HomeMy WebLinkAboutLedcor Construction Inc; 2010-05-13; PWS10-31UTIL Part 2 of 5CITY OF CARLSBAD
San Diego County
California
CONTRACT DOCUMENTS,
GENERAL PROVISIONS,
SUPPLEMENTAL PROVISIONS, AND
TECHNICAL SPECIFICATIONS
FOR
JOINT FIRST RESPONDER
TRAINING FACILITY
CONTRACT NO. 3686
BID NO. PWS10-31UTIL
BOOK 2 OF 2
Revised 06/10/09 Contract No. 36.86 Page 1 of 116 Pages
SECTION 01010
PROJECT GENERAL REQUIREMENTS
PART 1GENERAL
1.01 Work Covered by Contract Documents
Carlsbad Joint First Responders Training Facility
1. The work of this contract comprises the following:
a. Construction of three new buildings, including: shooting range with classroom facility,
commercial burn prop and a residential burn prop. Work includes (but is not limited to):
on-site and off-site improvements, masonry, steel and wood construction, electrical,
mechanical, plumbing, fire sprinkler and alarm systems.
2. Work under this contract is described per these specifications and on drawings labeled:
a.
b.
c.
d.
e.
Project Name: Carlsbad Joint First Responder Training Facility
Project Number: 3686
Client: City of Carlsbad
Architect's job #: 1107570
Drawing Sheets:
1) Title/Project Data total of
2) Civil total of
3) Architectural total of
4) Structural total of
5) Mechanical total of
6) Plumbing total of
7) Electrical total of
8) Shooting Range total of
9) Landscape total of
7 sheets
12 sheets
102 sheets
52 sheets
13 sheets
16 sheets
30 sheets
8 sheets
8 sheets
TOTAL 248 Sheets
3. Reference Documents
a. Geotechnical Engineering Report by Leighton Consulting, Inc. - dated July 21, 2008
4. Alternate Deducts for the project are as listed below:
a. Deductive Alternate #1
All building improvements for Building "C" - Commercial Burn Prop Building. All site
improvements adjacent to and utilities to a POC for Building "C" are to be a part of the
base contract. All utility POCs to be 3' from the face of building.
b. Deductive Alternate #2
All building improvements for Building "R" - Residential Burn Prop Building. All site
improvements adjacent to and utilities to a POC for Building "R" are to be a part of the
base contract. All utility POCs to be 3' from the face of building.
1.02 Work Not Included
A. Except for such auxiliary work as is shown or specified as a part of the construction, the following
work is NOT included in this contract:
1. Any work shown, but marked "NIC" (not in contract), "OFOI" (owner furnished, owner
installed), "BUA" ("by using agency", or otherwise designated to be done by others).
1.03 Applicable Codes
A. Current applicable codes, including but not limited to the following shall be adhered to:
1. International Building Code IBC (2006 Edition)
2. California Building Code CBC (2007 Edition)
3. Uniform Plumbing Code UPC (2006 Edition)
4. California Plumbing Code CPC (2007 Edition)
5. California Fire Code CFC (2007 Edition)
6. Uniform Mechanical Code UMC (2006 Edition)
7. California Mechanical Code CMC (2007 Edition)
Carlsbad Joint First Responders Training Facility PROJECT GENERAL REQUIREMENTS
Specifications 01010-1
8. California Electrical Code CEC (2007 Edition)
9. California Energy Efficiency Standards (2007 Edition)
10. National Electrical Code NEC (2005 Edition)
11. Building Standards Administrative Code (2005 Edition)
12. California Fire Code CFC (2007 Edition)
13. International Fire Code IFC (2006 Edition)
14. ADA Accessibility Standards
15. All applicable trade and craft codes
16. All applicable safety and occupational regulations and codes
1.04 Location of Site
A. 5750 Orion Street, Carlsbad, CA 92010
1.05 Permits
A. Permits are discussed in General Provisions Section 7-5. Coordination with Utilities is discussed
in General Provisions Section 5.
1.06 Time of Completion
A. The work to be performed under the contract shall be completed as defined in the General
Provisions Section 6-7, beginning with the date stipulated in the written "Notice To Proceed"
issued by City of Carlsbad.
1. Failure to complete the work by the identified completion date will be subject to the
Liquidated Damages identified in General Provisions Section 6-9.
1.07 Long Lead Time Materials and Equipment
A. The Contractor shall make every effort to demand of their Subcontractors and suppliers, relative
to long lead-time items, that they order such items well in advance of the scheduled time of
installation. Time extensions for later ordering of such materials will not be allowed.
1.08 Examination of Site and Work
A. Bidders must examine the location, physical conditions, and surroundings of the proposed Work
and judge for themselves the extent to which these factors will influence the performance of the
Contract Work.
