Specifications 1
RECEIVED
NOV 1 3 2009
CITY OF TIGARD
TUALATIN VALLEY FIRE & RESCUE BUILDING DIVISION
COMMAND AND BUSINESS OPERATIONS CENTER
1 (CBOC)
11945 SW 70th
Tigard, Oregon, 97223
1
1 TECHNICAL SPECIFICATIONS, PHASE I
-.4
ARCHITECT:
1 PECK SMILEY E I I LIN ARCHITECTS
44 12 SW Corbett Avenue
Portland, Oregon 97239
(503) 248 -9
1 November 13"', 2009
Project 2810.10
Permit Set OFFICE COPY
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TUALATIN VALLEY FIRE & RESCUE
COMMAND AND BUSINESS OPERATIONS CENTER (CBOC)
1 1945 SW 70
Tigard, Oregon 97223
ARCHITECT:
1
PECK SMILEY ETTLIN ARCHITECTS ,1.. ,f
4412 SW Corbett - Avenue a, a;
Portland, Oregon 97239
248 -9170
(503) 248 -0223 fax ®.�
CONSULTANTS:
Structural Engineer. 1
KPFF
I 1 1 SW 5th Suite 2500
Portland, OR 97204
(503) 227 -325 1
Mechanical Engineer.
R&W ENGINEERING
9615 SW Allen Blvd Ste 107
Beaverton, OR 97005
(503) 292 -6000
1
Electrical Engineer.
INTERFACE ENGINEERING
708 SW 3rd, Suite 400
Portland, Oregon 97204
(503) 382 -2266
(503) 382 -2262 fax
1
November, 2009 1
Project 2810.10
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TUALATIN VALLEY FIRE & RESCUE
COMMAND AND BUSINESS OPERATIONS CENTER
(CBOC)
11945 SW 70th
Tigard, Oregon, 97223
1 TECHNICAL SPECIFICATIONS, PHASE 1
ARCHITECT:
1 PECK SMILEY ETTLIN ARCHITECTS
4412 SW Corbett Avenue
Portland, Oregon 97239
(503) 248 -9170
November 13 2009
Project 2810.10
Permit Set
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I SECTION 00100
TABLE OF CONTENTS
TECHNICAL SPECIFICATIONS
I DIVISION 1 — GENERAL REQUIREMENTS
II 01033 ENVIRONMENTAL RESPONSIBILITY 1 -3
01040 SPECIFICATION CLARIFICATION 1 -2
01050 DRAWINGS 1
01060 REGULATORY REQUIREMENTS 1
I 01070 CUTTING AND PATCHING 1 -2
01090 ABBREVIATIONS AND SYMBOLS 1 -7
01110 SUMMARY OF WORK 1
I 01300 ADMINISTRATIVE REQUIREMENTS 1 -9
01305 CONTRACTOR'S REQUEST FOR INFORMATION 1 -3
01325 CONSTRUCTION PROGRESS SCHEDULE 1 -2
01330 SUBMITTAL PROCEDURES 1-4
I 01640 SUBSTITUTIONS 1 -2
01710 CLEANING 1
01720 PROJECT RECORD DOCUMENTS 1 -2
01730 CUTTING AND PATCHING 1
I DIVISION 2 — SITEWORK
I 02410 DEMOLITION 1 -5
DIVISION 3 — CONCRETE
I 03100 CONCRETE FORMS AND ACCESSORIES 1-4
03200 CONCRETE REINFORCEMENT 1--4
03300 CAST -IN -PLACE CONCRETE 1 -23
03370 SHOTCRETE 1 -10
1 03820 CONCRETE CORING AND CUTTING 1 -2
DIVISION 4— MASONRY
•
1 04200 UNIT MASONRY 1 -10
I DIVISION 5 — METALS
05120 BUCKLING RESTRAINED BRACES 1-6
05200 STUCTURAL STEEL 1 -17
I
DIVISION 7 — MOISTURE PROTECTION
I 07540 THERMOPLASTIC ROOFING SYSTEM 1 -18
07920 JOINT SEALANTS 1 -3
I DIVISION 8 - OPENINGS
08520 STOREFRONT AND ENTRANCES 1 -2
08810 GLASS AND GLAZING 1 -3
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Tualatin Valley Fire & Rescue CBOC Table of Contents
Project 2810.01 00010 —1
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DIVISION 15 — PLUMBING
15050 PLUMBING MATERIALS AND METHODS 1 -17
END OF SECTION
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Tualatin Valley Fire & Rescue CBOC Table of Contents
Project 2810.01 00010 — 2
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SECTION 01033
ENVIRONMENTAL RESPONSIBILITY
PART 1 — GENERAL
1.01 SUMMARY
A. The purpose of this Section is to establish the responsibility of the Contractor while providing
materials and enacting construction techniques to minimize environmental impacts and
contamination.
B. The Contractor is responsible for adverse impacts on the quality of the indoor air when
performing the work.
1 1. This includes, but is not limited to, the following:
a. Spillage of materials.
b. Improper delivery of materials.
c. Improper barriers.
1 d. Improper cleanup.
e. Use of unspecified material.
f. Not following manufacturer's instructions.
g. Improper handling or storage.
2. Each material and substance used shall be manufactured, handled and installed in
such a manner that it will produce the least harmful or irritating effect on the quality of
the indoor air.
1.02 DEFINITIONS
1 A. Burn Out: A period of time during which the completed work is exposed to prescribed
elevated temperatures for the purposes of driving residual VOC out of products and finishes.
1 B. Purge: A period of time during which the completed work is exposed to maximum rates of
fresh air ventilation for the purpose of evacuating VOC from the facility.
1 1.03 SUBMITTALS
A. Provide MSDS sheets on all chemicals and hazardous materials used during construction.
B. Indoor Air Quality Source Control Plan shall include at a minimum the following:
1. Designation of an on -site person responsible for indoor air quality control.
1 2. Emergency evacuation plan.
3. Control strategy for all wet materials to be used on site, including, but not limited to:
a. Adhesives.
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Tualatin Valley Fire & Rescue CBOC Environmental Responsibility
Project 2810.10 01033 —1
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b. Sealants. 11
c. Glazes.
d. Caulking.
e. Paints. 1
f. Cleaning solution.
4. Control strategy for minimizing the introduction of volatile organic compounds (VOC) 1
into the building during the installation of pre- manufactured components, assemblies
or products, including but not limited to:
a. Provisions for the limitation of VOC use by subcontractors and manufacturers,
including certificates of conformance to industry and governmental standards.
5. A written description of adherence to installation coordination of carpet and HVAC
system commissioning, to control indoor air quality.
1.04 TESTING AND CLEANUP STANDARDS 1
• A. The Owner reserves the right to observe work and perform testing and analysis.
B. If unacceptable levels of contamination are detected, the Contractor will resolve the concern,
and modify the activity or modify the use of the source material.
C. If the actions of the Contractor create or contribute to the concern, the cleanup will be
accomplished to the satisfaction of the Owner.
D. The following is a listing of chemical emission rate standards that will be allied to all
materials, components, assemblies, or products that are delivered to or used on site.
1. Regulated Pollutant Standard: Any pollutant regulated as a primary or secondary
outdoor air pollutant must meet an emission rate standard that will at no time generate
an air concentration greater than that promulgated by the National Ambient Air Quality
Standard (U.S. EPA, code of Federal Regulations, Title 40, Part 50).
2. Specific Pollutant Standard: The following specific pollutants must meet an emission
rate standard that will at no time produce an air concentration that exceeds the limits
stated below:
4 Phenyl Cyclohexene 10 parts per billion
Formaldehyde 50 parts per billion
Total VOCs 1 part per million 1
3. General Pollutant Standard: Any pollutant not specifically addressed in
subparagraph 1.5, C, 1 and 2 above must meet an emission rate standard that will at
no time produce an air concentration level greater than 10 percent the Threshold Limit
Value (TLV) as published by the American Conference of Governmental Industrial
Hygienists, 6500 Glenway, Building D -7, Cincinnati, Ohio 45211 -4438, or 10 percent
the Permissible Exposure Limit (PEL) as established by Code of Federal Regulations
Title 29 Part 1900, whichever is the more conservative.
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PART 2 — PRODUCTS
Not used.
PART 3 — EXECUTION
3.01 TESTING
A. During the course of the work, during times in which materials, substances, or products,
known, or suspected to contain or release significant amounts of VOC being utilized or
installed, provide, at no additional cost to the Owner, air quality monitoring services of an
agency acceptable to the Owner, to verify conformance with the specified standards.
B. All Contractor provided air quality sampling and test reports are to be kept at the site and
made available to the Owner or Architect upon demand.
3.02 BUILDING COMMISSIONING
A. The Contractor will schedule and provide for the following activities during the course of the
work:
1. After application of all interior sealants, paints and other general finishes, and before
the installation of any carpets, fabric coverings, furniture or furnishings, provide for a
minimum of 5 day purge with building temperatures maintained at or above
21 degrees C (70 deg F) prior to the Owner's occupancy of any part of the building.
3.03 CORRECTION OF NON - CONFORMING CONDITIONS
A. Develop and submit to Owner, for approval, a plan for addressing non - conforming
conditions.
B. Correct causes of non - conforming conditions. If required, remove and replace source(s) of
contaminants at no additional cost to the Owner.
C. Provide additional air quality monitoring and testing, at no additional cost to the Owner, until
such time as conformance is verified to the Owner's satisfaction.
D. The Owner reserves the right to waive part of the specified criteria to address unusual
considerations without negating the balance of these requirements.
END OF SECTION
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Tualatin Valley Fire & Rescue CBOC Environmental Responsibility
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SECTION 01040
SPECIFICATION CLARIFICATION
PART 1 — GENERAL
1.01 SPECIFICATION WORDING
A. These Specifications are of abbreviated or "streamlined" type and shall frequently include
incomplete sentences. Words such as "shall ", "shall be ", "Contractor shall ", and similar
mandatory phrases shall be supplied by inference in the same manner as if they were in a
note on the Drawings. Contractor shall provide all items listed and perform all operations
required, in accordance with the General Conditions, if and as modified in these
Specifications.
1.02 PROJECT MANAGER 1
A. Tualatin Valley Fire and Rescue will have a Project Manager on the project who will direct
the work. The Architect will work in conjunction with the Project Manager and will comply
with the contractual role as defined in the General Conditions.
1.03 DEFINITIONS
A. "Approved" as used herein, means "approved by the Project Manager or Architect ". 1
B. "For approval" means "for the Project Manger's or Architect's approval ".
C. "Selected" means "selected by Project Manager or Architect".
Y 1 9 t.
D. "Provide" means "furnish and install ". 1
E. "As directed" means "as directed by the Project Manager or Architect ".
F. Where words "or approved" are used, Architect is sole judge of quality and suitability of
proposed substitution.
G. N.I.C. (Not in Contract) or F.O.I.O. means item or material in question will be furnished and
installed by Owner. Contractor is to verify all requirements affecting his work.
H. B.O. (By Owner) or F.O.I.C. means item or material in question will be furnished by Owner
and installed by Contractor. Contractor to verify all requirements affecting his work.
I. "No Exception" means no other product other than what is specifically named by the Owner
or Architect listed in the Specifications. 1
1.04 STANDARD SPECIFICATIONS
A. When standard trade specifications are included in these specifications by reference, they
shall be made a part of these Specifications to the same extent as if herein written out in full.
Unless specifications note specifically otherwise, the most recent edition of such
specifications shall supersede any such requirements of such standard specifications.
1.05 SPECIFICATION DIVISIONS
A. The Specifications have been set up in sections conforming roughly to customary trade 1
practice for convenience only. The Architect is not bound to define the extent of work or
responsibility of any sub - contractors.
Tualatin Valley Fire & Rescue CBOC Specification Clarification
Project 2810.10 01040 —1
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1.06 LOCATION
A. The location of materials or articles given in the Specifications under the heading "Location"
is for a guide and may not include every location where such materials or articles are
required. Contractor shall consult the Drawings and Schedules for additional locations where
such materials or articles are required and provide them as specified for the listed items. In
addition to the items specified, everything shown on the Drawings is included as part of the
1 Contract unless it is specifically excluded.
PART 2 — PRODUCTS
Not used.
PART 3 — EXECUTION
Not used.
1 END OF SECTION
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Tualatin Valley Fire & Rescue CBOC Specification Clarification 2810.10 01040 — 2
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SECTION 01050
DRAWINGS 1
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COV INDEX, PROJECT INFORMATION, VICINITY PLAN, CODE SUMMARY
A1.1 SITE PLAN
A2.1 FIRST FLOOR PLAN
A2.2 SECOND FLOOR PLAN
A2.3 THIRD FLOOR FLOOR PLAN
A2.4 ROOF PLAN
A3.1 EXTERIOR ELEVATIONS
A5.1 EXTERIOR DETAILS
SO.1 STRUCTURAL DRAWING INDEX, ISSUE LOG AND ABBREVIATIONS
1
SO.2 GENERAL STRUCTURAL NOTES STRUCTURAL FOUNDATION PLAN & DETAILS
SO.3 STATEMENT AND TESTING FOR SPECIAL INSPECTIONS
S2.1 FIRST FLOOR FOUNDATION PLAN
S2.2 SECOND FLOOR FRAMING /FOUNDATION PLAN
S2.3 THIRD FLOOR FRAMING PLAN
S2.4 ROOF FRAMING PLAN
S3.1 SHEAR WALL AND BRACED FRAME ELEVATIONS
S3.2 SHEAR WALL AND BRACED FRAME ELEVATIONS
S3.3 BRACED FRAME ELEVATIONS
S5.1 CONCRETE SHEAR WALL ELEVATIONS
S6.1 STEEL BRACED FRAME DETAILS
S6.2 STEEL DETAILS
S6.3 STEEL DETAILS AND BRACED FRAME DETAILS
P2.1 FIRST FLOOR PLUMBING PLAN AND NOTES
END OF SECTION
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Tualatin Valley Fire & Rescue CBOC Drawings
Project 2810.10 01050 —1
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t SECTION 01060
REGULATORY REQUIREMENTS
PART 1 — GENERAL
1.01 SUMMARY
1 A. This Section covers general requirements for codes and standards pertaining to the Work
and is supplementary to the codes and standards mentioned or referenced elsewhere in the
Contract documents.
B. Related Documents:
1. In order to make these Specifications more easily understood, and to recognize
accepted construction industry practices, references will be made in many
Specification Sections to published standards, such as:
a. Standard material specifications, such as those prepared by ASTM, ANSI, or
other agency or association.
b. Installation standards by various trade associations, societies, or institutes.
1.02 INTENT
1 A. Wherever standards are mentioned in a Specification section, it is intended that the contents
of the standard will be incorporated into the Project requirements. Unless portions of the
standard are exempted or otherwise modified by wording found in the Specification, the
1 standard will be considered as binding as if it were fully set forth in the Project Manual.
B. Paragraph A, above, includes standards that are (outside this construction contract) known
as voluntary standards, that is, those that have not been uniformly adopted by all interested
parties, or whose requirements are not bound by law or other agreement.
C. Unless otherwise stated in a Specification section, the latest edition of a particular standard
shall be used.
1.03 CONFLICTS
A. In case of conflict between the requirements of regulatory agencies and the referenced
standard or reference type specification documents, the Contractor shall immediately notify
the Architect and conform to the most restrictive requirement if such conformance is legal
1 and approved by the Architect.
PART 2 — PRODUCTS
Not used.
PART 3 — EXECUTION
Not used.
END OF SECTION
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Tualatin Valley Fire & Rescue CBOC Regulatory Requirement
Project 2810.01 01060 —1
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SECTION 01070
CUTTING AND PATCHING
PART 1 — GENERAL 1
1.01 SUMMARY
A. Section Includes: Cut and patch the work as required to make various components fit 1
properly; to provide for installations of ill -timed work; to remove and replace defective work;
to remove and replace work not conforming to requirements of the Contract documents; to
remove samples of installed work as specified for testing; to integrate specified items into
existing construction.
B. Payment for Increased Cost:
1. The Owner is not responsible for costs created by the installation of ill -timed work, by
defective work, or for costs arising from work not conforming to the Contract
documents.
2. In addition, the Contractor shall be liable to the Owner for the expense of additional
services to the Architect or his consultants if their involvement is needed to help
resolve problems created by ill- timed, defective, or non - conforming work.
1.02 SUBMITTALS
A. Where the structural integrity of a structure is likely to be involved, submit a written notice to
Architect requesting permission to proceed with cutting. Include in the request:
1. The name of the Project.
2. A description of proposed work. Designate the scope of cutting, why it is necessary,
and what other alternatives exist.
3. Also designate who will perform the work, what products will be used, and the extent
of refinishing required.
B. Where structural integrity is not likely to be involved, notify the Architect orally, or by
telephone, describing the affected work, and stating when the work will be uncovered.
PART 2 — PRODUCTS
2.01 MATERIALS
A. Use products and materials which comply with the Specifications for repair and replacement
following cutting operations.
PART 3 — EXECUTION
3.01 PREPARATION 1
A. Prior to cutting, provide shoring, bracing and support needed to maintain structural integrity
of Project.
B. Provide protection for portions of the Project not involved, and if exposed to the weather,
protection from the elements.
Tualatin Valley Fire & Rescue CBOC Cutting and Patching
Project 2810.01 01070 —1
3.02 REPAIR/RESTORATION
A. Restore work which has been cut or removed to comply with the requirements of the
Contract documents. Refinish surfaces to provide an even, continuous finish, without
evidence of cutting and patching.
1 END OF SECTION
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Project 2810.01 01070 — 2
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SECTION 01090
ABBREVIATIONS AND SYMBOLS
Reference to a technical society, institution, association, or governmental authority is made in accord with I
their acronym in the following table:
AA The Aluminum Association AMCA Air Movement and Control
www.aluminum.org Association International, Inc.
AAMA Architectural Aluminum www.amca.org
Manufacturers Association ANLA American Nursery & Landscape
www.aamanet.org Association
AASHTO American Association of State www.anla.org
Highway and Transportation ANSI American National Standards
Officials Institute 111 www.aashto.org www.ansi.org
AATC American Association of Textile APA The Engineered Wood Association
Chemists and Colorists www.apawood.org
www.aatcc.org ASAE American Society of Agricultural
ABPA American Board Products Engineers
Association www.asae.org
ACGIH American Conference of ASCE American Society of Civil Engineers
Governmental Industrial Hygienists www.asce.org
www.acgih.org ASHRAE American Society of Heating,
ACI American Concrete Institute Refrigerating, and Air - Conditioning
www.concrete.org Engineers
ACPA American Concrete Pipe Association www.ashrae.org 1
www.concrete- pipe.org ASME American Society of Mechanical
ACPPA American Concrete Pressure Pipe Engineers
Association www.asme.org
www.acppa.org ASSE American Society of Sanitary
ADC Air Diffusion Council Engineering
flexibleduct.org www.asse- plumbing.org
AGA American Gas Association ASTM American Society for Testing and 1
www.aga.org Materials (ASTM International)
AGC Associated General Contractors of www.astm.org
America AWI Architectural Woodwork Institute
www.agc.org www.awinet.org
AGMA American Gear Manufacturers AWPA American Wood Protection
Association Association (formerly American
www.agma.org Wood - Preservers' Association)
AHAM Association of Home Appliance www.awpa.com
Manufacturers AWS American Welding Society
www.aham.org www.aws.org
AHRI Air - Conditioning, Heating, and AWWA American Water Works Association
Refrigeration Institute www.awwa.org
www.ahrinet.org
AIA American Institute of Architects BHMA Builders Hardware Manufacturers
www.aia.org Association
AISC American Institute of Steel www.buildershardware.com
Construction BIA Brick Institute of America
www.aisc.org www.bia.org
AISI American Iron and Steel Institute
www.steel.org CAGI Compressed Air and Gas Institute
AITC American Institute of Timber www.cagi.org I
Construction CGA Compressed Gas Association
www.aitc- glulam.org www.cganet.com
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Tualatin Valley Fire & Rescue CBOC Abbreviations and Symbols
Project 2810.01 01090 —1
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1 CI The Chlorine Institute, Inc. FPS The Forest Products Society
www.chlorineinstitute.org www.forestprod.org
I CISCA Ceilings and Interior Systems
Construction Association GA Gypsum Association
www.cisca.org www.gypsum.org
CISPI Cast Iron Soil Pipe Institute GANA Glass Association of North America
I www.cispi.org www.glasswebsite.org
CLFMI Chain Link Fence Manufacturers GSA General Services Administration
Institute www.gsa.gov
I CPA www.chainlinkinfo.org
Composite Panel Association HI Hydraulic Institute
www.pbmdf.com www.pumps.org
CPMB Concrete Plant Manufacturers HMA Hardwood Manufacturers
I Bureau Association
www.cpmb.org www.hmamembers.org
CRA California Redwood Association HPVA Hardwood Plywood & Veneer
www.calredwood.org Association
I CRSI Concrete Reinforcing Steel Institute www.hpva.org
www.crsi.org
CTI Cooling Technology Institute ICAC Institute of Clean Air Companies
www.cti.org www.icac.com
CPSC Consumer Products Safety ICBO International Conference of Building
Commission Officials
www.cpsc.gov www.icbo.org
CRA California Redwood Association ICEA Insulated Cable Engineers
www.calredwood.org Association, Inc.
CRSI Concrete Reinforcing Steel Institute www.icea.net
U www.crsi.org IEEE Institute of Electrical and Electronics
CSI Construction Specifications Institute Engineers, Inc.
www.csinet.org www.ieee.org
CSSB Cedar Shake & Shingle Bureau IGCC Insulating Glass Certification Council
I www.cedarbureau.org
IGMA www.igcc.org
Insulating Glass Manufacturers
DASMA Door & Access Systems Alliance
I Manufacturers Association www.igmaonline.org
www.dasma.com IMSA International Municipal Signal
DHI Door and Hardware Institute Association
www.dhi.org www.imsasafety.org
I IMI International Masonry Institute
EGSA Electrical Generating Systems Annapolis, MD
Association ISANTA International Staple, Nail, and Tool
www.egsa.org Association
I EEI Edison Electric Institute www.isanta.org
www.eei.org
EPA Environmental Protection Agency KCMA Kitchen Cabinet Manufacturers
I www.epa.gov Association
ETL ETL Testing Laboratories www.kcma.org
www.intertek-etlsemko.com
MBMA Metal Building Manufacturers
I FAA Federal Aviation Administration Association
www.faa.gov www.mbma.com
FCC Federal Communications MFMA Maple Flooring Manufacturers
I Commission Association
www.fcc.gov www.maplefloor.org
FM Factory Mutual Insurance MSS Manufacturers Standardization
www.fmglobal.com Society of the Valve and Fittings
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Industry PCI Precast/Prestressed Concrete 1
www.mss - hq.com Institute
www.pci.org
NAAMM National Association of Architectural PDCA Painting and Decorating Contractors
Metal Manufacturers of America
www.naamm.org www.pdca.org
NAPHCC Plumbing- Heating - Cooling PEI Porcelain Enamel Institute, Inc.
Contractors Association www.porcelainenamel.com
www.phccweb.org.org PI The Perlite Institute, Inc.
NBBPVI National Board of Boiler and wwww.perlite.org
Pressure Vessel Inspectors PPI The Plastic Pipe Institute
www.nationboard.org www.plasticpipe.org ■
NCSPA National Corrugated Steel Pipe PTI Post - Tensioning Institute
Association www.post- tensioning.org
www.ncspa.org
NECA National Electrical Contractors RFC' Resilient Floor Covering Institute
Association www.rfci.com
www.necanet.org RIS Redwood Inspection Service
NEMA National Electrical Manufacturers www.redwoodinspection.com
Association RMA Rubber Manufacturers Association
www.nema.org www.rma.org
NFPA National Fire Protection Association
www.nfpa.org SCMA Southern Cypress Manufacturers
NHLA National Hardwood Lumber Association
Association www.cypressinfo.org
www.natlhardwood.org SDI Steel Deck (Institute
NIH National Institute of Health www.sdi.org
www.nih.gov SDI Steel Door Institute
NIST National Institute of Standards and www.steeldoor.org
Technology SJI Steel Joist Institute
www.nist.gov www.steeljoist.org
NLMA Northeastern Lumber Manufacturers SMACNA Sheet Metal and Air Conditioning
Association, Inc. Contractors' National Association
www.netma.org www.smacna.org
NSF National Sanitation Foundation SSPC The Society for Protective Coatings
www.nsf.org www.sspc.org I
NTMA The National Terrazzo & Mosaic STI Steel Tank Institute
Association, Inc. www.steeltank.com
www.ntma.com SWI Steel Window Institute
NWCB Northwest Wall & Ceiling Bureau www.steelwindows.com
www.nwcb.org TCA Tile Council of America
NWWDA Window and Door Manufacturers www.tileusa.com
Association TEMA Tubular Exchange Manufacturers
II
www.nwwda.org Association
www.tema.org
OSHA Occupational Safety & Health TPI Truss Plate Institute
Administration, United States www.tpinst.org
Department of Labor
www.osha.gov UBC Uniform Building Code
See ICBO
PATMI Powder Actuated Tool UL Underwriters Laboratories Inc.
Manufacturers' Institute www.ul.com
www.patmi.org ULC Underwriters' Laboratories of
PCA Portland Cement Association Canada
www.cement.org www.ulc.ca
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Project 2810.01 01090 — 3
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1 WCLIB West Coast Lumber Inspection WWPA Western Wood Products
Bureau Association
I www.wclib.org www.wwpa.org
WRCLA Western Red Cedar Lumber
Association
www.wrcla.org
1 Words which are found elsewhere in the construction documents are abbreviated in accordance with the
standards set forth in the following table:
I AB. Anchor Bolt CPT. Carpet
ACOUST. Acoustical
A.D. Area Drain DBL. Double
I ADJ Adjustable DEPT. Department
AFF Above Finish Floor DET. DTL Detail
, .
AGGR. Aggregate D.F. Drinking Fountain
AL. Aluminum DIA. Diameter
I ALT. Alternate DIM. Dimension
APPROX. Approximate DISP. Dispenser
ARCH. Architectural DN. Down
I ASB. Asbestos D.O. Door Opening
ASPH. Asphalt DR. Door
DS Downspout
BD. Board D.S.P. Dry Standpipe
I BITUM. Bituminous DWG Drawing
BLDG. Building DWR. Drawer
BLK. Block
I BLKG. Blocking E East
BM. Beam EA. Each
BOT., BTM. Bottom E.A. Exhaust Air
B.P. Building Paper E.A.D. Exhaust Air Damper
I BTU British Thermal Unit E.J. Expansion Joint
B.U.R. Built -up Roof EL. Elevation
ELEC. Electrical
CAB., CABT. Cabinet ELEV. Elevator
I C.B. Catch Basin EMER. Emergency
CEM. Cement ENCL. Enclosure
CER. Ceramic E.P. Electrical Panelboard
I CFM Cubic Feet per Minute EQ. Equal
C.I. Cast Iron EQPT. Equipment
C.J. Control Joint E.S. Each Side
CLG., CEIL'G. Ceiling E.W.C. Electric Water Cooler
I CLKG. Caulking EXP. Expansion
CLO. Closet EXPO. Exposed
CLR. Clear EXST. Existing
I CM Centimeter(s) EXT. Exterior
C.M.U. Concrete Masonry Unit E.W.H. Electric Water Heater
CNTR. Counter E.W. Each Way
CO. Clean Out
I COL. Column F.A. Fire Alarm
CONC. Concrete F.B. Flat Bar
CONN. Connection F.D. Floor Drain
I CONSTR. Construction FDN. Foundation
CONT. Continuous F.E. Fire Extinguisher
CTSK. Countersunk F.E.C. Fire Extinguisher Cabinet
CTR. Center F.F. Factory Finish
C.W. Cold Water F.H.C. Fire Hose Cabinet
I Tualatin Valley Fire & Rescue CBOC Abbreviations and Symbols
Project 2810.01 01090 — 4
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FIN. Finish LAB. Laboratory I
FIX. Fixture LAM. Laminate
FL. Floor LAV. Lavatory
FLASH. Flashing LF Linear Feet
FLUOR. Fluorescent LKR. Locker
F.O.C. Face of Concrete LT. Light
F.O.F. Face of Finish
F.O:I.O. Furnished by Owner, Installed by Owner M Meter(s)
F.O.I.C. Furnished by Owner, Installed by MAT'L. Material
Contractor MAX. Maximum
F.O.S. Face of Stud MBH. Thousand BTU per Hour
FPRF. Fireproof M.C. Medicine Cabinet
FRT. Fire Retardant Treated MECH. Mechanical
F.S. Full Size MEMB. Membrane
FT. Foot or Feet MET., MTL. Metal
FTG. Footing MFR. Manufacturer
FURR. Furring MH. Manhole
FUT. Future MIN. Minimum
MIR. Mirror
GA. Gauge MISC. Miscellaneous
GALV. Galvanized M.O. Masonry Opening
G.B. Grab Bar MTD. Mounted
GL. Glass. MUL. Mullion
GLM. Glue Laminated
GND. Ground N North
GPM Gallons per Minute N.I.C. Not in the Contract
GR. Grade NO. Number
GYP. Gypsum NOM. Nominal
GYP. BD. Gypsum Board N.T.S. Not to Scale
H. Handicapped OA. Overall
H.B. Hose Bib O.A.D. Outside Air Damper
H.C. Hollow Core O.B.D. Opposed Blade Damper
HDWD. Hardwood OBS. Obscure
HDWE. Hardware -. O.C. On Center
HG. Hot Gas Bi -pass O.D. Outside Diameter
H.M. Hollow Metal OPP. Opposite
HORIZ Horizontal OSA. Outside Air
HR Hour
HT. Height P. Paint
H.W. Hot Water P.BD. Particle Board
H.W.S. Hot Water Supply PL. Plate
H.W.R. Hot Water Return P.LAM. Plastic Laminate
PLAS. Plaster
I.D. Inside Diameter PLYWD. Plywood
INSUL. Insulation PR. Pair
INT. Interior P.T.D. Paper Towel Dispenser
III
P.T.D. /R. Combination Paper Towel
JAN. Janitor Dispenser and Receptacle
JT. Joint PTN. Partition
P.T.R. Paper Towel Receptacle
KG Kilo (One Kilogram) P.T. Pressure Treated
KIT. Kitchen
KW Kilowatts QT. Quarry Tile
KWH Kilowatts per Hour
R. Riser
L Liter(s) R.A. Return Air 1
Tualatin Valley Fire & Rescue CBOC Abbreviations and Symbols
Project 2810.01 01090 5
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1 R.A.D. Return Air Damper SYM. Symmetrical
RAD. Radius
I R.D. Roof Drain T.B. Tack Board
REF. Reference T.C. Top of Curb
REFR. Refrigerator TEL. Telephone
REINF. Reinforced TEMP. Temperature
I REQ. Required TER. Terrazzo
RESIL. Resilient T &G Tongue and Groove
RGTR. Register THK Thick
R.L. Refrigerant Liquid THRESH. Threshold
I RM. Room T.O.S. Top of Slab
R.O. Rough Opening T.P. Top of Pavement
R.S. Refrigerant Suction T.P.D. Toilet Paper Dispenser
I RWD. Redwood TRD Tread
R.W.L. Rain Water Leader T.V. Television
T.W. Top of Wall
S South TYP. Typical
I S.C. Solid. Core
S.C.D. Seat Cover Dispenser UNF Unfinished
SCHED. Schedule U.O.N. Unless Otherwise Noted
I S.D. Soap Dispenser UR. Urinal
SECT. Section
SH. Shelf V.D. Volume Damper
SHR. Shower VERT. Vertical
I SHT. Sheet VEST. Vestibule
SHTH'G Sheathing
SIM. Similar W West
I S.N.D. Sanitary Napkin Dispenser W. Waste
S.N.R. Sanitary Napkin Receptacle W/ With
SPEC. Specifications W.C. Water Closet
SQ. Square WD. Wood
I S.SK. Service Sink W/O Without
SST. Stainless Steel WP. Waterproof
STA. Station W.R. Water Resistant
I STD. Standard WSCT. Wainscot
STL. Steel WT. Weight
STOR. Storage
STRL. Structural
1 SUSP. Suspended
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I Tualatin Valley Fire & Rescue CBOC Abbreviations and Symbols
Project 2810.01 01090 — 6
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Symbols which are found elsewhere in the Construction Documents are abbreviated in accordance with
the following standard:
& And Inches 11
L Angle : Is, or Shall Be
@ At PL Plate
0 Diameter or Round % Percent
1 Perpendicular / Per
# Pound, or Number X By (as in 2 x 4)
(E) Existing Feet
END OF SECTION
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Tualatin Valley Fire & Rescue CBOC Abbreviations and Symbols
Project 2810.01 01090 — 7
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SECTION 01110
SUMMARY OF WORK
PART 1 — GENERAL
1 1.01 SUMMARY
A. The site contains an existing 38,030 square foot three story office building. The building is
not completely finished inside or currently occupied.
B. This is the Phase I of a two phase project.
C. The main components of the work in Phase I include:
1. Removal and replacement of the main building steel diagonal bracing system with
design /build BRB's (buckling restrained braces). These have a 10 week minimum lead
time.
2. Various column steel strengthening and various exterior wall bracing and
strengthening.
3. Below slab sanitary drain additions and alterations.
4. Excavation and concrete work for a new depressed slab area.
5. A new entry on the lower floor with storefront work.
6. Minor related site work including rough -ins of conduit for the standby power system.
1 7. Minor roof alterations will be required for the future installation of a self supporting 20
foot high antennae mast.
8. Provide access (remove and replace) to the building for the BRB's and equipment to
complete the below slab work.
1 D. Protect existing finishes that currently exist and are to remain.
E. Services to this building cannot be interrupted without 48 hours prior notice and written
I approval by the Owner.
PART 2 — PRODUCTS
Not used.
1 PART 3 — EXECUTION
Not used.
END OF SECTION
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Tualatin Valley Fire & Rescue CBOC Summary of Work
Project 2810.01 01110 —1
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SECTION 01300
ADMINISTRATIVE REQUIREMENTS
PART 1 — GENERAL
1.01 SUMMARY
A. Section Includes:
1. Preconstruction meeting.
2. Site mobilization meeting. 11
3. Progress meetings.
4. Construction progress schedule. 11
5. Progress photographs.
6. Coordination drawings.
7. Submittals for review, information, and project closeout. 1
8. Number of copies of submittals.
9. Submittal procedures. 1
B. Related Sections:
1. General Conditions: Dates for applications for payment.
2. Section 01720 — Closeout Submittals: Project record documents.
C. Make the following types of submittals to Architect through the Owner's Representative:
1. Requests for interpretation.
2. Requests for substitution.
1
3. Shop drawings, product data, and samples. 1
4. Test and inspection reports.
5. Manufacturer's instructions and field reports.
6. Applications for payment and change order requests.
1 7. Progress schedules.
8. Coordination drawings. 1
9. Closeout submittals.
1.02 SUBMITTAL PROCEDURES 1
A. Transmit each submittal with AIA Document G810 -2001.
Tualatin Valley Fire & Rescue CBOC Administrative Requirements
Project 2810.01 01300 —1
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B. Sequentially number the transmittal form. Revise submittals with original number and a
sequential alphabetic suffix.
C. Identify Project, CM /GC, subcontractors or supplier; pertinent drawing and detail number,
1 and Specification section number, as appropriate on each copy.
D. Apply CM /GC's stamp, signed or initialed certifying that review, approval, verification of
Products required, field dimensions, adjacent construction Work, and coordination of
information is in accordance with the requirements of the Work and Contract documents.
E. Deliver submittals to Architect at business address.
F. Schedule submittals to expedite the Project, and coordinate submission of related items.
G. For each submittal for review, allow 14 calendar days excluding delivery time to and from the
CM /GC.
H. Identify variations from Contract documents and product or system limitations which may be
1 detrimental to successful performance of the completed Work.
I. Provide space for CM /GC and Architect review stamps.
1 J. When revised for resubmission, identify all changes made since previous submission.
1 K. Distribute copies of reviewed submittals as appropriate. Instruct parties to promptly report
any inability to comply with requirements.
L. Submittals not requested will not be recognized or processed.
M. Number of Copies of Submittals:
1. Documents for Review:
a. Small Size Sheets, Not larger than 8-1/2 inches by 11 inches: Submit the
number of copies which the CM /GC requires, plus two copies which will be
retained by the Architect.
b. Larger Sheets, Not larger than 36 inches by 48 inches: Submit one
reproducible transparency and one opaque reproduction.
2. Documents for Information: Submit six copies.
3. Documents for Project Closeout: Make one reproduction of submittal originally
reviewed. Submit one extra of submittals for information.
4. Samples: Submit the number specified in individual Specification sections; one of
which will be retained by Architect..
a. After review, produce duplicates.
b. Retained samples will not be returned to CM /GC unless specifically so stated.
I 1.03 DISTRIBUTION
A. Duplicate and distribute reproductions of Shop Drawings, product data, samples, and other
submittals which bear Architect's stamp of approval, to Project site file, subcontractors,
1 suppliers, other affected sub, and other entities requiring information.
Tualatin Valley Fire & Rescue CBOC Administrative Requirements
Project 2810.01 01300 — 2
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1. Provide each testing and inspection agency one set of approved submittals for their
exclusive use in providing specified quality control testing and inspection services;
refer to Section 01451.
2. Provide additional set of approved submittals for Project record documents file; refer
to Section 01720 — Project Record Documents.
3. Provide two additional sets of all approved submittals for Owner's permanent files.
1.04 COMMISSIONING SUBMITTALS
A. Where submittals are indicated for review by both Architect and the Commissioning
Authority, submit one extra and route to Architect first, for forwarding to the Commissioning
Authority.
B. Where submittals are not indicated to be reviewed by Architect, submit directly to the
1
Commissioning Authority; otherwise, the procedures specified in this Section apply to
commissioning submittals.
1.05 SUBMITTALS FOR REVIEW
A. When the following are specified in individual sections, submit them for review:
1. Product data.
2. Shop drawings.
3. Samples for selection.
4. Samples for verification.
B. Architect's review of submittals is for limited purpose of checking for conformance with
information given and design concept expressed in Contract documents.
C. Samples will be reviewed only for aesthetic, color, or finish selection.
D. After review, provide copies and distribute in accordance with Article 3.11, and for Project 1
record documents purposes described in Section 01720 — Project Record Documents.
1.06 INFORMATIONAL SUBMITTALS 1
A. Informational submittals upon which Architect is not expected to take responsive action may
be so identified in Contract documents.
1. Submit informational submittals as packages separate from other submittals with
separate transmittal form.
2. When professional certification of performance criteria of materials, systems, or
equipment is required by Contract documents, Architect shall be entitled to rely upon
accuracy and completeness of such certifications. 1
B. Types of Informational Submittals:
1. Design Data: Submit at same time as Shop drawings as separate package with 1
separate transmittal.
2. Test Reports: Submit within two weeks of testing. 1
Tualatin Valley Fire & Rescue CBOC Administrative Requirements
Project 2810.01 01300 — 3
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1 3. Certifications: Submit certifications when specified in individual Specification sections.
a. Indicate material or product conforms to or exceeds specified requirements.
Submit supporting reference data, affidavits, and certifications as appropriate.
b. Certifications may be recent or previous test results on material or product, but
must be acceptable to Architect.
1 c. Submit welder certifications 2 weeks prior to commencement of welding
operations.
1 d. Submit manufacturer or fabricator certifications with product data.
e. Submit certificates of compliance within two weeks following approval or
acceptance by authority having jurisdiction.
f. Submit installation certifications within 2 weeks following completion of product
installation.
4. Engineering Certifications:
a. Submit certified statement, signed and sealed by professional engineer
responsible for design attesting to following:
1) Conformity to applicable governing codes.
2) Conformity to criteria in Contract documents.
3) Component parts were designed or selected for locale and application
intended.
b. Submit at same time as Shop drawings in separate package with separate
transmittal. Submit prior to fabrication if Shop drawings are not required by
individual Specification sections.
5. Qualification Data: When specified in individual Sections, submit manufacturer's,
fabricator's, and installer's qualifications verifying years of experience.
a. Include list of completed projects having similar scope of Work identified by
name, location, date, reference names, and phone numbers.
b. Submit manufacturer qualification data with proposed products list.
c. Submit fabricator or installer qualification data with list of subCM /GCs at least
15 days prior to submitting first Application for Payment.
