabrication
Section 06 10 00 - Rough Carpentry
Section 08 80 50 - Glazing and Mirrors
Section 09 91 23 - Painting
Section 10 10 00 - Manufactured Specialties
Construct millwork to Quality Standards for Architectural Woodwork of the Architectural
Woodwork Manufacturers Association of Canada (AWMAC) 1991 in accordance with the
Custom Grade Standards Category.
EXAMINATION AND COORDINATION
.1
Examine all drawings and specifications to determine the extent of the work.
.2
Coordinate with other trades for incorporation of mechanical, electrical, or other items into
millwork.
SHOP DRAWINGS
.1
Before any millwork work is fabricated, submit to the Architect, for review, shop drawings fully
illustrating the millwork.
.2
Indicate details of construction, profiles, jointing, fastening and other related details.
.3
Indicate all materials, thicknesses, finishes and hardware.
.4
Reproduction of the millwork drawings from the contract documents is not acceptable.
SAMPLES
.1
Submit samples of all millwork hardware for approval by the Architect prior to ordering
millwork hardware.
.2
Submit duplicate 300 x 300 mm samples of each type of solid wood or plywood to receive
stain or natural finish.
MOCK-UP
.1
Prepare a mock-up of one typical classroom counter and teacher’s cupboard. Mock-up to
include all millwork and trim.
.2
Prepare mock-ups of each type of the Library seating boxes complete with all specified
hardware.
.3
Allow 24 hours for inspection of mock-ups by Architect before proceeding with this work.
.4
When accepted, mock-ups will demonstrate minimum standard for this work. Mock-ups may
remain as part of finished work.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
1.7
1.8
Section 06 40 00
Architectural Woodwork
Page 2 of 6
PROTECTION
.1
Protect all materials from the elements, dampness and damage. All materials stored outside
must be raised off the ground and covered.
.2
Millwork fabricated off-site shall be suitably braced and protected so that no damage occurs
in transportation.
WARRANTY
.1
Casework doors shall be guaranteed against warping, twisting, delamination, sag or
manufacturing defects for a period of three (3) years from the date of issue of a Certificate
of Substantial Performance. Where warping or twisting occurs in excess of 3mm from true
to plane, the contractor shall be responsible for all costs associated with replacing the
defective doors including finishing, hanging and installing hardware.
PART 2 - PRODUCTS
2.1
MATERIALS
.1
Softwood lumber: to CSA 0141-1970 and National Lumber Grades Authority requirements,
with maximum moisture content of 7% for interior work, yard lumber selected for paint finish
Ponderosa Pine species, to AWMAC custom grade.
.2
Hardwood lumber: to National Hardwood Lumber Association (NHLA) requirements,
moisture content of maximum 7% for interior, birch species, to AWMAC custom grade for
paint finish and select birch as indicated for varnish finish.
.3
Hardwood plywood: to CSA 0115 of thickness indicated, veneer good two sides. Use
veneer core with Type 1 bond. Birch faced for paint finish, select birch or cherry faced as
indicated for varnish finish.
.4
Particle board: to CAN3-0188.1-M78 minimum 20 kg (45 lb) density:
.1
with stain and varnish grade birch or cherry facing both sides as indicated, except
where used as plastic laminate core.
.2
with white coloured 120 g melamine facing both sides where indicated.
.5
Plastic Laminate: to Can3-A172-M79, Commercial grade solid colour, suede finish. Use
Grade PF for post forming work. Colours to Architect's later selection from manufacturers
full range of colours. Allow for a total of ten different colours. Acceptable manufacturers:
Wilsonart, Formica, Arborite, Nevamar.
.6
Plastic Laminate backing sheet: to CSA A172, .508 mm thick, sanded one face.
.7
Glues: CSA 0ll2.5-M1977.
.8
Counter Top Cores: Core material shall be 19 mm or 25 mm thick particle board as
indicated. Use moisture resistant particle board in counter tops with sinks. Standard of
acceptance: “Medex” by Sierra Pine.