1.09 Owner Furnish Products / Contractor Installed (OFCI)
A. Products furnished and paid for by the Owner are described in the contract documents.
PART 2 PRODUCTS - NOT USED.
PART 3 EXECUTION - NOT USED.
END OF SECTION
Carlsbad Joint First Responders Training Facility PROJECT GENERAL REQUIREMENTS
Specifications 01010-2
SECTION 01040
COORDINATION
PART 1 GENERAL
1.01 Summary
A. Coordinate the Work; do not delegate the responsibility for coordination to any Subcontractor.
B. Resolve differences or disputes concerning coordination, interference, or extent of Work of the
various sections. The Contractor's decisions, if consistent with the requirements of the Contract
Documents, shall be final.
1.02 Coordination
A. Coordinate scheduling, submittals and Work of the various Specification Sections to assure
efficient and orderly sequence of installation of interdependent construction elements.
B. Coordination: Contractor shall coordinate the Work as stated in the Conditions of the Contract.
Contractor shall also coordinate Work under the Contract with work under separate contracts by
Owner. Contractor shall cooperate with Owner and others as directed by the Owner, in
scheduling and sequencing the incorporation into the Work of
Owner-Furnished/Contractor-Installed (OFCI) products identified in the Contract Drawings and
Specifications.
C. Relationship of Contract Documents: Drawings, Specifications, and other Contract Documents
in the Project Manual are intended to be complementary. What is required by one shall be as if
required by all. What is shown or required, or may be reasonably inferred to be required, or
which is usually and customarily provided for similar work, shall be included in the Work.
D. Discrepancies in Contract Documents: In the event of error, omission, ambiguity or conflict in
Drawings or Specifications, Contractor shall bring the matter to Owner's attention in a timely
manner, for Owner's determination and direction in accordance with General Provisions of the
Contract.
E. Construction Interfacing and Coordination: Layout, scheduling, and sequencing of Work shall be
solely the Contractor's responsibility. Contractor shall bring together the various parts,
components, systems, and assemblies as required for the correct interfacing and integration of all
elements of Work. Contractor shall coordinate Work to correctly and accurately connect
abutting, adjoining, overlapping and related elements, including work under separate contracts by
Owner, utility agencies and companies.
F. Coordinate completion and clean up of Work of separate sections in preparation for Substantial
Completion.
G. After Owner occupancy of premises, coordinate access to site for correction of defective Work
and Work not in accordance with the Contract Documents to minimize disruption of Owner's
activities.
1.03 Coordination of Subcontracts and Separate Contracts
A. Superintendence of Work: Contractor shall appoint a field superintendent and a project
manager, who shall directly supervise and coordinate all Work required by the Contract
Documents. The Field Superintendent shall be full-time.
B. Subcontractors, Trades, and Materials Suppliers: Contractor shall require all subcontractors,
trades, crafts, and suppliers to coordinate their portions of Work with the Superintendent to
prevent scheduling, sequencing, dimensional and other conflicts and omissions.
Carlsbad Joint First Responders Training Facility COORDINATION
Specifications 01040-1
C. Coordination with Work under Separate Contracts: Contractor shall coordinate and schedule
work under the contract with work being performed for project under separate contacts by Owner,
serving utilities and public agencies. Contractor shall make direct contacts with parties
responsible for work of the project under separate contracts, in order to provide timely
notifications and to facilitate information exchanges.
1.04 Electrical and Mechanical Coordination
A. Verify that utility requirement characteristics of operating equipment are compatible with building
utilities. Coordinate work of various Sections having interdependent responsibilities for
installing, connecting to, and placing in service, such equipment.
B. Coordinate space requirements and installation of mechanical and electrical work, which are
indicated diagrammatically on Drawings. Follow routing shown for pipes, ducts, and conduit, as
closely as practicable; place runs parallel with line of building. Utilize spaces efficiently to
maximize accessibility for other installations, for maintenance and for repairs.
C. In finished areas except as otherwise indicated, conceal pipes, ducts, and wiring within the
construction. Coordinate locations of fixtures and outlets with finish elements.
1.05 Coordination Drawings
A. Prepare coordination drawings, if required, and submit prints of the drawings before beginning
fabrication or delivery of materials to the Project site. The prints will not be reviewed or approved
by Owner, but will be received as an indication that the Contractor has performed coordination
functions.
B. Use large-scale layout drawings, if required to be prepared as part of the Work of DIVISION 15 -
MECHANICAL and DIVISION 16 - ELECTRICAL of these Specifications, together with Shop
Drawings or layout drawings of affected sections, to check, coordinate, and integrate the Work of
the various sections to prevent interferences.