1 6. Manufacturer's Instructions:
a. When specified in individual Specification sections, submit manufacturer's
' printed instructions for delivery, storage, assembly, installation, adjusting,
finishing, and other pertinent data.
b. Identify conflicts between manufacturer's instructions and Contract documents.
c. Submit at same time product data as separate package with separate
transmittal.
1
Tualatin Valley Fire & Rescue CBOC Administrative Requirements
Project 2810.01 01300 — 4
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7. Manufacturer's Field Reports:
1
a. When specified in individual Specification sections, submit written results and
findings of manufacturer's field services specified as part of Field Quality
Control. 1
8. Coordination Drawings:
a. Provide information required by Owner's Representative for preparation of
Coordination drawings.
b. Review Drawings prior to submission to Architect. 1
9. Submit for Owner's Representative or Architect's knowledge as Contract administrator
or for Owner.
1.07 SUBMITTALS FOR PROJECT CLOSEOUT:
A. When the following are specified in individual sections, submit them at Project closeout: 1
1. Project record documents.
2. Operation and maintenance data. ji
3. Warranties.
4. Bonds.
5. Other types as indicated. 1
B. Submit for Owner's benefit during and after Project completion.
1.08 QUALITY ASSURANCE 11
A. Preconstruction Meeting:
1. Owner's Representative will schedule a preconstruction meeting after Notice of
Award.
2. Meeting Attendance Required: 1
a. Owner's Representative,
b. Architect, 1
c. CM /GC.
3. Meeting Agenda:
a. Execution of Owner -CM /GC Agreement. 1
b. Submission of executed bonds and insurance certificates.
c. Distribution of Contract documents. 1
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Tualatin. Valley Fire & Rescue CBOC Administrative Requirements
Project 2810.01 01300 — 5
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d. Submission of list of subcontractors, list of products, schedule of values, and
progress schedule.
e. Designation of personnel representing the parties to Contract the CM /GC and
Architect.
f. Procedures and processing of field decisions, submittals, substitutions,
' applications for payments, proposal request, change orders, and Contract
closeout procedures.
g. Scheduling.
1 4. Administrative Requirements: Record minutes and distribute copies within 3 days after
meeting to participants, with one copy to Owner's Representative, Architect, Owner,
1 participants, and those affected by the decisions made.
B. Site Mobilization Meeting:
1 1. Architect will schedule a meeting at the Project site prior to CM /GC occupancy.
2. Meeting Attendance Required:
1 a. CM /GC,
b. Owner,
c. Owner's Representative,
d. Architect,
e. Special consultants,
1 f. CM /GC's Superintendent, and
g. Major subcontractors.
1 3. Meeting Agenda:
a. Use of premises by Owner and CM /GC.
b. Owner's requirements and occupancy prior to completion.
c. Construction facilities and controls provided by Owner.
d. Temporary utilities provided by Owner.
1 e. Survey and building layout.
f. Security and housekeeping procedures.
g. Schedules.
h. Application for payment procedures.
i. Procedures for testing.
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Tualatin Valley Fire & Rescue CBOC Administrative Requirements
Project 2810.01 01300 — 6
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j. Procedures for maintaining Project record documents.
k. Requirements for start-up of equipment.
I. Inspection and acceptance of equipment put into service during construction
period.
4. Administrative Requirements: Record minutes and distribute copies within 3 days after
meeting to participants, with one copy to Owner's Representative, Architect, CM /GC,
111
participants, and those affected by decisions made.
C. Progress Meetings: 1
1. Schedule and administer meetings throughout progress of the Work at maximum
weekly intervals. 1
2. Architect will make arrangements for meetings, prepare agenda with copies for
participants, and preside at meetings.
3. Meeting attendance required as appropriate to agenda topics for each meeting: 111
a. Job superintendent,
b. Major subcontractors and suppliers,
1
c. CM /GC, 1
d. Owner's Representative, and
e. Architect.
4. Meeting Agenda:
a. Review minutes of previous meetings.
b. Review of Work progress. 1
c. Field observations, problems, and decisions.
d. Identification of problems which impede planned progress. 1
e. Review of submittals schedule and status of submittals.
f. Maintenance of progress schedule. 1
g. Corrective measures to regain projected schedules.
h. Planned progress during succeeding work period.
i. Maintenance of quality and work standards. 1
j. Effect of proposed changes on progress schedule and coordination.
k. Other business relating to Work. 1
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Tualatin Valley Fire & Rescue CBOC Administrative Requirements
Project 2810.01 01300 — 7
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5. Administrative Requirements: Record minutes and distribute copies within 2 days after
meeting to participants, with two copies to Owner's Representative, Architect, CM /GC,
participants, and those affected by decisions made.
D. Construction Progress Schedule:
1. Within 10 days after date of the Agreement, submit preliminary schedule defining
planned operations for the first 60 days of Work, with a general outline for remainder
of Work.
2. If preliminary schedule requires revision after review, submit revised schedule within
1 10 days.
3. Within 20 days after review of preliminary schedule, submit draft of proposed
complete schedule for review. Include written certification that major CM /GCs have
reviewed and accepted proposed schedule.
1 4. Within 10 days after joint review, submit complete schedule.
5. Submit updated schedule with each Application for Payment.
E. Progress Photographs:
1. Submit new photographs at least once a month, within 3 days after exposure.
2. Maintain one set of all photographs at project site for reference; same copies as
submitted, identified, as such.
1 3. Photography Type: Digital; electronic files.
4. Provide photographs of site and construction throughout progress of Work produced
' by an experienced photographer, acceptable to Architect.
5. In addition to periodic, recurring views, take photographs of each of the following
events:
1 a. Completion of demolition and site clearing.
b. Excavations in progress.
c. Foundations in progress and upon completion.
1 d. Structural framing in progress and upon completion.
e. Enclosure of building, upon completion.
1 f. Final completion, minimum of ten photographs.
6. Views:
a. Provide non - aerial photographs from four cardinal views at each specked time,
until Date of Substantial Completion.
1 b. Consult with Architect for instructions on views required.
c. Provide factual presentation.
1
I Tualatin Valley Fire & Rescue CBOC Administrative Requirements
Project 2810.01 01300 — 8
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d. Provide correct exposure and focus, high resolution and sharpness, maximum
depth of field, and minimum distortion.
7. Digital Photographs: 24 -bit color, minimum resolution of 1024 by 768, in JPG file
format; provide files unaltered by photo editing software. 1
a. Delivery Medium: Via email.
b. File Naming: Include project identification, date and time of view, and view 1
identification.
c. Adobe PDF File: Assemble all photos into printable pages in PDF file format,
1
with two to three photos per page, each photo labeled with file name; one PDF
file per submittal.
d. Photo CD(s): Provide one copy including all photos cumulative to date and PDF
file(s), with files organized in separate folders by submittal date.
1.09 PROJECT COORDINATION 1
A. Cooperate with the Owner in allocation of mobilization areas of site; for field offices and
sheds, for access, traffic, and parking facilities.
B. During construction, coordinate use of site and facilities through the Owner.
C. Comply with Owner's procedures for intra - project communications; submittals, reports and
records, schedules, Coordination drawings, and recommendations; and resolution of
ambiguities and conflicts.
D. Comply with instructions of the Owner's for use of temporary utilities and construction 1
facilities.
E. Coordinate field engineering and layout work under instructions of the Owner.
END OF SECTION
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Tualatin Valley Fire & Rescue CBOC Administrative Requirements
Project 2810.01 01300 — 9
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CONTRACTOR'S REQUEST FOR INTERPRETATION
SECTION 01305
1
PART 1 - GENERAL
1 1.1 SECTION INCLUDES
A. Requirements for Request for Interpretation (RFIs). Requests for Information shall be
deemed the same as a Request for Interpretation and shall be treated as such by the
Architect. Interpretation pertains to the process of assimilating areas of intent in the content
all ready contained in the contract. A request for Information infers new content to be added
to the contract documents.
1.2 DEFINITIONS
A. Request For Interpretation (RFI):
1. A document submitted by the Contractor requesting interpretation of a portion of the
Contract Documents, hereinafter referred to as an RFI.
B. Improperly Prepared RFIs:
1. RFIs that are not prepared properly (not having enough information to clearly
describe the question or issue associated with the question).
2. RFIs submitted to request approval of submittals.
3. RFIs submitted to request approval of substitutions.
4. RFIs submitted to request changes which entail cost, credit or changes in contract
time.
C. Frivolous RFIs:
1. RFIs that request information that is clearly shown in the Contract Documents.
1 1.3 CONTRACTOR'S REQUEST FOR INTERPRETATION
A. The Contractor shall carefully study the Contract Documents to assure that the requested
information or interpretation is not available in the Contract Documents.
B. When the Contractor is unable to determine from the contract Documents the materials,
process or system to be installed, the Architect shall be requested to make an interpretation
1 of the design intent.
1. The Contractor shall submit a written RFI to the Architect requesting the
interpretation. The RFI shall be on the AIA Document G716 or approved Contractor's
standard form and numbered sequentially. Each RFI shall bear the RFI number on
the pages submitted. The RFI shall be fully legible after photocopying, faxing or
transmitted by electronic means.
1 2. If the interpretation is of an item, process or system known to be prepared by a
consultant to the Architect, the Contractor may direct the RFI directly to the
consultant with a copy sent to the Architect.
TUALATIN VALLEY FIRE & RESCUE CBOC RFI'S
PROJECT 2810.10 01305 - 1
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C. RFIs shall be originated by the Contractor.
1. RFIs submitted from subcontractors or materials suppliers shall be submitted
through, reviewed by and signed by the Contractor prior to submittal to the Architect.
2. RFIs sent directly to the Architect or the Architect's consultants that are not
submitted through, reviewed by and signed by the Contractor shall not be accepted
and will be returned unanswered.
D. The contractor shall endeavor to keep the number of RFIs to a minimum. In the event that a
series of RFIs related to a material, process or system becomes unwieldy in the opinion of
the Architect due to the number or frequency of RFIs submitted, the Architect may require the
Contractor to submit future requests as either Submittals or Substitution Requests for
change. 1
E. In the event that the Contractor believes that an RFI response by the Architect results in a
change to the contract cost or time, the Contractor shall not proceed with the work indicated
by the RFI until a Construction Cost Directive (CCD) or Change Order (CO) is prepared and
executed. RFIs themselves shall not in themselves justify a change in contract cost or time.
1. Answered RFIs shall not be construed as an approval to perform additional work. 1
2. Unanswered RFIs shall be returned with a notation: "Not Reviewed ".
3. The Contractor shall allow 14 calendar days review and response time for RFIs. 1
1.4 ARCHITECT'S RESPONSE TO RFI
A. Architect will respond to RFIs on one of the following forms.
1. Properly Prepared RFIs:
a. AIA Document G716.
b. AIA Document G710, Architect's Supplemental Instructions. 1
c. Contractor's approved standard RFI form.
2. Improper or frivolous RFIs:
a. Unanswered RFIs shall be returned with a notation: "Not Reviewed ".
3. Architect may opt to retain RFIs for discussion during regularly scheduled project
meetings.
Y P 1
4. All responses to RFIs from the Architect or the Architect's consultants shall be
distributed by the Architect.
1.5 RFI LOG AND TRACKING 1
A. The Contractor shall prepare and maintain an RFI log. The log shall indicate RFI number and
the dates the RFI was received and returned by the Architect.
B. The RFI log shall be distributed and reviewed at the regular job meetings.
1
TUALATIN VALLEY FIRE & RESCUE CBOC RFI'S
PROJECT 2810.10
01305 -2
1 PART 2 - PRODUCTS (NOT APPLICABLE)
1 PART 3 - EXECUTION (NOT APPLICABLE)
END OF SECTION 01305
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TUALATIN VALLEY FIRE & RESCUE CBOC RFI'S
1 PROJECT 2810.10 01305 - 3
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CONSTRUCTION PROGRESS SCHEDULE
SECTION 01325
1 PART 1 - GENERAL
1.1 SECTION INCLUDES 1
A. Preliminary schedule.
B. Construction progress schedule, bar chart type. 1
1.2 RELATED SECTIONS
A. Section 01110, Sequence of Work: Work sequence.
1.3 REFERENCES
1
A. AGC (CPSM) Construction Planning and Scheduling Manual (2004),. Associated General
Contractors of America.
1.4 SUBMITTALS
A. Within 10 days after date of Agreement, submit preliminary schedule defining planned
operations for the first 60 days of Work; with a general outline for remainder of Work.
B. If the preliminary schedule requires revision after review, submit revised schedule within
10 days.
C. Within 20 days after review of preliminary schedule, submit draft of proposed complete
schedule for review. 1
1. Include written certification that major contractors have reviewed and accepted
proposed schedule.
1 D. Within 10 days after joint review, submit complete schedule.
E. Submit updated schedule with each Application for Payment. 1
F. Submit the number of opaque reproductions that Contractor requires, plus two copies which
will be retained by Architect. 1
1.5 SCHEDULE FORMAT
A. Listings: In chronological order according to the start date for each activity. Identify each
activity with the applicable specification section number.
B. Diagram Sheet Size: Maximum 22 inches by 17 inches (560 x 432 mm) or width required.
C. Scale and Spacing: To allow for notations and revisions.
1
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TUALATIN VALLEY FIRE & RESCUE CBOC SCHEDULE
PROJECT 2810.10 01325 - 1
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1 PART 2 - PRODUCTS (NOT APPLICABLE)
1 PART 3 - EXECUTION
3.1 PRELIMINARY SCHEDULE
1 A. Prepare preliminary schedule in the form of a horizontal bar chart (Gant Chart).
3.2 CONTENT
1 A. Show complete sequence of construction by activity, with dates for beginning and completion
of each element of construction.
1 B. Identify each item by specification section number.
C. Identify work of separate stages and other logically grouped activities.
1 D. Provide sub - schedules to define critical portions of the entire schedule.
I E. Show accumulated percentage of completion of each item, and total percentage of Work
completed, as of the first day of each month.
F. Coordinate content with schedule of values specified in Specification Section 01200.
I G. Provide legend for symbols and abbreviations used.
I 3.3 BAR CHARTS
A. Include a separate bar for each major portion of Work or operation.
1 B. Identify the first work day of each week.
3.4 REVIEW AND EVALUATION OF SCHEDULE
1 A. Participate in joint review and evaluation of schedule with Architect at each submittal.
B. Evaluate project status to determine work behind schedule and work ahead of schedule.
I C. After review, revise as necessary as result of review, and resubmit within 10 days.
1 3.5 UPDATING SCHEDULE
A. Maintain schedules to record actual start and finish dates of completed activities.
1 B. Indicate progress of each activity to date of revision, with projected completion date of each
activity.
1 C. Annotate diagrams to graphically depict current status of Work.
D. Identify activities modified since previous submittal, major changes in Work and other
identifiable changes.
I E. Indicate changes required to maintain Date of Substantial Completion.
1 F. Submit reports required to support recommended changes.
® TUALATIN VALLEY FIRE & RESCUE CBOC SCHEDULE
1 PROJECT 2810.10 01325 - 2
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3.6 DISTRIBUTION OF SCHEDULE 1
A. Distribute copies of updated schedules to Contractor's project site file, to Subcontractors,
suppliers, Architect, Owner, and other concerned parties.
B. Instruct recipients to promptly report, in writing, problems anticipated by projections shown in
schedules.
END OF SECTION 01325
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TUALATIN VALLEY FIRE & RESCUE CBOC SCHEDULE
PROJECT 2810.10 01325 - 3
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SECTION 01330
SUBMITTAL PROCEDURES
1 PART 1 — GENERAL
1.01 SUMMARY
1 A. Submit to the Architect: Shop Drawings, samples, and product data (such as manufacturer's
standard Schematic drawings and other literature) where required by individual Specification
sections preliminary schedule.
B. Related Sections:
1 1. Section 01300 — Administrative Requirements.
2. Section 01720 — Project Record Documents.
1 1.02 GENERAL REQUIREMENTS
A. Review submittals, make necessary corrections, and become familiar with the content of the
1 submittal prior to turning material over to the Architect.
B. Schedule submissions to allow a reasonable period of time for review and possible
resubmission.
C. Accompany submittals with transmittal letter bearing the Project name, Contractor's name,
number of items, and other pertinent data.
D. Submittals themselves shall be dated, and marked to show the names of the Project,
Architect, Contractor, originating subcontractor, manufacturer, or supplier, and separate
detailer, if pertinent. Identify the Specification section where the item is discussed in the
Project Manual, and indicate the location where the material or equipment is to be installed.
E. Apply Contractor's stamp, sign or initial and date certifying that review, verification of
' products, field dimensions, adjacent construction Work, and coordination of information, is in
accordance with requirements of Work and Contract documents.
F. Engineer Qualifications: Licensed to practice engineering in jurisdiction where Project is
located, with minimum of 5 years experience in design of systems, products, or assemblies
specified, when submittals require signature and seal of registered professional engineer.
G. Delays, resulting from return of submittals without processing, are not responsibility of
Architect. Submittals will be returned without processing if:
1. They have not been reviewed and stamped by Contractor for coordination of work and
for conformance with Drawings and Specifications prior to submission to Architect;
2. They are not initialed or signed by authorized person;
3. They are not dated; or
4. It becomes evident that they have not been properly reviewed.
H. Keep one copy of all approved Shop drawings, samples, and product data in the field office
at all times.
I Tualatin Valley Fire & Rescue CBOC Submittal Procedures
Project 2810.01 01330 —1
1.03 PRODUCT DATA
A. Mark each copy to identify applicable products, models, options, and other data: Supplement
manufacturers' standard data to provide information unique to Project. Delete inapplicable
data. -
B. Identify Specification section number and paragraph at each submittal item on
manufacturer's cut sheets for which item is being submitted.
C. Materials List: Submit a list of the following types of materials proposed for installation.
1. Material(s) not specified. Refer to Section 01630 — Product Substitution Procedures.
2. Material(s) selected from a Specification naming more than one manufacturer or
supplier.
3. Material(s) selected to conform to a reference specification when no manufacturer has
been named.
D. The list shall complete and tabulated by, each Specification section and /or portion of the
Work. Include name of manufacturer of each material. For materials specified by reference
standards, also include the following with the listing of each such product:
1. Address of manufacturer.
1
2. Trade name.
3. Model or catalog designation. 1
4. Manufacturer's data, including performance and test data and referenced standards.
E. Special Warranties: Include sample of required warranties with proposed wording and
locations for signatures. Final Submittal: With closeout submittals under Section 01780 —
Closeout Submittals.
1.04 SHOP DRAWINGS
A. Unless otherwise specified, the number of Shop drawings which the Contractor shall submit,
and if necessary, resubmit, is the number that the Contractor requires to be returned, plus
two copies which will be retained by the Architect (six copies minimum).
1. Submit one reproducible transparency, and one print of each Shop drawing, including
1
fabrication, erection, layout and setting drawings, and such other drawings as required
under the various Sections of the Project Manual, until approval is obtained.
2. Present in clear and thorough manner. Title each Drawing with Project name and
number; identify each element of Drawings by reference to sheet number and detail,
schedule, or room number of Contract documents.
3. Check and coordinate Shop drawings of each section or trade with requirements of
other sections or trades and as necessary for proper coordination and complete
installation of Work.
4. Do not use Contract drawings for Shop drawings. Provide original Shop drawings with
changes from Contract drawings clearly indicated.
Tualatin Valley Fire & Rescue CBOC Submittal Procedures
Project 2810.01 01330 — 2
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5. Show layout, details, materials, dimensions, thicknesses, methods of assembly,
attachments, relation to adjoining Work, wiring diagrams, rough -in requirements, and
other pertinent data and information.
6. Verify.dimensions and field conditions. Clearly indicate field dimensions and field
conditions.
7. Contractor's stamp certifying to his review shall be clearly visible.
B. Contractor is responsible for obtaining and distributing required prints of Shop drawings to
his subcontractors and materials suppliers after approval is obtained. Prints of reviewed
Shop drawings shall be made from transparencies which carry the Architect's appropriate
stamp.
C. Submit detail drawings of special accessory components not included in manufacturer's
Product Data.
D. Existing Conditions:
1. Show locations of existing conditions which affect installation of new Work.
2. Show details of existing conditions and proposed modifications as requested by
Architect.
1 1.05 CHANGED CONDITIONS DRAWINGS
A. When specified in individual Sections, submit changed condition drawings in same quantities
1 as for Shop drawings.
1. Where conditions differ from Contract documents or Shop drawings and remedial
' work is necessary, submit Drawing showing changes.
2. Submit each Drawing bearing seal and signature of professional engineer responsible
for design.
3. Indicate differing condition and required work caused by differing condition.
1.06 SAMPLES
A. When required, three samples of sufficient size to indicate general visual effect shall be
submitted. Where samples must show a range of color, texture, finish, graining, or other
1 similar property, submit three sets of pairs illustrating the full scope of this range.
B. Sample Tag or Label: Large enough for review stamp and include full Project information.
�. C. Submit samples to illustrate functional and aesthetic characteristics of product, including
integral parts and attachment devices. Coordinate sample submittals for interfacing Work.
i D. One set of approved samples will be retained at the Architect's office. Final work will be
■ measured against approved samples.
1 1.07 INCOMPLETE AND PARTIAL SUBMITTALS
A. Incomplete Submittal: Submittal not complying with specified submittal requirements.
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Tualatin Valley Fire & Rescue CBOC Submittal Procedures
Project 2810.01 01330 — 3
B. Partial Submittal: Submittal subdivided into components as indicated in submittal schedule
and each component submitted separately.
C. Architect will not review incomplete submittals. Complete submittals for each item are 1
required. Submittal will not be considered official until it is complete in every respect. Delays
resulting from incomplete submittals are not responsibility of Architect.
D. Where partial submissions cannot be checked until complete submission has been received,
or where correlation is required between material submitted and material not yet submitted,
Architect will advise Contractor in writing that submission will not be checked until all
pertinent information is received. Submittal will not be considered official until it is complete
in every respect.
PART 2 — PRODUCTS
Not used.
PART 3 — EXECUTION
Not used.
END OF SECTION
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Tualatin Valley Fire & Rescue CBOC Submittal Procedures
Project 2810.01 01330 — 4
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SECTION 01640
SUBSTITUTIONS
1 PART 1 - GENERAL
1.01 For products specified only by reference standards, select any product meeting standards, by any
manufacturer.
1.02 For products specified by naming products or manufacturers, select any product and manufacturer
1 names, or submit request for substitutions as outlined below.
1.03 SUBSTITUTIONS GENERALLY
1 A. In making request for substitution, manufacturer or Contractor represents:
1. They have personally investigated proposed product, and determined that it is equal or
1 superior in all respects to that specified.
2. They will provide the same guarantee for substitution as for product specified.
3. They will coordinate installation of accepted substitution into the work, making such changes
as may be required for the work to be complete in all respects.
4. They waive all claims for additional costs related to the substitution which may become
apparent subsequent to the approval.
B. Substitutions will not be considered if:
1. They are indicated or implied on shop drawings or project data submittals without request
submitted in accordance with General Conditions.
1 2. Acceptance will require substantial revision of Contract Documents.
3. The Owner prefers a product for uniformity of servicing or maintenance that is already in place
1 in other facilities.
1.04 SUBSTITUTIONS DURING PRICING PERIOD
1 A. Owner /Architect will consider written requests for substitutions, when submitted in accord with the
requirements of this section.
1. If proposed substitution is approved, such approvals will be set forth in Addendum. Bidders
shall not rely upon approvals made in any other manner.
1 2. Requests received within 5 days prior to establishing the GMP will not be considered.
1.05 SUBSTITUTIONS AFTER EXECUTION OF OWNER - CONTRACTOR AGREEMENT
1 A. The Owner may, at his option, consider formal requests from the Contractor for substitution of
products in lieu of those specified when submitted in accord with the requirements of this section.
One or more of the following conditions must also be documented:
1 1. The substitution is required to comply with final interpretation of code requirements or
insurance regulations.
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Tualatin Valley Fire & Rescue CBOC Substitutions
Project 2810.10 01640 —1
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2. The substitution is due to the unavailability of the specified products, through no fault of the 1
Contractor.
- 3. The substitution may be requested when subsequent information discloses the inability of the 1
specified products to perform properly or to fit in the designated space.
4. The substitution may be due to the manufacturer or fabricator's refusal to certify or guarantee 1
performance of the specified product as required.
5. The substitution may be requested when it is clearly seen, in the judgment of the.
Owner /Architect that a substitution would be substantially to the Owner's best interests in terms
of cost, time, or other considerations.
PART 2 - PRODUCTS (NOT USED) , 1
PART 3 - EXECUTION
3.01 FORM OF REQUESTS
A. To aid in the review of requests, submit on form following this section, which may be copied. Blank
substitution forms are available at the Owner /Architect's office.
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B. Submit two copies of request for substitution. Include:
1. Complete data substantiating compliance of proposed substitution with Contract Documents.
Such will include product identification, including manufacturer's literature, product description,
performance and test data, reference standards, samples, and finally, the name and address
of similar projects on which product was used, and date of installation. i
2. Itemized comparison of proposed substitution with product or method specified.
3. Data relating to changes in construction schedule. 1
4. For request submitted after bids are received, accurate cost data on proposed substitution in
comparison with product or method specified.
END OF SECTION 01640
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Project 2810.10 01640 — 2
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SECTION 01710
CLEANING -
1 PART 1 - GENERAL
Not Used.
PART2- PRODUCTS
2.1 Use only those cleaning materials recommended by the manufacturer of the surface material to be cleaned.
1 Repair or replace materials or equipment that has been damaged by improper cleaning materials or methods.
PART 3 - EXECUTION
3.1 CLEANING DURING CONSTRUCTION
A. Clean periodically to keep the work, the site, and adjacent properties free from accumulations of
waste materials and periodically remove from the site.
B. Use sturdy containers for the collection of waste materials and periodically remove from the site.
1 C. Clean interior spaces prior to the start of painting work, and continue on an as- needed basis to insure
that dust or other contaminants will not fall on wet or newly coated surfaces.
3.2 FINAL CLEANING
A. Employ skilled persons for final cleaning which includes, but is not necessarily limited to:
1 1. Removal of grease, mastics, adhesives, dirt, stains, fingerprints, labels, and other foreign
materials from interior and exterior surfaces normally exposed to view.
2. Wash and shine glazing and mirrors.
3. Polish glossy surfaces to a clear shine.
1 4. Clean ventilating systems if they were operated during the construction period. Vacuum
clean.
1 B. Broom -clean exterior paved surfaces; rake -clean the grounds.
END OF SECTION 01710
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TUALATIN VALLEY FIRE & RESCUE CBOC Cleaning
PROJECT 2810.10 01710 - 1
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SECTION 01720
PROJECT RECORD DOCUMENTS
PART 1 — GENERAL
1.01 SUMMARY
A. Related Sections:
1. Section 01330 — Submittal Procedures.
1.02 SUBMITTALS
A. At Contract closeout, deliver Record documents to Architect for transmittal to Owner.
B. Accompany submittal with transmittal letter in duplicate, showing the date, Project title and
number, Contractor's name and address, title and number of each Record document.
1.03 RECORD DOCUMENT REQUIREMENTS 1
A. Maintain at Project site record copy of (minimum one copy):
1. Project Manual.
2. Contract drawings.
3. Addenda.
4. Change Orders, Change Directives, Supplemental Instructions, and other
modifications to Contract.
5. Approved Shop Drawings, Product Data, Samples, and similar required submittals.
6. Approved substitutions.
7. Reports of inspection and testing agencies.
8. Inspection certificates.
9. Manufacturer's certificates, manufacturer's instructions, and reports of manufacturer's 1
field observations.
10. Samples. 1
11. Other items indicated in various sections within Division 1.
B. Store Record Documents in the field office apart from documents used for construction. 1
Provide files and racks for storage, and a secure space for samples.
1. Label and file documents and samples in accordance with section number listings in
Table of Contents of Project Manual. Label each item PROJECT RECORD
DOCUMENT in stamped or printed letters in prominent location on each Drawing.
2. Maintain documents and samples in clean, dry, legible condition and in good order; do
not use for construction purposes.
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C. Record information concurrently with construction progress; do not conceal any work until
required information is recorded.
D. Make documents available for review by Architect and Owner during construction; or
available for inspection upon request of the Architect or Owner.
1.04 PROJECT MANUALS
A. Legibly record changes and modifications issued by addenda and change orders.
B. Legibly mark -up manuals to record actual construction, including:
1. Manufacturer, trade name, and model number of each product actually installed,
including product options and approved substitutions.
1 2. Changes made by addenda.
3. Changes made by Change Order, Field Order, Supplemental Instructions, and other
1 issued modifications.
4. Other matters not originally specified.
5. Submit to Architect at time of Substantial Completion as Informational Submittal in
accordance with Section 01330 — Submittal Procedures.
C. Legibly mark the Drawings to record actual construction, such as the depths of various
elements of foundation in relation to finish first floor datum. Also show the horizontal and
vertical locations of underground utilities and appurtenances, referenced to permanent
surface improvements. Locate internal utilities and appurtenances concealed in the
construction, referenced to visible and accessible features of the structure. Note field
changes of dimension and detail, and changes made by Change Order. Sketch details not
I on original Contract drawings.
ODUCTS
Not used.
PART 3 — EXECUTION
Not used.
1 END OF SECTION
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Tualatin Valley Fire & Rescue CBOC Project Record Documents
1 Project 2810.10 01720 — 2
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SECTION 01730
CUTTING AND PATCHING
PART 1 - GENERAL
1.01 Cut and patch the work as required to make various components fit properly; to provide for installations of
ill-timed work; to remove and replace defective work; to remove and replace work not conforming to
requirements of Contract Documents; to remove samples of installed work as specified for testing; to
integrate specified items into existing construction.
1.02 SUBMITTALS 1
A. Where the structural integrity of a structure is likely to be involved, submit a written notice to
Architect requesting permission to proceed with cutting. Include in the request: . 1
1. The name of the project.
2. A description of proposed work. Designate the scope of cutting, why it is necessary, and what
other alternatives exist.
3. Also designate who will perform the work, what products will be used, and the extent of
refinishing required.
B. Where structural integrity is not likely to be involved, notify the Architect orally, or by telephone,
describing the affected work, and stating when the work will be uncovered.
1.03 PAYMENT FOR INCREASED COSTS
A. The Owner will not be responsible for costs created by the installation of ill -timed work, by defective
work, or for costs arising from work not conforming to the Contract Documents.
B. In addition, the Contractor shall be liable to the Owner for the expense of additional services to the
Architect or his consultants if their involvement is needed to help resolve problems created by ill -
timed, defective, or non - conforming work.
PART 2 - PRODUCTS
2.01 Use products and materials which comply with the Specifications for repair and replacement following
cutting operations.
PART 3 - EXECUTION
3.01 Prior to cutting, provide shoring, bracing and support needed to maintain structural integrity of project.
Also provide protection for portions of the project not involved, and if exposed to the weather, protection
from the elements.
3.02 Restore work which has been cut or removed to comply with the requirements of the Contract
Documents. Refinish surfaces to provide an even, continuous finish, without evidence of cutting and
patching. 1
END OF SECTION 01730
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Project 2810.10 01730 —1
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SECTION 02410
DEMOLITION
1 PART 1 - GENERAL
1.01 DESCRIPTION
A. This Section includes the following:
1. Demolition and removal of interior and exterior building elements as shown on the
drawings and as required to complete the work.
a. A partial list of building elements is as follows:
1) The exterior walls where shown
1 2) The exterior glazing system and exterior openings.
3) Existing roof system and roof insulation where required.
1 4) Electrical, plumbing and mechanical systems to accommodate the new systems
unless noted to remain or required by alternate bids.
1 5) Structural components as noted or required.
2. Shoring, bracing, cribbing and other structural support as required to temporarily brace and
support elements of the existing structure during the process of demolition and seismic
improvement. See section 1.9 of these specifications.
3. Demolition and removal of site items to accomplish new improvements.
■ 1.02 RELATED WORK
A. Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division 1 Specification Sections, apply to this Section.
B. See Section 03820, CONCRETE CORING AND CUTTING.
1.03 QUALITY ASSURANCE
1 A. ANSI A10.6 -1991, "Safety Requirements for Demolition Operations "; shall be incorporated into
this Section.
1.04 MATERIALS. OWNERSHIP AND SALVAGE
1 A. Except for items or materials indicated to be reused, salvaged, or otherwise indicated to remain
the Owner's property, demolished materials shall become the Contractor's property and shall be
' removed from the site with further disposition at the Contractor's option.
B. Remove and salvage for the Owner the following:
1 1. The aluminum window system and glazing.
2. Equipment as designated by Owner.
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1.05 HAZARDOUS MATERIALS
A. Pollutants: If during the course of work the Contractor encounters any form of pollutant,
Contractor shall immediately notify the Owner. Pollutants, as defined by this Specification, shall
be interpreted to mean those materials which require special care in handling or the need for
special precautions while being exposed to, of a level above that which is acceptable by the
Governing Authority, including but not limited to such items as friable asbestos material, noxious
gas or liquid, flammable gas or liquid, or similar materials that fall into that category and which
may prove harmful to construction personnel and /or the general public.
1.06 PROTECTION 1
A. Perform demolition in such manner as to eliminate hazards to persons and property; to
minimize interference with use of adjacent areas, utilities and structures or interruption of use of
such utilities; and to provide free passage to and from such adjacent areas of structures.
B. Provide safeguards, including warning signs, barricades, temporary fences, warning lights, and
other similar items that are required for protection of all personnel during demolition and
removal operations.
C. Fences, barricades, lights and other similar items around exposed excavations shall be
maintained until such excavations have been completely filled.
D. Prevent spread of flying particles and dust. Sprinkle rubbish and debris with water to keep dust
at a minimum.
E. In addition to previously listed fire and safety rules to be observed in performance of work,
include following: 1
1. No wall or part of wall shall be permitted to fall outwardly from structures.
2. Wherever a cutting torch or other equipment that might cause a fire is used, provide and . 1
maintain fire extinguishers nearby ready for immediate use. All possible users shall be
instructed in use of fire extinguishers.
3. Hydrants shall be accessible at all times. No debris shall be permitted to accumulate within
a radius of 15 feet of fire hydrants.
1.07 USE OF EXPLOSIVES 1
A. Use of explosives will not be permitted.
1.08 DECONSTRUCTION AND WASTE MINIMIZATION PLAN AND REPORT
A. The Contractor shall submit for review prior to the start of the work a written document
describing the following:
1. Method to sort and reuse or recycle the following materials (including but not limited to):
a. Wood
b. Glass
c. Ferrous metals
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Project 2810.10 02410 — 2
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d. Brick masonry
1 e. Nonferrous metals
f. Windows
1 g. Concrete
h. Drywall
1 2. Method to recycle materials, including name and location of recycling operation and
method of transportation.
3. Method to remove usable items in tack for future reuse as a building material or other
useful function.
1 4. Contacts made to salvage the following materials:
a. Aluminum Windows.
b. Glass.
B. Provide the name of the on -site contact that will be responsible for overseeing the Waste
1 Minimization Plan and Deconstruction.
C. The Contractor shall submit a final report indicating the material, if it was reused or recycle or
land- filled, the location of the material and the approximate amount. Provide evidence that 50%
of waste by weight was deferred from the landfill.
1.09 BRICK SALVAGE
1 A. The Contractor will isolate the brick from the rest of the structure and move it to a designated
area on the site for cleaning and sorting by others.
1 B. Remove the brick as a separate task using equipment that will minimize breakage
C. A minimum of 80% of all the brick shall be segregated.
1 D. Keep other waste debris from becoming co- mingled with the brick.
1 1.10 SHORING AND BRACING REQUIREMENTS
A. Provide shoring and bracing at all structurally demolished and removed elements of the building
as shown or required to safely transfer dead and live loads until the permanent structure is
installed and approved.
B. Shoring and bracing design to be the responsibility of the contractor.
1 C. Shoring, bracing and cribbing shall be designed by a registered Oregon Structural Engineer and
submittals are required showing Toad calculations and recommended design of the temporary
bracing or shoring systems.
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Project 2810.10 02410 — 3
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PART 2 - PRODUCTS (NOT USED) ''
PART 3 - EXECUTION
3.01 EXAMINATION
A. Verify that utilities have been disconnected and capped. 1
B. Survey existing conditions and correlate with requirements indicated to determine extent of
demolition required. 1
C. Inventory and record the condition of items to be removed and reinstalled and items to be
removed and salvaged.
O
D. Survey the condition of the building to determine whether removing any element might result in
a structural deficiency or unplanned collapse of any portion of the structure or adjacent
structures during demolition. 1
E. Perform surveys as the Work progresses to detect hazards resulting from demolition activities.
3.02 UTILITY SERVICES 1
A. Maintain existing utilities indicated to remain in service and protect them against damage during
demolition operations.
1. Do not interrupt existing utilities serving occupied or operating facilities, except when
authorized in writing by Owner and authorities having jurisdiction. Provide temporary
services during interruptions to existing utilities, as acceptable to Owner and to governing '-
authorities.
a. Provide not Tess than 72 hours notice to Owner if shutdown of service is required
during change over.
B. Owner will arrange for disconnecting and sealing indicated utilities serving structures to be
demolished before start of demolition work, when requested by Contractor.
C. Utility Requirements: Locate, identify, disconnect, and seal or cap off indicated utility services
serving structures to be demolished.
1. Owner will arrange to shut off indicated utilities when requested by Contractor.
2. Arrange to shut off indicated utilities with utility companies. 1
3.03 DEMOLITION
A. Demolish and remove all building elements as indicated including all appurtenances related or 1
connected thereto. Remove all asphalt paving, concrete slabs, walks and steps where
indicated.
B. Debris, including brick, concrete, stone, metals and similar materials, shall become property of
Contractor and shall be disposed of off the site.
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3.04 UTILITY DEMOLITION
A. The Contractor shall coordinate service disconnection(s) with utility companies. Contractor shall
limit interruption of utility services for Owner and residents.
B. Contractor to verify location of all utilities to be removed. Provide exploratory investigation as
necessary. Determine all requirements for disconnecting and capping. Locate all existing active
utility lines traversing the site and determine the requirements for their protection. The Drawings
do not purport to show all objects existing on the site.
1 C. Refer to Division 15 for shutting off, disconnecting, removing, and sealing or capping utility
services. Do not start demolition work until utility disconnecting and sealing have been
com pleted and verified in writing.
3.05 CLEANU
A. On completion of work of this section and after removal of all debris, site shall be left in clean
condition. Cleanup shall include off -site disposal of all items and materials required as well as
all debris and rubbish resulting from demolition operations.
1 END OF SECTION 02410
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SECTION 03100 �.
CONCRETE FORMS AND ACCESSORIES
PART 1- GENERAL
1.01 SUMMARY
A. Section Includes:
1. Formwork for cast -in -place concrete, with shoring, bracing and anchorage.
2. Openings for other work. 1
3. Form accessories.
4. Form stripping.
B. Related Sections:
1 1. Section 01340 — Submittals.
2. Section 03200 - Concrete Reinforcement. 1
3. Section 03300 — Cast -In -Place Concrete.
1.02 REFERENCES
A. American Concrete Institute (ACI):
117-06 Specifications for Tolerances for Concrete Construction and
Materials and Commentary
301-05 Specifications for Structural Concrete
318-08. Building Code Requirements for Structural Concrete and
Commentary 1
347 -04 Guide to Formwork for Concrete
B. U.S. Department of Commerce, Voluntary Product Standard (PS): 1
PS 1 -07 Structural Plywood
1.03 SYSTEM DESCRIPTION
A. Design Requirements:
1. Provide concrete forms, accessories, shoring, and bracing as required to accomplish
cast -in -place concrete work.
2. Design and construct to provide resultant concrete that conforms to design with
respect to shape, lines, and dimensions.
3. Comply with applicable State and local codes with respect to design, fabrication, 1
erection, and removal of formwork.
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Project 2810.01 03100 1
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4. Comply with relevant portions of ACI 347, ACI 301, and ACI 318.