.9
Nails and staples: to CSA B111-1974; galvanized for exterior work, interior highly humid
areas and for treated lumber; plain finish elsewhere.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
2.2
Section 06 40 00
Architectural Woodwork
Page 3 of 6
MILLWORK HARDWARE
.1
Quantity and sizes shall be determined from the drawings by the Contractor.
.2
All cupboards and drawers shall be locked where shown as locked on the drawings.
.3
All hinges for cabinet doors shall be self-closing Blum Model 95M155-180 for 170 Deg.
opening with appropriate finishing accessories.
.4
Pulls for all upper and lower cabinet doors and for all drawers shall be Richelieu 30135 170,
128 mm centres, brushed stainless steel.
.5
All drawer slides shall be Accuride #3832 or equivalent in a length to suit.
.6
All adjustable shelf pilasters shall be fully recessed KV255 in a length to suit complete with
#256 shelf supports at the rate of four per shelf.
.7
Cabinet locks where called for shall be KV986NP suitable for the thickness of the door or
drawer being provided with a lock. Provide two locks where double doors are indicated to be
locking.
.8
Closet and shower curtain rods shall be KV 770-5 one piece chrome rods complete with
KV-766 end supports. Provide mid-span supports for rods exceeding 1800mm.
.9
Pull out pant rack shall be 93601230 as manufactured by Richelieu.
.10
For open shelving provide: heavy-duty Knape & Vogt shelving system consisting of 187 ano
standards, length to suit and spacing as shown on the drawings; and 187 ano brackets, in
lengths shown on the drawings.
.11
The Display cabinet located in Room H01 doors shall be 10 mm tempered glass. Hardware
shall be CRL brushed nickel prima 01 series top or bottom mounted hinges as manufactured
by C.R. Laurence Co.. Lock shall be CRL Cam Lock as manufacture by C.R. Laurence Co.
Also provide stainless steel twin ring hangles with a diameter of 2-3/4" on each door.
PART 3 - EXECUTION
3.1
MILLWORK
.1
Supply and install built-in and unit cabinetwork as shown on drawings.
.2
Mortise, dowel, block, and glue all joints.
.3
Ensure that the work is finished solid, square, and with all drawers and doors operating
properly.
.4
Wood for millwork shall be without defects in any exposed parts.
.5
Face materials for stained, varnished, or natural finishes shall be closely matched for grain
and colour.
.6
Prior to manufacture of cabinetwork, determine from the millwork hardware section items
specified for use by this trade. Supply and installation of hardware shall be by the millwork
manufacturer.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
3.2
3.3
3.4
Section 06 40 00
Architectural Woodwork
Page 4 of 6
PREPARATION
.1
Provide all rough hardware required for the proper execution of the work and provide and use
all requisite screws, nails, bolts, holdfasts, and accessories not otherwise specified.
.2
Back paint all woodwork in contact with masonry, precast, and cured concrete. Apply
preservative to all wood in contact with the ground, mortar, and concrete not completely dry
and cured.
.3
Where required, provide and set rough wood bucks to openings. These shall be anchored
to the walls with approved type metal anchors.
.4
Carefully plug the walls where necessary for securing other work where metal plugs have
not been provided by other trades, and provide all necessary nailing strips or blocks required.
MILLWORK GENERAL WORKMANSHIP
.1
Millwork shall be pre-assembled in the shop as far as practicable and delivered to the
building ready to be set in place. Finished items shall be carefully worked to details, sanded
free of surface defects and machine marks. Conceal nails and screws and include blocking
and gluing, all as commensurate with first class durable work. Trim shall be cleanly cut with
all miters accurately made and fitted.
.2
Frames and finish of every sort shall not be set until moisture contributing finishes are dry and
relative humidity in the building approximates normal conditions. Work shall be fitted and
scribed to other finished work in a careful manner with all necessary precautions taken to
avoid defacing adjacent surfaces. Finish nails shall be properly set ready to receive putty.