C. Keep copies of the coordination drawings at the jobsite.
1.06 Coordination of Layouts
A. Provide basic layouts of grid lines and station points on subfloors as necessary to facilitate
coordination and layout of partitions and Work at and above ceilings.
PART 2 PRODUCTS - NOT USED.
PART 3EXECUTION - NOT USED.
END OF SECTION
Carlsbad Joint First Responders Training Facility COORDINATION
Specifications 01040 - 2
SECTION 01090
DEFINITIONS AND REFERENCE STANDARDS
PART 1 GENERAL
1.01 Definitions
A. General Requirements: The provisions or requirements of Division - 1 Sections. General
Requirements apply to entire Work and, where so indicated, to other elements which are included
in project.
B. Indicated: The term "Indicated" is a cross-reference to details, notes or schedules on Drawings,
to other paragraphs or schedules in the Specifications and to similar means of recording
requirements in Contract Documents. Where terms such as "shown", "noted", "scheduled" and
"specified" are used in lieu of "indicated", it is for purpose of helping reader locate cross-reference
and no limitation of location is intended except as specifically noted.
C. Directed, Requested, etc.: Where not otherwise explained, terms such as "directed",
"requested", "authorized", "selected", "approved", "required", "accepted" and "permitted" mean
"directed by Owner", "requested by Owner", etc. However, no such implied meaning will be
interpreted to extend Owner's responsibility into Contractor's area of construction supervision.
D. Approve: Where used in conjunction with Owner's response to submittals, requests,
applications, inquiries, reports and claims by Contractor, the meaning of term "approved" will be
held to limitations of Owner's responsibilities and duties as specified in General and
Supplementary Conditions. In no case will "approval" by Owner be interpreted as a release of
Contractor from responsibilities to fulfill requirements of Contract Documents.
E. Furnish: Except as otherwise defined in greater detail, term "furnish" is used to mean supply and
deliver to project site, ready for unloading, unpacking, assembly, installation, as applicable in
each instance.
F. Provide: Except as otherwise defined in greater detail, term "provide" means furnish and install,
complete and ready for intended use, as applicable in each instance.
G. Installer: The entity (person or firm) engaged by Contractor or its subcontractor or
sub-subcontractor for performance of a particular unit of work at project site, including installation,
erection, application and similar required operations. It is a general requirement that such
entities (installers) be expert in operations they are engaged to perform.
1.02 Use of References
A. References: The Drawings and Specifications contain references to various standards,
standard specifications, codes, practices and requirements for products, execution, tests, and
inspections. These reference standards are published and issued by the agencies,
associations, organizations, and societies listed in this Section or identified in individual product
specification Sections.
B. Relationship to Drawings and Specifications: Such references are incorporated into and made a
part of the Drawing and Specifications to the extent applicable.
C. Referenced Grades Classes and Types: Where an alternative or optional grade, class, or type of
product or execution is included in a reference but is not identified on the Drawings or in the
Specifications, provide the highest, best, and greatest of the alternatives or options for the
intended use and prevailing conditions.
D. Copies of Reference Standards:
Carlsbad Joint First Responders Training Facility DEFINITIONS AND REFERENCE STANDARDS
Specifications 01090 -1
1. Reference standards are not furnished with the Drawings and Specifications because it is
presumed that the Contractor, subcontractors, manufacturers, suppliers, trades, and crafts
are familiar with these generally-recognized standards of the construction industry.
E. Edition Date of References:
1. When an edition or effective date of a reference is not given, it shall be understood to be the
current edition or latest revision published as of the date indicated on the Drawings and
Specifications.
2. All amendments, changes, errata, and supplements as of the effective date shall be
included.
F. ASTM and ANSI References: Specifications and Standards of the American Society for Testing
and Materials (ASTM) and the American National Standards Institute (ANSI) are identified in the
Drawings and Specifications by abbreviation and number only and may not be further identified by
title, date, revision, or amendment. It is presumed that the Contractor is familiar with and has
access to these nationally- and industry-recognized specifications and standards.
1.03 Quality Assurance
A. For products specified by association, trade or Federal Standards, comply with requirements of
the standard, except when more rigid requirements are specified or are required by applicable
codes.
B. The date of the standard is that which is in effect as of the Proposal date or date of
Owner-Contractor Agreement when there are no bids, except when a specific date is specified.
C. When required by individual Specifications section, obtain copy of standard. Maintain copy at
job site during submittals, planning and progress of the specific work, until substantial completion.
1.04 Schedule of References
A. Abbreviations, Acronyms, Names and Terms: Where acronyms, abbreviations, names and
terms are used in the Drawings, Specifications or other Contract Documents, they shall mean the
recognized name of the trade association, standards generating organization, authority having
jurisdiction or other entity applicable.