1.04 SUBMITTALS
A. Section 01340 - Submittals: Submittal procedures.
B. Product Data: Provide data on void form materials and installation requirements.
C. Shop Drawings: Indicate pertinent dimensions, materials, bracing, and arrangement of joints
and ties.
1.05 DELIVERY, STORAGE, AND HANDLING
1 A. Store void forms off ground in ventilated and protected manner to prevent deterioration from
moisture.
PART 2 - PRODUCTS
2.01 FORMWORK MATERIALS
A. Softwood Plywood: PS 1, B -B High Density Concrete Form Overlay, Class I.
2.02 FORMWORK ACCESSORIES
1 A. Form Ties: Removable type, galvanized metal, fixed length, cone type, free of defects that
could leave holes larger than 25 mm (1 inch) in concrete surface.
1 B. Form Release Agent: Colorless mineral oil that will not stain concrete.
C. Corners: Filleted, rigid plastic type, 19 mm by 19 mm (3/4 -inch by 3/4 -inch) size, maximum
1 possible lengths.
2.03 MOISTURE BARRIER
A. Seven -ply polyethylene and fiberglass scrim reinforced Kraft paper
B. Provide all architectural moisture barrier products from a single manufacturer.
C. 51 mm (2 inch) wide sealing tape provided by the manufacturer.
' D. Acceptable Products:
1. Moistop Ultra by Fortifiber Building Systems Group.
2. Requests for substitutions will be considered in accordance with provisions of
Section 01 60 00- Product Requirements.
PART 3 - EXECUTION
3.01 EXAMINATION
A. Verify lines, levels and centers before proceeding with formwork. Ensure that dimensions
agree with the Drawings.
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3.02 EARTH FORMS
A. Earth forms are not permitted. -
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.03 ERECTION -
A. Erect formwork, shoring and bracing to achieve design requirements, in accordance with
requirements of ACI 301.
B. Provide bracing to ensure stability of formwork. Shore or strengthen formwork subject to
overstressing by construction loads.
C. Arrange and assemble formwork to permit dismantling and stripping. Do not damage
concrete during stripping. Permit removal of remaining principal shores. 1
D. Align joints and make watertight. Keep form joints to a minimum.
E. Provide fillet strips on external corners of beams, joists, and columns. 1
F. Coordinate this section with other sections of Work that require attachment of components to
formwork. 1
G. If formwork is placed after reinforcement, resulting in insufficient concrete cover over
reinforcement, request instructions from Architect before proceeding. 1
3.04 APPLICATION
A. Apply form release agent on formwork in accordance with manufacturer's recommendations. 1
3.05 CONSTRUCTION
A. Site Tolerances: Construct formwork to maintain tolerances required by ACI 117. 1
3.06 FIELD QUALITY CONTROL
A. Inspect erected formwork, shoring, and bracing to ensure that work is in accordance with
formwork design, and to verify that supports, fastenings, wedges, ties, and items are secure.
B. Do not reuse wood formwork more than three times for concrete surfaces to be exposed to
view. Do not patch formwork.
3.07 FORM REMOVAL 1
A. Do not remove forms or bracing until concrete has gained sufficient strength to carry its own
weight and imposed loads. 1
B. Loosen forms carefully. Do not wedge pry bars, hammers, or tools against finish concrete
surfaces scheduled for exposure to view. 1
C. Store removed forms to prevent damage to form materials or to fresh concrete. Discard
damaged forms.
3.08 SLEEVES, PIPES OR CONDUITS
A. Aluminum shall not be embedded in structural concrete unless effectively coated.
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B. Secure bolts, inserts and other embedded items so that they will not be displaced during the
placing and compacting operations. Set embedded bolts and sleeves for slab- mounted
equipment with the aid of templates from manufacturer's layouts for Shop drawings.
C. The locations of a portion of subsurface or hidden utilities (such as sewer, water, gas,
electric power, and telephone) whose locations are known have been shown on the
1 Drawings. Protect, plug or reroute as shown or specified.
D. Lines of undetermined locations may traverse the site or supply existing construction.
Protect active lines. Remove inactive lines from within building lines, and plug in a manner
approved by the serving utility and Owner.
E. Make repairs to damaged known active lines at no cost to the Owner. Known active lines
include those indicated on working drawings of existing construction which have been made
available to the Contractor by the Owner.
END OF SECTION
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SECTION 03200 1
CONCRETE REINFORCEMENT
PART 1 - GENERAL 1
1.01 STANDARDS
A. Standard Specifications: Materials and workmanship shall conform to Specifications, rules and
codes as designated in the OSSC and IBC Codes, current edition; Concrete Reinforcing Steel
Institute, Standard Specification for Structural Concrete for Buildings, current edition. 1
B. The Contractor shall be familiar with these publications and shall have them available at all times at
the work site.
1.02 ABBREVIATIONS
A. ACI: American Concrete Institute, P.O. Box 5754, Redford Station, Detroit, MI 48219. 1
B. ASTM: American Society for Testing and Materials, 1916 Race Street, Philadelphia, PA 19103.
C. CRSI: Concrete Reinforcing Steel Institute, 38 S. Dearborn Street, Chicago, IL 60603. 1
D. IBC: International Building Code of International Code Conference, current edition as modified by
the State of Oregon. 1
1.03 SUBMITTALS
A. See Section 01300, ADMINISTRATIVE REQUIREMENTS; for submittal procedures. 1
B. Shop Drawings: Submit shop drawings as per Supplementary Conditions for approval, prepared in
accordance with CRSI "Manual of Standard Practice for Detailing Reinforced Concrete Structures"
and ACI Detailing Manual, ACI 315. Comply with requirements of ACI SP -66. Indicate bending
diagrams, assembly diagrams, splicing and laps of rods, shapes, dimension and details of bar
reinforcing and accessories. Include bar sizes and material types, lengths, spacings and locations,
and quantities of reinforcing steel; bar schedules, stirrup spacing, shapes of bent bars, spacing of
bars, and types and location of splices. Include special reinforcement required at openings and flat
slab shear reinforcing. Do not reproduce construction documents for shop drawings.
C. Product Data: Submit for bar supports, chairs, rebar couplers, and flat slab shear reinforcing.
D. Manufacturer's Certificate: Certify that reinforcing steel and accessories supplied for this project
meet or exceed specified requirements.
1.04 PRODUCT DELIVERY, STORAGE, AND HANDLING
A. Store reinforcement in a manner that will prevent rusting or coating with grease, oil, dirt, and other 1
objectionable materials.
B. Deliver reinforcement to the job site bundled, tagged and marked, using metal tags. 1
1.05 QUALITY ASSURANCE
A. Perform work of this section in accordance with CRSI (DA4), CRSI (P1), ACI 301, ACI SP -66, and
ACI 318; in addition to applicable building code.
1
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1. Maintain one copy of each document on project site.
1 1.06 RELATED WORK SPECIFIED ELSEWHERE
A. Section 03 10 00, CONCRETE FORMS AND ACCESSORIES: Concrete formwork.
B. Section 03 30 00, CAST -IN -PLACE CONCRETE: Concrete.
PART2- PRODUCTS
2.01 REINFORCEMENT
A. Reinforcing Steel: ASTM A615/A615M, Grade 60 (420) for #7 and smaller bars.
1. Deformed billet -steel bars.
1 2. Unfinished.
B. Reinforcing Steel: ASTM A706/A706M, Grade 60 (420) for #8 and larger bars and all bars to be
welded. Permitted for bars #7 and smaller.
1. Deformed low -alloy steel bars.
2. Unfinished.
■ 2.02 ACCESSORIES
A. Provide galvanized spacers, chairs, bolsters and devices necessary for proper placing, spacing and
supporting reinforcement in place. Tie all intersections with 16 gauge black annealed wire.
B. Use only concrete dobies under reinforcing in slabs on grade. Do not use metal chairs.
C. Mechanical Couplers:
1 1. Manufacturers:
a. Headed Reinforcement Corporation (HRC); Product: Xtender: www.hrc - usa.com
b. Erico; Product: Threaded or Interlock Coupler: www.erico.com
1 c. Erico; Product: CADWELD: www.erico.com
2. T- Headed Reinforcement:
1 a. Manufacturers:
1) Headed Reinforcement Corporation (HRC); Product: 100 or 200 Series: www.hrc-
1 usa.com
2) Headed Reinforcement Corporation (HRC); Product: Xtender 500 Series Round or
Rectangular: www.hrc- usa.com
3) Erico; Product: Terminator: www.erico.com
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2.03 FABRICATION
A. Fabricate concrete reinforcing in accordance with CRSI (DA4) — Manual of Standard Practice,
ACI SP -66 — ACI Detailing Manual, ACI 318, and ACI 301.
B. Welding of reinforcement is permitted only where indicated on drawings. Perform welding in
accordance with AWS D1.4.
C. Mechanical couplers may be substituted for contact lap splices as permitted on drawings.
D. Locate reinforcing splices not indicated on drawings at point of minimum stress.
1. Stagger splice locations so that no more than 50% of the bars are spliced at a section.
2. Locations of splices subject to approval by Architect.
PART 3 - EXECUTION
1
3.01 INSTALLATION
A. Conform to requirements of American Concrete Institute, sections mentioned below: 1
Bending ACI 318, Section 7.3
Cleaning ACI 318, Section 7.4
Placing ACI 318, Section 7.5
Spacing ACI 318, Section 7.6
Splices ACI 318, Section 12.15, 12.16, 12.17
ACI 530, Section 2.1.10
Protective Covering of Concrete ACI 318, Section 7.7
B. Provide 2' -0" x 2' -0" corner bars to match horizontal reinforcing in walls at all corners and
intersections.
C. Splices in slab on grade reinforcement and all continuous footings not part of the lateral system shall
be lapped 30 bar. diameters (24" minimum) and shall be staggered at least 4' -0" at alternate bars. All
other splice locations for #6 bars and smaller, lap bars 58 diameters or 2' -0" minimum and stagger
the splices at least 4' -0" at alternate bars. All other splice locations for #7 bars and larger, lap bars
72 diameters and stagger the splices at least 6' -0" at alternate bars.
D. All openings smaller than 30" x 30" that disrupt reinforcing shall have an amount of reinforcing
placed both sides of opening equal to the amount disrupted and extending 2' -0" each side of
opening.
E. Provide the following reinforcing around wall opening larger than 30" x 30" as indicated on drawings
F. Provide two #4 continuous bars at top and bottom and at discontinuous ends of all walls.
G. Provide dowels from footings to match all vertical wall, pilaster and column reinforcing. Lap per
Section C above.
H. Lap all bars in intersecting footings 2' -0" or 30 diameters, whichever is greater.
I. Welding: 1
1. Welding of crossing bars is not permitted.
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t reinforcement against arc Protect adjacent g c strikes during welding.
1 J. Do not bend or realign reinforcement after being embedded in hardened concrete.
3.02 MINIMUM BAR COVERAGE
A. Maintain concrete cover around reinforcing as indicated on drawings.
3.03 BAR PLACEMENT
1 A. Place reinforcement accurately, securely fasten and support to prevent displacement before or
during pouring.
3.04 FIELD QUALITY CONTROL
A. An independent testing agency, as specified in Division 01; will inspect installed reinforcement for
1 conformance to contract documents before concrete placement.
B. Visually Inspect 100 percent of mechanical coupler installations.
1 C. Inspect placement, location, splices, spacing, size, cover and type of reinforcement for conformance
with the contract documents.
D. Visually inspect placement of flat slab shear reinforcing for conformance with the contract
documents and manufacturer recommendations.
3.05 CLEANING
A. Clean reinforcement of loose mill scale, oil, dirt, or any other coating that might destroy or reduce
the bond. Do not apply form oil with reinforcement in place.
3.06 EXPANSION JOINTS
A. Do not run reinforcement or other fixed metal items continuously through expansion or construction
joints, except as detailed.
3.07 SLEEVES
A. Where sleeves or openings are provided for passage of pipes and ducts, space them no closer
together than two times the average diameter of the sleeves or openings, but not less than 6 inches
center to center. Do not interrupt indicated reinforcement. Where these requirements cannot be
complied with, submit details for approval before proceeding.
END OF SECTION 03200
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SECTION 03300
CAST -IN -PLACE CONCRETE
PART 1 — GENERAL 1
1.01 SUMMARY
A. Section Includes:
1. Cast -in place concrete, including formwork, reinforcement, concrete materials, mixture
design, placement procedures.
2. Finishes:
a. Slabs -on- grade.
b. Building walls.
c. Vapor Retarder, seam tape, and pipe boots.
B. Related Sections: 1
1. Drawings and General provisions of the Contract, including General and
Supplementary conditions and Division 01 Specifications, apply to this Section. 1
2. Division 03 for general building applications of specialty finished formed concrete.
1.02 REFERENCES 1
A. American Association of State Highway and Transportation Officials (AASHTO):
M182 -05 Standard Specification for Burlap Cloth Made from Jute or Kenaf and
Cotton Mats
B. American Concrete Institute (ACI):
117-06 Specifications for Tolerances for Concrete Construction and
Materials and Commentary 1
301-05 Specifications for Structural Concrete
302.1 R-04 Guide for Concrete Floor and Slab Construction 1
305R -99 Hot Weather Concreting
306.1 -90 Standard Specification for Cold Weather Concreting
(Reapproved 2002)
308.1 -98 Standard Specification for Curing Concrete 1
315-99 Details and Detailing of Concrete Reinforcement
318-08 Building Code Requirements for Structural Concrete and
Commentary
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1 C. American Welding Society (AWS):
I DI.4 /D1.4M -2005 Structural Welding Code - Reinforcing Steel
D. ASTM International (ASTM):
I A185/A185M -07 Standard Specification for Steel Welded Wire Reinforcement, Plain,
for Concrete
I A615/ A615M -09 Standard Specification for Deformed and Plain Carbon -Steel Bars for
Concrete Reinforcement
A706/A706M -09 Standard Specification for Low -Alloy Steel Deformed and Plain Bars
1 for Concrete Reinforcement
C31 /C31 M -09 Standard Practice for Making and Curing Concrete Test Specimens
I in the Field
C33/C33M -08 Standard Specification for Concrete Aggregates
1 C39/C39M -05e2 Standard Test Method for Compressive Strength of Cylindrical
Concrete Specimens
I C42/C42M -04 Standard Test Method for Obtaining and Testing Drilled Cores and
Sawed Beams of Concrete
C94/C94M -09 Standard Specification for Ready -Mixed Concrete
I C143/C143M -09 Standard Test Method for Slump of Hydraulic- Cement Concrete
1 C150/C150M -09 Standard Specification for Portland Cement
C171 -07 Standard Specification for Sheet Materials for Curing Concrete
1 C172 -08 Standard Practice for Sampling Freshly Mixed Concrete
C173/C173M -09 Standard Test Method for Air Content of Freshly Mixed Concrete by
I the Volumetric Method
C231 -09a Standard Test Method for Air Content of Freshly Mixed Concrete by
1 C260-06 the Pressure Method
Standard Specification for Air - Entraining Admixtures for Concrete
I C311 -07 Standard Test Methods for Sampling and Testing Fly Ash or Natural
Pozzolans for Use in Portland- Cement Concrete
C618 -08a Standard Specification for Coal Fly Ash and Raw or Calcined Natural
I Pozzolan for Use in Concrete
C989-09a Standard Specification for Slag Cement for Use in Concrete and
1 Mortars
C1017/C1017M -07 Standard Specification for Chemical Admixtures for Use in Producing
1 Flowing Concrete
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C1064/C1064M -08 Standard Test Method for Temperature of Freshly Mixed Hydraulic- _.
Cement Concrete.
C1116/C1116M -09 Standard Specification for Fiber - Reinforced Concrete 1
C1240 -05 Standard Specification for Silica Fume Used in Cementitious
Mixtures 1
D1751- 04(2008) Standard Specification for Preformed Expansion Joint Filler for
Concrete Paving and Structural Construction (Nonextruding and
Resilient Bituminous Types)
D1752- 04a(2008) Standard Specification for Preformed Sponge Rubber Cork and
Recycled PVC Expansion Joint Fillers for Concrete Paving and
Structural Construction
D2240-05 Standard Test Method for Rubber Property— Durometer Hardness
1
D5759- 95(2005) Standard Guide for Characterization of Coal Fly Ash and Clean Coal
Combustion Fly Ash for Potential Uses
E1155- 96(2008) Standard Test Method for Determining FF Floor Flatness and FL
Floor Levelness Numbers
E1155M- 96(2008) Standard Test Method for Determining FF Floor Flatness and F 1
Floor Levelness Numbers [Metric]
E1745 -09 Standard Specification for Water Vapor Retarders Used in Contact
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with Soil or Granular Fill under Concrete Slabs •
E. Concrete Reinforcing Steel Institute (CRS!): 1
Manual of Standard Practice, 28th Edition, 2009
F. National Ready Mixed Concrete Association (NRMCA): 1
Quality Control Manual, Section 3, Certification of Ready Mixed Concrete Production
Facilities, Tenth Revision, December 2007 1
G. U.S. Department of Commerce - Voluntary Product Standard (PS):
PS 1-07 Structural Plywood 1
1.03 DEFINITIONS
A. Cementitious Materials: Portland cement alone or in combination with one or more of the
following: blended hydraulic cement, fly ash and other pozzolans, ground granulated blast -
furnace slag, and silica fume; subject to compliance with requirements.
1 1.04 SYSTEM DESCRIPTION
A. Redesign or Departures from Requirements of the Contract documents initiated by
Contractor:
1. Obtain written acceptance from the Architect and Architect's consultants.
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2. Bear costs for Contractor - initiated or construction error due to changes in type, form,
system, or details of construction from those indicated by the Contract documents.
1 3. Costs of review of such changes by Architect and Architect's consultants will be
deducted from the Contract Sum by Change Order.
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1.05 SUBMITTALS
A. LEED Submittals:
1 1. Recycled Content:
a. Indicate recycled content; indicate percentage of pre- consumer and post-
s consumer recycled content per unit of product.
■ b. Indicate relative dollar value of recycled content product to total dollar value of
1 product included in Project.
c. If recycled content product is part of an assembly, indicate the percentage of
recycled content product in the assembly by weight.
d. If recycled content product is part of an assembly, indicate relative dollar value
of recycled content product to total dollar value of assembly.
1 2. Local /Regional Materials: -
a. Sourcing location(s): Indicate location of extraction, harvesting, and recovery;
indicate distance between extraction, harvesting, and recovery and the Project
site.
b. Manufacturing location(s): Indicate location of manufacturing facility; indicate
distance between manufacturing facility and the Project site.
c. Product Value: Indicate dollar value of product containing local /regional
materials; include materials cost only.
d. Product Component(s) Value: Where product components are sourced or
manufactured in separate locations, provide location information for each
component. Indicate the percentage by weight of each component per unit of
product.
•
3. Design Mixtures for ID Credit 1.1: For each concrete mixture containing fly ash as a
replacement for Portland cement or other Portland cement replacements, and for
equivalent concrete mixtures that do not contain Portland cement replacements.
1 B. Product Data:. For each type of product indicated.
C. Design Mixtures: For each concrete mixture. Submit alternate design mixtures when
characteristics of materials, Project conditions, weather, test results, or other circumstances
warrant adjustments.
1 1. Indicate amounts of mixing water to be withheld for later addition at Project site.
2. Include substantiating substantial test data to show compliance with
ACI 318, Chapter 5.
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D. Steel Reinforcement Shop Drawings: Placing Drawings that detail fabrication, bending, and
placement. Include bar sizes, lengths, material, grade, bar schedules, stirrup spacing, bent
bar diagrams, bar arrangement, splices and laps, mechanical connections, tie spacing, hoop
spacing, and supports for concrete reinforcement. The steel reinforcement detailer shall
generate all Shop drawing bending and installation details from the structural and
architectural drawings and specifications. The use of reproductions or photocopies of the
contract drawings shall not be permitted.
1. Provide details of fabrication, bending, and placement, prepared according to
ACI 315. Include special reinforcement required for openings through concrete
structures.
2. Shop drawing re- submittals shall clearly identify all revisions to previous submittals.
a. Heavy ink clouded outlines (revision clouds) shall be drawn around revised
areas of individual sheets.
b. Architect/Engineer will not review information outside of revision clouds on
resubmitted Drawings.
1 E x S amples For [watersfops] [vapor _retarder] <Inserf- products>
F. Quality Assurance /Control Submittals:
1. Material Test Reports: From a qualified testing agency indicating and interpreting test
results for compliance with requirements indicated, based on comprehensive testing
of current materials.
2. Certificates:
a. Welding certificates.
1
b. Material Certificates: For each of the following, signed by manufacturers.
1) Cementitious materials i
2) Admixtures.
3) Form materials and form- release agents.
4) Steel reinforcement and accessories.
5) Fiber reinforcement.
6) Curing compounds. 1
7) Floor and slab treatments.
8) Bonding agents.. 1
9) Adhesives.
10) Vapor barriers.
11) Semirigid joint filler.
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12) Joint - filler strips.
1 13) Repair materials.
3. Qualification Statements: Data for firms and persons specified in Article 1.2 to
demonstrate their capabilities and experience. Include lists of completed projects with
project names and addresses, names and addresses of Architects and Owners, and
other information specified.
1.06 QUALITY ASSURANCE
A. Installer Qualifications: An experienced installer who has complete concrete work similar in
material, design, and extent to that indicated for this Project and whose work has resulted in
construction with a record of successful in- service performance.
B. Manufacturer Qualifications: A firm experienced in manufacturing ready -mixed concrete
products complying with ASTM C94/C94M and NRMCA Quality Control Manual, Section 3,
for production facilities and equipment.
C. Regulatory Requirements:
1. Source Limitations: Obtain each type or class of cementitious material of the same
brand from the same manufacturer's plant, obtain aggregate from one source, and
1 obtain admixtures through one source from a single manufacturer.
2. Welding: Qualify procedures and personnel according to AWS D1.4/D1.4M.
1 3. Comply with ACI 117 and ACI 301, including the following, unless modified by the
requirements of the Contract documents:
a. General requirements, including submittals, quality assurance, acceptance of
structure, and protection of in -place concrete.
b. Formwork and form accessories.
c. Steel reinforcement and supports.
1 d. Concrete mixtures.
e. Handling, placing, and constructing concrete.
1 4. Concrete Testing Service: Engage a qualified independent testing agency to perform
material evaluation tests and to design concrete mixtures.
D � �} Mockrap,,s 3 ,Cast' concrete [slab -on grade] [and] [formed ;surface] pane�s��to demonstrate
typica ltomts surfacefinish,_texttrre tolerancesand7standardsof workrnanship
�1' Build panel approximately [�18 6 m (200 s udeetfeetylorsslan , g, rade] [and]
[9- 3 rr>z(100 square feet)1or formed surface] #<insert area> in thefilocation indicated
or if n o i nd i cated as d b
' 2: fi Approvedspanels emay beeomepart of the completed Workif tundisturbed at time of
Substantial Completion
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1.07 DELIVERY, STORAGE, AND HANDLING
A. Deliver, store, and handle steel reinforcement to prevent bending and damage. 1
PART 2 — PRODUCTS
2.01 MANUFACTURERS 1
A. In other PART 2 sections where titles below introduce lists, the following requirements apply
to product selection. 1
1. Available Products: Subject to compliance with requirements, products that may be
incorporated into the Work include, but are not limited to, products specified.
•
2. Products: Subject to compliance with requirements, provide one of the products
specified.
3. Available Manufacturers: Subject to compliance with requirements, manufacturers 1
offering products that may be incorporated into the Work include, but are not limited to
manufacturers specified.
4. Manufacturers: Subject compliance with requirements, provide products by one of
the manufacturers specified.
2 02 FORM- FACING MATERIALS 1
A. Smooth - Formed Finished Concrete: Form - facing panels that will provide continuous, true,
and smooth concrete surfaces. Furnish in largest practicable sizes to minimize number of
joints.
1. Plywood, metal, or other approved panel materials. 1
2. Exterior -grade plywood panels, suitable for concrete forms, complying with PS 1, and
as follows:
a. High- density overlay, Class 1, or better.
b. Medium - density overlay, Class 1, or better, mill - release agent treated and edge
sealed.
c. Structural 1, B—B or better, mill oiled and edge sealed.
d. B —B (Concrete Form), Class 1 or better, mill oiled and edge sealed.
B. Rough- Formed Finished Concrete: Plywood, lumber, metal, or another approved material.
Provide lumber dressed on at least two edges and one side for tight fit.
C. Forms for Cylindrical Columns, Pedestals, and Supports: Metal, glass - fiber- reinforced
plastic, paper, or fiber tubes that will produce surfaces with gradual or abrupt irregularities
not exceeding specified formwork surface class. Provide units with sufficient wall thickness
to resist plastic concrete loads without detrimental deformation.
D. Pan -Type Forms: Glass- fiber- reinforced plastic or formed steel, stiffened to resist plastic
concrete Toads without detrimental deformation.
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E. Void Forms: Biodegradable paper surface, treated for moisture resistance, structurally
sufficient to support weight of plastic concrete and other superimposed Toads.
1 F. Chamfer Strips: Wood, metal, PVC, or rubber strips, 19 mm by 19 mm (3/4 -inch by 3/4- inch),
minimum.
1 G. Rustification Strips: Wood; metal, PVC, or rubber strips, kerfed for ease of form removal.
H. Form - Release Agent: Commercially formulated form - release agent that will not bond with,
stain, or adversely affect concrete surfaces and will not impair subsequent treatments of
concrete surfaces.
1. Formulate form - release agent with rust inhibitor for steel form - facing materials.
I. Form Ties: Factory- fabricated, removable or snap -off metal or glass- fiber- reinforced plastic
form ties designed to resist lateral pressure of fresh concrete on forms and to prevent
1 spalling of concrete on removal.
1. Furnish units that will leave no corrodible metal closer than 25 mm (1 inch) to the
plane of exposed concrete surface.
2. Furnish ties that, when removed, will leave holes not larger than 25 mm (1 inch) in
diameter in concrete surface.
1 3. Furnish ties with integral water - barrier plates to walls indicated to receive
dampproofing or waterproofing.
1 2.03 STEEL REINFORCEMENT
A. Reinforcing Bars: ASTM A615/A615M, Grade 60, deformed, unless noted otherwise on the
Structural drawings.
B. Recycled Content of Steel Products: Provide products with an average recycled content of
1 . - steel products so postconsumer recycled content plus one -half of preconsumer recycled
content is not less than 25 percent.
C. Low -Alloy -Steel Reinforcing Bars: All reinforcing steel to be welded or bent in field,
ASTM A706/A706M, deformed.
D. Plain -Steel Welded Wire Reinforcement: ASTM A185/A185M, plain, fabricated from as-
drawn steel wire into flat sheets.
I 2.04 REINFORCEMENT ACCESSORIES
A. Joint Dowel Bars: ASTM A615/A615M, Grade 60 plain steel bars, cut bars true to length with
ends square and free of burrs.
B. Bar Supports: Bolsters, chairs, spacers, and other devices for spacing, supporting, and
fastening reinforcing bars and welded wire reinforcement in place. Manufacture bar supports
from steel wire, plastic, or precast concrete according to CRSI Manual of Standard Practice,
of greater compressive strength than concrete, and as follows:
1. For concrete surfaces exposed to view where legs of wire bar supports contact forms,
use CRSI Class 1 plastic - protected steel.wire or CRSI Class 2 stainless - steel bar
supports.
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2.05 CONCRETE MATERIALS 1
A. Cementitious Material: Use the following cementitious materials, of the same type, brand,
and source, throughout Project. 1
1. Portland Cement: ASTM C150/C150M, Type I /II.
2. Fly Ash: Comply with ASTM C618; Class C or F. Refer to General Structural Notes.
Report the chemical analysis of the fly ash in accordance with ASTM C311. Evaluate
and classify fly ash in accordance with ASTM D5759.
1
a. Recycled Content: Minimum 20 percent pre- consumer recycled content at
Contractor's option.
3. Ground Granulated Blast- Furnace Slag: Comply with ASTM C989, Grade 100 or 120.
a. Recycled Content: Minimum 20 percent pre- consumer recycled content at
Contractor's option.
4. Silica Fume: Comply with ASTM C1240, amorphous silica.
a. Recycled Content: Minimum 20 percent pre - consumer recycled content at
Contractor's option.
B. Normal- Weight Aggregate: Comply with ASTM C33/C33M, uniformly graded, maximum
coarse- aggregate size of 19 mm (3/4- inch).
C. Water: Potable and complying with ASTM C94/C94M. 1
2.06 ADMIXTURES
A. Air - Entraining Admixture: ASTM C260. 1
B. Chemical Admixtures: Provide admixtures certified by manufacturer to be compatible with
other admixtures and that will not contribute water - soluble chloride ions exceeding those
permitted in hardened concrete. Do not use calcium chloride or admixtures containing
calcium chloride.
1. Water Reducing Admixture: ASTM C494/C494M, Type A.
2. Retarding Admixture: ASTM C494/C494M, Type B.
3. Water- Reducing and Retarding Admixture: ASTM C494/C494M, Type D.
4. High- Range, Water- Reducing Admixture: ASTM C494/C494M, Type F. 1
5. High- Range, Water- Reducing and Retarding Admixture: ASTM C494/C494M, Type G.
6. Plasticizing and Retarding Admixture: ASTM C1017/C1017M, Type II. 1
2.07 RELATED MATERIALS
A. Plastic Vapor Retarders:
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1. ASTM E1745, Class A. Include manufacturer recommended adhesive or P ressure-
sensitive tape.
1 2. Acceptable Products:
a. Stego Wrap Vapor Barrier (15 -mil) by Stego Industries LLC.
b. Moistop Ultra 10 by Fortifiber Building Systems Group.
c. Vapor Block 15 by Raven Industries.
d. Griffolyn Type -105 by Reef Industries, Inc.
B. Expansion and Isolation Joint Filler Strips: ASTM D1751, asphalt- saturated cellulosic fiber,
or ASTM D1752, cork or self- expanding cork.
C. Semirigid Joint Filler: Two - component, semirigid, 100 percent solids, epoxy resin with a
Type A, shore durometer hardness of 80 per ASTM D2240.
D. Bonding Agent: ASTM C1059, Type II, nonredispersible, acrylic emulsion or styrene
butadiene.
2.08 CURING MATERIALS
A. Evaporation Retarder:
1. Waterborne, monomolecular film forming, manufactured for application to fresh
1 concrete.
2. Acceptable Products:
1 a. Catexol Cimfilm by Axim Concrete Technologies Inc.
b. Burke Film RTU by Edoco /Dayton Superior Corporation. -
c. Spray Film by ChemMasters.
1 d. Aquafilm by Conspec /Dayton Superior Corporation.
e. Sure Film by Dayton Superior Corporation.
1 f. Eucobar by The Euclid Chemical Company.
g. VaporAid by Kaufman Products.
1 h. Lambco Skin by Lambert Corporation.
i. E -Con by L&M Construction Chemicals, Inc.
j.
Confilm by Masterbuilders /BASF Construction Chemicals, LLC.
1 k. Sealtight Evapre by W.R. Meadows, Inc.
I. Waterhold by Metalcrete Industries.
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m. Monofilm by Nox -Crete Products Group.
n. Sika Film by Sika Corporation.
o. Finishing Aid by Symons /Dayton Superior Corporation.
1
p. Pro -Film RTU by Unitex. 1
q. US Spec Monofilm ER by US Mix Company.
r. Certi -Vex Envio Assist by Vexcon Chemicals Inc.
B. Absorptive Cover: AASHTO M182, Class 2, burlap cloth made from jute or kenaf, weighing
approximately 305 g/m (9 ounces per square yard) when dry. 1
C. Moisture - Retaining Cover: ASTM C171, polyethylene film or white burlap - polyethylene
sheet. 1
D. Water: Potable.
E. Clear, Waterborne, Membrane - Forming Curing Compound: 1
1. ASTM C1315, Type 1, Class A, 30 percent solids content minimum.
2. Acceptable Products:
a. Cure Seal 1315 WB by Edoco /Dayton Superior Corporation.
b. Polyseal WB by ChemMasters.
c. Sealcure #1315 WB by Conspec /Dayton Superior Corporation. 1
d. Super Diamond Clear VOX by The Euclid Chemical Company.
e. SureCure 25 Emulsion by Kaufman Products.
f. UV Safe Seal by Lambert Corporation.
g. Lumiseal WB Plus by L &M Construction Chemicals, Inc.
h. Vocomp -30 by W.R. Meadows, Inc. 1
i. Metcure 30 by Metalcrete Industries.
j. Cure & Seal 31 Percent E by Surface Koatings, Inc. 1
k. Luster Seal WB 300 by Tamms/The Euclid Chemical Company.
I. Hydro Seal 25 by Unitex. 1
m. US Spec Radiance UV -25 by US Mix Company.
n. Starseal 1315 by Vexcon Chemicals, Inc.
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2.09 CONCRETE MIXES
1 A. Prepare design mixtures for each type and strength of concrete, proportioned according to
ACI 301, for normal- weight concrete determined by either laboratory trial mix or field test
data bases, as follows:
1 1. Minimum Compressive Strength: Refer to General Structural Notes.
2. Maximum Water - Cementitious Materials Ratio: Refer to General Structural Notes.
3. Air Content: Add air - entraining admixture at manufacturer's prescribed rate to result in
concrete at point of placement having the air content specified in the General
Structural Notes.
B. Limit percentage, by weight, of cementitious materials other than Portland cement in
concrete as follows:
1 1. Fly Ash: 20 percent.
2. Combined Fly Ash and Pozzolan: 20 percent.
3. Ground Granulated Blast- Furnace Slag: 50 percent.
1 4. Combined Fly Ash or Pozzolan and Ground Granulated Blast- Furnace Slag:
50 percent Portland cement minimum, with fly ash or pozzolan not exceeding
20 percent.
1 5. Silica Fume: 10 percent.
6. Combined Fly Ash, Pozzolans, and Silica Fume: 30 percent with fly ash or pozzolans
1 not exceeding 20 percent and silica fume not exceeding 10 percent.
7. Combined Fly Ash or Pozzolans, Ground Granulated Blast- Furnace Slag, and Silica
Fume: 50 percent Portland cement minimum, with fly ash or pozzolans not exceeding
20 percent and silica fume not exceeding 10 percent.
C. Synthetic Fiber: Uniformly disperse in concrete mix at manufacturer's recommended rate,
1 but not less than 0.90 -kg/m (1.5 pounds per cubic yard).
D. Limit water - soluble, chloride -ion content in hardened concrete to 0.15 percent by weight of
' cement.
E. Admixtures: Use admixtures according to manufacturer's written instructions.
2.10 FABRICATING REINFORCEMENT
Fabricate steel reinforcement according to CRSI Manual of Standard Practice.
2.11 CONCRETE MIXING
I A. Ready -Mixed Concrete: Measure, batch, mix, and deliver concrete according to
ASTM C94/C94M and ASTM C1116/C1116M, and furnish batch ticket information.
1 1. When air temperature is between 30 and 32 degrees C (85 and 90 deg F), reduce
mixing and delivery time from 1 -1/2 hours to 75 minutes.
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2. When air temperature is above 32 degrees C (90 deg F), reduce mixing and delivery
time to 60 minutes.
PART 3 — EXECUTION 1
3.01 FORMWORK
A. Design, erect, shore, brace, and maintain formwork, according to ACI 301, to support
vertical, lateral, static, and dynamic loads, and construction loads that might be applied, until
concrete structure can support such Toads. 1
B. Construct formwork so concrete members and structures are of size, shape, alignment,
elevation, and position indicated, within tolerance limits of ACI 117.
C. Limit concrete surface irregularities, designated by ACI 347R as abrupt or gradual, as
follows:
1. Class A, 3 mm (1/8 -inch) for smooth - formed finished surfaces. 1
2. Class B, 6 mm (1/4 -inch) for rough - formed finished surfaces.
D. Construct forms tight enough to prevent loss of concrete mortar.
E. Fabricate forms for easy removal without hammering or prying against concrete surfaces.
Provide crush or wrecking plates where stripping may damage cast concrete surfaces.
Provide top forms for inclined surfaces steeper than 1.5 horizontal to 1 vertical.
1. Install keyways, reglets, recesses, and the like, for easy removal. 1
2. Do not use rust - stained steel form - facing material.
F. Set edge forms, bulkheads, and intermediate screed strips for slabs to achieve required
elevations and slopes in finished concrete surfaces. Provide and secure units to support
screed strips; use strike -off templates or compacting -type screeds.
G. Provide temporary openings for cleanouts and inspection ports where interior area of
formwork is inaccessible. Close openings with panels tightly fitted to forms and securely
braced to prevent loss of concrete mortar. Locate temporary openings in forms at
inconspicuous locations.
H. Chamfer exterior corners and edges of permanently exposed concrete.
I. Form openings, chases, offsets, sinkages, keyways, reglets, blocking, screeds, and
bulkheads required in the Work. Determine sizes and locations from trades providing such
items. 1
J. Clean forms and adjacent surfaces to receive concrete. Remove chips, wood, sawdust, dirt,
and other debris just before placing concrete.
K. Retighten forms and bracing before placing concrete, as required, to prevent mortar leaks
and maintain proper alignment.
L. Coat contact surfaces of forms with form - release agent, according to manufacturer's written
instructions, before placing reinforcement.
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1 3.02 REMOVING AND REUSING FORMS
A. General: Formwork, for sides of beams, walls, columns, and similar parts of the Work, that
does not support weight of concrete may be removed after cumulatively curing at not Tess
than 10 degrees C (50 deg F) for 24 hours after placing concrete if concrete is hard enough
to not be damaged by form - removal operations and provided curing and protection
operations are maintained.
1. Leave formwork for beam soffits, joists, slabs, and other structural elements that
supports weight of concrete in place until concrete has achieved at least 70 percent of
its 28 day design compressive strength.
2. Remove forms only if shores have been arranged to permit removal of forms without
1 loosening or disturbing shores.
B. Clean and repair surfaces of forms to be reused in the Work. Split, frayed, delaminated, or
otherwise damaged form - facing material will not be acceptable for exposed surfaces. Apply
1 new form - release agent.
C. When forms are reused, clean surfaces, remove fins and laitance, and tighten to close joints.
Align and secure joints to avoid offsets. Do not use patched forms for exposed concrete
surfaces unless approved by Architect.
3.03 VAPOR RETARDERS
A. Plastic Vapor Retarders:
1. Place, protect, and repair vapor retarders according to ASTM E1643 and
manufacturer's written instructions.
2. Lap joints 150 mm (6 inches) and seal with manufacturer recommended tape.
3.04 STEEL REINFORCEMENT
A. Comply with CRSI Manual of Standard Practice, for placing reinforcement.
B. Do not cut or puncture vapor retarder. Repair damage and reseal vapor retarder before
placing concrete.
C. Clean reinforcement of loose rust and mill scale, earth, ice, and other foreign materials that
would reduce bond to concrete.
1 D. Accurately position, support, and secure reinforcement against displacement. Locate and
support reinforcement with bar supports to maintain minimum concrete cover. Do not tack
weld crossing reinforcing bars.
1. Weld reinforcing bars according to AWS D1.4/D1.4M, where indicated.
1 E. Set wire ties with ends directed into concrete, not toward exposed concrete surfaces.
F. Install welded wire fabric in longest practicable lengths on bar supports spaced to minimize
sagging. Lap edges and ends of adjoining sheets at least one mesh spacing. Offset laps of
adjoining sheet widths to prevent continuous laps in either direction. Lace overlaps with wire.
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3.05 JOINTS 1
A. Construct joints true to line with faces perpendicular to surface plane of concrete.
B. Construction Joints: Install so strength and appearance of concrete are not impaired, at
locations indicated or as approved by Architect.
1. Place joints perpendicular to main reinforcement. Continue reinforcement across 1
construction joints, unless otherwise indicated.
2. Locate horizontal joints in walls and columns at underside of floors, slabs, beams, and
girders and at the top of footings or floor slabs.
3. Space vertical joints in walls as indicated. Locate joints beside piers integral with
walls, near corners, and in concealed locations where possible.
4. Use a bonding agent or roughen interface to 6 mm (1/4 -inch) amplitude at locations
where fresh concrete is placed against hardened or partially hardened concrete
surfaces.