.3
Use solid polyvinyl chloride (pvc) edge banding on exposed or semi-exposed edges of
particle board with plastic laminate and melamine finishes.
.4
Members shall be erected in pieces as long as possible with inconspicuous joints.
.5
Site dimensions and conditions shall be the responsibility of the Contractor and no extra will
be allowed for material which does not fit the required conditions.
.6
All nails shall be long enough so that at least half their length penetrates the second member.
Minimize splitting of wood by staggering the nails in the direction of the grain and keep nails
as far away from edges as possible.
CABINET AND COUNTER CONSTRUCTION
.1
Doors:
.1
.2
For plastic laminate finish - 19 mm particle board with 3 mm solid plastic at all
edges.
Shelves, Interior and End Gables, Tops and Bottoms of Upper Cabinets:
.1
For exposed locations and as otherwise noted on the drawings - 19 mm plastic
laminate faced particle board with 3 mm solid plastic at semi-exposed or exposed
edges.
.2
For semi-exposed locations and as otherwise noted on the drawings - 19 mm particle
board with plastic laminate facing and 3 mm solid plastic edges.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
.3
.4
.3
Fixed shelves shall be blind housed into gables. Adjustable shelves shall rest on
clips on fully recessed pilaster strips.
.4
Spacing of gables: as detailed on drawings. Shelves over 900 mm in length shall
receive 19 mm x 38 mm hardwood plastic laminate faced edging at front and rear
edges for strength. Shelving edge details shown on drawings are overruled by this
requirement.
Drawers:
.1
Sides, bottoms and backs: 12.7 mm thick melamine faced particle board.
.2
Fronts: 19 mm particle board with plastic laminate facing and 3 mm solid plastic
edging.
.3
Drawers shall slide on roller tracks specified in this section. House backs into sides,
sides into fronts, and bottoms into sides and fronts. Drawer boxes shall be as high
and as deep as possible.
Backs:
.1
.5
.6
For semi-exposed locations: 6 mm particle board with melamine finish. Backs shall
be rabbeted into sides, tops and bottoms.
Supports and Framing:
.1
Cabinets set on floor shall have wood bases and shall be secured to floor and walls.
.2
Wall mounted cabinets shall be hung on steel angle clips (inside cabinet) or
continuous 19 mm x 19 mm Pine strips at top and bottom (inside cabinet) as required
for secure support.
.3
Support framing of counter units using 19 mm x 63 mm Pine or as detailed.
Counter Tops:
.1
.7
Section 06 40 00
Architectural Woodwork
Page 5 of 6
Plastic laminate faced 19 mm particle board where shown on the drawings. Post
form as shown on the drawings.
Plastic Laminate:
.1
Supply and install plastic laminate work using skilled operatives.
.2
Obtain governing dimensions before fabricating items which are to accommodate or
abut appliances, equipment and other materials.
.3
Ensure adjacent parts of continuous laminate work match in colour and pattern.
.4
Bond plastic laminate to base ply using urea formaldehyde glue or a glue as
recommended by the manufacturer of the plastic laminate. Ensure complete
adhesion and allow no bubbles, waves or hollows in the finished surface.
.5
Permit no joints in less than 3000 mm. Keep joints 600 mm from sink cutouts.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
3.5
3.6
Form shaped profiles and bends as indicated, using post-forming grade laminate to
laminate manufacturer's instructions. All counter tops shall be post formed except
where otherwise shown on the drawings.
.7
Use straight self-edging laminate strip for flatwork to cover exposed edge of core
material. Chamfer exposed edges uniformly at approximately 20 degrees. Do not
mitre laminate edges.
.8
Provide side splashes where counters abut side walls and at change in level of
counter tops.
.9
Protect finished work with heavy kraft paper. Do not remove paper until the final
cleaning stage.
.10
At junction of laminated plastic counter backsplash and adjacent wall finish, apply
a small bead of anti-fungicidal silicone sealant.
.1
Millwork hardware is specified under this Section. Obtain information as to type, size, etc.,
and ensure that proper provisions are made in all work to receive same.