1. Refer to the Conditions of the Contract, referenced in Document 00700 - General Conditions
of the Contract, and refer to Document 00800 - Supplementary Conditions of the Contract, in
the Project Manual, for definitions of Contract terms.
B. Abbreviations: Refer to listing on the Title Sheet on Sheet T-1.0 for commonly-used
abbreviations that may be found on the Drawings or in the Specifications.
C. Undefined Abbreviations, Acronyms, Names and Terms: Words and terms not otherwise
specifically defined in this Section, in the Instructions to Bidders prepared by the Owner, in the
Conditions of the Contract, on the Drawings or elsewhere in the Specifications, shall be as
customarily defined by trade or industry practice, by reference standard and by specialty
dictionaries such as the following:
AA Aluminum Association
818 Connecticut Ave. NW; Washington DC 20006; 202/862-5100
AAA American Arbitration Association
AAC Architectural Anodizers Council
AABC Associated Air Balance Council
AAMA Architectural Aluminum Manufacturers Association
Suite 18, 2700 River Road, Des Plaines, IL 60018; 312/699-7310
AAN American Association of Nurseryman
AASHTO American Association of State Highway and Transportation Officials
AC I American Concrete Institute
Box 19150 Redford Stat; Detroit, Ml 48219; 313/532-2600
ACI American Concrete Pipe Association
ACPA American Concrete Pumping Association
Carlsbad Joint First Responders Training Facility DEFINITIONS AND REFERENCE STANDARDS
Specifications 01090 - 2
ADA Americans with Disabilities Act
ADC Air Diffusion Council
435 N. Michigan Ave.; Chicago, IL 60611; 312/527-5494
AFSA American Fire Sprinkler Association
AGC American Gas Association
1515 Wilson Blvd.; Arlington, VA 22209; 703/841-8400
AGC Associated General Contractors of America
AHDGA American Hot Dip Galvanizers Association
Al Asphalt Institute
Asphalt Inst. Bldg.; College Park, MD 20740; 301/277-4258
AIA The American Institute of Architects
AIMA Acoustical and Insulation of Materials Association
AISC American Institute of Steel Construction
400 N. Michigan Ave. Chicago, IL 60611; 312/670-2400
AISI American Iron and Steel Institute
1000 I6th St., NW; Washington, DC 20036; 202/452-7100
AITC American Institute of Timber Construction
333 W. Hampden Ave.; Englewood, CO 80110; 303/761-3212
AMCA Air Movement and Control Association
30 W. University Dr.; Arlington Heights, IL 60004; 312/294-0150
ANSI American National Standards Institute
1430 Broadway; New York, NY 10018; 212/354-3300
AOSA Association of Official Seed Analysts
APA American Plywood Association
P.O. Box 11700; Tacoma, WA 98411; 206/565-6600
APWA American Public Works Association
ARI Air Conditioning and Refrigeration Institute
1815 N. Fort Myer Dr.; Arlington, VA 22209; 703/524-8800
ARMA Asphalt Roofing Manufacturers Association
ASA American Subcontractors Association
ASHRAE American Society of Heating, Refrigerating and Air-Conditioning Engineers
1791 Tullie Circle NE; Atlanta, GA 30329; 404/636-8400
ASLA American Society of Landscape Architects
ASME American Society of Mechanical Engineers
345 East 47th St.; New York, NY 10017; 212/644-7722
ASPE American Society of Plumbing Engineers
15233 Ventura Blvd.; Sherman Oaks, CA 91403; 213/783-4845
ASTM American Society for Testing and Materials
1916 Race St.; Philadelphia, CA 19103; 215/299-5400
AWI Architectural Woodwork Institute
AWPA American Wood-Preservers' Association
7735 Old Georgetown Rd.; Bethesda, MD 20014; 301/652-2109
AWPB American Wood Preservers Bureau
2772 S. Randolph St.; Arlington, VA 22206; 703/931-8180
AWS American Welding Society
550 LeJune Rd.; Miami, FL 33135; 304/642-7090
AWWA American Water Works Association
BHMA Builders' Hardware Manufacturers Association
(c/o TGAM) 60 East 42nd St. Rm. 1807; New York, NY 10017; 212/682-8142
BOC Board of Corrections
CABO Council of American Building Officials
CAC California Administrative Code: See California Code of Regulations (CCR)
CAL/OSHA State of California Construction Safety Orders
CALTRANS State of California, Business and Transportation Agency,
Department of Transportation, "Standard Specifications"
CBM Certified Ballast Manufacturers Association
Carlsbad Joint First Responders Training Facility
Specifications
DEFINITIONS AND REFERENCE STANDARDS
01090-3
CCR California Code of Regulations
CFR Code of Federal Regulations
CIMA Construction Industry Manufacturers Association
CISPI Cast Iron Soil Pipe Institute
1499 Chain Bridge Rd.; McLean, VA 22101; 703/827-9177
CLFMI Chain Link Fence Manufacturers Institute
CPSC Consumer Product Safety Commission
CRSI Concrete Reinforcing Steel Institute
180 North LaSalle St.; Chicago, IL 60601; 312/372-5059
CS Commercial Standard of NBS (U.S. Dept. of Commerce)
Government Printing Office; Washington, DC 20402
CSI Construction Specifications Institute
CTIOA Ceramic Tile Institute of America, Inc.