C. Contraction Joints in Slabs -on- Grade: Form weakened -plane contraction joints, sectioning
concrete into areas as indicated. Construct contraction joints for a depth equal to at least
one -fourth of concrete thickness, as follows:
1. Grooved Joints: Form contraction joints after initial floating by grooving and finishing 1
each edge of joint to a radius of 3 mm (1/8- inch). Repeat grooving of contraction joints
after applying surface finishes. Eliminate groover tool marks on concrete surfaces.
2. Sawed Joints: Form contraction joints with power saws equipped with shatterproof
abrasive or diamond - rimmed blades. Cut 3 mm (1/8 -inch) wide joints into concrete
when cutting action will not tear, abrade or otherwise damage surface and before
concrete develops random contraction cracks.
D. Isolation Joints in Slabs -on- Grade: After removing formwork, install joint - filler strips at slab
junctions with vertical surfaces, such as column pedestals, foundation walls, grade beams,
and other locations, as indicated.
1. Extend joint - filler strips full width and depth of joint, terminating flush with finished
concrete surface, unless otherwise indicated.
2. Install joint - filler strips in lengths as long as practicable. Where more than one length
is required, lace or clip sections together. 1
3.06 WATERSTOPS
A. Flexible Waterstops: Install in construction joints as indicated to form a continuous 1
diaphragm. Install in longest lengths practicable. Support and protect exposed waterstops
during progress of the Work. Field- fabricate joints in waterstops according to manufacturer's
written instructions. 1
B. Self- Expanding Strip Waterstops: Install in construction joints and at other locations
indicated, according to manufacturer's written instructions, adhesive bonding, mechanically
fastening and firmly pressing into place. Install in longest lengths practicable.
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3.07 CONCRETE PLACEMENT
1 A. Before placing concrete, verify that installation of formwork, reinforcement, and embedded
items is complete and that required inspections have been performed.
B. Do not add water to concrete during delivery, at Project site, or during placement, unless
1 approved by Architect.
1. Do not add water to concrete after adding high -range water - reducing admixtures to
1 mix.
C. Adjust mix as required to maintain specified air content at the point of discharge.
D. Deposit concrete continuously in one layer or in horizontal layers of such thickness that no
new concrete will be placed on concrete that has hardened enough to cause seams or
- planes of weakness. If a section cannot be placed continuously, provide construction joints
as indicated. Deposit concrete to avoid segregation.
1. Deposit concrete in horizontal layers of depth to not exceed formwork design
pressures and in a manner to avoid inclined construction joints.
1 2. Consolidate placed concrete with mechanical vibrating equipment according to
ACI 301.
1 3. Do not use vibrators to transport concrete inside forms. Insert and withdraw vibrators
vertically at uniformly spaced locations to rapidly penetrate placed layer and at least
150 mm (6 inches) into preceding layer. Do not insert vibrators into lower layers of
1 concrete that have begun to lose plasticity. At each insertion, limit duration of vibration
to time necessary to consolidate concrete and complete embedment of reinforcement
and other embedded items without causing mixture constituents to segregate.
1 E. Deposit and consolidate concrete for floors and slabs in a continuous operation, within limits
of construction joints, until placement of a panel or section is complete.
1 1. Consolidate concrete during placement operations so concrete is thoroughly worked
around reinforcement and other embedded items and into corners.
2. Maintain reinforcement in position on chairs during concrete placement.
' 3. Screed slab surfaces with a straightedge and strike off to correct elevations.
1 4. Slope surfaces uniformly to drains where required.
5. Begin initial floating using bull floats or darbies to form a uniform and open- textured
surface plane, before excess bleedwater appears on the surface. Do not further
disturb slab surfaces before starting finishing operations.
F. Cold- Weather Placement: Comply with ACI 306.1 and as follows. Protect concrete work from
1 physical damage or reduced strength that could be caused by frost, freezing actions, or low
temperatures.
1 1. When average high and low temperature is expected to fall below 4.4 degrees C
(40 deg F) for three successive days, maintain delivered concrete mixture
temperature within the temperature range required by ACI 301.
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2. Do not use frozen materials or materials containing ice or snow. Do not place
concrete on frozen subgrade or on subgrade containing frozen materials.
3. Do not use calcium chloride, salt, or other materials containing antifreeze agents or 1
chemical accelerators, unless otherwise specified and approved in mixture designs.
G. Hot - Weather Placement: Comply with ACI 301 and as follows. 1
1. Maintain concrete temperature below 32 degrees C (90 deg F) at time of placement.
Chilled mixing water or chopped ice may be used to control temperature, provided
water equivalent of ice is calculated to total amount of mixing water. Using liquid
nitrogen to cool concrete is Contractor's option.
2. Fog -spray forms, steel reinforcement, and subgrade just before placing concrete.
Keep subgrade moisture uniform without standing water, soft spots, or dry areas.
3.08 FINISHING FORMED SURFACES
A. Rough- Formed Finish: As -cast concrete texture imparted by form -facin g material with tie
holes and defects repaired and patched. Remove fins and other projections that exceed
specified limits on formed - surface irregularities. 1
1. Apply to concrete surfaces not exposed to public view. -_
B. Smooth - Formed Finish: As -cast concrete texture imparted by form - facing material, arranged 1
in an orderly and symmetrical manner with a minimum of seams. Repair and patch tie holes
and defects. Remove fins and other projectionsthat exceed specified limits on formed -
surface irregularities. 1
1. Apply to concrete surfaces exposed to public view or to be covered with a coating or
covering material applied directly to concrete.
C. Rubbed Finish: Apply the following to smooth - formed finished as -cast concrete where
indicated:
1. Smooth - Rubbed Finish: Not later than one day after form removal, moisten concrete
surfaces and rub with carborundum brick or another abrasive until producing a
uniform color and texture. Do not apply cement grout other than that created by the
rubbing process.
2. Grout - Cleaned Finish: Wet concrete surfaces and apply grout of a consistency of thick
paint to coat surfaces and fill small holes. Mix one part Portland cement to one and
one -half parts fine sand with a 1:1 mixture of bonding admixture and water. Add white
Portland cement in amounts determined by trial patches so color of dry grout will
match adjacent surfaces. Scrub grout into voids and remove excess grout. When
grout whitens, rub surface with clean burlap and keep surface damp by fog spray for
at least 36 hours.
3. Cork - Floated Finish: Wet concrete surfaces and apply a stiff grout. Mix one part
Portland cement and one part fine sand with a 1:1 mixture of bonding agent and
water. Add white Portland cement in amounts determined by trial patches so color of
dry grout will match adjacent surfaces. Compress grout into voids by grinding surface.
In a swirling motion, finish surface with a cork float.
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D. Related Unformed Surfaces: At tops of walls, horizontal offsets, and similar unformed
surfaces adjacent to formed surfaces, strike off smooth and finish with a texture matching
1 adjacent formed surfaces. Continue final surface treatment of formed surfaces uniformly
across adjacent unformed surfaces, unless otherwise indicated.
3.09 FINISHING FLOORS AND SLABS
1 A. General: Comply with ACI 302.1 R recommendations for screeding, restraightening, and
finishing operations for concrete surfaces. Do not wet concrete surfaces.
1 B. Scratch Finish: While still plastic, texture concrete surface that has been screeded and bull -
floated or darbied. Use stiff brushes, brooms, or rakes to produce a profile amplitude of
6 mm (1/4 -inch) in one direction.
1. Apply scratch finish to surfaces indicated and to surfaces to receive concrete floor
topping or mortar setting beds for bonded cementitious floor finishes.
1 C. Float Finish: Consolidate surface with power - driven floats or by hand floating if area is small
or inaccessible to power driven floats. Restraighten, cut down high spots, and fill low spots.
Repeat float passes and restraightening until surface is left with a uniform, smooth, granular
1 texture.
1. Apply float finish to surfaces indicated, to surfaces to receive trowel finish, and to be
1 covered with fluid - applied or sheet waterproofing, built -up or membrane roofing, or
sand -bed terrazzo.
D. Trowel Finish: After applying float finish, apply first troweling and consolidate concrete by
hand or power- driven trowel. Continue troweling passes and restraighten until surface is free
of trowel marks and uniform in texture and appearance. Grind smooth any surface defects
that would telegraph through applied coatings or floor coverings.
1 1. Apply a trowel finish to surfaces indicated and to floor and slab surfaces exposed to
view or to be covered with resilient flooring, carpet, ceramic or quarry tile set over a
cleavage membrane, paint, or another thin film- finish coating system.
1 2. Finish surfaces to the following tolerances, according to ASTM E1155/E1155M for a
randomly trafficked floor surface:
1 a. Specified overall values of flatness, FF 25; and levelness, F 20; with minimum
local values of flatness, FF 17; and levelness, F 15.
' b. Specified overall values of flatness, F 35; and levelness, F 25; with minimum
local values of flatness, FF 24; and levelness, F 17; for slabs -on- grade.
1 c. Specified overall values of flatness, FF 30; and levelness, F 20; with minimum
local values of flatness, FF 24; and levelness, F 15; for suspended slabs.
d. Specified overall values of flatness, FF 45; and levelness, F 35; with minimum
1 local values of flatness, FF 30; and levelness, F 24.
3. Finish and measure surface so gap at any point between concrete surface and an
1 unleveled freestanding 3 m (10 foot) long straightedge, resting on two high spots and
placed anywhere on the surface, does not exceed:
a. 6 mm (1/4- inch).
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b. 4.8 mm (3/16- inch). 1
c. 3 mm (1/8- inch).
E. Trowel and Fine -Broom Finish: Apply a first trowel finish, to surfaces indicated and to
surfaces where ceramic or quarry tile is to be installed by either thickset or thin -set method.
While concrete is still plastic, slightly scarify surface with a fine broom. 1
1. Comply with flatness and levelness tolerances for trowel finished floor surfaces.
F. Broom Finish: Apply a broom finish to exterior concrete platforms, steps, and ramps, and
elsewhere as indicated.
1. Immediately after float finishing, slightly roughen trafficked surface by brooming with
fiber- bristle broom perpendicular to main traffic route. Coordinate required final finish
with Architect before application.
3.10 MISCELLANEOUS CONCRETE ITEMS 1
A. Filling In: Fill in holes and openings left in concrete structures, unless otherwise indicated,
after work of other trades is in place. Mix, place, and cure concrete, as specified, to blend
with in -place construction. Provide other miscellaneous concrete filling indicated or required
to complete the Work.
B. Curbs: Provide monolithic finish to interior curbs by stripping forms while concrete is still
green and by steel - troweling surfaces to a hard, dense finish with corners, intersections, and
terminations slightly rounded.
C. Equipment Bases: Provide. 102 mm (4 inch) thick concrete pads under mechanical
equipment as required. Reinforce with #4 @16 inches ( #13 @ 400 mm) on center each way
at center of pad. Dowel to floor structure with #3 ( #10) hooked dowels with 300 mm (12 inch)
horizontal legs, at 600 mm (24 inches) on center around perimeter of pad. Drill and epoxy
with 75 mm (3 inch) embedment. Refer to Mechanical drawings for locations. Pad size to
extend 150 mm (6 inches) beyond edge of equipment on all sides. Set anchor bolts for
machines and equipment at correct elevations, complying with diagrams or templates of
manufacturer furnishing machines and equipment.
D. Steel Pan Stairs: Provide concrete fill for steel pan stair treads, landings, and associated
items. Cast -in inserts and accessories as shown on Drawings. Screed, tamp, and trowel -
finish concrete surfaces.
3.11 CONCRETE PROTECTION AND CURING 1
A. Protect freshly placed concrete from premature drying and excessive cold or hot
temperatures. Comply with ACI 306.1 for cold- weather protection and with recommendations
in ACI 305R for hot- weather protection during curing.
B. Evaporation Retarder: Apply evaporation retarder to unformed concrete surfaces if hot, dry,
or windy conditions cause moisture loss approaching 1 kg/m x h (0.2- pounds per square
feet x hour) before and during finishing operations. Apply according to manufacturer's written
instructions after placing, screeding, and bull floating or darbying concrete, but before float
finishing.
C. Formed Surfaces: Cure formed concrete surfaces, including underside of beams, supported
slabs, and other similar surfaces. If forms remain during curing period, moist cure after
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loosening forms. If removing forms before end of curing period, continue curing for the
remainder of the curing period.
1 D. Unformed Surfaces: Begin curing immediately after finishing concrete. Cure unformed
surfaces, including floors and slabs, concrete floor toppings, and other surfaces.
E. Cure concrete according to ACI 308.1 by one or a combination of the following methods:
1. Moisture Curing: Keep surfaces continuously moist for not Tess than 7 days with the
following materials.
a. Water.
b. Continuous water -fog spray.
c. Absorptive cover, water saturated, and kept continuously wet. Cover concrete
surfaces and edges with 300 mm (12 inch) lap over adjacent absorptive covers.
2. Moisture - Retaining -Cover Curing: Cover concrete surfaces with moisture- retaining
cover for curing concrete, placed in widest practicable width, with sides and ends
lapped at least 300 mm (12 inches) and sealed by waterproof tape or adhesive. Cure
for not less than seven days. Immediately repair any holes or tears during curing
period using cover material and waterproof tape.
a. Moisture cure or use moisture- retaining covers to cure concrete surfaces to
receive floor coverings.
b. Moisture cure or use moisture- retaining covers to cure concrete surfaces to
receive penetrating liquid floor treatments.
1 c. Cure concrete surfaces to receive floor coverings with either a moisture -
retaining cover or a curing compound that the manufacturer certifies will not
interfere with bonding of a floor covering used on Project.
3. Curing Compound: Apply uniformly in continuous operation by power spray or roller
according to manufacturers written instructions. Recoat areas subjected to heavy
rainfall within three hours after initial application. Maintain continuity of coating and
' repair damage during curing period.
a. After curing period has elapsed, remove curing compound without damaging
concrete surfaces by method recommended by curing compound
manufacturer unless manufacturer certifies curing compound will not interfere
' with bonding of floor covering used on Project.
4. Curing and Sealing Compound: Apply uniformly to floors and slabs indicated in a
continuous operation by power spray or roller according to manufacturer's written
instructions. Recoat areas subjected to heavy rainfall within three hours after initial
application. Repeat process 24 hours later and apply a second coat. Maintain
1 continuity of coating and repair damage during curing period.
3.12 CONCRETE SURFACE REPAIRS
1 A. Defective Concrete:. Repair and patch defective areas when approved by Architect. Remove
and replace concrete that cannot be repaired and patched to Architect's approval.
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B. Patching Mortar: Mix dry-pack patching mortar, consisting of one part Portland cement to
two and one -half parts fine aggregate passing a No. 16 (1.18 mm) sieve, using only enough
water for handling and placing.
C. Repairing Formed Surfaces: Surface defects include color and texture irregularities, cracks,
spalls, air bubbles, honeycombs, rock pockets, fins and other projections on the surface, and
stains and other discolorations that cannot be removed by cleaning.
1. Immediately after form removal, cut out honeycombs, rock pockets, and voids more
than 13 mm (1/2 -inch) in any dimension in solid concrete but not less than 25 mm
(1 inch) in depth. Make edges of cuts perpendicular to concrete surface. Clean, .
dampen with water, and brush -coat holes and voids with bonding agent. Fill and
compact with patching mortar before bonding agent has dried. Fill form -tie voids with
patching mortar or cone plugs secured in place with bonding agent. 1
2. Repair defects on surfaces exposed to view by blending white Portland cement and
standard Portland cement so that, when dry, patching mortar will match surrounding
color. Patch a test area at inconspicuous locations to verify mixture and color match
before proceeding with patching. Compact mortar in place and strike off slightly higher
than surrounding surface.
3. Repair defects on concealed formed surfaces that affect concrete's durability and
structural performance as determined by Architect.
D. Repairing Unformed Surfaces: Test unformed surfaces, such as floors and slabs, for finish 1
and verify surface tolerances specified for each surface. Correct low and high areas. Test
surfaces sloped to drain for trueness of slope and smoothness; use a sloped template.
1. Repair finished surfaces containing defects. Surface defects include spalls, popouts, 1
honeycombs, rock pockets, crazing and cracks in excess of 0.25 mm (0.01 -inch) wide
or that penetrate to reinforcement or completely through unreinforced sections
regardless of width, and other objectionable conditions.
2. After concrete has cured at least 14 days, correct high areas by grinding.
3. Correct localized low areas during or immediately after completing surface finishing
operations by cutting out low areas and replacing with patching mortar. Finish
repaired areas to blend into adjacent concrete.
4. Correct other low areas scheduled to receive floor coverings with a repair
underlayment. Prepare, mix, and apply repair underlayment and primer according to
manufacturer's written instructions to produce a smooth, uniform, plane, and level
surface. Feather edges to match adjacent floor elevations.
5. Correct other low areas scheduled to remain exposed with a repair topping. Cut out
low areas to ensure a minimum repair topping depth of 6 mm (1/4 -inch) to match
adjacent floor elevations. Prepare, mix, and apply repair topping and primer according
to manufacturer's written instructions to produce a smooth, uniform, plane, and level
surface.
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6. Repair defective areas, except random cracks and single holes 25 mm (1 inch) or less
in diameter, by cutting out and replacing with fresh concrete. Remove defective areas
with clean, square cuts and expose steel reinforcement with at least 19 mm (3/4 -inch)
clearance all around. Dampen concrete surfaces in contact with patching concrete
and apply bonding agent. Mix patching concrete of same materials and mixture as
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original concrete except without coarse aggregate. Place, compact, and finish to blend
with adjacent finished concrete. Cure in same manner as adjacent concrete.
7. Repair random cracks and single holes 25 mm (1 inch) or Tess in diameter with
patching mortar. Groove top of cracks and cut out holes to sound concrete and clean
off dust, dirt, and loose particles. Dampen cleaned concrete surfaces and apply
bonding agent. Place patching mortar before bonding agent has dried. Compact
patching mortar and finish to match adjacent concrete. Keep patched area
continuously moist for at least 72 hours.
E. Perform structural repairs of concrete, subject to Architect's approval, using epoxy adhesive
and patching mortar.
F. Repair materials and installation not specified above may be used, subject to Architect's
approval.
3.13 FIELD QUALITY CONTROL
A. Testing and Inspecting: Owner will engage a special inspector and qualified testing and
inspecting agency to perform field tests and inspections and prepare test reports.
1 B. Inspections: As indicated in the General Structural Notes.
C. Concrete Tests: Testing of composite samples of fresh concrete obtained according to
ASTM C172 shall be performed according to the following requirements:
Testing Frequency: Obtain one composite sample for each day's pour of each concrete mix exceeding
I 4 m (5 cubic yards), but Tess than 19 m (25 cubic yards), plus one set for each additional 38 m
(50 cubic yards) or fraction thereof.
a. When frequency of testing will provide fewer than five compressive- strength
tests for each concrete mixture, testing shall be conducted from at least five
randomly selected batches or from each batch if fewer than five are used.
1 2. Slump: ASTM C143/C143M; one test at point of placement for each composite
sample, but not less than one test for each day's pour of each concrete mixture.
Perform additional tests when concrete consistency appears to change.
1 3. Air Content: ASTM C231, pressure method, for normal - weight concrete;
ASTM C173/C173M, volumetric method, for structural lightweight concrete; one test
for each composite sample, but not less than one test for each day's pour of each
concrete mixture.
4. Concrete Temperature: ASTM C1064/C1064M; one test hourly when air temperature
is 4.4 degrees C (40 deg F) and below and when 27 degrees C (80 deg F) and above,
and one test for each composite sample.
5. Compression Test Specimens: ASTM C31/C31 M.
a. Cast and laboratory cure two sets of two standard cylinder specimens for each
composite sample.
1 b. Cast and field cure two sets of two standard cylinder specimens for each
composite sample.
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6. Compressive- Strength Tests: ASTM C39/C39M; test one laboratory-cured specimen
at 7 days, two at 28 days, and hold one for later testing.
a. Test one set of two field -cured specimens at 7 days and one set of two 1
specimens at 28 days.
b. A compressive- strength test shall be the average compressive strength from a
set of two specimens obtained from same composite sample and tested at age
indicated.
7. When strength of field -cured cylinders is less than 85 percent of companion 1
laboratory-cured cylinders, Contractor shall evaluate operations and provide
corrective procedures for protecting and curing in -place concrete.
8. Strength of each concrete mixture will be satisfactory if every average of any three 1
consecutive compressive- strength tests equals or exceeds specified compressive
strength and no compressive- strength test value falls below specified compressive
strength by more than 3.4 MPa (500 psi).
9. Test results shall be reported in writing to Architect, Structural Engineer, concrete
manufacturer, Building Official, and Contractor within 48 hours of testing. Reports of
compressive- strength tests shall contain Project identification name and number, date .
of concrete placement, name of concrete testing and inspecting agency, location of
concrete batch in Work, design compressive strength at 28 days, concrete mixture
proportions and materials, compressive breaking strength, type of break for both
7 and 28 day tests, and air content.
10. Nondestructive Testing: Impact hammer, sonoscope, or other nondestructive device
may be permitted by Architect but will not be used as sole basis for approval or
rejection of concrete.
11. Additional Tests: Testing and inspecting agency shall make additional tests of 1
concrete when test results indicate that slump, air entrainment, compressive strengths
or other requirements have not been met, as directed by Architect. Testing and
inspecting agency may conduct tests to determine adequacy of concrete by cored
cylinders complying with ASTM C42 /C42M or by other methods as directed by
Architect.
12. Additional testing and inspecting, at Contractor's expense, will be performed to
determine compliance of replaced or additional work with specified requirements.
13. Correct deficiencies in the Work that test reports and inspections indicate dos not
comply with the Contract documents.
END OF SECTION
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SHOTCRETE
SECTION 03370
1 PART 1- GENERAL
1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division 01 Specification Sections, apply to this Section.
1.2 SUMMARY
A. This Section includes shotcrete applied by dry -mix or wet -mix process.
1.3 DEFINITIONS
A. Shotcrete: Mortar or concrete pneumatically projected onto a surface at high velocity.
1 B. Dry-Mix Shotcrete: Shotcrete with most of the water added at nozzle.
C. Wet -Mix Shotcrete: Shotcrete with ingredients, including mixing water, mixed before
�. introduction into delivery hose.
1.4 SUBMITTALS
A. Product Data: For manufactured materials and products including reinforcement and forming
accessories, shotcrete materials, admixtures, and curing compounds.
B. Shop Drawings: For details of fabricating, bending, and placing reinforcement. Include support
and anchor details, number and location of splices, and special reinforcement required for
1 openings through shotcrete structures.
C. Samples: Approximately 24 by 24 by 2 inches (600 by 600 by 50 mm), to illustrate quality of
finishes, colors, and textures of exposed surfaces of shotcrete.
D. Design Mixes: For each shotcrete mix.
E. Qualification Data: For Installer.
F. Material Test Reports: For shotcrete materials.
1 G. Material Certificates: For each material item, signed by manufacturers.
1.5 QUALITY ASSURANCE
A. Installer Qualifications: .A qualified installer employing nozzle operators who attain mean core
grades not exceeding 2.5, according to ACI 506.2, on preconstruction tests.
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B. Comply with provisions of the following, unless more stringent requirements are indicated: �.
1. ACI 301, "Specifications for Structural Concrete."
2. ACI 506.2, "Specification for Shotcrete."
C. Preconstruction Testing Service: Owner will engage a qualified independent testing agency to
perform preconstruction testing and inspections indicated below:
1. Produce test panels before shotcrete placement according to requirements in ACI 506.2
and ASTM C 1140 for each design mix, shooting orientation, and nozzle operator.
Produce test panels with dimensions of 24 by 24 inches (600 by 600 mm) minimum and
of average thickness of shotcrete, but not Tess than 3 -1/2 inches (90 mm). From each
test panel, testing agency will obtain six test specimens: one set of three specimens
unreinforced and one set of three specimens reinforced. Reinforcing size and spacing
must be representative of typical project reinforcing. Agency will perform the following:
a. Test each set of unreinforced specimens for compressive strength according to
ASTM C 42.
b. Visually inspect each set of reinforced shotcrete cores taken from test panels and
determine mean core grades according to ACI 506.2.
D. Mockups: Before installing shotcrete, construct mockups for each finish required and for each
- design mix, shooting orientation, and nozzle operator to demonstrate aesthetic effects and set
quality standard for installation.
E. Preinstallation Conference: Conduct conference at Project site to comply with requirements in
Division 01 Section "Project Management and Coordination."
1.6 PROJECT CONDITIONS
A. Cold- Weather Shotcreting: Protect shotcrete work from physical damage or reduced strength 1
caused by frost, freezing, or low temperatures according to ACI 306.1 and as follows:
1. Discontinue shotcreting when ambient temperature is 40 deg F (4.4 deg C) and falling.
Uniformly heat water and aggregates before mixing to obtain a shotcrete shooting
temperature of not less than 50 deg F (10 deg C) and not more than 90 deg F (32 deg C).
2. Do not use frozen materials or materials containing ice or snow.
3. Do not place shotcrete on frozen surfaces or surfaces containing frozen materials.
4. Do not use calcium chloride, salt, or other materials containing antifreeze agents.
B. Hot - Weather Shotcreting: Mix, place, and protect shotcrete according to ACI 305R when hot-
weather conditions and high temperatures would seriously impair quality and strength of
shotcrete, and as follows:
1. Cool ingredients before mixing to maintain shotcrete temperature at time of placement
below 100 deg F (38 deg C) for dry mix or 90 deg F (32 deg C) for wet mix.
2. Reduce temperature of reinforcing steel and receiving surfaces below 100 deg F (38
deg C) before shotcreting. 1
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PART2- PRODUCTS
2.1 FORM MATERIALS
A. Forms: Form- facing panels that will provide continuous, straight, smooth, concrete surfaces.
1 Furnish panels in largest practicable sizes to minimize number of joints.
2.2 REINFORCING MATERIALS
A. Reinforcing Bars: ASTM A 615/A 615M, Grade 60 (Grade 420), deformed.
1 B. Low -Alloy -Steel Reinforcing Bars: ASTM A 706/A 706M, deformed.
C. Plain -Steel Wire: ASTM A 82, as drawn.
D. Plain- Steel - Welded Wire Fabric: ASTM A 185, fabricated from as -drawn steel wire into flat
sheets.
1 E. Deformed - Steel- Welded Wire Fabric: ASTM A 497, flat sheet.
F. Supports: Bolsters, chairs, spacers, ties, and other devices for spacing, supporting, and
fastening reinforcing steel in place according to CRSI's "Manual of Standard Practice" and as
follows:
i 1. For uncoated reinforcement, use all- plastic bar supports.
2.3 SHOTCRETE MATERIALS
1 A. Portland Cement: ASTM C 150, Type I or III. Use only one brand and type of cement for
Project.
1. Fly Ash: ASTM C 618, Class C or F.
2. Ground Granulated Blast- Furnace Slag: ASTM C 989, Grade 100 or 120.
B. Silica Fume: ASTM C 1240, amorphous silica.
C. Normal- Weight Aggregates: ASTM C 33, from a single source, and as follows:
1 1. Aggregate Gradation: ACI 506R, Gradation No. 1 with 100 percent passing 3/8 -inch (10-
mm) sieve.
1 D. Water: Potable, complying with ASTM C 94/C 94M, free from deleterious materials that may
affect color stability, setting, or strength of shotcrete.
E. Ground Wire: High- strength steel wire, 0.8 to 1 mm in diameter.
F. Joint Filler Strips: ASTM D 1751, asphalt- saturated cellulosic fiber or ASTM D 1752, cork or
self - expanding cork.
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2.4 CHEMICAL ADMIXTURES
A. General: ASTM C 1141, Class A or B, but limited to the following admixture materials. Provide
admixtures for shotcrete that contains not more than 0.1 percent chloride ions. Certify
compatibility of admixtures with each other and with other cementitious materials.
1. Air - Entraining Admixture: ASTM C 260.
2. Water - Reducing Admixture: ASTM C 494/C 494M, Type A.
3. Water- Reducing and Retarding Admixture: ASTM C 494/C 494M, Type D.
4. Water- Reducing and Accelerating Admixture: ASTM C 494/C 494M, Type E.
5. High- Range, Water- Reducing Admixture: ASTM C 494/C 494M, Type F.
6. Accelerating Admixture: ASTM C 494/C 494M, Type C.
2.5 CURING MATERIALS
A. Absorptive Cover: AASHTO M 182, Class 2, burlap cloth made from jute or kenaf, weighing
approximately 9 oz. /sq. yd. (305 g /sq. m) dry.
B. Moisture- Retaining Cover: ASTM C 171, polyethylene film or white burlap - polyethylene sheet.
C. Water: Potable.
D. Clear, Solvent- Borne, Membrane - Forming Curing Compound: ASTM C 309, Type 1, Class B.
2.6 SHOTCRETE MIXTURES, GENERAL
A. Prepare design mixes for each type and strength of shotcrete.
1. Limit use of fly ash ground granulated blast- furnace slag and silica fume to not exceed, in
combination, 25 percent of portland cement by weight.
B. Limit water - soluble chloride ions to maximum percentage by weight of cement or cementitious
materials permitted by ACI 301.
C. Admixtures: When included in shotcrete design mixes, use admixtures and retarding
admixtures according to manufacturer's written instructions.
D. Design -Mix Adjustments: Subject to compliance with requirements, shotcrete design -mix
adjustments may be proposed when characteristics of materials, Project conditions, weather,
test results, or other circumstances warrant.
2.7 SHOTCRETE MIXTURES
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A. Proportion dry mixtures by field test data methods and wet mixtures according to ACI 211.1 and
ACI 301, using materials to be used on Project, to provide shotcrete with the following
properties: •
1. Compressive Strength (28 Days): 5000 psi (34.5 MPa).
- 2. Add air - entraining admixture at manufacturer's prescribed rate to result in normal- weight,
wet -mix shotcrete having an air content before pumping of 7 percent with a tolerance of
plus or minus 1 -1/2 percent.
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2.8 SHOTCRETE EQUIPMENT
A. Mixing Equipment: Capable of thoroughly mixing shotcrete materials in sufficient quantities to
maintain continuous placement.
B. Dry-Mix Delivery Equipment: Capable of discharging aggregate - cement mixture into delivery
hose under close control and maintaining continuous stream of uniformly mixed materials at
required velocity to discharge nozzle. Equip discharge nozzle with manually operated water -
injection system for directing even distribution of water to aggregate - cement mixture.
1 1. Provide uniform, steady supply of clean, compressed air to maintain constant nozzle
velocity while simultaneously operating blow pipe for cleaning away rebound.
2. Provide water supply with uniform pressure at discharge nozzle to ensure uniform mixing
with aggregate- cement mix. Provide water pump to system if line water pressure is
inadequate.
C. Wet -Mix Delivery Equipment: Capable of discharging aggregate - cement -water mixture
accurately, uniformly, and continuously.
2.9 BATCHING AND MIXING
A. Dry -Mix Process: Measure mix proportions by weight batching according to ASTM C 94/C 94M
or by volume batching complying with ASTM C 685/C 685M requirements.
1. In volume batching, adjust fine- aggregate volume for bulking. Test fine - aggregate
moisture content at least once daily to determine extent of bulking.
2. Prepackaged shotcrete materials may be used at Contractor's option. Predampen
prepackaged shotcrete materials and mix before use.
B. Wet -Mix Process: Measure, batch, mix, and deliver shotcrete according to
ASTM C 94/C 94M and ASTM C 1116 and furnish batch ticket information.
1. Comply with ASTM C 685/C 685M when shotcrete ingredients are delivered dry and
1 proportioned and mixed on -site.
PART 3 - EXECUTION
3.1 PREPARATION
1 A. Concrete or Masonry: Before applying shotcrete, remove unsound or loose materials and
contaminants that may inhibit shotcrete bonding. Chip or scarify areas to be repaired to extent
1 necessary to provide sound substrate. Cut edges square and 1/2 inch (13 mm) deep at
perimeter of work, tapering remaining shoulder at 1:1 slope into cavity to eliminate square
shoulders. Dampen surfaces before shotcreting.
1 1. Abrasive blast or hydroblast existing surfaces that do not require chipping to remove
paint, oil, grease, or other contaminants and to provide roughened surface for proper
shotcrete bonding.
1 B. Earth: Compact and trim to line and grade before placing shotcrete. Do not place shotcrete on
frozen surfaces. Dampen surfaces before shotcreting.
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C. Rock: Clean rock surfaces of loose materials, mud, and other foreign matter that might weaken
shotcrete bonding.
D. Steel: Clean steel surfaces by abrasive blasting according to SSPC -SP 6 /NACE No. 3, 1
"Commercial Blast Cleaning."
3.2 FORMS 1
A. General: Design, erect, support, brace, and maintain forms, according to ACI 301, to support
shotcrete and construction Toads and to facilitate shotcreting. Construct forms so shotcrete
members and structures are secured to prevent excessive vibration or deflection during
shotcreting.
1. Fabricate forms to be readily removable without impact, shock, or damage to shotcrete
surfaces and adjacent materials.
2. Construct forms to required sizes, shapes, lines, and dimensions using ground wires and
depth gages to obtain accurate alignment, location, and grades in finished structures.
Construct forms to prevent mortar leakage but permit escape of air and rebound during
shotcreting. Provide for openings, offsets, blocking, screeds, anchorages, inserts, and
other features required in the Work.
B. Form openings, chases, recesses, bulkheads, keyways, and screeds in formwork. Determine
sizes and locations from trades providing such items. Accurately place and securely support
items built into forms.
3.3 STEEL REINFORCEMENT
A. General: Comply with CRSI's "Manual of Standard Practice" for fabricating, placing, and
supporting reinforcement.
B. Clean reinforcement of loose rust and mill scale, earth, ice, and other materials that weaken
shotcrete bonding.
C. Securely embed reinforcing anchors into existing substrates, located as required.
D. Accurately position, support, and rigidly secure reinforcement against displacement by
formwork, construction, or shotcreting. Locate and support reinforcement by metal chairs,
runners, bolsters, spacers, and hangers, as required.
E. Place reinforcement to obtain minimum coverage for shotcrete protection. Arrange, space, and
securely tie bars and bar supports to hold reinforcement in position during shotcreting. Set wire
ties with ends directed into shotcrete, not toward exposed shotcrete surfaces.
F. Install welded wire fabric in lengths as long as practicable. Lap adjoining pieces at least one full
mesh and lace splices with wire. Offset laps of adjoining widths to prevent continuous laps in
either direction.
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3.4 JOINTS
A. Construction Joints: Locate and install construction joints tapered to a 1:1 slope where joint is 1
not subject to compression loads and square where joint is perpendicular to main
reinforcement. Continue reinforcement through construction joints, unless otherwise indicated.
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3.5 ALIGNMENT CONTROL
A. Ground Wires: Install ground wires to establish thickness and planes of shotcrete surfaces.
Install ground wires at corners and offsets not established by forms. Pull ground wires taut and
position adjustment devices to permit additional tightening.
3.6 EMBEDDED ITEMS
A. Place and secure anchorage devices and other embedded items required for adjoining work
that is attached to or supported by shotcrete. Use setting drawings, templates, diagrams,
instructions, and directions furnished with items to be embedded.
3.7 APPLICATION
1 A. Apply temporary protective coverings and protect adjacent surfaces against deposit of rebound
and overspray or impact from nozzle stream.
B. Moisten wood forms immediately before placing shotcrete where form coatings are not used.
1 C. Apply shotcrete according to ACI 506.2.
' D. Apply dry-mix shotcrete materials within 45 minutes after predampening and wet -mix shotcrete
materials within 90 minutes after batching.
E. Deposit shotcrete continuously in multiple passes, to required thickness, without cold joints and
laminations developing. Place shotcrete with nozzle held perpendicular to receiving surface.
Begin shotcreting in corners and recesses.
1. Remove and dispose of rebound and overspray materials during shotcreting to maintain
clean surfaces and to prevent rebound entrapment.
F. Maintain reinforcement in position during shotcreting. Place shotcrete to completely encase
reinforcement and other embedded items. Maintain steel reinforcement free of overspray and
prevent buildup against front face during shotcreting.
G. Do not place subsequent lifts until previous lift of shotcrete is capable of supporting new
shotcrete.
H. Do not permit shotcrete to sag, slough, or dislodge.
I. _ Remove hardened overspray, rebound, and laitance from • shotcrete surfaces to receive
additional layers of shotcrete; dampen surfaces before shotcreting.
1 J. Do not disturb shotcrete surfaces before beginning finishing operations.
K. Remove ground wires or other alignment control devices after shotcrete placement.
L. Shotcrete Core Grade: Apply shotcrete to achieve mean core grades not exceeding 2.5
according to ACI 506.2, with no single core grade exceeding 3.0.
1 M. Installation Tolerances: Place shotcrete without exceeding installation tolerances permitted by
ACI 117R, increased by a factor of 2.
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3.8 SURFACE FINISHES
A. General: Finish shotcrete according to descriptions in ACI 506R for the following finishes:
B. Natural Finish:
1. Gun Finish: Natural undisturbed finish.
2. Rod Finish: Rough- textured finish obtained by cutting or screeding exposed face of
shotcrete to plane by rod or straightedge after initial set and wood -float finished.
3. Broom Finish: Rough- textured finish obtained by screeding exposed face of shotcrete to
required plane by rod, cutting screed, or trowel, and brooming after initial set.
C. Flash -Coat Finish: After screeding and rodding surface, apply up to 1/4 -inch (6 -mm) coat of
shotcrete using ACI 506R, Gradation No. 1, fine- screened sand modified with maximum
aggregate size not exceeding No. 4 (4.75 -mm) sieve to provide a finely textured finish.
D. Flash -Coat and Final Finish: After screeding and rodding surface, apply up to 114 -inch (6 -mm)
coat of shotcrete using ACI 506R, Gradation No. 1, fine- screened sand modified with maximum
aggregate size not exceeding No. 4 (4.75 -mm) sieve and apply wood -float finish.
E. Finish -Coat Finish: After screeding and rodding surface, apply shotcrete finish coat, 1/4 to 1
inch (6 to 25 mm) thick, using ACI 506R, Gradation No. 1, fine - screened sand modified with .
maximum aggregate size not exceeding No. 4 (4.75 -mm) sieve to provide a finish of uniform
texture and appearance.
F. Finish -Coat and Final Finish: After screeding and rodding surface, apply shotcrete finish coat,
1/4 to 1 inch (6 to 25 mm) thick, using ACI 506R, Gradation No. 1, fine- screened sand modified
with maximum aggregate size not exceeding No. 4 (4.75 -mm) sieve and apply wood -float finish.
3.9 CURING
A. Protect freshly placed shotcrete from premature drying and excessive cold or hot temperatures.
B. Start initial curing as soon as free water has disappeared from shotcrete surface after placing 1
and finishing.
C. Curing Exposed Surfaces: Cure shotcrete by one of the following methods: 1
1. Moisture Curing: Keep surfaces continuously moist for at least seven days with water,
continuous water -fog spray, water - saturated absorptive covers, or moisture - retaining
covers. Lap and seal sides and ends of covers.
2. Curing Compound: Apply curing compound uniformly in continuous operation by power
spray according to manufacturer's written instructions. Recoat areas subjected to heavy
rainfall within three hours after initial application. Maintain continuity of coating and repair
damage during curing period.
a. Apply curing compound to natural- or gun - finished shotcrete at rate of 1 gal. /100
sq. ft. (1 U2.5 sq. m). 1
D. Curing Formed Surfaces: Cure formed shotcrete surfaces by moist curing with forms in place
for full curing period or until forms are removed. If forms are removed, continue curing by
methods specified above, as applicable.
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3.10 FORM REMOVAL
A. Forms not supporting weight of shotcrete may be removed after curing at not Tess than 50 deg F
® (10 deg C) for 24 consecutive hours after gunning, provided shotcrete is hard enough not to be
damaged by form - removal operations and provided curing and protecting operations are
maintained.
1. Leave forms supporting weight of shotcrete in place until shotcrete has attained design
compressive strength. Determine compressive strength of in -place shotcrete by testing
representative field -cured specimens of shotcrete.
2. Remove forms only if shores have been arranged to permit removal of forms without
loosening or disturbing shores.
B. Clean and repair surfaces of forms to be reused in the Work. Split, frayed, delaminated, or
otherwise damaged form - facing materials are unacceptable for exposed surfaces. Apply new
form- coating compound as specified for new formwork.