.2
Supply and install all millwork hardware.
.3
After installation, fit and adjust operating hardware for wood and laminated plastic cabinet
doors, drawers and shelves.
.4
Provide minimum four hinges per door for doors over 1500 mm in height.
MILLWORK FINISH SCHEDULE
Except where shown otherwise on drawings, details, and specifications, finishing of millwork
shall be as follows:
.1
Exposed Surfaces and Semi-Exposed Surfaces: pigmented stain and urethane
finish.
.2
Where Architectural Woodwork is shown to be finished in plastic laminate a total of
ten different colours may be selected. A maximum of three different colours will be
selected for individual units.
WINDOW SILLS
.1
3.8
.6
MILLWORK HARDWARE INSTALLATION
.1
3.7
Section 06 40 00
Architectural Woodwork
Page 6 of 6
Use moisture resistant particle board as the base for all the plastic laminated window sills.
Standard of acceptance: "MR Board" by Norbord Industries Inc.
ELECTRICAL REQUIREMENTS
.1
Coordinate location of electrical outlets, which are incorporated into cabinet work, with
Architect prior to installation.
.2
Grommets at counter tops called for on detail drawings shall be plastic sleeves complete with
covers.
BRYDEN MARTEL ARCHITECTS INCORPORATED
Community Care Building
Phase 2
Winchester
Section 06 40 10
Millwork
Page 1 of 57
NOTES FOR MILLWORK DRAWINGS:
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.
37.
38.
39.
40.
41.
42.
45.
46.
47.
48.
49.
50.
51.
52,
53.
19 mm particle board, plastic laminate finish on both sides, unless noted otherwise.
19 mm particle board, melamine finish.
19 x 63 mm blocking, melamine finish.
Post formed 19 mm particle board counter top, plastic laminate finish, moisture resistance at sinks.
19 mm particle board melamine finish on both sides.
19 x 38mm, hardwood trim with plastic laminate finish.
19 x 63 mm blocking.
19 x 63 mm blocking, plastic laminate finish.
Adjustable shelving.
Wood blocking.
Closet rod.
Coat hooks.
Millwork locks.
Rubber base.
Fixed shelving.
Sink, refer to mechanical. .
Edge of wall.
Heavy-duty Knape & Vogt shelving system: 187 ano brackets, 16 inches.
Heavy-duty Knape & Vogt shelving system: 187 ano standards, length to suit @ 600 mm o/c max.
and @ end of shelves.
Filler panel, 19 mm particle board plastic laminate finish.
6 mm PVC edging to match plastic laminate.
38 mm x 140 mm blocking.
13 mm particle board melamine finish.
19 mm particle board with plastic laminate on all exposed surfaces.
19 x 38 mm hardwood trim with plastic laminate on all exposed surfaces.
Gable
Drip edge.
19 x 19 mm rounded would trim, to match doors in suite.
Anchors
Rubber boot matt to be provided by others
6 mm particle board, plastic laminate finish on exposed faces.
Opening in tempered glass.
16 mm tempered glass.
300 mm x 300 mm millwork access door.
Autoclave supplied by others.
Fridge supplied by others.
Continuous stainless steel “U” brush finish to support glazing.
16 mm gypsum board.
96 mm steel studs
Suspended acoustic ceiling tiles.
Chase.
Provide 50 mm grommet.
Opening.
10 mm tempered glass door.
Adjustable glass shelves.
Provide railing for 8-1/2" x 11" files.
Line of Column.
50 mm HSS.
Pull out pant rack. Richelieu model #93601230.
19 x 38mm blocking, melamine finish.
Open cubby. Plastic laminate finish on exposed faces, finish edges with 3 mm PVC edge banding.