DHI Door and Hardware Institute
DOC U.S. Department of Commerce
DOT Department of Transportation
EPA Environmental Protection Agency
ETL Testing Laboratories, Inc.
ESO Electrical Safety Orders
FAA Federal Aviation Administration
FGMA Flat Glass Marketing Association
3310 Harrison; Topeka, KS 66611; 913/266-7013
FM Factory Mutual Engineering Corp.
1151 Boston-Providence Turnpike; Norwood, MA 02062; 617/762-4300
FS Federal Specification (General Services Admin.)
Bldg. 197, Washington Navy Yard, SE; Washington DC 20407
GA Gypsum Association
1603 Orrington Ave.; Evanston, IL 60201; 312/491-1744
GSA General Services Administration
HPMA Hardwood Plywood Manufacturers Association
P.O. Box 2789; Reston, VA 22090; 703/435-2900
IAPMO International Association of Plumbing and Mechanical Officials
ICBO International Conference of Building Officials
IES Illuminating Engineering Society of North American
345 E. 47th St.; New York, NY 10017; 212/644-7926
ISO International Organization for Standardization
MCAA Mechanical Contractors Association of America
5530 Wisconsin Ave.; Washington, DC 20015; 202/654-7960
MIL Military Standardization Documents (U.S. Dept. of Defense)
Naval Publications and Forms Center 5801 Tabor Ave.; Philadelphia, PA 19120
MLSFA Metal Lath/Steel Framing Association
221 N. LaSalle St.; Chicago, IL 60601; 312/346-1600
MM State of California, Business and Transportation Agency,
Department of Transportation, "Materials Manual"
MSS Manufacturers Standardization Society of the Valve and Fittings Industry
NAAMM The National Association of Architectural Metal
Mfrs.; 221 N. LaSalle St.; Chicago, IL 60601; 312/346-1600
NBHS National Builders Hardware Association
NBS National Bureau of Standards (U.S. Dept. of Commerce)
Gaithersburg, MD 20234
NCMA National Concrete Masonry Association
P.O. Box 781; Herndon, VA 22070; 703/435-4900
NEC National Electrical Code (by NFPA)
NECA National Electrical Contractors Association
7315 Wisconsin Ave.; Washington, DC 20014; 202/657-2110
NEMA National Electrical Manufacturers Association
Carlsbad Joint First Responders Training Facility
Specifications
DEFINITIONS AND REFERENCE STANDARDS
01090-4
2101 L St. NW; Washington, DC 20037; 202/457-8400
NFPA National Fire Protection Association
Batterymarch Park; Quincy, MA 02269; 617/328-9230
N.F.P.A National Forest Products Association
NFSA National Fire Sprinkler Association
NGA National Glass Association
NIBS National Institute of Building Sciences
NIST National Institute of Standards and Technology
NPCA National Precast Concrete Association
NRCA National Roofing Contractors Association
8600 Bryn Mawr Ave.; Chicago, IL 60631; 312/693-0700
NSF National Sanitation Foundation
3475 Plymouth Rd; Ann Arbor, Ml 48106; 313/769-8010
NSPE National Society of Professional Engineers
NWMA National Woodwork Manufacturers Association
205 West Touhy Ave.; Park Ridge, IL 60068; 312/823-6747
OSA Office of the Start Architect
OSHA Occupational Safety Health Administration (U.S. Dept. of Labor);
Government Printing Office; Washington, DC 20402
PCA Portland Cement Association
PCI Precast/Prestressed Concrete Institute
PDCA Painting and Decorating Contractors of America
PDI Plumbing and Drainage Institute
5342 Blvd. PL; Indianapolis, IN 46208; 317/251-5298
PS Product Standard of NBS (U.S. Dept. of Commerce)
Government Printing Office; Washington, DC 20402
RIS Redwood Inspection Service
SCPI Southern California Plastering Institute
3127 Los Feliz Blvd.; Los Angeles, CA. 90039; 213/663-2213
SDI Steel Door Institute
712 Lakewood Cnt. N.; Cleveland, OH 44107; 216/226-7700
SFM State Fire Marshal (California)
SFPA Society of Fire Protection Engineers
SGCC Safety Glazing Certification Council
SMACNASheet Metal & Air Conditioning Contractors
National Association; 8224 Old Courthouse Rd.; Vienna, VA 22180;
703/790-9890
SSPC Steel Structures Painting Council
4400 5th Ave.; Pittsburgh, PA 15213; 412/578-3317
SSPWC Standard Specifications for Public Works Construction Building News
3055 Overland Ave., Los Angeles, CA 90034; 213/202-7775
SWRI Sealant, Waterproofing and Restoration Institute
TCA Tile Council of America
P.O. Box 326; Princeton, NJ 08540; 609/921-7050
UBC Uniform Building Code
Carlsbad Joint First Responders Training Facility
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DEFINITIONS AND REFERENCE STANDARDS
01090-5
UFC Uniform Fire Code (International Conference of Building Officials and Western Fire