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3.11 FIELD QUALITY CONTR OL
A. Owner will engage a qualified independent testing agency to sample materials, visually grade
cores, perform tests, and submit reports during shotcreting.
1 B. Air Content: ASTM C 173/C 173M, volumetric method or ASTM C 231, pressure method; 1 test
for each compressive- strength test for each mix of air - entrained, wet -mix shotcrete measured
before pumping.
C. Shotcrete Temperature: ASTM C 1064/C 1064M; 1 test hourly when air temperature is 40
deg F (4.4 deg C) and below and when 80 deg F (27 deg C) and above, and 1 test for each set
of compressive- strength specimens.
�i D. Test Panels: Make a test panel, reinforced as in structure, for each shotcrete mix and for each
workday or for every 50 cu. yd. (38 cu. m) of shotcrete placed; whichever is less. Produce test
panels with dimensions of 24 by 24 inches (600 by 600 mm) minimum and of average thickness
of shotcrete, but not less than 4 -1/2 inches (115 mm). From each test panel, testing agency will
obtain six test specimens: one set of three specimens unreinforced and one set of three
specimens reinforced.
1 1. Test each set of unreinforced specimens for compressive strength according to
ASTM C 1140 and construction testing requirements in ACI 506.2.
2. Visually inspect each set of reinforced shotcrete cores taken from test panels and
1 determine mean core grades according to ACI 506.2.
E. Strength of shotcrete will be considered satisfactory when mean compressive strength of each
1 set of 3 unreinforced cores equals or exceeds 85 percent of specified compressive strength,
with no individual core less than 75 percent of specified compressive strength.
1. Mean compressive strength of each set of 3 unreinforced cubes shall equal or exceed
design compressive strength with no individual cube Tess than 88 percent of specified
compressive strength.
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3.12 REPAIRS
A. Remove and replace shotcrete that is delaminated or exhibits laminations, voids, or sand /rock
pockets exceeding limits for specified core grade of shotcrete.
1. Remove unsound or loose materials and contaminants that may inhibit bond of shotcrete
repairs. Chip or scarify areas to be repaired to extent necessary to provide sound
substrate. Cut edges square and 1/2 inch (13 mm) deep at perimeter of work, tapering
remaining shoulder at 1:1 slope into cavity to eliminate square shoulders. Dampen
surfaces and apply new shotcrete.
B. Repair core holes from in -place testing according to repair provisions in ACI 301 and match
adjacent finish, texture, and color.
3.13 CLEANING
A. Remove and dispose of rebound and overspray materials from final shotcrete surfaces and
areas not intended for shotcrete placement.
END OF SECTION 03370
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SECTION 03820
CONCRETE CORING AND CUTTING
PART 1- GENERAL
1.01 SECTION INCLUDES
1 A. Concrete coring and cutting of the existing concrete structure to accommodate the new work
and facilitate access and demolition.
1 1.02 RELATED SECTIONS
A. Section 02410, DEMOLITION.
1 1.03 SU BMITTALS
A. See Section 01340, SUBMITTALS; for submittal procedures.
B. Shop Drawings: Indicate all locations requiring concrete coring and cutting.
1 C. Erection Drawings: Indicate shoring and bracing requirements.
1.04 QUALITY ASSURANCE
1 A. Installer Qualifications: Company specializing in performing the work of this Section with
minimum 3 years of experience.
B. Perform design under direct supervision of a Professional Engineer experienced in design of
this Work and licensed in the State of Oregon.
1.05 PRE - INSTALLATION MEETING
A. Schedule and attend a pre - construction meeting reviewing the coring and cutting locations with
the Owner /Architect and Structural Engineer. Schedule this meeting 2 weeks in advance of any
1 coring or cutting work.
1.06 PROJECT CONDITIONS
A. Coordinate locations and sizes of cores and cutting with size, location and installation of service
utilities.
B. Sequence installation to ensure coring and cutting activities are achieved in an orderly and
expeditious manner.
1 PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION
1 3.01 EXAMINATION
A. Verify that structural members are approved to be cored or cut by the Structural Engineer.
1 3.02 CLEANING
A. Clean debris and dust from project site. Remove excess water used for cutting.
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SECTION 04200
UNIT MASONRY
1 PART 1 - GENERAL
1.01 SUMMARY
A. Scope of work for this section includes new clay masonry veneer system at the new opening
and patched area and seismically anchoring the new veneer masonry units to the steel stud
substrate. The existing masonry veneer does not have to be seismically anchored.
1.02 PERFORMANCE REQUIREMENTS
A. Provide unit masonry that develops installed compressive strengths (fm) at 28 days as
indicated.
1.03 QUALIFICATIONS
A. Mason contractor to have completed at least three similar projects of equal scope and
complexity.
1 B. Provide an experienced foreman. Provide references.
C. Failure to meet the above qualifications will exclude the bidder from this work at no expense to
the Owner.
1.04 SUBMITTALS
1 A. In addition to product data, submit the following:
1. Shop drawings for reinforcing detailing fabrication, bending, and placement of reinforcing
bars.
2. Samples for masonry units and mortar showing the full range of colors and textures
1 available.
3. Material certificates for each different masonry product required.
1 4. Material test reports from a qualified independent testing agency for mortar, grout mixes,
and masonry units as listed in the General Conditions
1 1.05 MATERIALS CERTIFICATION PRECONSTRUCTION TESTING
A. Contractor or Supplier is to employ and pay for a qualified independent testing agency to
perform the following tests or submit test results previously performed on other projects to
establish compliance of proposed materials with specified requirements:
1. Clay Masonry Unit Test: For each different clay masonry unit indicated, test units per
1 ASTM C67.
2. Concrete Masonry Unit Test: For each different concrete masonry unit indicated, test units
for strength, absorption, and moisture content per ASTM C140.
3. Prism Test: For each type of wall construction indicated, test masonry prisms per
ASTM E447, Method B.
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4. Test mortar properties per test methods of ASTM C270.
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5. Evaluate mortar composition and properties per ASTM C780.
6. Test grout compressive strength per ASTM C1019.
B. Fire - Resistance Ratings: Where indicated, provide materials and construction identical to those
of assemblies with fire- resistance ratings determined per ASTM E119 by a testing and
inspecting agency, by equivalent concrete masonry thickness, or by another means, as
acceptable to authorities having jurisdiction.
C. Provide for special inspections and testing per Structural Notes on Drawings "Project
Inspections ". Special inspections and testing that are required by permit are paid for by the
Owner. 1
D. Mockup: Construct sample wall panels approximately 48 inches (1,200 mm) long by 48 inches
(1,200 mm) high by full thickness, including face and back -up wythes as well as accessories, to
verify selections made under sample submittals and to demonstrate aesthetic effects of
materials and execution.
E. Cold- Weather Requirements: Do not build on frozen subgrade or setting beds. Remove and
replace unit masonry damaged by frost or freezing conditions. Comply with the following
requirements:
F. Cold- Weather Construction: Heat mixing water and sand to produce mortar and grout
temperatures between 40 and 120 deg F (4 and 49 deg C). Maintain mortar and grout above
freezing. Heat masonry units to 40 deg F (4 deg C) if grouting.
G. Cold- Weather Protection: Cover masonry with insulating blankets or provide enclosure and heat
to maintain temperatures above 32 deg F (0 deg C) for 48 hours after construction. Install wind
breaks when wind velocity exceeds 15 mph (25 km /h).
H. Hot - Weather Requirements: Protect unit masonry work from excessive evaporation of water
from mortar and grout. Do not apply mortar to substrates with temperatures of 100 deg F
(38 deg C) and above. 1
PART 2 - PRODUCTS
2.01 COLORS, TEXTURES, AND PATTERNS 1
A. Provide masonry units and mortar for exposed work as selected by Owner /Architect from
manufacturer's full range of colors, textures, and patterns.
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2.02 FACE BRICK
A. ASTM C216 and as follows: 1
1. Grade: SW.
2. Compressive Strength: 2,600 psi minimum average net -area compressive strength.
B. Initial Rate of Absorption: Between 5 and 20 g /30 sq in (g/194 sq cm) per minute when tested
per ASTM C67.
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C. Surface Coloring: Brick with surface coloring, other than flashed or sand - finished brick, shall
withstand 50 cycles of freezing and thawing per ASTM C67 with no observable difference in the
applied finish when viewed from 10 feet (3 m).
1. Type: FBX.
D. Size: As indicated in BIA Technical Note 10B for the size designation below, within tolerances
specified in ASTM C216:
1. Size: 3 -5/8 x 2 -2/3 x 7 -5/8 inches nominal. (3 courses to 8 inches).
2. Size: 2 -1/2 x 3 -1/2 x 11 -1/2 inches nominal (certain soldier or rowlock courses)
1 E. Manufacturer /Color:
1. Colors:
1 a. Color A: Match existing as close as possible. Mutual Materials, lnterpace or approved
equivalent as selected by Owner /Architect.
1 2.03 CONCRETE MASONRY UNITS — ASTM C90 AND AS FOLLOWS
A. Compressive Strength: 1,900 psi (13.1 MPa) minimum average net -area compressive strength.
1 B. Compressive Strength: As required to produce concrete unit masonry construction of
compressive strength indicated.
1 C. Weight Classification: Lightweight.
D. Provide Type I, moisture - controlled units.
1 E. Size: 8 x 4 x 16, 8 x 6 x 16, 8 x 8 x 16, manufactured to the actual dimensions of 3/8 -inch
(10 mm) less than nominal sizes indicated, and as shown on Drawings.
1 F. Exposed Faces:
1. Interior: Smooth face with manufacturer's standard color.
2. Exterior: Match existing with single score below 8 feet high and double score above 8 feet
high.
1 G. Provide special shapes for lintels, corners, jambs, sash, control joints, headers, bonding, and
other special conditions.
1 H. Provide square -edged units for outside corners.
2.04 MASONRY — GENERAL
1 A. Provide shapes indicated and as follows:
1. Provide units without cores or frogs and with exposed surfaces finished for ends of sills
and caps and for similar applications that would otherwise expose unfinished brick
surfaces.
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2. Provide special shapes for applications requiring brick of size, form, color, and texture on
exposed surfaces that cannot be produced by sawing.
2.05 MORTAR AND GROUT MATERIALS: AS FOLLOWS: 1
A. Portland Cement: ASTM C150, Type I or II, except Type III may be used for cold- weather
construction. 1
B. Masonry Cement: ASTM C91.
C. Mortar Cement: IBC Table 2103.7(1) OR Table 2103.7(2).
D. For pigmented mortars, use premixed, colored- cement or cement -lime mix of formulation
required to produce color indicated.
E. Grout for Unit Masonry: Comply with ASTM C476. Use grout of consistency to completely fill
spaces intended to receive grout. 1
F. Aggregate for Grout: ASTM C404.
G. Hydrated Lime: ASTM C207, Type S. 1
H. Aggregate for Mortar: ASTM C144; except for joints less than 1/4 -inch (6.5 mm), use aggregate
graded with 100 percent passing the No. 16 (1.18 mm) sieve.
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1. Colored -Mortar Aggregates: Natural - colored sand or ground marble, granite, or other
sound stone, as required to match Owner /Architect's sample.
I. Mortar Pigments: Iron oxides and chromium oxides, compounded for use in mortar mixes and
with a record of satisfactory performance in masonry mortars.
J. Cold- Weather Admixture: Non - chloride, noncorrosive, accelerating admixture complying with
ASTM C494, Type C, and recommended by the manufacturer for use in masonry mortar of
composition indicated.
K. Water: Potable.
2.06 STEEL REINFORCING BARS 1
A. Billet steel complying with ASTM A615, Grade 60.
2.07 DEFORMED REINFORCING WIRE 1
A. ASTM A496, with ASTM A153, Class B -2 zinc coating.
2.08 ADJUSTABLE MASONRY - VENEER ANCHORS (NEW WALLS) 1
A. Provide 2 -piece assemblies, for attachment over sheathing to metal studs, allowing vertical or
horizontal differential movement between wall and wall framing parallel to plane of wall and
capable of withstanding a 100 Ibf (445 N) load in either tension or compression without
deforming over, or developing play in excess of, 0.05 -inch (1.3 mm).
B. Seismic Masonry- Veneer Anchors: Units consisting of a rib - stiffened, sheet -metal anchor
section with screw holes top and bottom and with a raised, rib - stiffened strap stamped into
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center for attachment of connector section that is designed to engage a continuous wire
embedded in the veneer mortar joint.
1 1. Dur -O -Wall or approved, D/A 213S with (2) DA 995 screws.
2.09 EMBEDDED FLASHING MATERIALS
1 A. Sheet -Metal Flashing: Fabricate from the following metal complying with requirements specified
in Section 07 62 00, SHEET METAL FLASHING AND TRIM; and below:
1 1. Stainless Steel: 0.0156 inch (0.4 mm) thick.
2. Copper: 10 ounces /square foot (3 kg/sq m) weight or 0.0135 -inch (0.3 mm) thick for fully
1 concealed flashing, 16 ounces /square foot (5 kg/sq m) weight or 0.0216 -inch (0.5 mm)
thick elsewhere.
1 B. Copper- Fabric Laminate: Copper sheet weighing 7 ounces /square foot (2 kg/sq m), bonded with
asphalt between 2 layers of glass -fiber cloth.
C. Rubberized Asphalt Sheet Flashing: Manufacturer's standard composite flashing product
consisting of a pliable and highly adhesive rubberized asphalt compound, 26 -mil (0.7 mm) thick,
bonded completely and integrally to a high - density, cross - laminated polyethylene film, 4 -mil
(0.1 mm) thick, to produce an overall thickness of 30 -mil (0.8 mm).
1 2.10 MISCELLANEOUS MASONRY ACCESSORIES
A. Compressible Filler: Premolded filler strips complying with ASTM D1056, Type 2, Class A,
1 Grade 1; compressible up to 35 percent; of width and thickness indicated.
B. Preformed Control -Joint Gaskets: Designed to fit standard sash block and to maintain lateral
stability in masonry wall; size and configuration as indicated, made from styrene- butadiene
rubber complying with ASTM D2000, Designation M2AA -805.
C. Bond - Breaker Strips: Asphalt- saturated, organic roofing felt complying with ASTM D226, Type I
1 (No. 15 asphalt felt).
D. Weep Holes: Provide the following:
1 1. Round Plastic Tubing: Medium - density polyethylene, 3/8 inch (9 mm) outside diameter by
4 inches (100 mm) long.
j 2. Wicking Material: Cotton sash cord, in length required to produce 2 inch (50 mm) exposure
® on exterior and 18 inches (450 mm) in cavity between wythes.
2.11 MASONRY CLEANERS
A. Job -Mixed Detergent Solution: Solution of 1/2 cup (0.14.L) dry measure tetrasodium
polyphosphate and 1/2 cup (0.14 L) dry measure laundry detergent dissolved in 1 gallon (4 L) of
1 water.
B. Proprietary Acidic Cleaner: Manufacturer's standard- strength cleaner designed for removing
mortar /grout stains, efflorescence, and other stains from masonry surfaces; expressly approved
for intended use by manufacturer of masonry units being cleaned.
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2.12 MORTAR AND GROUT MIXES
A. Do not use admixtures unless otherwise indicated. Do not use calcium chloride in mortar or
grout.
B. Mortar for Unit Masonry: Comply with ASTM C270, Property Specification, for job -mixed mortar
and ASTM C1142 for ready -mixed mortar. 1
C. Mortar for Unit Masonry: Comply with IBC Table 2103.7(1), Proportion Specification, for Mortar
Cement mortar of types indicated below:
1 1. Limit cementitious materials in mortar to Portland cement and lime.
2. For masonry below grade, in contact with earth, reinforced masonry, and where indicated, 1
D. Use Type S.C. Pigmented Mortar: Select and proportion pigments with other ingredients to
produce color required. 1
1. For Portland cement -lime mortar, limit pigments to not more than 10 percent of cement
content by weight.
2. For masonry cement mortar, limit pigments to not more than 5 percent of cement content
by weight. Use Davis "Brown" to warm up mortar color. Owner /Architect to approve sample
in sample panel. 1
E. Grout for Unit Masonry: Comply with ASTM C476. Use grout of consistency to completely fill
spaces intended to receive grout.
PART 3 - EXECUTION
3.01 GENERAL
1
A. Cut masonry units with motor - driven saws. Allow units cut with water - cooled saws to dry before
placing, unless wetting of units is specified. Install cut units with cut surfaces and, where
possible, cut edges concealed. Mitre outside corners where indicated in the drawings. 1
B. Mix units for exposed unit masonry from several pallets or cubes as they are placed to produce
uniform blend of colors and textures.
C. Wetting of Brick: Wet brick prior to laying if the initial rate of absorption exceeds
30 gallons /30 square inches (g/194 sq cm) per minute when tested per ASTM C67. Allow units
to absorb the water so they are damp but not wet at the time of laying.
3.02 CONSTRUCTION TOLERANCES
A. Variation from Plumb: For vertical lines and surfaces do not exceed 1/4 -inch in 10 feet (6 mm in 1
3 m), nor 3/8 -inch in. 20 feet (10 mm in 6 m), nor 1/2 -inch in 40 feet (12 mm in 12 m) or more.
For vertical alignment of head joints, do not exceed plus or minus 1/4 -inch in 10 feet (6 mm in
3 m) nor 1/2 -inch (12 mm) maximum.
B. Variation from Level: Do not exceed 1/4 -inch in 20 feet (6 mm in 6 m) nor 1/2 -inch in 40 feet
(12mmin12m). 1
C. Variation of Linear Building Line: For position shown in plan, do not exceed 1/2 -inch in 20 feet
(12 mm in 6 m) nor 3/4 -inch in 40 feet (19 mm in 12 m).
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1 D. Variation in Cross - Sectional Dimensions: For columns and thickness of walls, from dimensions
shown, do not exceed minus 1/4 -inch (6 mm) nor. plus 1/2 -inch (12 mm).
E. Variation in Mortar -Joint Thickness: Do not vary from bed joint thickness indicated by more than
plus or minus 1/8 -inch (3 mm), with a maximum thickness limited to 1/2 -inch (12 mm). Do not
vary from head -joint thickness indicated by more than plus or minus 1/8 -inch (3 mm).
1 3.03 INSTALLATION
A. Lay out walls in advance for accurate spacing of surface bond patterns and for accurate locating
of openings, movement -type joints, returns, and offsets. Avoid the use of Tess- than - half -size
units at corners, jambs, and where possible at other locations.
' B. Bond Pattern for Exposed Masonry: Lay exposed masonry in running bond pattern unless
otherwise indicated; do not use units with Tess than nominal 4 inch (100 mm) horizontal face
dimensions at corners or jambs.
C. Built -in Work: As construction progresses, build -in items specified under this and other Sections
of the Specifications. Fill in solidly with masonry around built -in items.
' D. Fill cores in hollow concrete masonry units with grout 24 inches (600 mm) under bearing plates,
beams, lintels, posts, and similar items, unless otherwise indicated.
E. Tool exposed joints slightly concave when thumbprint hard, using a jointer larger than joint
thickness, unless otherwise indicated.
F. Keep cavities clean of mortar droppings and other materials during construction. Strike joints
1 facing cavities flush.
1. Use wood strips temporarily placed in cavity to collect mortar droppings. As work
progresses, remove strips, clean off mortar droppings, and replace in cavity.
G. Provide continuous Number 9 galvanized wire horizontal -joint reinforcement, minimum, in
double wythe day brick reinforced walls. Install with a minimum cover of 5/8 -inch (16 mm) on
1 exterior. Lap a minimum of 6 inches (150 mm).
1. Provide continuity at corners and wall intersections by using prefabricated "L" and "T"
sections.
H. Anchor masonry to structural members where masonry abuts or faces structural members to
comply with the following:
1 1. Provide a 1 inch (25 mm) open space between masonry and structural member, unless
otherwise indicated.
2. Anchor masonry to structural members with flexible anchors embedded in masonry joints
and attached to structure.
I. Provide masonry lintels where shown. Steel lintels, where indicated on the drawings, are to be
1/2 inch back from face of masonry. Verify depth. Provide precast lintels matching concrete
masonry units in color, texture, and compressive strength and with reinforcement bars indicated
or required to support Toads indicated.
J. Install embedded flashing and weep holes in masonry at shelf angles, lintels, ledges, other
obstructions to the downward flow of water in the wall, and where indicated.
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1. Extend flashing 4 inches (100 mm) at ends and turn up not less than 2 inches (50 mm) to
form a pan.
K. Trim wicking material used in weep holes flush with outside face of wall after mortar has set.
L. Temporary Formwork and Shores: Construct formwork and shores to support reinforced
masonry elements during construction. 1
1. Do not remove forms and shores until reinforced masonry members have hardened
sufficiently to carry their own weight and other temporary loads that may be placed on
them during construction.
3.04 ANCHORING EXISTING MASONRY VENEER
A. Seismic Veneer Anchors: 1
Provide anchors in continuous masonry veneer at 24 inches on center vertical and 24 inches on
center horizontal. Anchors are to be installed at 12 inches on center around all openings
(windows, doors, garage doors, louvers, etc.)
B. Install anchors in strict accordance with the manufacturer's printed installation instructions.
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3.05 MINIMUM REINFORCING
A. Reinforcing for masonry to be ASTM A615, Grade 60 placed in center of cells (unless noted
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otherwise on structural drawings):
1. Vertical: #5 at 3' -4" O.C. plus 2 #5 each side of opening x full wall height. 1
2. Horizontal: 2-4# in bond beams at all floor and roof levels and at 4' -0" O.C. unless
otherwise noted.
3. Lintels: Less than 4' -0" wide — 2 #4 in 16" lintels. 4' -0" or over — 2 #4 in 24" lintels unless
otherwise noted. Extend reinforcing 2' -0" beyond edge of opening each side unless
otherwise noted. See plans for lintels over 8' -0 ". 1
4. Splices: Lapped 48 diameters or 2' -0" minimum unless detailed otherwise.
5. Corners and Intersections: One 2' -0" x 2' -0" corner bar at each bond beam same size as
horizontal reinforcing.
B. Special inspection of all reinforcement is required. See Structural Notes on Drawings and
Section 01 10 00, SUMMARY.
3.06 GROUTING
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A. Do not place grout until entire height of masonry to be grouted has attained sufficient strength to
resist grout pressure.
B. Grout all reinforced cells full (partially grouted walls).
C. Do not exceed the following pour heights for fine grout:
1. For minimum widths of grout spaces of 3/4 -inch (19 mm) or for minimum grout space of
hollow unit cells of 1 -1/2 by 2 inches (38 by 51 mm), pour height of 12 inches (305 mm).
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2. For minimum widths of grout spaces of 2 inches (51 mm), pour height of 60 inches
(1,524 mm).
1 D. Do not exceed the following pour heights for coarse grout:
1. For minimum widths of grout spaces of 1 -1/2 inches (38 mm), pour height of 12 inches
1 (305 mm).
2. For minimum widths of grout spaces of 2 inches (51 mm), pour height of 60 inches
(1,524 mm).
3. For minimum widths of grout spaces of 2 -1/2 inches (63 mm) or for minimum grout space
of hollow unit cells of 3 by 3 inches (76 by 76 mm), pour height of 12 feet (3.6 m).
E. Special inspection of all grouting is required. See Structural Notes on Drawings and
Section 01 10 00, SUMMARY.
1 3.07 FIELD QUALITY CONTROL •
A. The Owner will employ and pay a qualified independent testing agency to perform the following
tests during construction for each 5000 sq ft (460 sq m) of wall area or portion thereof:
1. Mortar Properties: ASTM C270.
1 2. Mortar Composition and Properties: ASTM C780.
3. Grout: ASTM C1019.
4. Prism -Test Method: For each type of wall construction indicated, masonry prisms will be
tested per ASTM E447, Method B; and as follows: One set of prisms at 7 days and one set
at28days.
3.08 PARGING
A. Parge pre - dampened masonry walls, where indicated, with Type S or Type N mortar applied in
2 uniform coats with a smooth, steel - trowel finish. Form a wash at top of parging and a cove at
bottom. Damp cure parging for at least 24 hours.
1 3.09 IN-PROGRESS CLEANING
A. Clean unit masonry as work progresses by dry brushing to remove mortar fins and smears prior
1 to tooling joints.
3.10 FINAL CLEANING
1 A. After mortar is thoroughly set and cured, remove mortar particles with nonmetallic scrapers, and
clean exposed masonry as follows:
1 1. Test cleaning methods on sample wall panel; leave one -half of panel uncleaned for
comparison purposes.
1 2. Protect adjacent surfaces from contact with cleaner.
3. Wet wall surfaces with water prior to application of cleaners; remove cleaners promptly by
rinsing thoroughly with clear water.
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4. Clean brick by bucket and brush method described in BIA Technical Note No. 20 Revised, 1
using the specified masonry cleaner.
5. Clean concrete masonry by cleaning method indicated in NCMA TEK 8 -2 applicable to 1
type of stain.
3.11 MASONRY WASTE DISPOSAL 1
A. Dispose of clean masonry waste, including broken masonry units, waste mortar, and excess or
soil- contaminated sand, by crushing and mixing with fill material as fill is placed.
1. Do not dispose of masonry waste as fill within 18 inches (450 mm) of finished grade.
END OF SECTION 04 20 00 1
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BUCKLING RESTRAINED BRACES
1 SECTION 05120
1 PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Furnishing Buckling Restrained Braces (BRBs).
2. Engineering design of Buckling Restrained Braces."
3. Qualification of BRBs by uniaxial and subassemblage cyclic testing.
1.2 REFERENCES
A. Standards listed below apply where designation is cited in this Section. Where the
applicable year of adoption or revision is not listed below, the latest edition applies.
1 1. American Institute of Steel Construction, ANSI /AISC 360 -05 Specification for
Structural Steel Buildings.
2. American Institute of Steel Construction, ANSI /AISC 341 -05 Seismic Provisions for
Structural Steel Buildings, Including Supplement No. 1.
3. American Society for Testing and Materials, ASTM A6 Standard Specification for
General Requirements for Rolled Structural Steel Bars, Plates, Shapes, and Sheet
Piling.
4. American Society for. Testing and Materials, ASTM A36 Standard Specification for
Carbon Structural Steel.
5. American Society for Testing and Materials, ASTM A500 Standard Specification for
Cold - Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and
Shapes.
6. American Society for Testing and Materials, ASTM A572 Standard Specification for
High - Strength Low -Alloy Columbium- Vanadium Structural Steel.
7. American Welding Society, AWS D1.1 Structural Welding Code — Steel.
8. American Welding Society, AWS D1.8 Structural Welding Code — Seismic
Supplement.
9. Japanese Industrial Standard, JIS G 3136 SN400 B Rolled Steels for Building
Structure.
10. Japanese Industrial Standard, JIS G 3466 STKR 400 Carbon Steel Square Pipes for
1 Genera! Structural Purposes.
1.3 DEFINITIONS
A. Buckling Restrained Brace (BRB): Specialty structural brace element consisting of an axial
force resisting core or steel plates encased by a system that prevents buckling of the steel
core.
1 B. Design shall be based on detailed examination and understanding of the results of
qualifying cyclic tests and interpolation of results to project conditions. End connections
used in the project must be similar to those used in testing.
1.4. SUBMITTALS
A. All submittals shall be furnished in English language.
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B. Within 30 days of award of contract, furnish Qualification Testing Report conforming to
requirements of ANSI /AISC 341 -05 and demonstrating compliance with required
Qualifications Tests.
C. Manufacturer's Quality Assurance Plan.
1. An authorized representative of the manufacturer shall certify the validity of the Plan 1
by signing and dating.
D. Engineering Design. 1
1. Design Drawings: Show size and configuration of steel core for full length of BRB.
Indicate casing size, thickness and length. Show shape and thickness of gusset
plates at each end.
2. Calculations: Provide design calculations showing the adequacy of proposed BRBs,
gusset plates, and gusset plate welds to achieve Performance Requirements
specified herein.
3. Submit final drawings, calculations and certifications that include gusset plate shapes,
thickness and welds to any adjacent beams and /or columns, as well as the final
dimensions of steel core plates based on results of coupon testing of steel to be
employed in Work.
a. The Design Engineer shall seal final design drawings, calculations and
required certification.
b. Submittal shall be accompanied by the results of coupon testing.
E. Shop Drawings.
1. Show location and size of BRBs. Give complete information necessary for fabrication 1
of elements of structural steel frame to receive braces and fabrication of connection
plates. Show methods of assembly, including type and size of connectors, hole
diameter, and preparation and finish of faying surfaces. Identify tolerances for
fabrication and erection.
2. Provide final core plate dimensions based on results of coupon testing of steel.
3. Show location, shape, thickness and welds of gusset plates at each end of BRBs.
F. Certificates of compliance with specified standards for steel and welding filler materials.
G. Certified material test reports: Submit to Owner's Testing Agency for record purposes.
1
1. All steel: Tensile tests and chemical analysis. Include trace elements for steel core
2. Steel core plates:
a. Coupon test results for each lot of steel used in fabrication showing initial
yield, ultimate tensile stress, and ultimate elongation.
b. Charpy V -Notch testing for plates 2 inches (50 mm) and thicker.
c. Welding electrodes: Include tensile, elongation, and CVN toughness tests.
Identify diffusible hydrogen.
H. Welder Performance Qualification Records (WPQRs). 1
Written Welding Procedure Specification (WPS) in accordance with AWS D1.1
requirements for each different welded joint proposed for use, whether prequalified or
qualified by testing.
1. Indicate as- detailed configuration.
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1 2. Identify specific filler material and manufacturer.
J. Procedure Qualification Record (PQR) in accordance with AWS D1.1 for all procedures
qualified by testing.
K. Submit Quality Assurance test and inspection reports to Owner's Testing Agency for record
purposes.
1 1.5 QUALITY ASSURANCE
A. Quality Assurance Plan: The manufacturer shall have a detailed Quality Assurance Plan to
1 assure the BRB's being manufactured continue to be the same as those tested.
B. Design Engineer Qualifications: A Professional Engineer, registered in the State of Oregon
that is knowledgeable with the results of cyclic testing of BRB's and the requirements of this
specification and experienced in the design of BRB's based on engineering analysis shall
approve and stamp all drawings.
C. Pre - Erection Conference: Contractor shall schedule meeting with Owner's Representative,
BRB- manufacturer, and the steel erector's personnel supervising installation of buckling
restrained braces to review installation procedures including handling, fit -up and fastening.
D. Coupon Tests: Perform coupon test results for each lot of steel used in fabrication of steel
core areas showing initial yield, ultimate tensile stress, and ultimate elongation. Coupons
shall be taken from plates at point of brace manufacture and shall be used as the basis for
1 brace design
E. Qualification Tests: The design of braces shall be based on results from qualifying cyclic
tests. Tests shall consist of at least two successful cyclic tests: one is required to be a test
of a brace subassemblage that includes brace connection imposed rotations and the other
may be either -a uniaxial or subassemblage test.
1. Qualification tests shall conform to requirements of ANSI /AISC 341 -05 Appendix T.
2. Qualification tests are permitted to be based on documented full -scale cyclic tests
performed for other projects or tests reported in research, provided that in the opinion
of the Manufacturer and Design Engineer there is sufficient basis for extrapolation to
project conditions.
3. Extrapolation of previous test results beyond the limitations of ANSI/AISC 341-05
Appendix Sections T4 and T5 will not be permitted.
1 1.6 SCHEDULING
A. Furnish schedule for Buckling Restrained Brace manufacture and delivery within 30 days of
1 award of contract.
1.7 DELIVERY, STORAGE AND HANDLING
A. Manufacturer to provide protection for the braces to ensure against damage during
shipping.
B. Contractor to provide proper lay -down and storage areas. Manufacturer to coordinate with
1 the Contractor on delivery dates.
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PART 2 - PRODUCTS
2.1 PERFORMANCE CRITERIA
A. Braces shall provide for stable cyclic displacement (lengthening and shortening)
corresponding to the inelastic inter -story drift indicated on the drawings, neglecting all
contributions to drift from elements beyond the ends of braces. Assume brace end
rotations, equal to inter -story drift, occur in combination with lengthening and shortening.
B. Hysteretic behavior in the non - linear range shall show no sign of degradation or loss of
strength. 1
C. Graphs of test results shall show no signs of pinched hysteretic behavior.
D. The portion of the steel core that projects beyond the casing shall provide for stable cyclic 1
loading at 160 percent of the initial yield force of the "BRB" without initiation of fracture.
E. Tension and compression shall be resisted entirely by the steel core. The buckling
restraining system shall prevent brace buckling and control plate buckling without
restraining the steel core from transverse expansion and longitudinal shortening for
deformations corresponding to 200 percent of the design inelastic story drifts indicated on
the Drawings.
F. End connections and method of connecting used for the project must be similar as used in
testing. 1
2.2 ACCEPTABLE MANUFACTURERS
A. The following manufacturers, which have successfully completed qualification testing of
braces meeting the requirements for the project, including limitations on maximum brace
dimensions and strains, will be considered acceptable manufacturers, subject to
compliance with other requirements of the Construction Documents. 1
1. Core Brace, West Jordan, UT.
2. Nippon Steel Engineering Co., Tokyo, Japan.
3. Star Seismic, Park City, UT.
2.3 MATERIALS
1
A. Steel Core Areas: JIS G 3136 SN400 B, ASTM A36 or ASTM A572 Grade
42; except initial
yield stress shall be 42 ksi, plus or minus 4 ksi, as evidenced by coupon testing of plates to
be incorporated in work.
1. Plates 2 inches (50 mm) and thicker shall be supplied with Charpy V -Notch testing in
accordance with ASTM A6 Supplementary Requirement S5, or approved equal. The
impact test shall meet a minimum average value of 20 ft-Ibs absorbed energy at +70
degrees F and shall be conducted in accordance with AISC Specification, or
approved equal.
B. Casing: JIS G3466 STKR 400 or ASTM A500, Grade B. If qualified by testing, other casing
materials can be used.
C. Welding Filler Material: Meet -or exceed CVN toughness and elongation of ma terial used for
fabrication of tested assemblies.
1. H16 (maximum diffusible hydrogen), AWS A4.3.
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D. Shop Primer: Manufacturer's standard zinc -rich rust preventative primer; containing Tess
than 0.002% lead.
1 E. Fill Material: Manufacturer's standard cementitious grout; demonstrated suitable for function
as a confining in -fill material by subassemblage qualification testing.
1 2.4 FABRICATION
A. Fabricate steel in accordance with Section 05120 Structural Steel and approved submittals.
1 1. Cut core plates to profile shown on Design Drawings. Conform to tolerances of
Quality Assurance Manual, except tolerance on plate width shall not exceed plus or
minus 0.2 inches (5
2. Splices in the steel core mm ) a . re not acceptable.
3. Roughness: After cutting, edges of core plates shall have roughness less than the
surface roughness to which the BRBs were fabricated. Where no documentation is
available to independently verify the surface roughness of the tested BRBs, edges of
core plate shall have roughness less than or equal to sample 3 of AWS C4.1 -77.
4. Gouges and Notches: Occasional gouges and notches less than 0.2 inches (5 mm)
deep in the edges of steel core may be repaired by grinding to a smooth transition.
The length of transition shall be a minimum of 10 times the depth of the gouge. The
area shall be inspected by MT after grinding to ensure the entire depth of gouge has
been removed. Deeper gouges shall be cause for rejection the steel core.
B. The maximum dimensions of the casing of the Buckling Restrained Brace shall be as
indicated on the Drawings.
C. Connections: All holes for connections shall be manufactured using the same documented
process employed in the manufacture of the tested BRBs. Where no documentation is
available to independently verify the manufacturing process for holes in the tested BRBs, all
holes for connections shall be drilled, and burrs removed in accordance with the AISC Code
1 of Standard Practice.
D. Welding: Continuously weld joints, using procedures intended to minimize distortion.
E. Assembly: Assemble components of the Buckling Restrained Brace in a manner to ensure
proper performance of the brace.
1. Examine core plates for straightness prior to contact with other material.
2. End confining plates shall be provided to ensure confinement of the in -fill material
while allowing for movement of the steel core.
■ F. Finish: Prepare and paint unprotected metal surfaces of casing.
■ 1. Solvent clean to remove oil and contaminants; Commercial Blast (SSPC -6) clean as
minimum surface preparation.
'. 2. Apply paint primer at a minimum dry film thickness of 3 mils (75 microns).
3. If faying surfaces of slip - critical bolted connections are painted, primer shall meet
requirements of the RCSC (Research Council on Structural Connections) for a Class
1 A coating.
2.5 SOURCE QUALITY CONTROL
1 A. The Owner will employ a Testing Agency to perform tests and to submit test reports.
B. Testing Agency will:
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1. Review Manufacturer's Quality Assurance Plan, mill certificates and perform coupon
testing.
2. Review Manufacturer's QA test and inspection reports.
3. Observe fabrication and assembly as requested by the Structural Engineer.
C. Contractor shall:
1. Notify the Structural Engineer no less than 30 days before the start of fabrication of
the buckling restrained braces, to allow the Structural Engineer to observe fabrication
and assembly process.
2. Perform testing and inspection in accordance with approved Quality Assurance Plan
and requirements of Section 1.5.
PART 3 - EXECUTION
3.1 ERECTION
A. Braces are erected under Section 05120, "Structural Steel ". The erector shall use positive
measures to prevent damage to the Buckling Restrained Braces. BRBs shall only be
repaired or have alterations performed by the Manufacturer. 1
B. Prior to erection, clean faying surfaces of brace to be in contact with bolted connections to -
remove temporary coatings, applied for transport, and surface contaminants.
C. Buckling Restrained Brace members shall not be field cut or altered. Alterations to
structural steel components to receive Buckling Restrained Braces shall be subject to prior
approval of the Structural Engineer.
1
D. No field welding to Buckling Restrained Brace members will be ermitted including
p uding
attachment of nonstructural components.
3.2 FIELD QUALITY CONTROL 111
A. Manufacturer's Representative will visit site to observe installation of Buckling Restrained
Braces in accordance with Manufacturer's Quality Assurance Plan.
B. In the event of damage to a BRB, the manufacturer shall be contacted and a written
procedure describing the damage, proposed repair and when the corrections will take place
shall be submitted to the Structural Engineer, the Manufacturer, the Owner's representative,
and the owners Testing Agency. Repairs shall be performed in strict accordance with the
approved repair procedures.
END OF SECTION 05120
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STRUCTURAL STEEL
1 SECTION 05200
1 PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division 01 Specification Sections, apply to this Section.
1.2 SUMMARY
1 A. This Section includes the following:
1. Structural steel.
1 2. Grout.
B. Related Sections include the following:
1 1. Division 01 Section "Quality Requirements" for independent testing agency procedures
and administrative requirements.
2. Division 09 painting Sections and Division 09 Section "High- Performance Coatings" for
1 surface preparation and priming requirements.
1 1.3 DEFINITIONS
A. Structural Steel: Elements of structural -steel frame, as classified by AISC's "Code of Standard
Practice for Steel Buildings and Bridges," that support design loads.
1 B. Demand Critical Welds
1. For moment frames, complete joint penetration welds in beam -to- column connections,
including flange, web and shear plates.
2. For moment frames, complete joint penetration welds of column splices and of columns -
to -base plates.
1 3. Other welds indicated as "Demand Critical" on the drawings.
C. Protected Zone: Area of SLRS members defined in the drawings in which limitations apply to
fabrication and attachments. Such limitations include:
• 1. Welded shear studs and decking attachments that penetrate the beam flange shall not be
placed on beam flanges within the protected zone. Decking are spot welds are required
to secure decking shall be permitted.
2. Within the protected zone, discontinuities created by fabrication or erection aids, air -arc
gouging and thermal cutting shall be repaired as required by the engineer of record.
3. Welded, bolted, screwed or shot -in attachments for perimeter edge angles, exterior
facades, partitions, duct work, piping or other construction shall not be placed within the
protected zone.
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D. Seismic Load Resisting System (SLRS): Assembly of structural elements in the building that
resists seismic loads.