BRYDEN MARTEL ARCHITECTS INCORPORATED
COMMUNITY CARE BUILDING
WINCHESTER
1
PAGE 2 of 57
Doctor's Suite: Closet
SCALE:
2
SECTION 06 40 10
MILLWORK
1:50
Doctor's Suite: Reception Desk
SCALE:
1:50
BRYDEN MARTEL ARCHITECTS INCORPORATED
COMMUNITY CARE BUILDING
WINCHESTER
3
PAGE 3 of 57
Doctor's Suite: Reception Desk
SCALE:
4
SECTION 06 40 10
MILLWORK
1:50
Doctor's Suite: Reception Copier Table
SCALE:
1:50
BRYDEN MARTEL ARCHITECTS INCORPORATED
COMMUNITY CARE BUILDING
WINCHESTER
5
PAGE 4 of 57
Doctor's Suite: Meeting Room
SCALE:
6
SECTION 06 40 10
MILLWORK
1:50
Doctor's Suite: Charting
SCALE:
1:50
BRYDEN MARTEL ARCHITECTS INCORPORATED
COMMUNITY CARE BUILDING
WINCHESTER
7
PAGE 5 of 57
Doctor's Suite: Charting
SCALE:
8
SECTION 06 40 10
MILLWORK
1:50
Doctor's Suite: Exam Room
SCALE:
1:50
BRYDEN MARTEL ARCHITECTS INCORPORATED
COMMUNITY CARE BUILDING
WINCHESTER
9
PAGE 6 of 57
Doctor's Suite: Exam Room
SCALE:
10
SECTION 06 40 10
MILLWORK
1:50
Doctor's Suite: Exam Room E13
SCALE:
1:50
BRYDEN MARTEL ARCHITECTS INCORPORATED
COMMUNITY CARE BUILDING
WINCHESTER
11
PAGE 7 of 57
Doctor's Suite: Exam Room E13
SCALE:
12
SECTION 06 40 10
MILLWORK
1:50
Doctor's Suite: Exam Room E14
SCALE:
1:50
BRYDEN MARTEL ARCHITECTS INCORPORATED
COMMUNITY CARE BUILDING
WINCHESTER
13
SECTION 06 40 10
MILLWORK
PAGE 8 of 57
Doctor's Suite: Exam Room E14
SCALE:
1:50
FRIDGE
(N.I.C.)
14
Doctor's Suite: Nurses Work Room
SCALE:
1:50
BRYDEN MARTEL ARCHITECTS INCORPORATED
COMMUNITY CARE BUILDING
WINCHESTER
SECTION 06 40 10
MILLWORK
PAGE 9 of 57
MICROW.
(N.I.C.)
FRIDGE
(N.I.C.)
DISH
WASHER
(N.I.C.)
15
Doctor's Suite: Kitchen
SCALE:
16
1:50
Robillard: Hand Washing Station
SCALE:
1:50
BRYDEN MARTEL ARCHITECTS INCORPORATED
COMMUNITY CARE BUILDING
WINCHESTER
17
PAGE 10 of 57
Robillard: Closet
SCALE:
18
SECTION 06 40 10
MILLWORK
1:50
Robillard: Copier Counter
SCALE:
1:50
BRYDEN MARTEL ARCHITECTS INCORPORATED
SECTION 06 40 10
COMMUNITY CARE BUILDING
WINCHESTER
19
MILLWORK
PAGE 11 of 57
Robillard: Lab
SCALE:
1:50
MICROW.
(N.I.C.)
FRIDGE
(N.I.C.)
20
Robillard: Lab
SCALE:
1:50
BRYDEN MARTEL ARCHITECTS INCORPORATED
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WINCHESTER
21
PAGE 12 of 57
Robillard: Lab
SCALE:
22
SECTION 06 40 10
MILLWORK
1:50
Robillard: Lab
SCALE:
1:50
BRYDEN MARTEL ARCHITECTS INCORPORATED
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23
PAGE 13 of 57
Robillard: ENT Room G05
SCALE:
24
SECTION 06 40 10
MILLWORK
1:50
Robillard: Reception Desk
SCALE:
1:50
BRYDEN MARTEL ARCHITECTS INCORPORATED
COMMUNITY CARE BUILDING
WINCHESTER
25
PAGE 14 of 57
Robillard: Reception Desk
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