Chiefs Association)
UL Underwriters Laboratories
333 Pfingsten Rd.; Northbrook, IL 60062; 312/272-8800
UMC Uniform Mechanical Code (International Conference of Building Officials [ICBO]
and International Association of Plumbing and Mechanical Officials [IAPMO])
UPC Uniform Plumbing Code
USDA U.S. Department of Agriculture
USS United States Standard
WCLIB West Coast Lumber Inspection Bureau
(Grading Rules); P.O. Box 2315; Portland, OR 97223; 503/639-0651
WIC Woodwork Institute of California
1833 Broadway; Fresno, CA 93773; 209/233-9035
WLPDIA Western Lath, Plaster, Drywall Industries Association
(formerly California Lath & Plaster Association)
WRI Wire Reinforcement Institute
7900 Westpark Drive; McLean, VA 22102; 703/790-9790
WWPA Western Wood Products Association
PART 2PRODUCTS - NOT USED.
PART 3EXECUTION - NOT USED.
END OF SECTION
Carlsbad Joint First Responders Training Facility DEFINITIONS AND REFERENCE STANDARDS
Specifications 01090-6
SECTION 01120
INTERPRETATION OF CONTRACT DOCUMENTS
PART 1 - GENERAL
1.01 Interpretation of Contract Documents
A. If any firm contemplating submitting a bid for the proposed contract is in doubt as to the true
meaning of any part of the drawings, specifications, or other Contract Documents, or finds
discrepancies in, or omissions from the drawings or specifications, he or she shall submit to the
City a written request (use attached "Request for Interpretation" form) for an interpretation or
correction thereof not later than eight (8) calendar days before the date bids will be opened. The
person submitting the request will be responsible for its prompt delivery. Any interpretation or
correction of the Contract Documents will be made only by Addendum and will be faxed or
e-mailed and/or mailed to each person receiving a set of such documents. City will not be
responsible for any other explanation or interpretation of the Contract Documents.
1.02 Requests for Interpretation
A. Page 2 of Section 01120 is a form titled, "Request for Interpretation". Bidders are to use this
form to submit written requests for interpretation or corrections by fax or e-mail to the City:
a. ATTN: William E. Plummer
b. E-mail address: bill.plummer@carlsbadca.gov
c. Telephone: (760) 602-2768
d. FAX: (760) 602 8562
B. All information must be filled out on the form as pertains to the Contractor's information:
Company name, address, phone, fax number, e-mail, contact person, date, and time of request.
Questions or Requests for Clarification are to be printed or typed on these forms. If bidders have
several questions, which will not fit on one form, the bidder is to photo copy the form, number each
page, and submit multiple forms.
C. Responses to the form will be included in an addendum unless the question is minor in nature.
Addendums are issued and placed on the City's website and also follow-up hard copies will be
mailed to bidders who have purchased a set of the plans and specifications (i.e. bidders list).
1.03 Deadline for Requests for Interpretation - All requests for interpretation must be received by
noon of the eighth (8th) calendar day preceding the bid date.
Carlsbad Joint First Responders Training Facility INTERPRETATION OF CONTRACT DOCUMENTS
Specifications 01120 -1
REQUEST FOR INTERPRETATION OF CONTRACT DOCUMENTS
DATE: TIME:
COMPANY:
CONTACT PERSON:
ADDRESS:
TELEPHONE: FAX:
E-MAIL:
PLAN SHEET:
SPECIFICATION SECTION:
INTERPRETATION REQUESTED:
REPLY: SEE ADDENDUM # ITEM #
ISSUED:
END OF SECTION
Carlsbad Joint First Responders Training Facility INTERPRETATION OF CONTRACT DOCUMENTS
Specifications 01120 - 2
SECTION 01130
SUBSTITUTIONS
PART 1 - GENERAL
1.01 "Or Equal" Substitutions
A. One Product Specified: Unless the Specifications state that no substitution is permitted,
whenever in the Contract Documents any specific article, device, equipment, product,
material, fixture, patented process, form, method, or type of construction is indicated or
specified by name, make, trade name, or catalog number, with or without the words "or
equal", such specification shall be deemed to be used for the purpose of facilitating
description of material, process, or article desired and shall be deemed to be followed by
the words "or equal". Contractor may, unless otherwise stated, offer any material,
process, or article, which shall be substantially equal or better in every respect to that so
indicated or specified and will completely accomplish the purpose of the Contract
Documents.