1.4 SUBMITTALS 1
A. Product Data: For each type of product indicated.
B. Shop Drawings: Show fabrication of structural -steel components.
1. Structural steel shop drawings shall contain sufficient detail and information to allow 1
complete fabrication and erection of the structure without reference to the contract
drawings either on the fabrication shop floor or at the project site. The steel detailer shall
generate all shop drawing fabrication and installation details from the structural and
architectural drawings and specifications. The use of reproductions or photocopies of the
contract drawings shall not be permitted.
a. Include details of cuts, connections, splices, camber, holes, and other pertinent
data.
b. Include embedment drawings.
c. Indicate welds by standard AWS symbols, distinguishing between shop and field
welds, and show size, length, and type of each weld.
d. Indicate type, size, and length of bolts, distinguishing between shop and field bolts.
Identify- pretensioned and slip - critical high- strength bolted connections.
e. Additional seismic submittal requirements:
1) Identify members and connections that are part of the SLRS as indicated in
the construction documents.
2) Locations of demand critical welds.
3) Locations and dimensions of protected zones.
4) Locations of slip critical bolts.
5) Access hold dimensions, surface profile and finish requirements.
6) Locations where backing bars and weld tabs are to be removed.
7) Locations where supplemental fillet welds are required when backing in
permitted to remain.
8) Connection assembly sequence where special precautions are required.
9) Non - Destructive Testing (NDT) to be performed by the fabricator, if any.
2. Shop drawing re- submittals shall clearly identify all revisions to previous submittals.
a. Heavy ink, clouded outlines (revision clouds) shall be drawn around revised areas
of individual sheets.
b. Engineer /Architect will not review information outside of revision clouds on
resubmitted drawings.
C. Welding Certificates.
D. Qualification Data: For firms and persons specified in "Quality Assurance" Articles to
demonstrate their capabilities and experience. Include lists of completed projects with project
names and addresses, names and addresses of architects and owners, and other information
specified.
E. Structural steel erection plan detailing sequence and methods of erection. 1
1. The contractor shall provide a comprehensive engineering analysis, signed and sealed
by a structural engineer licenses in the State of Oregon, verifying that the structure _
erected over occupied space will comply with the current edition of the International
Building Code during all phases of construction.
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1 F. Mill Test Reports: Signed by manufacturers certifying that the following products comply with
requirements:
1. Structural steel including chemical and physical properties.
2. Bolts, nuts, and washers including mechanical properties and chemical analysis.
3. Direct - tension indicators.
4. Tension- control, high- strength bolt- nut - washer assemblies.
5. Shear stud connectors.
6. Shop primers.
7. Nonshrink grout.
G. Source quality - control test reports.
1 H. Certified Manufacturer's Test Reports
1. Charpy V -notch toughness as specified in part 2 of this Section for the following:
a. Members and connections part of the SLRS.
1 b. Demand Critical Welds.
I. Written Welding Procedure Specifications (WPSs): In accordance with AWS D1.1 requirements
for each welded joint proposed for use whether prequalified or by testing. Include all welding
that will be performed during fabrication (shop) and installation /erection (field) Include the
following items as applicable for the welding process:
1 1. Indicate as- detailed configuration, and the maximum and minimum fit -up configurations.
2. Identify specific electrode and manufacturer.
3. List actual values of welding parameters to be used so clear instruction is provided to
welders.
4. Steel specification(s) and grade(s) to be welded.
5. Thickness range of materials to be joined.
6. Type of joint.
' 7. Type of weld.
8. Size of weld.
9. Position of welding.
10. Flux and shielding gas.
11. Electrode diameter.
12. Voltage (except SMAW).
13. Current (amperage) or wire feed speed.
14. Travel speed.
15. Minimum Preheat and Interpass Temperatures: Provide minimum preheat and interpass
temperature for all welds, including tack welds, in accordance with AWS D1.1, Table 3.2.
The Contractor may specify higher minimum temperatures as a part of the WPS.
Preheat and interpass temperatures lower than those required by AWS D1.1, Table 3.2,
are permitted provided the WPS has been qualified by testing. Minimum preheat and
interpass temperatures shall be verified at a distance of 3 inches from the joint or for
1 materials over 3 inches in thickness at a distance equal to the thickness of the part.
16. Maximum Preheat and Interpass Temperatures: The maximum preheat and interpass
temperature permitted is 550 degrees F, measured at a distance of 1 inch from the joint.
This maximum temperature may not be increased with or without qualification testing.
17. Number and placement of passes.
18. Technique (stringer or weave bead).
19. Shielding gas flow rate.
20. Charpy V -notch toughness as required by this specification.
21. Other pertinent information specific to the weld.
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J. Procedure Qualification Record (PQR): In accordance with AWS D1.1 for all procedures
qualified by testing. For welds . part of the SLRS qualification testing shall include Charpy V-
notch (CVN) testing in accordance with AWS D1.8 and AISC 341 -05 Appendix X. The notch
specimen shall be located in the weld. If two different filler metals are used, including all tack
welds and repairs, then additional CVN specimens shall be taken at the boundary of the two
filler metals. Qualify all welds for the maximum heat input to be used on the project.
K. Manufacturer's Certifications: For all welding electrodes, fluxes, and shielding gasses to be
used. Certifications shall satisfy the applicable AWS A5 requirements.
L. Test Reports: Copies of reports of tests conducted on shop and field bolted and welded 1
connections. Include data on type(s) of tests conducted and test results.
M. Surveys: Submit certified copies of each survey conducted by a registered land surveyor,
showing elevations and locations of base plates and anchor bolts to receive structural steel, and
final elevations and locations for major members. Indicate discrepancies between actual
installation and contract documents.
N. Design Calculations: Submit design calculations, bearing the seal and signature of a
Professional Engineer, employed by the Contractor and registered in the state of the project, for
the following: 1
1. Connections that differ from that indicated in the contract documents.
2. Requests for substitution of member sizes or material grades.
3. Modification of the strength or configuration of structural framing for the convenience to
accommodate the erection sequence, construction equipment, and /or material
availability.
0. Quality Assurance Agency Documents: The Agency responsible for quality assurance for 1
members part of the SLRS shall submit QA documents as outlined in AISC 341 -05 (seismic
provisions) Appendix Q (Q4).
P. • Maintain one copy of each document on -site.
1.5 QUALITY ASSURANCE
A. Installer Qualifications: A qualified installer who participates in the AISC Quality Certification
Program and is designated an AISC- Certified Erector, Category CASE.
B. Fabricator Qualifications: A qualified fabricator who participates in the AISC Quality
Certification Program and is designated an AISC - Certified Plant, Category Cbd. 1
1. Fabricator shall be registered with and approved by authorities having jurisdiction /the City
of Tigard.
C. Shop- Painting Applicators: Qualified according to AISC's Sophisticated Paint Endorsement P1
or SSPC -QP 3, "Standard Procedure for Evaluating Qualifications of Shop Painting
Applicators." 1
D. Welding Standards: Comply with applicable provisions and qualify procedures and personnel
according to AWS D1.1, "Structural Welding Code - Steel ", and ASW D1.8, "Structural Welding
Code — Seismic Supplement" for members part of the SLRS.
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1 1. Present evidence that each welder has satisfactorily passed AWS qualification tests for
welding processes involved and, if pertinent, has undergone recertification.
2. Qualifications for Welding Work: Qualify welding personnel in accordance with AWS
D1.1, "Qualification," (or approved equal).
a. Qualify welders in accordance with AWS D1.1 for each process, position, and joint
configuration.
b. Welders who have not used the welding process for a period of 6 or more months
shall be recertified.
c. If recertification of welders is required, retesting will be the Contractor's
responsibility.
d. WPSs for each joint type shall indicate proper AWS qualification and be available
where welding is performed.
e. Each welder performing demand critical welds shall be qualified by testing in
i
f. accordance with AWS D1.8 Part 5.
Welders whose work fails to pass inspection shall be requalified before performing
further welding.
E. Welding Inspectors doing work associated with the SLRS:
1. QC welding inspection personnel shall be Associate Welding Inspectors (AWI) or higher,
as defined in AWS B5.1 "Standard for Qualification of Welding Inspectors ", or otherwise
qualified under the provisions of AWS D1.1 Section 6.1.4 and to the satisfaction of the
contractor's QC plan by the fabricator /erector.
2. QA welding inspectors shall be welding inspectors (WI), or senior welding inspectors
(SWI), as defined in AWS B5.1, except AWI's may be used under the direct supervision
of WI's, on site and available when weld inspection is being conducted.
3. Non - destructive Testing Technicians: NDT technicians shall be qualified as follows:
a. In accordance with their employer's written practice which shall meet or exceed the
criteria of the American Society of Non - destructive Testing, Inc. SNT TC -1A
"Recommended Practice for the Training and Testing of Non - destructive
Personnel ", or of ANSI /ASNT CP -189, "Standard for the Qualification and
Certification of Non - destructive Testing Personnel."
b. Ultrasonic testing for QA may be performed only by UT technicians certified as
ASNT Level III through examination by the ASNT, or certified as Level 11 by their
employer for flaw detection. If the engineer of record approves the use of flaw
sizing techniques, UT technicians shall also be qualified and certified by their
employer for flaw sizing.
1 F. Comply with applicable provisions of the following specifications and documents:
1. AISC's "Code of Standard Practice for Steel Buildings and Bridges" (with exceptions
noted in Part 1 of this Section).
2. AISC's "Seismic Provisions for Structural Steel Buildings" (AISC 341 -05) including
Supplement No. 1.
3. AISC's "Specification for Structural Steel Buildings, 13 edit
4. RCSC's "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts."
5. ASTM A 6 (ASTM A 6M) "Specification for General Requirements for Rolled Steel Plates,
Shapes, Sheet Piling, and Bars for Structural Use."
G. Professional Engineer Qualifications: A structural engineer who is licensed in the State of
Oregon and who is experienced in providing engineering services of the kind indicated.
Engineering services are defined as those performed for projects with structural steel framing
that are similar to that indicated for this Project in material, design, and extent
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H. Preinstallation Conference: Conduct conference at Project site to comply with requirements in
Division 1 Section "Project Management and Coordination."
1.6 DELIVERY, STORAGE, AND HANDLING
A. Store materials to permit easy access for inspection and identification. Keep steel members off
ground and spaced by using pallets, dunnage, or other supports and spacers. Protect steel
members and packaged materials from erosion and deterioration.
1. Store fasteners in a protected place. Clean and relubricate bolts and nuts that become 1
dry or rusty before use.
2. Do not store materials on structure in a manner that might cause distortion, damage, or
overload to members or supporting structures. Repair or replace damaged materials or
structures as directed.
1.7 COORDINATION 1
A. Furnish anchorage items to be embedded in or attached to other construction without delaying
the Work. Provide setting diagrams, sheet metal templates, instructions, and directions for
installation.
1.8 EXCEPTIONS TO AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND 1
BRIDGES
A. Add the following paragraph to Section 1.8.1 of the AISC Code of Standard Practice for Steel
Buildings and Bridges:
"The Contractor shall have sole responsibility for site safety. The Fabricator and Erector shall
review the Contract Documents and if the structure, as shown on those documents, is in conflict
with the requirements of any safety regulations, the Fabricator shall notify the Structural Engi-
neer of Record prior to commencing shop drawing production. If the Fabricator and /or Erector
fail to notify the Structural Engineer of Record, as stated above, they shall become responsible
for all costs for correcting such conflicts with the requirements of any and all safety regulations."
B. Add the following paragraph to Sections 7.5.1 AND Section 7.5.3 of the AISC Code of Standard
Practice for Steel Buildings and Bridges:
"The Owner's Designated Representative for Construction shall prepare the Embedment Draw-
ing. The Embedment Drawing shall be submitted to the Structural Engineer of Record for in-
formation only. The Structural Engineer of Record shall not be responsible for the review and
approval of the Embedment Drawing."
C. Add the following paragraph to Section 7.10.3 of the AISC Code of Standard Practice for Steel 1
Buildings and Bridges:
"The Erector shall have the sole responsibility for determining the means and methods used to
properly and adequately brace the framing during erection."
D. Revise the second paragraph of Section 7.10.3 of the AISC Code of Standard Practice for Steel
Buildings and Bridges as follows:
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"The Erector need not consider Toads during erection that result from the performance of work
by, or the acts of, others, except as specifically identified by the Owner's Designated Repre-
sentatives for Design and Construction, nor those that are unpredictable, such as loads due to
hurricane, tornado, earthquake, explosion or collision. The Erector shall determine, furnish
and install temporary supports to resist earthquake loads specified by the 2006 Interna-
tional Building Code for new buildings."
1 E. Revise Section 7.14 of the AISC Code of Standard Practice for Steel Buildings and Bridges as
follows:
"The correction of minor misfits by moderate amounts of reaming or grinding, welding-or-Gut-
ting, and the drawing of elements into line with drift pins, shall be considered to be normal
erection operations. Errors that cannot be corrected using the foregoing means, or that require
1 major welding, cutting or changes in member or Connection configuration, shall be promptly
reported to the Owner's Designated Representatives for Design and Construction and the Fa-
bricator by the Erector, to enable the responsible entity to either correct the error or approve the
most efficient and economical method of correction to be used by others."
Particular note shall be paid to the commentary for this section of the AISC Code of
Standard Practice for Steel Buildings and Bridges, which reads as follows:
"As used in this Section, the term "moderate" refers to the amount of reaming, grinding, welding
or cutting that must be done on the project as a whole, not the amount that is required at an in-
dividual location. It is not intended to address limitations on the amount of material that is re-
1 moved by reaming at an individual bolt hole, for example, which is limited by the bolt -hole size
and tolerance requirements in the AISC and RCSC Specifications."
1 PART 2- PRODUCTS
2.1 STRUCTURAL -STEEL MATERIALS
A. Recycled Content of Steel Products: Provide products with an average recycled content of
steel products so postconsumer recycled content plus one -half of preconsumer recycled content
is not Tess than 25 percent.
B. Structural Steel Shapes, and Bars Refer to the General Structural Notes.
1 C. W- Shapes: Refer to the General Structural Notes.
1 1. Heavy sections shall be supplied with Charpy V -notch testing. The impact test shall meet
a minimum average value of 20 foot -Ibs at 70 degrees F and shall be conducted in
accordance with ASTM E 23 and ASTM A 6 supplementary requirements S5 and S30.
1 D. Channels, Angles: Refer to the General Structural Notes.
E. Plate and Bar: Refer to the General Structural Notes.
1 F. Corrosion - Resisting Structural Steel: ASTM A 588/A 588M, Grade 50 (345). •
G. Cold- Formed Hollow Structural Sections: ASTM A 500, Grade B, structural tubing.
H. Corrosion - Resisting Cold- Formed Hollow Structural Sections: ASTM A 847, structural tubing.
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I. Steel Pipe: Refer to the General Structural Notes.
J. Welding Electrodes: Comply with AWS requirements.
1. Welding electrodes shall have a minimum tensile strength of 70 ksi using AWS A5
classification test.
2. Welding filler metals, as supplied by the manufacturer, shall meet the requirements for
H16 (16 mL diffusible hydrogen per 100 grams deposited weld metal) as tested using the
mercury or gas chromatograph method as specified in AWS A4.3, "Standard Methods for
Determination of Diffusible Hydrogen Content of Martensitic, Bainitic, and Ferritic Steel
Weld Metal Produced by Arc Welding." The manufacturer's Certificate of Conformance
shall be considered adequate proof that the supplied electrodes meet this requirement,
and no additional testing of filler metal samples or of production welds is required.
3. All low hydrogen electrodes shall be stored, handled, protected from atmospheric
exposure and redried, if required, per AWS D1.1, 5.3.
4. FCAW electrodes shall be received in moisture - resistant packages that are undamaged.
They shall be protected against contamination and injury during shipment and storage.
Electrode packages shall remain effectively sealed against moisture until the electrode is
required for use. When removed from the protective packaging and installed on
machines, care shall be taken to protect the electrodes and coatings, if present, from
deterioration or damage. Modification or lubrication of an electrode after manufacture for
any reason is not permitted, except drying shall be permitted when recommended by the
manufacturer.
5. Welds used in members and connections in the SLRS shall be made with a filler metal
that can produce welds that have a minimum Charpy V -Notch (CVN) toughness of 20 ft-
Ibs at 0 degrees F, as determined by the appropriate AWS A5 classification test methods.
2.2 BOLTS, CONNECTORS, AND ANCHORS
A. High- Strength Bolts, Nuts, and Washers: ASTM A 325 (ASTM A 325M), Type 1, heavy hex
steel structural bolts; ASTM A 563 (ASTM A 563M) heavy hex carbon -steel nuts; and
ASTM F 436 (ASTM F 436M) hardened carbon -steel washers.
1. Finish: Plain.
B. High- Strength Bolts, Nuts, and Washers: ASTM A 490 (ASTM A 490M), Type 1, heavy hex
steel structural bolts or tension - control, bolt- nut- washer assemblies with splined ends;
ASTM A 563 (ASTM A 563M) heavy hex carbon -steel nuts; and ASTM F 436 (ASTM F 436M)
hardened carbon -steel washers, plain.
C. Tension - Control, High- Strength Bolt- Nut - Washer Assemblies: ASTM F 1852, Type 1, heavy
hex head steel structural bolts with splined ends; ASTM A 563 (ASTM A 563M) heavy hex
carbon -steel nuts; and ASTM F 436 (ASTM F 436M) hardened carbon -steel washers.
1. Finish: Plain. 1
D. Shear Connectors: ASTM A 108, Grades 1015 through 1020, headed -stud type, cold- finished
carbon steel; AWS D1.1, Type B.
E. Headed Anchor Rods: Refer to the General Structural Notes.
1. Nuts: ASTM A 563 (ASTM A 563M) heavy hex carbon steel.
2. Plate Washers: ASTM A 36/A 36M carbon steel.
3. Washers: ASTM F (ASTM F 436M) hardened carbon steel.
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1 4. Finish: Plain.
F. Threaded Rods: Refer to the General Structural Notes.
1. Nuts: ASTM A 563 (ASTM A 563M) heavy hex carbon steel.
2. Washers: ASTM F 436 (ASTM F 436M) hardened carbon steel.
3. Finish: Plain.
2.3 PRIMER
A. Primer: SSPC -Paint 25, Type I iron oxide, zinc oxide, raw linseed oil, and alkyd.
1 B. Primer: SSPC -Paint 25 BCS, Type I iron oxide, zinc oxide, raw linseed oil, and alkyd.
C. Primer: SSPC -Paint 23, latex primer.
1 D. Primer: Fabricator's standard lead- and chromate -free, nonasphaltic, rust - inhibiting primer.
E. Galvanizing Repair Paint: ASTM A 780.
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2.4 GROUT
1 A. Nonmetallic, Shrinkage- Resistant Grout: ASTM C 1107, factory- packaged, nonmetallic
aggregate grout, noncorrosive, nonstaining, mixed with water to consistency suitable for
application and a 30- minute working time
1
2.5 FABRICATION
A. Structural Steel: Fabricate and assemble in shop to greatest extent possible. Fabricate
according to AISC's "Code of Standard Practice for Steel Buildings and Bridges" (with
exceptions noted in Part 1 of this Specification Section).
1 1. Camber structural -steel members where indicated.
2. Identify high- strength structural steel according to ASTM A 6/ A 6M and maintain
I markings until structural steel has been erected.
Mark and match -mark materials for field assembly.
4. Complete structural -steel assemblies, including welding of units, before starting shop -
priming operations.
B. Re- Entrant Corners: Provide % -inch radius at all re- entrant corners, unless noted otherwise.
1 1. Fabricate with exposed surfaces smooth, square, and free of surface blemishes including
pitting, rust, scale and roughness.
2. Remove blemishes by filling or grinding or by welding and grinding, before cleaning,
treating, and shop priming.
1 C. Thermal Cutting: Perform thermal cutting by machine to greatest extent possible.
1 1. Plane thermally cut edges to be welded to comply with requirements in AWS D1.1.
D. Bolt Holes: Cut, drill, or punch bolt holes perpendicular to metal surfaces.
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E. Finishing: Accurately mill ends of columns and other members transmitting bearing Toads.
F. Cleaning: Clean and prepare steel surfaces that are to remain unpainted according to SSPC-
SP 1, "Solvent Cleaning.
G. Shear Connectors: Prepare steel surfaces as recommended by manufacturer of shear
connectors. Use automatic end welding of headed -stud shear connectors according to AWS
D1.1 and manufacturer's written instructions.
H. Holes: Provide holes required for securing other work to structural steel and for passage of
other work through steel framing members.
1. Cut, drill, or punch holes perpendicular to steel surfaces. Do not thermally cut bolt holes
or enlarge holes by burning.
2. Base -Plate Holes: Cut, drill, mechanically thermal cut, or punch holes perpendicular to
steel surfaces.
3. Weld threaded nuts to framing and other specialty items indicated to receive other work.
I. Complete joint penetration weld splices in heavy sections:
1. Weld access holes shall be detailed in accordance with AISC Manual Section J1.6.
2. Thermal cut surface preparation and inspection requirements shall be in accordance with
AISC Manual Section M2.2.
2.6 SHOP CONNECTIONS
A. High- Strength Bolts: Shop install high- strength bolts according to RCSC's "Specification for
Structural Joints Using ASTM A 325 or A 490 Bolts" for type of bolt and type of joint specified. 1
B. Weld Connections: Comply with AWS D1.1 for welding procedure specifications, tolerances,
appearance, and quality of welds and for methods used in correcting welding work. For
connections part of the SLRS, comply with additional requirements of AWS D1.8 — seismic
supplement.
1. For non - moment frame connections, remove backing bars or runoff tabs, back gouge,
and grind steel smooth (for moment frames, reference Item 2 below).
2. Tack welds incorporated into the final weld and weld repairs of demand critical welds
shall be of the same quality as the final welds, including preheat requirements. The filler
metals shall be identical, unless qualified by testing and meeting the requirements of
Specification 051200, Part 1, "Submittals" article.
C. Erection Connections, etc: Place holes, plates, or other attachments required by the Erector so
as not to interfere with or cause any other detrimental effect to structural members or their
connections. Holes and attachments are not permitted in the "protected zone" as described in
Section 1.3 and defined in the drawings.
2.7 SHOP PRIMING
A. Shop prime steel surfaces except the following: 1
1. Surfaces embedded in concrete or mortar. Extend priming of partially embedded
members to a depth of 2 inches (50 mm).
2. Surfaces to be field welded.
3. Surfaces to be high- strength bolted with slip - critical connections.
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4. Surfaces to receive sprayed fire- resistive materials.
5. Galvanized surfaces. -
1 B. Surface Preparation: Clean surfaces to be painted. Remove loose rust and mill scale and
spatter, slag, or flux deposits. Prepare surfaces according to the following specifications and
standards:
1 1. SSPC -SP 2, "Hand Tool Cleaning."
2. P 3, Tool g."
3. SSPC -S SSPC -S P 5 /NACE "Power No. Too.
"White Cleanin Metal Blast Cleaning."
1 4. SSPC -SP 6 /NACE No. 3, "Commercial Blast Cleaning."
5. SSPC -SP 7 /NACE No. 4, "Brush -Off Blast Cleaning."
6. SSPC -SP 8, "Pickling."
1 7. SSPC -SP 10 /NACE No. 2, "Near -White Blast Cleaning."
8. SSPC -SP 11, "Power Tool Cleaning to Bare Metal."
9. SSPC -SP 14 /NACE No. 8, "Industrial Blast Cleaning."
1 C. Priming: Immediately after surface preparation, apply primer according to manufacturer's
written instructions and at rate recommended by SSPC to provide a dry film thickness of not
less than 1.5 mils (0.038 mm). Use priming methods that result in full coverage of joints,
1 corners, edges, and exposed surfaces.
1. Stripe paint corners, crevices, bolts, welds, and sharp edges.
2. Apply two coats of shop paint to inaccessible surfaces after assembly or erection.
1 Change color of second coat to distinguish it from first.
D. Painting: Apply a 1 -coat, nonasphaltic primer complying with SSPC -PS Guide 7.00, "Painting
1 System Guide 7.00: Guide for. Selecting One -Coat Shop Painting Systems," to provide a dry
film thickness of not less than 1.5 mils (0.038 mm).
2.8 SOURCE QUALITY CONTROL
A. Owner will engage an independent testing and inspection agency to perform shop tests and
1 inspections and prepare test reports. Personnel inspecting connections part of the SLRS shall
be qualified per Section 1.5 of this Specification.
1. Provide testing agency with access to places where structural - steelwork is being
1 fabricated or produced to perform tests and inspections.
B. Correct deficiencies in Work that test reports and inspections indicate does not comply with the
Contract Documents.
C. Additional testing, at Contractor's expense, will be performed to determine compliance of
corrected Work with specified requirements.
1 D. Bolted Connections: Shop - bolted connections will be tested and inspected according to
RCSC's "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts ".
1 E. Welded Connections: In addition to visual inspection, shop - welded connections will be tested
and inspected according to AWS D1.1 and the following non - destructive testing (NDT)
procedures, at testing option: -
1 1. Liquid Penetrant Inspection: ASTM E 165
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2. Magnetic Particle Inspection: ASTM E 790; performed on root pass and on finished weld.
Cracks or zones of incomplete fusion or penetration will not be accepted.
3. Ultrasonic Inspection: ASTM E 164.
4. Radiographic Inspection: ASTM E 94. 1
F. For connections part of the SLRS, including demand critical welds, non - destructive testing
(NDT) requirements shall comply with AISC 341 -05 (seismic provisions) Appendix Q (Q5.2).
G. In addition to visual inspection, shop - welded shear connectors will be tested and inspected
according to requirements in AWS D1.1 for stud welding and as follows:
1. Bend tests will be performed if visual inspections reveal either a less -than- continuous
360 - degree flash or welding repairs to any shear connector.
2. Tests will be conducted on additional shear connectors if weld fracture occurs on shear
connectors already tested, according to requirements in AWS D1.1
PART 3 - EXECUTION 1
3.1 EXAMINATION
1
A. Verify elevations of concrete- and masonry- bearing surfaces and locations of anchor rods,
bearing plates, and other embedments, with steel erector present, for compliance with
requirements.
B. Proceed with installation only after unsatisfactory conditions have been corrected.
3.2 PREPARATION
A. Provide temporary shores, guys, braces, and other supports during erection to keep structural 1
steel secure, plumb, and in alignment against temporary construction loads and loads equal in
intensity to design loads.. Remove temporary supports when permanent structural steel,
connections, and bracing are in place, unless otherwise indicated.
3.3 ERECTION 1
A. Set structural steel accurately in locations and to elevations indicated and according to AISC's
"Code of Standard Practice for Steel Buildings and Bridges" with exception noted in Part 1 of
this Specification Section.
B. Base and Bearing Plates: Clean concrete- and masonry- bearing surfaces of bond - reducing
materials, and roughen surfaces prior to setting base and bearing plates. Clean bottom surface
of base and bearing plates.
1. Set base and bearing plates for structural members on wedges, shims, or setting nuts as
required.
2. Weld plate washers to top of base plate.
3. Snug- tighten anchor rods after supported members have been positioned and plumbed.
Do not remove wedges or shims but, if protruding, cut off flush with edge of base or
bearing plate before packing with grout.
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1 4. Promptly pack grout solidly between bearing surfaces and base or bearing plates so no
voids remain. Neatly finish exposed surfaces; protect grout and allow to cure. Comply
with manufacturer's written installation instructions for shrinkage- resistant grouts.
1 C. Align and adjust various members forming part of complete frame or structure before
permanently fastening. Before assembly, clean bearing surfaces and other surfaces that will be
in permanent contact with members. Perform necessary adjustments to compensate for
discrepancies in elevations and alignment.
1. Level and plumb individual members of structure.
2. Make allowances for difference between temperature at time of erection and mean
temperature when structure is completed and in service.
D. Splice members only where indicated.
E. Do not use thermal cutting during erection.
1 F. Do not enlarge unfair holes in members by burning or using drift pins.
G. Reaming: Light drifting will be permitted to draw the parts together, but drifting to match unfair
holes will not be permitted. Any enlargement of holes necessary to make connections in the
field shall be done by reaming with twist drills, care being taken not to weaken the adjoining
metal. If, in the judgement of the Engineer /Architect, the extent of the reaming is such that
holes cannot be properly filled or accurately adjusted after reaming, the faulty member shall be
discarded and replaced with a new one, and all costs and expenses resulting therefrom shall be
paid by the Contractor.
' H. Cutting and Fitting: No cutting of sections, either flanges, webs, stems or angles shall be done
by the Contractor without the consent of the Engineer /Architect, unless this cutting is particularly
specified or shown on the drawings
I. Shear Connectors: Prepare steel surfaces as recommended by manufacturer of shear
connectors. Use automatic end welding of headed -stud shear connectors according to
AWS D1.1 and manufacturer's written instructions.
1 J. Corrective Measures
1. Any errors in locations or inaccuracies in the setting of anchor bolts, base plates, bearing
plates, or other items of attachment or support for steel work shall be reported to the
Engineer /Architect, and shall be corrected in a manner subject to the approval of the
Engineer /Architect.
2. Any misfits due to errors in fabrication shall be reported immediately to the
Engineer /Architect, along with proposed method of correction of same and
Engineer /Architect approval obtained before proceeding with corrective measures.
3. No members shall be cut or burned without specific approval in writing.
4. Bolted or welded connections, joints, or fastenings, which are classified as defective in
the opinion of the Engineer /Architect, shall be corrected by the Contractor in a manner
subject to the Engineer /Architect's approval.
3.4 FIELD CONNECTIONS
A. High- Strength Bolts: Install high- strength bolts according to RCSC's "Specification for Structural
Joints Using ASTM A 325 or A 490 Bolts" for type of bolt and type of joint specified.
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B. Weld Connections: Comply with AWS D1.1 for welding procedure specifications, tolerances,
appearance, and quality of welds and for methods used in correcting welding work. For
connections part of the SLRS, comply with additional requirements of AWS D1.8 — seismic
supplement.
1. Comply with AISC's "Code of Standard Practice for Steel Buildings and Bridges" (with
exceptions noted in Part 1 of this Specification Section) for bearing, adequacy of
temporary connections, alignment, and removal of paint on surfaces adjacent to field
welds.
2. For non - moment frame connections, remove backing bars or runoff tabs, back gouge,
and grind steel smooth (for moment frames, reference Item 6 below).
3. Tack welds incorporated into the final weld and weld repairs of demand critical welds
shall be of the same quality as the final welds, including preheat requirements. The filler
metals shall be identical, unless qualified by testing and meeting the requirements of
Specification 051200, Part 1, "Submittals" article.
4. FCAW electrodes shall be protected from atmospheric exposure as follows:
a. Electrodes not consumed within 24 hours of accumulated exposure outside closed
or heated storage shall not be used for seismic critical welds.
b. Electrode spools shall be identified and monitored for total atmospheric exposure
time. Electrodes that have been exposed for periods exceeding an accumulated
24 hours may be dried when manufacturer's recommendations show that drying is
effective at removing moisture and restoring electrodes to their designated
diffusible hydrogen level. Dry as specified by the manufacturer. If the electrode or
the electrode spool is damaged by baking, the electrode shall not be used.
5. Each Welder working on the project shall be assigned an identification symbol or mark.
Each Welder shall mark or stamp this identification symbol at each weldment completed
and inspected by the welder. Stamps, if used, shall be low- stress type. All welds shall
be marked or stamped.
1
C. Erection Connections, etc: Place holes, plates, or other attachments required by the Erector so
as not to interfere with or cause any other detrimental effect to structural members or their
connections. Holes and attachments are not permitted in the "protected zone" as described in
Section 1.3 and defined in the drawings.
3.5 FIELD QUALITY CONTROL
A. Testing Agency: Owner will engage a qualified independent testing and inspecting agency to
inspect field welds and high- strength bolted connections and tests and to prepare test reports in
accordance with "Testing and Inspection" Article 3.6 below. Personnel inspecting connections
part of the SLRS shall be qualified per Section 1.5 of this Specification.
1. Testing agency will conduct and interpret tests and state in each report whether tested 1
Work complies with or deviates from requirements.
B. Bolted Connections: Field- bolted connections will be tested and inspected according to RCSC's
"Specification for Structural Joints Using ASTM A 325 or A 490 Bolts."
C. Welded Connections: Field welds will be visually inspected according to AWS D1.1.
1
1. In addition to visual inspection, field welds will be tested according to AWS D1.1 and the
following non - destructive testing (NDT) procedures, at testing agency's option:
a. Liquid Penetrant Inspection: ASTM E 165.
b. Magnetic Particle Inspection: ASTM E 709; performed on root pass and on
finished weld. Cracks or zones of incomplete fusion or penetration will not be
accepted. 1
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c. Ultrasonic Inspection: ASTM E 164.
d. Radiographic Inspection: ASTM E 94.
I D. For connections part of the SLRS, including demand critical welds, non - destructive testing
(NDT) requirements shall comply with AISC 341 -05 (seismic provisions) Appendix Q (Q5.2).
E. Correct deficiencies in Work that test reports and inspections indicate does not comply with the
Contract Documents.
F. Additional testing, at Contractor's expense, will be performed to determine compliance of
1 corrected Work with specified requirements.
3.6 TESTING AND INSPECTION
A. All structural steel work is subject to special inspection. Owner will engage a qualified
independent testing and inspecting agency to perform inspections and tests, and to prepare test
1 reports.
1. Special Inspector: Testing Agency shall provide qualified "Special Inspector" who will
perform the inspection services.
2. Testing agency will conduct and interpret tests, and state in each report whether test
specimens comply with or deviate from requirements.
3. Testing agency will notify the Owner and Engineer /Architect immediately of discrepancies
in the work which are time - critical or affect the construction progress.
4. Inspector will:
a. Verify material identification.
b. Verify bolt tightening.
c. Inspect welding.
d. Inspect welded headed studs.
B. Shop Inspection: When approved by the Building Official, the Owner, and Engineer /Architect,
■ full -time special inspection in the fabrication shop by the Owner's Testing Agency may be
waived, subject to the following:
1 1. The Fabricator participates in the AISC Quality Certification Program and is designated
an AISC - Certified Plant.
2. All shop inspection is provided by the Contractor, per the requirements herein, and is
documented. Reports and test results are to be available for the Owner's Inspector to
review.
3. A specific quality control plan for this project shall be developed and submitted to the
Structural Engineer for approval prior to the prefabrication /preerection meeting.
4. Periodic inspection by the Owner's Inspection Agency is allowed by the Fabricator.
5. Certified Plants: Continuous plant inspection is not required at plants producing
prefabricated steel products which are certified by the Building Official.
C. Contractor Responsibilities Related to Shop and Field Inspections
1. Maintain complete records of all quality control and testing performed by the Contractor.
2. Furnish all electrical power, turning or moving of members, hoisting, staging, and other
facilities required for inspection.
3. Provide testing agency with access to places where structural steel work is being
fabricated or erected so required inspection and testing can be accomplished.
4. Correct deficiencies in, or remove and replace structural steel that inspections and test
reports indicate do not comply with specified requirements.
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5. Additional testing, at Contractor's expense, will be performed to determine compliance of
corrected work with specified requirements.
6. Grant Inspectors full authority to inspect all material and work that fails to conform in
every respect to these specifications.
7. When required by Engineer /Architect or Owner's Independent Testing Agency or
Contractor's engaged inspection organization, make adequate platforms available to the
Inspector for the purpose of checking high- strength bolts and welds. Scaffolding shall be
provided to ensure safe performance of this operation.
D. Shop and Field Tests and Inspections
1. Bolted connections will be tested and inspected according to RCSC's "Load and
Resistance Factor Design Specification for Structural Joints Using ASTM A 325 or A 490
Bolts."
2. Welded Connections: In addition to visual inspection, welded connections will be
inspected and tested according to AWS D1.1 and the inspection procedures listed below,
at testing agency's option, or as required by contract documents.
a. Procedures
1) Liquid Penetrant Inspection: ASTM E 165.
2) Magnetic Particle Inspection: ASTM E 709; performed on root pass and on
finished weld. Cracks or zones of incomplete fusion or penetration will not
be accepted.
3) Radiographic Inspection: ASTM E 94 and ASTM E 142; minimum quality
level "2 -2T."
4) Ultrasonic Inspection: ASTM E 164.
b. Inspector shall:
1) Verify Welding Procedure Specifications (WPSs) sheet has been provided
and has been reviewed with each welder performing the weld. Welds not .
executed in conformance with the WPSs are rejectable.
2) Verify fit -up meets tolerances of WPSs and mark joint prior to welding.
3) Verify welding consumables per WPSs.
4) Verify welding qualification and identifications.
5) Observe preheat and interpass temperatures, and weld pass sequence for
conformance with WPSs.
6) Nondestructive test all complete penetration groove welds for conformance
with weld quality and standard of acceptance per requirements for testing of
welds subject to tensile stress by ultrasonic methods in AWS D1.1. Pass
sound through entire weld volume from two crossing directions to the extent
feasible. Nondestructive test all complete penetration groove welds of beam
flanges to column flanges and column stiffeners and cap plates, and all
complete penetration groove welds of column splices and columns to base
plates for conformance with weld quality and standard of acceptance per
requirements for testing of welds by magnetic particle testing in AWS D.1 in
addition to ultrasonic testing methods.
7) All partial penetration, fillet, and other remaining welds shall be visually
inspected.
8) Where ultrasonic testing is performed, the entire weld shall be tested.
c. Ultrasonically test base metal thicker than 1 1/2 inches after welding is completed
for discontinuities behind welds in accordance with IBC Section 1708.4.
d. For demand critical welds, inspect removal of backup bars and runoff plates,
preparatory grinding, and execution of reinforcing fillet.
e. Test column webs for cracking using dye penetrant or magnetic particle test over
3 -inch minimum zone above and below continuity (stiffener) plates after welding.
All cracks shall be reported to the Engineer, repaired, and retested. No cracks will
be permitted in the final construction.
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1 3. Welded Headed Studs: In addition to visual inspection, welded headed stud connectors
will be inspected and tested according to requirements of AWS D1:1 for stud welding and
as follows:
a. Bend tests will be performed when visual inspections reveal either less than a
continuous 360 - degree flash or many cases requiring welding repairs to any
welded headed stud connector.
b. Tests will be conducted on additional welded headed stud connectors when weld
fracture occurs on shear connectors already tested, according to requirements of
AWS D1.1.
3.7 REPAIRS AND PROTECTION
1 A. Touchup Painting: After installation, promptly clean, prepare, and prime or reprime field
connections, rust spots, and abraded surfaces of prime - painted joists and accessories, bearing
plates and abutting structural steel.
1 1. Clean and prepare surfaces by SSPC -SP 2 hand -tool cleaning or SSPC -SP 3 power -tool
cleaning.
2. Apply a compatible primer of same type as shop primer used on adjacent surfaces.
1 B. Touchup Painting: Cleaning and touchup painting are specified in Division 09 painting Sections.
1 END OF SECTION 05120
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SECTION 07540
THEROMPLASTIC ROOFING SYSTEM
PART 1 - GENERAL 1
1.01 SUMMARY
A. This Section includes all labor, materials, and equipment to patch the existing roof system to
accommodate the new work:
1. Metal Deck. 1
2. Insulation:
a. Match existing set in adhesive.
b. Top layer of high density polyisocyanurate cover board, set in adhesive. 1
3. Roofing Membrane:
a. Single -ply, thermoplastic roof system. 1
1) Match existing.
1.02 REFERENCE STANDARDS 1
A. References and industry standards listed in this Section are applicable to the Work. Unless
more restrictive criteria or differing requirements are explicitly stated in the Specifications, or
mandated governing codes or regulations, the recommendations, suggestions, and
requirements described in the referenced standards are deemed mandatory and applicable to
the Work. 1
B. ASTM, American Society for Testing and Materials — Philadelphia, PA.
C. NRCA, National Roofing Contractors Association - Rosemont, IL. 1
D. FM, Factory Mutual Engineering and Research — Norwood, MA.
E. UL, Underwriters Laboratories, Inc. — Northbrook, IL.
F. PIMA, Polyisocyanurate Insulation Manufacturers Association — Bethesda, MD.
G. SMACNA, Sheet Metal and Air Conditioning National Contractor's Association — Chantilly, VA.
H. OSHA, Occupational Safety and Health Administration — Washington, DC. 1
I. SPRI, Single Ply Roofing Industry — Waltham, MA.
1.03 DEFINITIONS 1
A. Roofing Terminology: Refer to ASTM D1079, Terminology Relating to Roofing and
Waterproofing; glossary of NRCA, The NRCA Roofing and Waterproofing Manual; and the Roof I
Consultants Institute Glossary of Roofing Terms for definition of terms related to roofing work in
this Section.
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B. Sheet Metal: SMACNA Architectural Sheet Metal Manual.
C. Jobsite Safety: Execute all operations and provide a safe work environment in accordance to
OSHA standards and regulations. This requirement applies to all contractor personnel,
associated subcontractors, workers in other trades, and jobsite visitors.
1. Follow all industry fire prevention guidelines for storage of materials, staging areas, roof
access, and application means and methods.
1 2. Any applicable local fire codes supersede industry guidelines.
D. Roofing System Design: Provide a membrane roofing system that is identical to systems that
have been successfully tested by a qualified testing and inspecting agency to resist uplift
pressure calculated according to ASCE 7 -02.
E. FMG Listing: Provide roofing membrane, base flashings, and component materials that comply
with requirements in FMG 4450 and FMG 4470 as part of a membrane roofing system and that
are listed in FMG's "RoofNav" for Class 1 for noncombustible construction and Class A for
exterior fire rating, as applicable. Identify materials with FMG markings.
F. UL Listing: Class A fire rated. Provide membrane roofing materials with the fire- test - response
characteristics indicated as determined by testing identical products per test methods mandated
by UL. Identify materials with appropriate markings of applicable testing and inspecting agency.
1.04 SUBMITTALS
A. Submittals Package, General:
1 1. Submit the Shop Drawings, Product Data, Samples, and Quality Control Submittals
specified below at the same time as a package.
1 2. All submittal packages must be submitted prior to the Pre - Installation conference.
B. Product Data:
1 1. Catalog sheets, Specifications and installation instructions for each material specified
2. Submit an intent to warrant, executed by authorized representative of system
manufacturer, indicating that manufacturer has reviewed drawings, specifications and
conditions affecting the work and, and proposes to provide warranties as referenced herein
without further stipulation.
3. Manufacturer's Warranty: Submit a sample copy of the membrane manufacturer's warranty
covering workmanship and materials.
1 C. Shop Drawings:
1. When there is a proposed deviation from the Contract Documents, submit the revised
detail labeled as such for approval. On the revised detail show existing conditions and
referenced directly to the related details on the Contract Drawings.
1 2. Submit an accurate layout of the wood nailers showing their required locations, and
required spacing between nailers. Show the direction of the felt run in relation to the slope
of the deck and the wood nailers.
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D. Samples:
1. All submitted samples must be labeled and supplied by manufacturer: 1
a. Roofing Membrane: One each type.
b. Insulation: One each type.
c. Cover board: One each type.
1.05 QUALITY ASSURANCE 1
A. Quality Control Submittals. 1
B. Certifications:
•
1. Provide letter from the roofing membrane manufacturer certifying the proposed roofing
assembly, compatibility of materials and total R -value of the insulation system.
C. Membrane Manufacturers Certifications: 1
1. Submit a letter certifying that the manufacturer has been actively marketing the submitted
system for a minimum of five years. 1
2. Submit written certification that the manufacturer subscribes to a quality assurance
process, or equivalent, in order to optimize product quality. Manufacturer must
demonstrate and verify a defined Process Capability Potential (Cpk) program designed to
ensure continuous improvement. A certificate of analysis of the quality assurance process
will be mandatory upon the written request to the manufacturer from the owner's
representative.
3. Roofing system manufacturer must provide inspection of guaranteed roofing systems by
company employed, salaried, personnel dedicated to Technical Services.
a. Sales representatives or sales agents will not be permitted to conduct quality
assurance inspections or grant final manufacturers acceptance.
D. Contractor's Certification:
1. Provide a letter from the membrane manufacturer certifying that the applicator is licensed
or approved to install the roof system. 1
2. Letter certifying that the job foreman or crew chief and at least one other member of the
roofing crew have installed at least similar systems and are thoroughly familiar with all
aspects of the installation.
E. Contractor's Qualifications:
1. Roofing Firm Qualifications:
a. Installation of a minimum of ten roofs of comparable size, scope, and complexity as
the roofing system specified in the Contract Documents, including all related sheet
metal work. (List last five such jobs within 50 miles of the job site, including address,
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1 type of system and number of plies, if applicable, square footage, date installed and
owner /agent with whom contracted).
1 2. Project Foreman Qualifications:
a. Installation of a minimum of five roofs of comparable size, scope, and complexity as
the Work of this Section of roofing system specified in the Contract Documents, for
which this individual served as field foreman in direct, responsible charge of all roofing
work crews. (List last five such jobs within 50 miles of the job site, including address,
type of system and number of plies, if applicable, square footage, date installed and
1 owner /agent with whom contracted)
b. Successful completion of a formal instructional and training program for the
installation of the specified roofing systems, as evidenced by one of the following:
1) A certificate of journeyman roofer as issued under a union apprenticeship-
journeyman training program duly registered with the State Labor Department; or
2) A certificate or diploma issued by a vocational training school or national roofing .
manufacturer attesting to successful completion of an equivalent formal training
program, (Submit copy of certificate for above); or
3) A minimum of 5.years of practical experience in the installation of all aspects and
details of the specified roofing system(s) including related sheet metal work as
determined from a prequalification interview.
F. Contract Closeout Submittals:
1 1. Final invoice for project.
2. Close -out of any change orders.
3. Final waivers of lien from all material suppliers and subcontractors.
1 4. Completed punch list certification by Contractor and Owner's Representative.
G. Preliminary Roofing Conference:
1 1. Before starting roof deck construction, conduct conference at Project site. Comply with
requirements for pre - installation conferences in AIA Standard Division 01, Project
Management and Coordination. Review methods and procedures related to roof deck
1 construction and roofing system including, but not limited to, the following:
a. Meet with Owner, Architect, roofing Installer, roofing system manufacturer's
representative and installers whose work interfaces with or affects roofing including
installers of roof accessories and roof - mounted equipment.
b. Review means, methods, and procedures related to roofing installation, including
manufacturer's written instructions.
c. Review Project Safety Plan for site conditions, enforcement, compliance, or Owner
imposed restrictions that may be required.
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d. Review and finalize construction schedule and verify availability of materials,
Installer's personnel, equipment, and facilities needed to make progress and avoid
delays. 1
e. Examine site for approved staging areas, disposal sites, and document existing
conditions prior to contractor mobilization. Establish scope of work for site restoration
and responsibilities.
f. Examine site for condition and completion of areas adjacent to work area. Establish
protection required for existing surfaces.
Examine deck substrate conditions and finishes for compliance with requirements,
E p equirements,
including flatness and fastening.
h. Review structural loading limitations of roof deck during and after roofing operations.
i. Review base flashings, special roofing details, roof drainage, roof penetrations,
equipment curbs, and condition of other construction that will affect roofing system.
j. Review governing regulations and requirements for insurance and certificates if
applicable. 1
k. Review temporary protection requirements for roofing system during and after
installation. 1
I. Review work limitation by contractor including; start times, end times, days of the
week, noise mitigation, fume control and any part of the work that would effect normal
building operations.
m. Review trade coordination necessary for job completion.
n. Review roof observation and repair procedures after roofing installation.
1.06 DELIVERY, STORAGE, HANDLING & DISPOSAL
A. Delivery:
1. Deliver roofing materials to the site in the manufacturer's unbroken containers bearing the
manufacturer's printed labels.
B. Storage and Handling:
1. Do not point Toad roof.
2. Do not store any flammables on roof.
1
3. Store materials a minimum of 6" off the ground, in a dry, well ventilated place protected
from the weather.
a. Heated or Air Conditioned storage is required for temperature sensitive items.
4. Mark for clear and evident identification all material that has been subject to moisture. 1
a. Remove such materials from the site.
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1 5. Handle roll goods with care.
a. Do not use roll goods which have been damaged.
b. Leave materials in their packaging until ready for use.
1 6. Allow no unlabeled materials on site.
7. In event of damage, immediately make all repairs and replacements required by Owner's
Representative.
C. Disposal:
1 1. All removed materials become the property of the contractor.
2. Inspect ground areas surrounding roof on a daily basis for loose debris.
1 3. Immediate move all debris off roof and into approved dumpster.
4. Dumpster staging areas must be kept neat and tidy, do not allow to overflow.
5. All debris must be transported to a legal dumpsite or recycling facility and documentation of
each load must be maintained by the contractor.
1.07 PROJECT CONDITIONS
A. Weather Limitations: Proceed with installation only when existing and forecasted weather
conditions permit roofing system to be installed according to manufacturer's written instructions
and warranty requirements.
1 1. Do not start roofing if rain is imminent, or ambient temperature is below 45. degrees F.
2. If rain occurs during roof membrane application, cease operations and protect deck,
insulation, penetrations and membrane from water damage and intrusion.
1 B. Comply with all fire regulations. Ensure properly rated, charged, and inspected fire
extinguishers are on the roof and staging area.
1 1.08 SUBSTITUTION
A. When a particular make or trade name is specified, it is indicative the standard required. The
basis of this specification is a Johns Manville ST6RA, Carlisle TPO, Genflex Roofing Systems,
Versiweld Roofing Systems, and Stevens Roofing Systems, for entire roofing system, or
approved equal, any bid complying with this spec is relieved from all further product submittal.
B. When a particular make or trade name is specified, it is indicative the standard required. The
basis of this specification is a Johns Manville ST6RA or approved equal, any bid complying with
this spec is relieved from all further product submittals.
C. For bidders proposing substitutes, submit the following 10 days prior to bid date to Owner's
Representative:
1 1. Written request with explanation of why substitute product should be considered.
2. Manufacturer's literature and samples of requested substitutions.
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3. Three job references available for inspections within 50 miles of Owner /Architect where
substitutes were used under similar conditions.
4. Any methods or procedures that differ from this specification. • 1
D. Only substitutes approved in writing by Owner /Architect prior to scheduled bid date will be
considered. 1
1.09 WARRANTY
A. Manufacturer's Guarantee, without monetary limitation, includes materials and workmanship to
maintain roof in a watertight condition.
1. Provide guarantee including membrane, insulation, fasteners, membrane flashings, and 1
walkway pads.
B. Provide manufacturer's system guarantee equal to Johns Manville's 20 Year Peak Advantage
No Dollar Limit Roofing System Guarantee or approved equal. Guarantee to run from date of
substantial completion. Manufacturer shall have a minimum AAA credit rating.
C. Applicator's guarantee: 1
1. Special Project Warranty: Submit roofing Installer's warranty, signed by Installer, covering
Work of this Section, including all components of membrane roofing system such as
roofing membrane, base flashing, roof insulation, fasteners, cover boards, substrate
boards, and walkway products, for the following warranty period: 2 years.
PART 2 - PRODUCTS 1
2.01 MANUFACTURERS
A. In other Part 2 articles where titles below lists, the following requirements apply for 1
product selection:
1. Products: Subject to compliance with requirements, provide one of the products specified. 1
2.02 MATERIALS
A. Thermal Layer: 1
1. General: Provide preformed roof insulation boards that comply with requirements and
referenced standards, selected from manufacturer's standard sizes and of thicknesses
indicated.
2. Polyisocyanurate: 1
a. A rigid roof insulation board composed of a closed cell polyisocyanurate foam core
bonded in the manufacturing process to universal fiber glass reinforced facers.
Provide product that utilizes an environmentally compliant blowing agent containing
pentane hydrocarbon to enhance the thermal performance of the foam insulation. This
hydrocarbon has zero ozone depletion potential and conforms to the Montreal
Protocol established in 1987.
b. Reference Standards:
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1 1) ASTM C1289 -02, Type II, Class I, Grade 2.
2) CAN /ULC S 704.
c. Product: ENERGY 3.
1 d. Typical Physical Properties:
1) ASTM C209, Water Absorption: < 1.5% (maximum).
1 2) ASTM D2126, Dimensional Stability Change: < 2 %.
3) ASTM D1621, Compression Resistance (10% Consolidation): 20 psi (138 kPa)
1 minimum.
4) ASTM E96, Moisture Vapor Permeance: < 1 perm (57.5 ng/[Pa s m
1 5) Service Temperature: 100 to 250 °F ( -73 to 121 °C).
6) ASTM D1623, Tensile Strength: 730 psf (35 kPa) nominal.
3. Tapered Polyisocyanurate:
a. A rigid roof insulation board composed of a closed cell polyisocyanurate foam core
bonded in the foaming process to universal fiber glass reinforced facers. Tapered
ENRGY 3 is designed for direct application to steel and other roof decks to promote
positive drainage.
b. Reference Standard:
1) ASTM C1289.
2) Federal Specification HH- I- 1972/Gen and HH- I- 1972/2.
1 3) CAN /ULC- S704 -01 Type 3, Class 2 (See CCMC Evaluation Report 13058 -L).
c. Product: Tapered ENERGY 3.
1 d. Typical Physical Properties:
1) ASTM C209, Water Absorption (% by Volume — 2 hours): 1 maximum.
2) ASTM D2126, Dimensional Stability Change (7 days at 158 °F [70 °C], 90 to
100% RH).
1 i) Lengthwise: < 2 %.
ii) Crosswise: < 2 %.
3) ASTM D1621, Compression Resistance (10% Consolidation): 20 psi (138 kPa)
nominal.
4) ASTM C209, Product Density — 2.0 pcf (32 kg /m').
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5) ASTM E96, Moisture Vapor Transmission: < 1 perm (57.5 ng /[Pa s m
6) Service Temperature: -100 to 250 °F ( -73 to 121 °C). ■
4. Thermal Layer Securement:
a. Adhered:
1) A two part, cold applied adhesive for bonding insulations and protective boards to
approved substrate and to insulations and protective boards. 1
2) Product: Two Part Urethane Insulation Adhesive.
5. Thermal Protective Layer: 1
a. High Density Polyisocyanurate:
1) High- density polyisocyanurate technology bonded in -line to mineral- surfaced,
fiber glass reinforced facers.
2) Product: Invinsa or approved equal. 1
3) Typical Physical Properties:
i) Thickness: 1/4 -inch (6.4 mm), nominal.
ii) Width: 4 feet (1.22 m).
iii) Length: 4 feet (1.22 m), standard.
iv) ASTM D1037, Flexural Strength: 2,000 psi, 28 Ibf (13,790 kPa; 4.9 kN /m). 1
v) ASTM D2126, Dimensional Stability: < 0.6 %.
vi) ASTM E96 Moisture Vapor Permeance: < 1 perm (57.5 ng /[Pa s m
1
vii) ASTM C518: R -Value 1.0 (hr /square feet °F) /Btu (0.18 [m °C]/W).
viii) ASTM C209, Water Absorption: 2.6% maximum.
ix) ASTM D1621 Compressive Strength: 150 psi, 21,600 psf (1,034 kPa;
1,034,200 Pa) minimum.
x) ASTM C473, Surface Water Absorption: < 1 gram.
xi) ASTM D3273, Mold Resistance: Pass.
6. Thermal Protective Layer Securement: 1
a. Adhered:
1) A two part, cold applied adhesive for bonding insulations and protective boards to
approved substrate and to insulations and protective boards.
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B. Membrane:
1 1. Thermoplastic polyolefin (TPO) membrane reinforced with a polyester fabric, and
designed for use in mechanically fastened and adhered roofing applications.
a. Reference Standard, ASTM D6878.
2. Product:
a. TPO -1 60 JM or match existing.
b. Color: White.
c. Typical Physical Properties:
i) Energy and the Environment:
ii) ENERGY STAR Reflectivity: Pass.
1 i) Reflectivity: 0.78.
ii) Title 24 Reflectivity: Pass.
iii) Reflectivity: 0.78.
iv) ASTM C1371, Emissivity: 0.87.
v) LEED Reflectivity: Pass
vi) Reflectivity: 0.78.
vii) ASTM E408, Emissivity: 0.90.
e. ASTM D751, Weight: 0.290 - pound /square feet.
f. ASTM D751, Thickness: 0.060 in (1.52 mm).
1 g. ASTM D751, Tolerance on Nominal Thickness: ± 10 %.
h. ASTM D6778, Annex A, Thickness over scrim, 0.025 -inch (0.64 mm).
i. ASTM D751 Breaking Strength Grab Method, Minimum:.
viii) Machine Direction: 320 Ibf (1,423.36 N)
ix) Cross Machine Direction: 270 Ibf (1,200.96 N).
j. ASTM D751, Factory Seam Strength, Cross Machine Direction: 1101bf (489 N).
k. ASTM D751, Elongation at Break: 28 %.
' I. ASTM D751, Tearing Strength, Minimum:
x) Machine Direction: 70 Ibf (311 N).
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xi) Cross Machine Direction: 150 Ibf (667 N).
m. ASTM D2137, Brittleness Point, Max: Pass.
n. ASTM D1149, Ozone Resistance, No visible cracks: Pass.
o. ASTM D573, Heat Aging, 90% Retention of Breaking Strength and Elongation at 1
Break: Pass.
p. ASTM D471, Water Absorption, Maximum: 0.7 Mass %.
1
q. ASTM E96, Water Vapor Permeance: 0.01 Perms.
r. ASTM D751 Hydrostatic Resistance: 430 psi.
s. ASTM D1204, Linear Dimensional Change, Maximum: 0.4 %.
t. FTM 101C, Method 2031, Puncture Resistance: 380 pounds.
i) Polymer Batten Strips.
C. Installation Accessories:
1. Detail Membranes and Strips: 1
a. a. A 5 inch wide, 60 -mil TPO membrane with a factory- applied peel & stick tape
adhesive and various accessories.
b. Adhered:
1) Solvent -Based bonding adhesive is designed for bonding TPO membrane to
metal, wood, concrete, and certain roof insulations and to adhere wall flashings
or other vertical surfaces.
2) Product:
1
1) JM TPO Bonding Adhesive or approved equal.
c. Product: The JM TPO Cover Tape Kit or approved equal.
d. A 0.060 -inch non - reinforced thermoplastic polyolefin membrane.
e. Product: JM TPO Detail Membrane or approved equal.
f. A laminate of JM TPO membrane and galvanized steel. 1
g. Product: JM TPO Coated Metal or approved equal.
2. Manufacturer Pre - Molded Flashings
1
a. A conically stepped pre - molded TPO membrane. _
b. Product: JM TPO Pipe Boot or approved equal.
c. A pre - molded inside corner manufactured with a non- reinforced TPO membrane.
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d. Product: JM TPO inside Corner or approved equal.
e. A pre - molded outside corner manufactured with a non - reinforced TPO
membrane.
f. Product: JM TPO outside Corner or approved equal.
3. TPO Walk Pad:
a. A textured thermoplastic sheet used to protect the roofing membrane system in areas
with high rooftop traffic and around rooftop units that require regular maintenance.
b. Product: JM TPO Walkpad or approved equal.
1 c. Typical Physical Properties:
1) Color: White.
2) Weight: 100 pounds (45.4 kg) per roll.
3) Dimensions: 30 inches wide x 60 feet long x 5/32- inches thick (750 mm x 18.3 m
x 4 mm).
4) Tear Resistance (Die "C "): 100 pounds (445 N).
5) Gross Coverage: 150 square feet (13.9 m per roll.
PART 3 - EXECUTION
3.01 EXAMINATION
A. Verify that Work of other trades which penetrates the roof deck or requires personnel and
equipment to traverse the roof deck has been completed.
B. Examine surfaces for inadequate anchorage, foreign material, moisture, and unevenness that
would prevent the execution, and quality of application, or the roofing system as specked.
1. Do not proceed with application of roofing system until defects are corrected.
3.02 PREPARATION
A. Surface Preparation:
1. Inspect concrete deck closely for:
a. Smoothness.
b. Cracks over 1/8 -inch.
c. Spalling.
' d. Rust Staining.
e. Excessive Deflection.
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f. Moisture. •
1) Perform manufacturer's dryness test to ensure that deck is ready to receive
waterproofing system and that application medium bonds well to surface.
2. Unacceptable areas should be brought to the attention of the General Contractor and
Project Owner /Architect and must be corrected prior to installation of roofing system. 1
3. Ensure that wood blocking has been installed as detailed in the plans and specifications.
4. Ensure that all counter- flashing receivers, curbs, etc., are constructed in such a manner as
to provide a minimum 8" base flashing height measured from the finished roof's surface to
the top of the base flashing membrane.
3.03 INSTALLING THERMAL LAYER
A. Initial Layer:
1. Starting at the low edge of the roof, install thermal layer in specified urethane adhesive.
a. Install boards with long joints continuous. 1
b. Stagger short joints.
c. Butt joints tightly.
1) "Occasional" joint widths up to 1/8" will be allowed. Fill all any widths greater than
1/8 -inch with scrap thermal layer to achieve consistent surface.
d. Set thermal layer in a serpentine fashion using 2 part urethane insulation adhesive
applied in 3/4 -inch wide beads at the following rate: 1
1) Field: Beads at 12 inch on center.
2) Perimeter: Beads at 6 inch on center. 1
3) Corner: Beads at 4 inch on center.
e. Place board into the adhesive while it is still tacky.
1) If adhesive reaches its tack -free state, remove and re -apply adhesive.
f. Press the thermal layer into the adhesive to a firm and uniform bearing.
1) Use ballast on all four corners of the board for a minimum of 30 minutes to
ensure contact of material and adhesive, if necessary.
2. Keep insulation absolutely dry at all times. Discard insulation that contains moisture.
a. Install only as much insulation as can be covered with roofing membrane the same.
day.
3. Repair any defects or installation errors prior to next phase of roof system installation.
B. Second Layer:
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1. Starting at the low edge of the roof, loose lay thermal layer board.
a. Install boards with long joints continuous.
b. Stagger short joints.
1 c. Butt joints tightly.
1) "Occasional" joint widths up to 1/8 -inch will be allowed. Fill all any widths greater
than 1/8 -inch with scrap thermal layer to. achieve consistent surface.
d. Use tapered insulation panels in areas requiring slope to achieve a minimum slope of
1/4 -inch per foot, and where required to redirect drainage.
1 2. Keep insulation absolutely dry at all times. Discard insulation that contains moisture.
a. Install only as much insulation as can be covered with roofing membrane the same
day.
3. Repair any defects or installation errors prior to next phase of roof system installation.
4. Starting at the low edge of the roof, install thermal layer in specified urethane adhesive.
a. Install boards with long joints continuous.
b. Stagger short joints.
1 c. Butt joints tightly.
1) "Occasional" joint widths up to 1/8 -inch will be allowed. Fill all any widths greater
than 1/8" with scrap thermal layer to achieve consistent surface.
2) Perimeter: Beads at 6 inch on center.
1 3) Corner: Beads at 4 inch on center.
d. Place board into the adhesive while it is still tacky.
1 1) If adhesive reaches its tack -free state, remove and re -apply adhesive.
e. Press the thermal layer into the adhesive to a firm and uniform bearing.
' 1) Use ballast on all four corners of the board for a minimum of 30 minutes to
ensure contact of material and adhesive, if necessary.
1 5. Keep insulation absolutely dry at all times. Discard insulation that contains moisture.
a. Install only as much insulation as can be covered with roofing membrane the same
1
day.
6. Repair any defects or installation errors prior to next phase of roof system installation.
1 a. Increase fastener density at perimeters and corners in accordance with FM Global
Property Loss Prevention Data Sheet 1 -29.
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b. Install fasteners no closer than 6 inches to the board edge.
c. Size fasteners for adequate penetration. 1
7. Keep insulation absolutely dry at all times. Discard insulation that contains moisture.
a. Install only as much insulation as can be covered with roofing membrane the same
day.
8. Repair any defects or installation errors prior to next phase of roof system installation.
3.04 INSTALLING THERMAL PROTECTIVE LAYER
1
A. Starting at the low edge of the roof, install thermal protective layer in specified urethane 1
adhesive.
1. Install boards with long joints continuous.
2. Stagger short joints.
1
3. Butt joints tightly. 1
a. "Occasional" joint widths up to 1/8 -inch will be allowed. Fill all any widths greater than
1/8 -inch with scrap thermal protective layer to achieve consistent surface.
4. Set thermal protective layer in a serpentine fashion using 2 part urethane insulation
adhesive applied in 3/4 -inch wide beads at the following rate:
a. Field: Beads at 12 inch on center
b. Perimeter: Beads at 6 inch on center
c. Corner: Beads at 4 inch on center
5. Place board into the adhesive white it is still tacky. 1
a. If adhesive reaches its tack -free state, remove and re -apply adhesive.
6. Press the thermal protective layer into the adhesive to a firm and uniform bearing.
a. Use ballast on all four corners of the board for a minimum of 30 minutes to ensure
contact of material and adhesive, if necessary.
B. Keep insulation absolutely dry at all times. Discard insulation that contains moisture.
1. Install only as much insulation as can be covered with roofing membrane the same day.
C. Repair any defects or installation errors prior to next phase of roof system installation.
1
3.05 INSTALLING SINGLE PLY MEMBRANE
A. At end of each day's work, protect installed roofing and insulation by closing off edge of system
1
with water cut -off.
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B. Starting at low edge, install membrane to properly prepared substrate following manufacturer's
instructions for complete installation of a fully adhered membrane and in accordance to
ASTM D5036.
1. Begin by applying the sheets shingle fashion with all side laps perpendicular to the slope.
1 2. Apply specified bonding adhesive to substrate at rate required by manufacturer.
a. Immediately install roofing membrane.
1 b. Do not apply bonding adhesive to splice area of roofing membrane.
3. Construct field laps so that a minimum 1 -1/2 inch, watertight lap can be continuously heat -
1 welded.
4. At all intersections with vertical walls, curbs, etc., and at all penetrations (drains, pipes,
etc.) secure the membrane using a fastener specifically designed for the purpose of
1 performing to the higher loads expected from mechanically attached single ply (no less
than No. 15) and corresponding higher performance 2 -3/8 inch plates.
1 a. Cover fasteners with a heat - welded membrane and minimum 1.5 inch heat welded
laps.
C. Quality Control of Seams:
. 1. Check all seams for integrity with a blunt -ended probe.
1 2. Each day, pull apart several sections of seams welded that day to test the quality of welds.
a. Should the welds be deficient (i.e., the weld pulls apart rather than de- lamination of
the sheet), a more thorough examination of the work performed must be carried out
and necessary repairs made.
3. Repair any openings or "fishmouths" with a hand -held hot air tool fitted with a narrow
1 nozzle tip and with a roller.
3.06 INSTALLING FLASHINGS
1 A. Preparation:
1. Inspect walls, curb heights, counterflashings, etc., and check for conformance with
1 minimum base flashing height of 8 inches.
a. Correct non - conforming areas prior to installation of flashing.
1 b. Curb in all directions.
1
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B. Membrane Flashing:
1. Prepare all substrates to accept the membrane in accordance with Manufacturers 1
specifications.
2. Fully adhere flashings using Manufacturer's Solvent Adhesive. 1
a. Secure all wall and curb flashings at their top edge in strict accordance with
Manufacturer's Flashing Specifications.
3. Use Manufacturers pre - molded flashings.
C. Edge Metals: 1
1. Construct all metal edging, scuppers and overflows with TPO- Coated Metal.
a. Fabricate all TPO- Coated metal to form hemmed edges to prevent sharp metal edges 1
from cutting the membrane, except when installed in conjunction with wood nailers.
D. Walkpads: 1
1. Install Manufacturer's TPO Walkpad over clean, dry surfaces.
2. Lay out areas where material is to be installed with most of the material oriented so that it 1
is placed between field seams.
a. Allow approximately 1" gaps between TPO Walkpad sections for drainage. 1
3. Heat -weld a 1.5 inch perimeter of the pad.
a. Check seams for voids that might prevent water tightness.
E. Grease Exhaust Vents:
1. Install a second thickness of field membrane, welded at the entire perimeter.
a. Extend a minimum of two times the height of the exhaust fan, but not less than four
feet out from the vent curb in all directions.
3.07 INSPECTION
A. After all roofing system work is completed; 9 Y p provide an inspection by the roofing system
manufacturer's representative. Representative must be employed expressly as a technical
employee and not concurrently function in a sales role. Provide, via the representative,
documentation verifying that roofing system has been installed according to the Specifications.
•
3.08 CLEANING
A. Keep newly installed roofing membrane clean and new in appearance under the assumption
that all areas of roofing are aesthetically essential. Contractor may be directed to remedy — and
if no remedy available — replace, newly roofed areas that are not maintained as such during the
balance of installation.
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B. Restore all other building surfaces and areas affected by roofing application to same condition
of aforementioned on day of job start.
1 C. Remove all debris from roof and staging areas.
END OF SECTION 07540
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SECTION 07920
JOINT SEALANTS
PART 1 - GENERAL 1
1.01 RELATED WORK SPECIFIED ELSEWHERE
A. Section 04200, Unit Masonry.
B. Section 07540, Thermoplastic Roofing System. 1
C. Section 07620, Sheet Metal Flashing and Trim.
D. Section 08520, Storefronts and Entrances. 1
E. Section 08810, Glass and Glazing.
F. Section 09900, Painting and Coating. 1
1.02 QUALITY ASSURANCE
A. Caulk or seal exposed exterior and interior joints; use sealant unless caulking is indicated or
specified.
B. Deliver sealant to job in manufacturer's original, unopened, dated container.
1.03 STANDARDS
A. Approved sealants and caulking shall meet the appropriate FS standard as follows:
1. Silicone sealants shall meet FS TT- S- 001543a.
2. One -part Elastomeric: TT- S- 00230c.
3. Two -part Elastomeric: TT- S- 00227e. 1
4. Butyl Rubber Caulking: TT -S -001657.
5. Oil -based Caulking: TT- C -598b. •
B. Use only low VOC emitting sealants as established by the South Coast Air Quality Management
and District Rule 1168.
1.04 GUARANTEE
A. Furnish written guarantee for all work under this section to be free from defects of materials and 1
workmanship for a period of 2 years from date of final acceptance of this work. Repair and
replace defective work and work damaged thereby during the term of guarantee at no cost to
Owner.
B. The following types of failures will be adjudged defective work: Leakage, hardening, cracking,
crumbling, melting, shrinking or running of caulking compound, or staining of adjoining work. 1
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1 PART 2 - PRODUCTS
I 2.01 GENERAL
A. Select from any of the approved products; verify that the material is suitable for the intended
use. Check such variables as vertical or horizontal application, need for primers, compatibility
1 with adjacent materials, and other factors noted by the manufacturer in his written instructions.
B. Unless otherwise indicated, match color of sealant with adjacent material.
1 2.02 APPROVED ONE -PART HIGH - PERFORMANCE SEALANTS
A. Silicones:
1. General Electric "Silpruf', "Silglaze ", "Construction 1200 Sealant ".
1 2. Dow - Corning "790" for metal, masonry; "732" for glazing.
3. Rhodia Incorporated''Rhodorsil 3B ".
1 4. Tremco "Proglaze ".
5. Approved alternative.
B. Urethanes, Polyurethanes:
1. Williams Products, "Dynaseal W- 100 ".
1 2. Sika Chemical, "Sikaflex 1a".
3. Sonneborn - Contech "Sonolastic NP-1".
1 4. Approved alternative.
2.03 BACKUP MATERIALS
A. Polyethylene Backing "Rods ":
1 1. Acceptable Products: Dow "Ethafoam ", Thiokol "PRC Minical ", Grace "Foam Joint Filler ",
Sonneborn - Contech "Sonofoam ", or approved.
1 2. Select a diameter dimension which is 30 to 50 percent greater than width of joint.
2.04 COLOR
1 A. Architect will select color from manufacturer's standard colors:
PART 3 - EXECUTION
1 3.01 INSTALLATION
1 A. General:
1. Clean joint surface and prime, if required.
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2. Seal joints while at normal size, not in an expanded or contracted condition.
3. Do not use sealants after compounds have set, or when discharge is not continuous.
4. In general, integrate with building paper and flashing installations.
5. Do not apply on wet or frosty surfaces or when temperature is less than 40 °F. 1
B. Application:
1. Force sealants firmly into joint, pressing against back and sides, filling spaces so that no 1
voids remain.
2. Where exposed to view, install with surfaces profile within plus or minus 1/16 -inch, with
surface uniformly smooth and free of wrinkles. Use masking tape as required to insure neat
appearance. Remove tape immediately after tooling joint and before curing begins.
3. No sloping or 45 degree joints permitted. 1
4. Clean compound from adjacent surfaces immediately and leave work in a neat, clean
condition.
5. At joints in masonry and precast concrete, broadcast matching colored sand in unset
sealant.
END OF SECTION 07920
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SECTION 08520
STOREFRONTS AND ENTRANCES
1 PART 1 - GENERAL
1.01 QUALITY ASSURANCE
1 A. Allowable Tolerances for Size: Plus or minus 1/16 -inch.
B. Provide AAMA quality certification label on each sash.
C. Store windows in upright position, off the ground, and protected from the weather.
D. Required Performance: Air -tight and water -tight through normal weather /temperature cycles, and
through normal vent operations.
E. Replace glazing that is broken or cracked at any time before the date of final acceptance by the
Owner.
1.02 STANDARDS
1 A. AAMA HC -30 rating. _.
B. ANSI /AAMA 101 -88.
C. ASCE 7 Section 9.6.2.10
1 1.03 SHOP DRAWINGS
A. Submit shop drawings. Show elevations, full or half size sections, dimensions, glazing materials,
details of glazing systems including their related gaskets, setting blocks and sealant beads where
they occur and relation of aluminum windows to adjacent construction.
1.04 RELATED WORK SPECIFIED ELSEWHERE
1 A. Section 08 80 00, Glass and Glazing.
1 PART 2 - PRODUCTS
2.01 ALUMINUM AUTO SHOWROOM DOORS AND STOREFRONT SYSTEM (ONE OPENING)
1 A. Acceptable Manufacturers: Products by the following manufacturers which meet the requirements of
this section are approved: Kawneer.
B. Door Profile: Kawneer 350 medium stile. Provide square glass stops. Single tempered tinted
1 glazing.
C. Storefront: 350 Tuff line Entrances screw spline or shear block framing for single tempered glazing
system. Provide 1/4 -inch single tinted tempered glass as specified in Section 08800, Glass and
Glazing.
1. The masonry opening is approximately 7' -4" wide by 10' -0" wide. Provide two equal
3'-6" x 9 -10" (nominal) pair of doors.
D. Finish: Anodized aluminum finish. Color: Clear Anodized Aluminum.
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E. Provide continuous geared hinges on operable doors. Both doors manual operation with no closers.
F. Optional square glass stops for tempered single tinted glazing at doors.
G. Hardware:
1. Provide panic hardware on the active leaf, electric retracting latch (rim). Intertie with access
control system provided by Sonitrol. Outside cylinder lock can also manually retract latch.
2. Provide manual flush bolts (top and bottom) on the inactive leaf.
3. Provide two floor stops with hold open clips.
H. Sill/Weatherstrip: Pemko 227A/196A.
I. Provide continuous integral steel reinforcement to each door jamb, full height.
PART 3 - EXECUTION - 1
3.01 FABRICATION
A. Allow for thermal expansion and contraction between component parts.
B. Assemble components into weathertight units with flush, hairline, rigid joints.
3.02 SITE INSPECTION
A. Verify that window openings conform to dimensions and tolerances shown on the Drawings. 1
B. Check that surfaces to contact windows are free of debris.
C. Do not proceed with installation until unsatisfactory conditions are corrected.
3.03 INSTALLATION
A. Set units plumb, level, and true to line, without wrap or rack of frames or sash. Anchor frames solidly
to surrounding construction to prevent distortion or misalignment.
B. Separate dissimilar metals, and metals from other corrosive surfaces with a 30 -mil coating of
bituminous compound, or other approved permanent separation.
C. Adjust and clean aluminum surfaces; remove excess sealants. 1
END OF SECTION 08520
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1 SECTION 08810
GLASS AND GLAZING
1 PART 1 - GENERAL
1.01 GENERAL REQUIREMENTS
1 A. Cut glass to proper size with clean cut edges. Take required measurements on job and be
responsible for same. Set glass with equal bearing along edges and carefully reset stops
without wear or defacement. Leave glazing smooth and clean, with exterior glazing watertight.
1 1.02 SPECIAL REQUIREMENTS
1 A. Regulatory Requirements: Comply with OSSC 2007 (Oregon Structural Specialty Code)
Chapter 24 glazing requirements. Provide tempered glazing at all locations where required by
Section 2406. Show tempered glass locations on submittals and shop drawings.
1 1.03 IDENTIFICATION
A. Each light shall bear manufacturer's label designating type, thickness and special performance
1 characteristics. Leave labels in place until City Building Inspector approves installation.
1.04 GUARANTEE
1 A. Furnish a written guarantee, guaranteeing all work under this section free from defects of
material and workmanship for a period of 2 years from date of final acceptance of work. Repair
and replace defective work and work damaged thereby, during the term of the guarantee.
B. The following types of failures will be adjudged defective work: Leakage, hardening, cracking,
crumbling, melting, shrinkage or running of the caulking compound, or straining of the adjoining
1 work.
1.05 SUBMITTALS
1 A. Submit one sample of each glass type.
1. Calculations for compliance with IBC 2404.1 for seismic requirements of ASCE 7,
1 Section 9.6.2.10 for lights in storefronts.
1.06 RELATED WORK SPECIFIED ELSEWHERE
1 A. Section 08520, Storefronts and Entrances.
PART 2 - MATERIALS
1 2.01 GLASS
A. Glass shall be made by one of the following companies: Libby- Owens -Ford, PPG Industries,
1 Ford Glass, American Saint - Gobain Corporation of Mississippi Glass Company or approved.
B. Exterior Door Glazing:
1 1. Type G -1: Tempered clear glass, 1/4 -inch thick. Tint to match existing.
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2.02 PLATE GLASS
A. Polished plate or float glass, Fed. Spec. DD -G-451 a, Type 1, glazing quality plate. Pittsburgh
Plate. 1/4 -inch thickness or furnish thickness required for size of unit and loading for proper
installation.
2.03 TEMPERED GLASS 1
A. Heat - treated, polished GTA "Standards ". Pittsburgh "Heat- Strengthened ". FS DD -G -140. All
Glass greater than 9 square feet in surface area or in doors or door sidelights shall comply with
OSSC Table 2406.1, Type II glazing assembly.
2.04 SILICONE SEALANT (STRUCTURAL)
A. One part silicone sealant Tremco Proglaze; GE Silicone 1200 or approved.
2.05 SEALANT PRIMER
1
A. As recommended by manufacturer of silicone sealant.
2.06 SEALANT BREAKER TYPE 1
A. As recommended by manufacturer of silicone sealant and required for condition.
PART 3 - EXECUTION 1
3.01 GLAZING SCHEDULE
A. Exterior Openings:
1. 1 inch insulated glass specified in article, 2.4 (A). 1
2. 1 inch insulated spandrel glass specified in article, 2.4 (B); at concrete shear panel
locations.
3. Single tempered 1/4 -inch glass at new West Entrance.
a. Tinted, to match existing. 1
B. Tempered glass as required by code or shown on drawings. As a minimum, provide tempered
glass in all doors and lites adjacent to doors or within 12 inches of a door (in the same plane).
3.02 GLAZING INTERIOR
A. Preparation: All openings, joints or channels to be glazed shall be thoroughly clean, dry and free
from dust, oil or other foreign matter.
B. Application: Set on 1/4 -inch hard rubber setting blocks. Seal head and sill channels with
sealant.
3.03 GLAZING EXTERIOR (METAL WINDOW SYSTEM)
A. Preparation: Thoroughly clean all joints, channels and openings with xylol or methyl ethyl
ketone. All surfaces to be glazed shall be dry, free from dust, oil and other foreign matter.
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B. Application: Position setting blocks of 70 -90, Shore "A" hardness at quarter - points at each sill.
Install elastomeric gaskets on both sides of glass as recommended by manufacturer. Follow
sealant manufacturer's recommendation.
3.04 BREAKAGE
1 A. Leave glass whole, free from scratches or rattles at time of final acceptance.
END OF SECTION 08810
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• PLUMBING MATERIALS AND METHODS
SECTION 15050
PART 1 - GENERAL
1.01 SUMMARY 1
A. Work Included:
1. Sanitary Sewer lines below the slab at the First Floor to accommodate future drain stacks
and other new work by others. See Drawing P2.1 for the extent of work.