B. Two or More Products Specified: When two or more acceptable products are specified
for an item of the Work, the choice will be up to the Contractor. Contractor shall utilize
the same product throughout the Project. If a timely substitution request as set forth in
Section 1.02.A. is not provided and an "or equal" substitution is requested, the Owner
may consider the substitution only if the product specified is no longer commercially
available.
1. The burden of proof as to the equality of any material, process or article shall rest
with the Contractor, and the Contractor shall submit all data substantiating a request
for an "or equal" substitution item as provided in Section 3400 of the Public Contract
Code, Specification Section 01310 and other specific sections of the specifications
prior to Award of Contract.
1.02 Request for Substitutions
A. Substitute Request Form: Requests for substitutions of products, materials, or
processes other than those specified must be made on the Substitution Request form
attached. Requests must be submitted within thirty (30) days from "Notice to Proceed".
B. Substitution Request Content: A substitution request must constitute a representation
that the subcontractor/general contractor:
1. Has investigated proposed product and determined that it is equal in quality and
serviceability of the specified item.
2. Will provide the same warranty for the substitution as for the specified product.
3. Will coordinate installation and make changes to other work, which may be required
for the work to be complete with no additional cost to General Contractor / Owner.
4. Will be acceptable in consideration of the required design and artistic effect.
5. Will require no excessive or more expensive maintenance including adequacy and
availability of replacement parts.
6. Waives claims for additional costs or time extension, which may subsequently
become apparent.
7. Will reimburse owner for review or redesign services by the Architect and
re-approval fees by authorities, agencies, or the Owner.
C. Substitution Submittal Procedure:
1. Contractor shall furnish four (4) copies of the requested information sufficient to
Carlsbad Joint First Responders Training Facility SUBSTITUTIONS
Specifications 01130 -1
determine whether the proposed substitution is equivalent including, but not limited
to, all drawings, specifications, samples, performance data, calculations, and other
information as may be required to assist the Architect and the Owner in determining
whether the proposed substitution is acceptable.
2. The final decision shall be the Owner's. Owner may condition its approval of the
substitution upon delivery to Owner of an extended warranty or other assurances of
adequate performance of the substitution.
3. If the Substitution is Permitted: The Contractor shall be solely and directly
responsible for fitting approved substituted material and equipment into the
available space in a manner acceptable to the Owner and for the proper operation of
the substituted equipment with all other equipment with which it may be associated.
The Contractor shall bear all costs of meeting the above requirements for presenting
a proposed substitution, and if the substitution is accepted, the Contractor must bear
all costs involved including costs of Construction Manager's, Architect's, and
Engineer's services required in adapting the substituted material or equipment to the
installation to the complete satisfaction of the Owner.
PART 2 - PRODUCTS
PART 3 - EXECUTION
SUBSTITUTION OF "OR EQUAL" PRODUCT
DATE:
COMPANY:
CONTACT PERSON:
ADDRESS:
TELEPHONE: FAX:
PLAN SHEET:
SPECIFICATIONS SECTION:
LISTING OF PROPOSED "OR EQUAL" PRODUCTS:
END OF SECTION
Carlsbad Joint First Responders Training Facility SUBSTITUTIONS
Specifications 01130 - 2
SECTION 01210
ALLOWANCE FOR BLASTING
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Cash allowances for potential localized drilling, blasting and inspections.
1.02 CASH ALLOWANCES
A. Contractor Responsibilities:
1. Arrange for and process permits, applications and drawings as required.
2. Coordination of work between blasting contractor and other work interfacing with project.
1.03 ALLOWANCES SCHEDULE
A. Include within the lump sum amount for Bid Item No. A-10, an allowance in the amount of
twenty-five thousand dollars ($25,000) to cover the cost for potential localized drilling, blasting
and inspections. Scope of work included in this specification is for general use by the Contractor
only.
1. At closeout of Contract, funds remaining in Allowance will be credited to Owner by Change
Order.
B. Scope of Work includes but is not limited to the following:
1. Localized drilling and blasting as necessary to complete the work described in the
Geotechnical Report and Civil drawings.