2. Materials, installation and testing of pipe. 1
3. Refer to Specification Sections for each system medium for pipe application.
1.02 QUALITY ASSURANCE 1
A. Manufacturer's Inspection: Inspect flanges, fittings and field applied welds in accordance with
manufacturer's standard written quality control procedure in accordance with the following 1
techniques:
1. Visual Method: Comply with MSS SP -55 except as otherwise indicated.
2. Radiographic (X -Ray) Method: Employ wherever recommended or required for pressurized
piping systems.
B. Welding Qualification: Qualify welding procedures, welders and operators in accordance with
ANSI 831.9; for shop and project site welding of piping work.
1.03 SUBMITTALS 1
A. Piping Materials List: Provide a typewritten list which schedules the piping materials to be used
for each system as a function of applicable nominal pipe size ranges. Arrange schedule in
outline form for each specific piping system, e.g., "Domestic Water System ", "Soil, Waste, and
Vent Piping System ", and the like. Include ASTM, ANSI or other numbers and other data as
necessary to demonstrate compliance with requirements. 1
B. Test Procedure: Submit a typewritten checklist type of testing procedure indicating testing
medium (i.e., water, air, nitrogen, and the like), pipe service, pipe and fitting type and -
classification, test pressure, pass /fail criteria and any other pertinent data. 1
C. Maintenance Data: Submit maintenance data and parts fist for each type valve. Include this
data, product data, and certifications in maintenance manual. 1
PART 2 - PRODUCTS
2.01 PRODUCT STANDARDS 1
A. References to product Specifications for materials are listed according to accepted base
standards. Materials to meet latest approved versions of these standards.
1
B. See Section 22 00 00, Plumbing Requirements; and Section 22 05 00, General Plumbing
Systems; where piping materials are approved for -use.
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2.02 ACCESS PANELS
A. Provide flush mounting access panels as required for equipment service of cleanouts, valves,
and the like, and other items requiring maintenance or inspection. Where access panels are
located in fire -rated assemblies of building, rate access panels accordingly. Ceiling access
panels to be minimum 24 x 24 (or required and approved size). Wall access panels to be
1 minimum 12 x 12 (or required and approved size).
B. Manufacturers: Milcor, Karp, Elmdor, In -Ryko, Acudor, or approved. Provide two keys for each
set of locks provided.
1 2.03 PIPING - GENERAL
A. Provide pipe, tube and fittings of the type, fitting requirements, grade, class, size and weight
1 indicated or required for each service, as indicated in other Division 22 Specifications. Where
type, grade, or class is not indicated, provide proper selection as determined by . installer for
installation requirements, and comply with governing regulations and industry standards.
I 2.04 STEEL PIPE
' A. ASTM A53, Black Welded or Seamless, Grade B: Schedule as specified.
B. ASTM A135, Electric Resistance Welded, Grade B: Black, unless otherwise indicated, schedule
as specified.
1 2.05 COPPER TUBE
A. Temper: Annealed (hard drawn).
B. Water Service: ASTM B88, Type as indicated for each service.
1 C. Drain, Waste, and Vent (DWV): ASTM 8306.
2.06 CAST IRON PIPE
1 A. ASTM A888 /CISPI 301 hubless, including coupling assembly.
1 2.07 CROSS - LINKED POLYETHYLENE TUBING, FITTINGS AND ACCESSORIES
A. Tubing:
1. Cross - linked polyethylene (PEX) tubing shall comply with the requirements of ASTM F876
and ASTM F877, and the cross - linking method must be Type 'A' (hot) method.
2. PEX tubing shall have a minimum working pressure of not Tess than 160 psi for water at
73.4 °F, 100 psi for water at 180 °F and 80 psi for water at 200 °F determined in
accordance with Plastic Pipe Institute Technical Report TR -3/92, and listed in Plastic Pipe
Institute Technical Report TR -4/95.
1 B. Fittings:
1 1. Fittings: Brass — above grade applications; engineered plastic fittings — below grade
applications; with reinforcement rings.
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2. Reinforcement Rings: Manufactured using the "Engel Method" to ensure that the
viscoelastic stress regenerative properties are sufficient to produce a pressure tight seal.
3. Fitting Insert: Of such dimension in that the tubing must be expanded in order to facilitate
insertion of the fitting into the tube.
4. Accomplish the expansion of the tubing and ring by an expansion tool designed expressly 1
for that purpose.
5. Fittings shall comply with the requirements of ASTM F877.
1
C. Manifolds: Provide premanufactured copper manifolds of the same manufacturer as the . i in
PP 9
D. Stubout Ells and Stubout Brackets: Provide premanufactured Type 'L' copper stubout ells and
copper stubout brackets.
E. Manufacturers: Uponor or approved. 1
2.08 FITTINGS FOR STEEL PIPE
A. General: Flanges, fittings, unions and other products, mark in accordance with MSS SP -25. 1
B. Welding Fittings: Wrought carbon steel fittings, ASTM A234, ANSI B16.9, . and. ANSI B16.28.
Butt- welding type unless otherwise indicated to be socket welding type.
C. Branch Connections: From mains or headers 2 -1/2 inches or larger, welded tees or forged
welding outlets.
D. Welding Outlets: "Weldolets" or 'Threadolets" equivalent to Bonney Forge. Use forged welding
outlets wherever branch Tine is at least 1 nominal pipe size smaller than local main or header.
E. Threaded Fittings: ANSI B2.1, ASTM A47, 150 psi rating, except where otherwise specified, 1
prevailing codes or requirements or Specifications dictate use of 300 psi rating. Fabricate from
standard malleable iron with dimensions conforming to ANSI B16.3.
1. Fitting requirements for galvanized steel piping systems to be the same as for black steel
pipe except each to have galvanized coating.
2. Fittings for waste, vent and drainage piping to be drainage pattern type. 1
F. Flanges: Carbon steel conforming to ASTM A105, ANSI B16.5, and factory forged in the USA.
Flanges which have been machined, remade, painted, or are nondomestic origin are not
acceptable. Provide raised or full face ends wherever indicated or required.
G. Unions: ANSI B16.39, ASTM A47, and . be fabricated from malleable iron with bronze -to -iron
ground joints rated at 150 percent design operating pressure. Threads: ANSI B2.1.
H. Fasteners: Semi - finished carbon steel bolts and hex nuts conforming to ASTM A307. Threads
and Dimensions: ANSI B1.1 and ANSI 818.2.
I. Threaded Pipe Plugs: ANSI B16.14.
J. Thread Lubricant: RectorSeal No. 5 or Slic -tite Teflon Paste.
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2.09 FITTINGS FOR COPPER TUBE
A. Wrought copper /bronze solder joint fittings complying with ANSI 816.22.
B. DWV Service:
1 1. Cast Copper Solder Joint Drainage Fittings: ANSI B16.23.
2. Wrought Copper Solder Joint Drainage Fittings: ANSI 816.29.
2.10 FITTINGS FOR CAST IRON PIPE
A. Hubless Cast Iron Drainage Pipe Fittings: CISPI 301 as manufactured by ABI, Charlotte or Tyler
1 with stainless steel clamp assemblies. Manufacturers for standard duty applications: ANACO,
Mission, or Tyler.
2.11 PVC AND ABS /DWV
A. Pipe and fittings conform to ASTM 2665 (PVC) and ASTM D2661 (ABS) for dimensions and
tolerances for pipe, fitting sockets and laying lengths. Label products with the UPC shield.
1 Solvent cement complies with ASTM D2235.
2.12 UNIONS
1 A. Steel Pipe Union: 150 psi malleable iron, brass to iron seat, ground joint, black or galvanized to
B. Copper match Pip pipe. e Union: 200 psi working pressure. Bronze body, solder or grooved ends. Pipes
2 inches and under use ground joint, pipes 2 -1/2 inches and larger use flanged face or grooved
ends.
' C. Insulating Unions: 250 psi working pressure. Pipe ends and material to match piping. Electric
current below 1 percent of galvanic current. Gasket material as recommended by manufacturer.
Epco or approved.
2.13 ESCUTCHEONS
1 A. Brass material, chrome plated finish. Size sufficient to cover pipe openings through wall, floor or
ceiling. Set screw or spring to secure to pipe. Coordinate opening sizes.
2.14 ELECTRIC MOTORS
1 A. Motors: Energy efficient, suitable for nonoverloading operation, and capable of continuous
operation at full nameplate rating. Motors 1 hp and larger must meet state energy conservation
requirements and recommendations. Motors to be high efficient type similar to Century/Gould E-
plus.
B. Take NEMA standards as minimum requirements for motor design and performance. Motors
suitable for load, duty, voltage, frequency, hazard and for service and location intended. Motors,
unless specified otherwise, to be general purpose open dripproof type, ball bearing equipped,
40 °C temperature rise; and rated for continuous duty under full load. Motors to have nameplate
giving manufacturer's name, shop number, hp, rpm and current characteristics.
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C. Motors smaller than 1/2 horsepower, 1 phase; and motors 1/2 horsepower and larger, 3 phase
and voltage as indicated on Drawings. Maximum motor speed of 1,750 rpm, unless otherwise
noted. One phase motors to have internal thermal overload protection with automatic reset.
D. Provide inverter rated motors per NEMA MG1 -31 where variable frequency drives are applied or
soft start starters.
2.15 STARTERS
A. Single Phase Motors:
1. Manual across - the -line starting switch having toggle-operated switch pilot running light and
P P 9 9
built -in thermal overload device with heating element rated not more than 115 percent
motor full load current indicated on name plate of motor to be protected. Surface mount
starters. Provide NEMA -1 enclosure.
2. Overload relays to be melting alloy type with a replaceable control circuit module. Thermal
units to be interchangeable. Starter to be nonoperative if thermal unit is removed.
3. Single phase motors with automatic controls. Provide motor rated relay with coils rated for
control voltage. 1
B. Starters up to size 8 to be suitable for the addition of a minimum of three external auxiliary
contacts (normally open or normally closed). Contactor, coils, and relays to perform the control
functions of the associated equipment and control sequence.
C. Three phase motors up to and including 15 hp:
1. Provide enclosed type magnetic across - the -line starter with thermal overload and under
voltage protection.
2. Operator: "Start- Stop" pushbutton, except where automatic control is indicated on
Drawings or specified. Then provide "Hand- Off -Auto" selector switch.
3. Starters for 3 phase motors to have overload protection in each of the three legs, with
external manual reset.
4. Unless indicated on Drawings or in Specifications, furnish motor starters with a neon pilot
light. Neon lights are required for exhaust fan switches.
5. Equip starters with integral transformer and coil for control circuit. Coordinate coil voltage
with control voltage. 1
2.16 DISCONNECTS
A. Provided by Division 26 unless otherwise specified. 1
2.17 VALVES - GENERAL
A. General:
1. Sizes: Unless otherwise indicated, provide valves of same size as upstream pipe size.
1
2. Operators: Provide handwheels, fastened to valve stem, for valves other than quarter -turn.
Provide lever handle for quarter -turn valves 6 inches and smaller, and 4 inches and smaller
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1 for plug valves: Provide gear operators for quarter -turn valves 8 inches and larger and plug
valves 5 inches and larger. Provide chain - operated sheaves and chains for overhead
valves.
3. End Connections: Mate with pipe, tube and equipment connections. Where more than one
type is indicated, selection is installer's option.
1 B. Service:
' 1. Domestic Hot and Cold Water Shutoff and Isolation Valves: Ball valve.
2. Drain Service; All Pipe Sizes: Drain valves.
1 3. Strainer Blow -Off: Ball valve.
4. Check Valves: Swing check valve.
C. Manufacturers: Crane, Fairbanks, Anvil, Jenkins, Kennedy, Walworth, Red/White (commercial
grade), Mueller, Legend, Conbraco, NIBCO, DeZURIK, Hays, Powell, Stockham, Hammond,
Watts, Milwaukee, or approved. Note: See individual sections for specialty valves (balancing
1 valves, pressure regulators, relief valves, earthquake valves, gas valves).
2.18 GATE VALVES
A. 2 Inches and Smaller: Class 125, bronze, screw -in bonnet, solid wedge. Rising Stem:
NIBCO 111. Non - Rising Stem: NIBCO 113.
B. 2 -1/2 Inches and Larger: Flanged ends, Class 125, iron body, bolted bonnet, solid wedge,
bronze mounted. OS &Y: NIBCO 617 -0. Nonrising Stem: NIBCO F -619.
2.19 GLOBE VALVES
A. 2 Inches and Smaller: Class 125, bronze body, screw -in bonnet, integral seat, renewable disc,
straight body, NIBCO 211. Angle body, NIBCO 311.
' B. 2 -1/2 Inches and Larger: Class 125, iron body, bolted bonnet, flanged ends, renewable seat and
disc, bronze mounted. Straight Body: NIBCO F- 718 -B. Angle Body: NIBCO F- 818 -B.
1 2.20 DRAIN VALVES
A. Class 125, bronze body, screw -in bonnet, rising stem, composition disc, 3/4 -inch hose outlet.
' Threaded: NIBCO 73. Solder: NIBCO 72.
2.21 BALANCING VALVES
A. Bronze with a machined orifice flow restriction, multi -turn globe type valve, internal O- rings,
rated working pressure of at least 240 psig (175 psi iron construction, 2 -1/2 inches and larger),
flow setting indicating pointer and calibrated nameplate, memory stops, and pressure readout
' port with integral check valve on each side of the orifice. Bell & Gossett, Armstrong, NIBCO,
Wheatley, Tour & Anderson, or Illinois.
1 B. Combination check valve /balancing valve not allowed, 1/4 turn plug type allowed on 8 inches
and larger pipe only.
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2.22 BALL. VALVES
A. 2 -1/2 Inches and Smaller: 150 psi, bronze body, full port, bronze trim, three -piece construction,
TFE seats and seals. Threaded: NIBCO T- 595 -Y. Soldered: NIBCO S- 595 -Y.
2.23 SWING CHECK VALVES
A. 2 Inches and Smaller: Class 125, bronze body, horizontal swing, regrinding type, Y- pattern,
renewable disc. NIBCO 413.
B. 2 -1/2 Inches and Larger: Class 125, iron body, bolted bonnet, horizontal swing, renewable seat
and disc, flanged ends. NIBCO F918.
C. Rubber Flapper Check Valve: Horizontal or vertical upward flow installation. Working pressure
to 175 psi. Ductile iron or cast iron body. Steel reinforced Buna -N rubber flapper epoxy coating
on wetted parts. APCO Series 100i, Crispin RF Series.
2.24 LIFT CHECK VALVES 1
A. 2 Inches and Smaller: Bronze body, 125 psi, spring loaded, Teflon seat. Steam Service, Teflon
Disc: NIBCO 480Y. Water, Gas or Oil Service, Buna -N Disc: NIBCO 480.
B. 2 -1/2 Inches and Larger: Iron body, 125 psi, spring loaded, bronze seat and disc. 125 psi
Service: NIBCO W910. 250 psi Service: NIBCO W960 1
2.25 PIPING HANGERS AND SUPPORTS
A. General: 1
1. Horizontal Piping Hangers and Supports- Horizontal and Vertical Piping, and Hanger Rod
Attachments: Factory fabricated horizontal piping hangers and supports complying with
MSS SP -58, to suit piping systems, in accordance with MSS SP -69 and manufacturer's
published product information. Use only one type by one manufacturer for each piping
service. Select size of hangers and supports to exactly fit pipe size for bare piping, and to
exactly fit around piping insulation with saddle or shield for insulated piping. Provide
copper- plated hangers and supports for uninsulated copper piping systems.
2. Building Attachments: Factory fabricated attachments complying with MSS SP -58, selected
to suit building substructure conditions, in accordance with MSS SP -69 and manufacturer's
published product information. Select size of building attachments to suit hanger rods.
3. Saddles and Shields: Factory fabricated saddles or shields under piping hangers and
supports for insulated piping. Size saddles and shields for exact fit to mate with pipe
insulation. 1/2 round, 18 gauge, minimum 12 inches in length (4 inch pipe and larger to be
three times longer than pipe diameter). 1
4. Roller Hangers: Adjustable roller hanger. Black steel yoke, cast iron roller.
5. Concrete Inserts: Malleable iron body, black finish. Lateral adjustment. 1
6. Continuous Concrete Insert: Steel construction, minimum 12 gauge. Electrogalvanized
finish. Pipe clamps and insert nuts to match. 1
B. Pipe Hangers Size 2 Inches and Smaller: Adjustable swivel ring hanger, UL listed. Michigan 100
or 101.
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C. Pipe Hangers Size 2 -1/2 Inches and Larger: Adjustable clevis type, UL listed. Michigan 400.
D. Riser Clamps: Steel, UL listed. Michigan 510 or 511. Copper coated; Michigan 368.
E. Plumbers Tape: Not permitted as pipe hangers or pipe straps.
1 F. Michigan numbers are indicated for type and quality. Comparable products manufactured by
Globe, Elcen, B -Line, Kindorf, Kinline, Unistrut, Anvil, Super Strut, Tolco, PHD, Power - Strut, or
approved.
2.26 FREESTANDING ROOF PIPE SUPPORTS
A. Support piping on roof with polyethylene high - density U.V. resistant quick "pipe" block with foam
' pad, manufactured by Erico Pipe Piers or Nelson -Olsen Inc., distributed by Bongard
Corporation. Recommended installation is for. quick "pipe" blocks to be freestanding. Piping
3 inch and larger mounted on roller hangers. Wood block supports are not acceptable.
2.27 WALL AND FLOOR SLEEVES
A. Minimum 20 gauge galvanized steel in concrete, 18 gauge in other construction. 1/2 -inch
clearance around pipe or insulation. Provide UL approved fire -rated assemblies /caulking as
required. 3M or approved.
1 2.28 ANCHORS
A. General: Anchor supports to existing masonry, block and tile walls per anchoring system
manufacturer's recommendations or as modified by project structural engineer.
B. Manufacturers: Anchor -It, Hilti Hit System, Epcon System, or Power Fast System.
2.29 PLUMBING IDENTIFICATION MATERIALS
A. General: Manufacturer's standard products of categories and types required for each
application as referenced in other Division 22 sections. Where more than a single type is
1 specified for application, provide single selection for each product category.
B. Manufacturers: Allen Systems, Inc., W.H. Brady Co., Signmark Division, Industrial Safety
Supply Co., Inc., Seton Name Plate Corporation, or approved.
2.30 PLASTIC PIPE MARKERS
A. Provide one of the following:
1. Snap -on Type: Manufacturer's standard preprinted, semi -rigid snap -on, color -coded pipe
markers.
1
2. Pressure - Sensitive Type: Manufacturer's standard preprinted, permanent adhesive, color -
coded, pressure sensitive, vinyl pipe markers.
B. Small Pipes: For external diameters less than 6 inches (including insulation, if any), provide full -
band pipe markers, extending 360 degrees around pipe at each location, fastened by one of the
following methods:
1. Snap -on application of pretensioned semi -rigid plastic pipe marker.
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2. Adhesive lap joint in pipe marker overlap.
3. Laminated or bonded application of pipe marker to pipe (or insulation).
4. Taped to pipe (or insulation) with color -coded plastic adhesive tape, not less than 3/4 -inch
wide; full circle at both ends of pipe marker, tape lapped 1 -1/2 inches.
C. Large Pipes: For external diameters of 6 inches and larger (including insulation, if any), provide
either full -band or strip -type pipe markers, but not narrower than three times letter height (and of
required length), fastened by one of the following methods: 1
1. Laminated or bonded application of pipe marker to pipe (or insulation).
2. Taped to pipe (or insulation) with color -coded plastic adhesive tape, not less than
1 -1/2 inches wide; full circle at both ends of pipe marker, tape lapped 3 inches.
3. Strapped -to -pipe (or insulation) application of semi -rigid type, with manufacturer's standard
stainless steel bands.
D. Lettering: Comply with piping system nomenclature as specified, scheduled or shown, and
abbreviate only as necessary for each application length. 1
E. Arrows: Print each pipe marker with arrows indicating direction of flow, either integrally with
piping system service lettering (to accommodate both directions), or as separate unit of plastic.
2.31 VALVE TAGS
A. Brass Valve Tags: Polished brass valve tags with stamp- engraved piping system abbreviation in
1/4 -inch high letters and sequenced valve numbers 1/2 -inch high, and with hole for fastener.
1 -1/2 inch diameter tags, except as otherwise indicated. Valve designations to be coordinated
with existing valve identifications to ensure no repetitive designations are utilized. 1
B. Valve Tag Fasteners: Solid brass chain (wire link or beaded type), or solid brass S- hooks.
C. Access Panel Markers: Manufacturer's standard 1/16 -inch thick engraved plastic laminate
access panel markers, with abbreviations and numbers corresponding to concealed valve.
Include center hole to allow attachment.
2.32 VALVE SCHEDULE FRAMES
A. General: For each page of a valve schedule, provide glazed display frame with removable
mounting as appropriate for wall construction upon which frame is to be mounted. Provide
frames of finished hardwood or extruded aluminum, with SSB -grade sheet glass.
2.33 METAL PARTS INSTALLED OUT -OF -DOORS 1
A. Cold dip galvanized, cadmium plated or neoprene coated after fabrication.
2.34 SEISMIC RESTRAINTS FOR PIPING 1
A. Use the document "Seismic Restraints Manual Guidelines for Mechanical Systems ". Secure
piping, ductwork, and the like to withstand a force in any direction. 1
B. Sway bracing is not required for pipes that are installed on very short hangers (12 inches or
less).
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C. Secure HVAC and plumbing piping bracing at every fourth hanger transversely and every eighth
hanger longitudinally.
D. As approved by code authority, use a bracing system manufactured by Superstrut, Mason, or
Pipe Shields Inc., or approved.
2.35 EQUIPMENT
A. Provide a means. to prohibit excessive motion of plumbing equipment during an earthquake.
B. Provide plumbing equipment, both hanging and base mounted, with mounting connection points
of sufficient strength to resist lateral seismic forces equal to 0.5 of equipment operating weight.
2.36 FLOOR SPRING AND NEOPRENE (FSN)
A. Freestanding and laterally stable without any housing. Spring diameter: Not less than 0.8 of the
compressed height of the spring at the design Toad. Provide mounts with leveling bolts.
B. Spring Element in the Isolator: Set in a neoprene cup and have a steel washer to distribute the
load evenly over the neoprene.
C. FSN isolators (neoprene pad, if used, selected from NP): Amber /Booth type SW.
1 D. Manufacturers: Supply vibration isolation mounts by a single manufacturer. Acceptable
suppliers are as follows: Amber /Booth Co. - A.B., Korfund Dynamics - K.D., Mason. Industries,
Inc. - M.I., Peabody Noise Control Inc. - P.N.C., Vibration Mountings & Controls, Inc. - V.M. &C.,
IAC, Koppers, Vibrex.
2.37 FLEXIBLE PIPE CONNECTIONS (FPC)
A. Straight, double sphere shape fabricated of multiple plies of nylon cord, fabric and neoprene,
vulcanized so as to become inseparable and homogenous. Able to accept compressive,
elongative, transverse and angular movements.
1 B. Select and fit to suit the system temperature, pressure and fluid type. Do not use rods or cables
to control extension of the connector.
1 C. Pipe Sizes 2 Inches or Smaller: Threaded female union couplings on each end. Larger sizes:
Metallic flange couplings.
D. FPC: Mason MFTNC.
E. Manufacturers: Supply vibration isolation mounts by a single manufacturer. Acceptable
suppliers are as follows: Amber /Booth Co. - A.B., Korfund Dynamics - K.D., Mason Industries,
Inc. = M.I., Peabody Noise Control Inc. - P.N.C., Vibration Mountings & Controls, Inc. - V.M. &C.,
Metraflex, Vibrex.
F. Connections to match piping system.
G. Three Flexible Grooved Couplings Option: Where grooved systems are used, three Victaulic
Style 77 couplings may be used in lieu of double sphere or metallic type flexible pipe
1 connectors. See Victaulic publication "Vibration Attenuation Characteristics of Victaulic
Couplings 26.04 ", for additional details.
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2.38 PLUMBING IDENTIFICATION MATERIALS
A. General: Manufacturer's standard products of categories and types required for each
application as referenced in other Division 22 sections. Where more than a single type is
specified for application, provide single selection for each product category.
B. Manufacturers: Allen Systems, Inc., W.H. Brady Co., Signmark Division, Industrial Safety.
Supply Co., Inc., Seton Name Plate Corporation, or approved.
2.39 PLASTIC PIPE MARKERS
A. Provide one of the following:
9
1. Snap -on Type: Manufacturer's standard preprinted, semi -rigid snap -on, color -coded pipe 1
markers.
2. Pressure- Sensitive Type: Manufacturer's standard preprinted, permanent adhesive, color -
coded, pressure sensitive, vinyl pipe markers.
B. Small Pipes: For external diameters less than 6 inches (including insulation, if any), provide full-
band pipe markers, extending 360 degrees around pipe at each location, fastened by one of the
following methods:
1. Snap -on application of pretensioned semi -rigid plastic pipe marker.
2. Adhesive lap joint in pipe marker overlap.
3. Laminated or bonded application of pipe marker to pipe (or insulation). 1
4. Taped to pipe (or insulation) with color -coded plastic adhesive tape, not less than 3/4 -inch
wide; full circle at both ends of pipe marker, tape lapped 1 -1/2 inches.
C. Large Pipes: For external diameters of 6 inches and larger (including insulation, if any), provide
either full -band or strip -type pipe markers, but not narrower than three times letter height (and of
required length), fastened by one of the following methods: 1
1. Laminated or bonded application of pipe marker to pipe (or insulation).
2. Taped to pipe (or insulation) with color -coded plastic adhesive tape, not Tess than
1 -1/2 inches wide; full circle at both ends of pipe marker, tape lapped 3 inches.
3. Strapped -to -pipe (or insulation) application of semi -rigid type, with manufacturer's standard 1
stainless steel bands.
D. Lettering: Comply with piping system nomenclature as specified, scheduled or shown, and
abbreviate only as necessary for each application length.
E. Arrows: Print each pipe marker with arrows indicating direction of flow, either integrally with
piping system service lettering (to accommodate both directions), or as separate unit of plastic. 1
2.40 VALVE TAGS
A. Brass Valve Tags: Polished brass valve tags with stamp - engraved piping system abbreviation in 1
1/4 -inch high letters and sequenced valve numbers 1/2 -inch high, and with hole for fastener.
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1 -1/2 inch diameter tags, except as otherwise indicated. Valve designations to be coordinated
with existing valve identifications to ensure no repetitive designations are utilized.
B. Valve Tag Fasteners: Solid brass chain (wire Zink or beaded type), or solid brass S- hooks.
C. Access Panel Markers: Manufacturer's standard 1/16 -inch thick engraved plastic laminate
' access panel markers, with abbreviations and numbers corresponding to concealed valve.
Include center hole to allow attachment.
2.41 VALVE SCHEDULE FRAMES
' A. General: For each page of a valve schedule, provide glazed display frame with removable
mounting as appropriate for wall construction upon which frame is to be mounted. Provide
1 frames of finished hardwood or extruded aluminum, with SSB -grade sheet glass.
PART 3 - EXECUTION
3.01 INSTALLATION
A. General Electrical Equipment Clearances: Do not route piping through electrical rooms,
' transformer vaults, elevator equipment rooms, and other electrical or electronic equipment
spaces and enclosures. Within equipment rooms, provide minimum 3 foot lateral clearance from
sides of electric switchgear panels. Do not route piping above any electric power or lighting
1 panel, switchgear, or similar electric device. Coordinate with electrical and coordinate exact pipe
routing to provide proper clearance with such items.
B. Pressure Piping Routing:
1 1. Route piping, except as otherwise indicated, vertically and horizontally (sloped to drain).
Avoid diagonal runs wherever possible. Orient horizontal routes parallel with walls and
' beam lines.
2. Install piping as shown or described by diagrams, details and notations on Drawings or, if
not indicated, install piping to provide the shortest route which does not obstruct usable
1 space or block access for servicing the building and its equipment.
3. Support piping adjacent to walls, overhead construction, columns and other structural and
' permanent enclosure elements of the building. Limit clearance to 1/2 -inch wherever furring
is indicated for concealment of piping. Allow for insulation thickness, if any. Locate
insulated piping to provide minimum 1 inch clearance outside insulation.
4. Wherever possible in finished and occupied spaces, conceal piping from view by locating
within column or beam enclosures, hollow wall construction, or above suspended ceilings.
Do not encase horizontal routes in solid partitions, except where approved.
1 C. Preparation:
1. Cast Iron Soil Pipe: Conform to State plumbing code and standards, CISPI
recommendations and applicable adopted code amendments.
2. Hubless Cast Iron Joints: Comply with CISPI HSN utilizing calibrated torque wrenches for
tightening bands to manufacturer's recommended settings.
3. Unions:
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a. Insulating (Dielectric) Unions: Comply with manufacturer's instructions for installing
unions wherever piping of dissimilar metals are adjoined. Install unions in manner
which will prevent galvanic action and inhibit corrosion.
b. Standard Unions: Install where indicated on Drawings and on each side of pieces of
equipment to permit easy removal of equipment.
4. Copper Tubing:
a. Remove burrs from and clean outer surface of tube ends and inner surface of fittings.
b. Copper - Soldered: Make soldered joints for copper tubing and fittings with code
approved solder alloys meeting ASTM and ANSI standards and listings. Solder- paste-
flux combination fillers are not approved. Installations to conform to accepted
published procedures; i.e., UPC IS 375, IS 21 -80 standards and CDA Publications.
Use of steel wool for cleaning tube and fittings is prohibited. Apply flux as
recommended by manufacturer. Solder domestic hot and cold water and condensate
pipe within building above grade with 95 percent tin and 5 percent antimony, Allstate
Silver Bearing Solder 430 or other approved solder alloys which do not contain lead or
cadmium.
•
c. Copper- Brazed: Make brazed joints for copper tubing and fittings with code approved
brazing filler alloys meeting ASTM and AWS standards and listings. Filler alloys of
BCuP2 classification (e.g., "Phos -O" or "Fos- Copper ") may not be used to make joints
between copper tubing and cast brass or bronze fittings. Filler alloys containing
cadmium are not approved for use in potable water piping. Installations to conform to
accepted published procedures, i.e., UPC IS 3 -75 standards and CDA Publications.
Use of steel wool for cleaning tube and fittings is prohibited. Braze other copper
pressure piping underground including water service. Remove bonnets and
nonmetallic seats on valves and cool body with damp cloth while soldering or brazing.
Remove excess flux from completed joints in accordance with manufacturer's
instructions and code standards.
d. Pressurized Service:
1) Unless otherwise indicated, wrought copper /bronze solder joint fittings complying
with ANSI B16.22.
2) Copper Tube Unions: Standard products as recommended by manufacturer for
use in the service. Rated at 150 percent design operating pressure.
3) Mechanically Formed Tee Connections: 1
i) Form mechanically extracted collars in a continuous operation consisting of
drilling a pilot hole and drawing out the tube surface to form a collar having a
height of not less than three times the thickness of the tube wall. Fully
adjustable collaring device to ensure proper tolerance and complete
uniformity of the joint.
ii) Notch the branch to conform to the inner curve of the run tube and dimpled
to ensure penetration of the branch tube into the collar is of sufficient depth
for- brazing and that the branch tube does not obstruct the flow in the main
line tube.
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1 iii) Braze joints in accordance with the Copper Development Association
Copper Tube Handbook using B-cup series filler metal. Note: Soft soldered
I joints will not be permitted.
.GS
A. Pipe Sleeves:
1. Lay out work in advance of pouring concrete and furnish and set sleeves necessary to
complete work.
2. Floor Sleeves (Except DWV Piping at Slab on Grade): Provide sleeves on pipes passing
through concrete or masonry construction. Extend sleeve 1 inch above finished floor. Caulk
1 pipes passing through floor with nonshrinking grout or approved caulking compound.
Provide "Link -Seal" sleeve sealing system for slab on grade. Caulk/seal piping passing
through fire rated building assembly with UL rated assemblies. Provide fire -rated
assemblies per local AHJ requirements.
3. Wall Sleeves: Provide sleeves on pipes passing through concrete or masonry construction.
Provide sleeve flush with finished face of wall. Caulk pipes passing through walls with
1 nonshrinking caulking compound. Caulk/seal piping passing through fire -rated building
assemblies with UL approved fire -rated assemblies. Provide fire -rated assemblies per local
AHJ requirements.
4. Beam Sleeves: Coordinate with trades for locations of pipe sleeves in reinforced concrete
and steel beams. Indicate penetrations on structural shop drawings. See Drawings and
Specifications for specific sleeve location limitations. Plumbing Drawings are diagrammatic.
Offset piping as required to meet these limitations. Pipe sleeve locations must be indicated
on reinforced concrete and steel beam shop drawings. Field cutting of beams not allowed
without written approval of structural engineer. No extra costs allowed for failure to
coordinate beam penetrations prior to reinforced concrete and steel beam shop drawing
1 submittal.
B. Conform to applicable codes and industry standards.
1 C. Install uninsulated piping so that unrestrained direct contact with the structure or other system
installations is avoided Where contact with or passage through building or structural features
' cannot be avoided; firmly anchor piping to, or isolated from, the structure to prevent noise
transmission and occurrence of physical damage. Install piping to be insulated with adequate
clearance around piping to allow for placement of full thickness insulating material.
1 D. Corrosion Control:
1. Underground Steel Piping Corrosion Protection: Factory wrap uninsulated underground
steel piping systems with protective coating composed of a coal -tar saturated wrapping
1 tape over a 20 -mil thick coal -tar epoxy coating, equivalent to "Republic X- Tru- Coat". Wrap
joints spirally with a minimum overlap of 1/2 tape width. Extend wrap not less than 3 inches
above grade. Provide tinker test to check for holidays. Provide cathodic protection to meet
requirements of NACE Standard RP0169 -2002.
2. Install hot water heating vessels with a stainless steel fitting at tank and a dielectric fitting
on both supply and discharge sides of hot water tanks.
1 E. Installation /Coordination:
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1. Expansion and Flexibility: Install work with due regard for expansion, contraction, and
building settlement to prevent damage to the piping, ductwork, equipment and the building
and its contents. Provide piping offsets, loops, expansion joints, anchors or other means to
control pipe movement, to minimize pipe forces and effects of building settlement.
2. Install piping to prevent stresses and strains to piping and hangers and supports due to
expansion or contraction and building settlement. Provide proper loops, guides, offsets,
anchor points, or expansion joints. Verify with anticipated settlement or shrinkage of
building. Verify construction phasing of project, type of building construction products and
type for coordinating installation of piping systems. Include provisions for servicing and
removal of equipment without dismantling piping.
3.03 ESCUTCHEONS
A. Install on exposed pipes passing through walls or floors, and on fixture stops and waste 1
connections to wall, except not required in stockrooms.
3.04 PIPING AND EQUIPMENT REMOVAL 1
A. Piping and equipment removed as salvage by Owner to remain property of the Owner.
B. Comply with Section 02 41 13, Selective Site Demolition.
C. Remove as shown on drawings. Piping and equipment to be reused where shown. Dispose and
remove excess piping and equipment (and not identified by Owner as salvage).
3.05 ACCESSIBILITY
A. Installation of valves, gauges and equipment conveniently and accessibly located with reference 1
to finished building for repairs, removal and service.
3.06 PAINTING 1
A. Ferrous Metal: After completion of plumbing work, thoroughly clean and paint exposed supports
constructed of ferrous metal surfaces in mechanical rooms, i.e., hangers, hanger rods,
equipment stands, and the like, with one coat of black asphalt varnish or black enamel suitable
for hot surfaces. .
B. Machinery: 1
1. In a mechanical room, on the roof or other exposed areas, machinery and equipment not
painted with enamel to receive two coats of primer and one coat of rustproof enamel,
colors as selected by Architect.
2. See individual equipment specifications for other painting.
C. Structural Steel: Repair damage to structural steel finishes or the finishes of other materials
damaged by cutting, welding or patching to match original.
D. Piping: Clean, primer coat, and paint exposed piping on the roof or at other exterior locations
with two coats of paint suitable for metallic surfaces and exterior exposures. Color selected by
Architect. 1
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3.07 ACCESS PANELS
A. Install ceiling or wall access panels to provide access to concealed valves, motors, shock
1 arrestors, and other plumbing items needing service. Provide access panels at locations
required or as specified herein. Coordinate locations /sizes of access panels with Architect prior
to work.
3.08 FIRESTOPPING PENETRATIONS IN FIRE -RATED WALUFLOOR ASSEMBLIES
A. Provide proper sizing when providing sleeves or core - drilled holes to accommodate the
penetration. Firestop voids between sleeve or core - drilled hole and pipe passing through to
meet the requirements of ASTM E814.
B. Manufacturers: Hilti, Proset, or approved.
3.09 FIELD QUALITY CONTROL
A. Upon completion of installation of equipment and plumbing fixtures and after units are water
pressurized, test fixtures to demonstrate capability and compliance with. requirements. When
possible, correct malfunctioning units at site, then retest to demonstrate compliance; otherwise,
1 remove and replace with new units and proceed with retesting.
B. Inspect each installed unit for damage to finish. If feasible, restore and match finish to original
at site; otherwise, remove fixture and replace with new unit. Feasibility and match to be judged
by Architect. Remove cracked or dented units and replace with new units.
3.10 VALVE INSTALLATION
A. Install valves where required for proper operation of piping and equipment, including valves in
branch lines where necessary to isolate sections of piping. Locate valves so as to be accessible
and so that separate support can be provided when necessary.
B. Install valves with stems pointed up, in vertical position where possible, but in no case with
stems pointed downward from horizontal plane unless unavoidable. Install valve drains with
hose -end adapter for each valve that must be installed with stem below horizontal plane.
C. Insulation: Where insulation is indicated, install extended -stem valves, arranged in proper
manner to receive insulation.
D. Mechanical Actuators: Install with chain operators where indicated. Extend chains to 5 feet
above floor and hook to clips to clear aisle passage.
E. Stem Selection: Outside screw and yoke stems, except provide inside screw, nonrising stem
where space prevents full opening of OS &Y valves.
F. Seats: Renewable seats, except where otherwise indicated.
G. Installation of Check Valves:
1. Swing Check Valves: Install in horizontal position with hinge pin horizontally perpendicular
to centerline of pipe. Install for proper direction of flow.
1 2. Lift Check Valves: Install in piping line with stem vertically upward, position for proper
direction of flow.
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3.11 VALVE ADJUSTING AND CLEANING
A. Inspect valves for Teaks. Adjust or replace packing to stop leaks. Replace valve if leak persists.
3.12 VALVE IDENTIFICATION
A. General: Provide valve tag on every valve, cock and control device in each piping system.
Exclude check valves, valves within factory fabricated equipment units, plumbing fixture faucets,
convenience and lawn- watering hose bibbs, shutoff valves at plumbing fixtures, and similar
rough -in connections of end -use fixtures. List each tagged valve in valve schedule for each
piping system.
B. Install mounted valve schedule in each mechanical room.
3.13 PLUMBING EQUIPMENT IDENTIFICATION 1
A. General: Install engraved plastic laminate sign or plastic equipment marker on or near each
item of plumbing equipment and each operational device, as specified herein if not otherwise
specified for each item or device. Provide signs for the following general categories of
equipment and operational devices: Water heaters, pumps, and similar equipment.
3.14 ADJUSTING AND CLEANING
A. Adjusting: Relocate any plumbing identification device which has become visually blocked.
B. Cleaning: Clean face of identification devices, and glass frames of valve charts.
3.15 CONNECTIONS TO EXISTING 1
A. Prior to connection of piping to existing as illustrated on Plumbing Drawings, field verify existing
conditions and exact sizes and locations of existing piping. Provide additional offsets,
transitions, joints, cut -ins, and replace portions of existing as required to facilitate connections of
new as shown on Documents.
3.16 CAULKING 1
A. Provide Geocel Corporation, (800) 348 -7615, Construction 2000 Caulking Sealant. Standard
color to match as close as possible to surrounding surface. Application standards, ASTM C920,
Type S, Grade NS, Class 25, ICBO approved, Report No. 3680. Apply per manufacturer's
recommendations.
END OF SECTION 15050 1
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