2. Pre-blast inspections of all structures within 300 feet of the project blasting area.
PART 2 PRODUCTS - NOT USED
PART 3 EXECUTION - NOT USED
END OF SECTION
Carlsbad Joint First Responders Training Facility ALLOWANCES
Specifications 01210-1
SECTION 01370
SCHEDULE OF VALUES
PART 1 GENERAL
1.01 Description
A. Submit to the OWNER, six (6) copies of an accurate and realistic Schedule of Values allocated to
the various portions of the work, fifteen (15) days following award of contract.
B. The Schedule of Values, unless objected to by the OWNER, shall become the basis for the
Contractor's applications for payment.
1. Upon request by the OWNER, support values given with data that will substantiate their
correctness.
C. Related requirements specified elsewhere.
1. General Provisions Section 9-2 LUMP SUM WORK.
1.02 Form of Submittal
A. Type schedule on 8-1/2" x 11" white bond paper. Identify schedule with:
1. Title of project and location.
2. Specification number.
3. Name and address of Contractor.
4. Date of submission.
B. Schedule shall list the installed value of the component parts of the work in sufficient detail to
serve as a basis for computing values for progress payments during construction.
C. Use the Table of Contents of the project specifications as a basis for the format for listing
component items.
1. Identify each line item with the number and title of the respective section of the
specifications.
D. List sub-values of major products or operations for each line item. Additional sub-values may be
requested by the OWNER.
E. Costs for the various portions of the work:
1. Each item shall include a directly proportional amount of the Contractor's overhead and
profit.
2. For items on which progress payments will be requested, list the total installed value,
including Contractor's overhead and profit.
F. A similar detailed schedule, itemizing costs and/or credits in a form satisfactory to the OWNER,
shall accompany all quotations for changes in the work or for extra work. Refer to article entitled
"Provisions for Extras" in the General Conditions of the project specifications.
G. Round off figures to nearest ten ($10) dollars where ever possible.
H. The sum of all values listed in the schedule shall equal the total contract sum.
1.03 Review and Resubmittal
A. After review by the OWNER, revise and resubmit Schedule as required. Resubmit revised
Schedule in same manner.
B. Progress payments will not be made until Schedule has been approved.
END OF SECTION
Carlsbad Joint First Responders Training Facility SCHEDULE OF VALUES
Specifications 01370 -1
SECTION 01400
QUALITY REQUIREMENTS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. References and standards.
B. Quality assurance submittals.
C. Mock-ups.
D. Control of installation.
E. Tolerances.
F. Testing and inspection services.
G. Manufacturers' field services.
1.02 SUBMITTALS
A. Testing Agency Qualifications:
1. Prior to start of Work, submit agency name, address, and telephone number, and names of
full time registered Engineer and responsible officer.
B. Design Data: Submit for Architect's knowledge for the limited purpose of assessing
conformance with information given and the design concept expressed in the contract
documents, or for Owner's information.
C. Test Reports: After each test/inspection, promptly submit two copies of report to Architect and to
Contractor.
1. Include:
a. Date issued.
b. Project title and number.
c. Name of inspector.
d. Date and time of sampling or inspection.
e. Identification of product and specifications section.
f. Location in the Project.
g. Type of test/inspection,
h. Date of test/inspection.
i. Results of test/inspection.
j. Conformance with Contract Documents.
k. When requested by Architect, provide interpretation of results.
2. Test report submittals are for Architect's knowledge as contract administrator for the limited
purpose of assessing conformance with information given and the design concept expressed
in the contract documents, or for Owner's information.
D. Certificates: When specified in individual specification sections, submit certification by the
manufacturer and Contractor or installation/application subcontractor to Architect, in quantities
specified for Product Data.
1. Indicate material or product conforms to or exceeds specified requirements. Submit
supporting reference data, affidavits, and certifications as appropriate.
2. Certificates may be recent or previous test results on material or product, but must be
acceptable to Architect.
E. Manufacturer's Instructions: When specified in individual specification sections, submit printed
instructions for delivery, storage, assembly, installation, start-up, adjusting, and finishing, for the
Owner's information. Indicate special procedures, perimeter conditions requiring special
attention, and special environmental criteria required for application or installation.
Carlsbad Joint First Responders Training Facility QUALITY REQUIREMENTS
Specifications 01400 -1
F. Manufacturer's Field Reports: Submit reports for Architect's benefit as contract administrator or
for Owner.
1. Submit for information for the limited purpose of assessing conformance with information
given and the design concept expressed in the contract documents.
1.03 REFERENCES AND STANDARDS
A. For products and workmanship specified by reference to a document or documents not included
in the Project Manual, also referred to as reference standards, comply with requirements of the
standard, except when more rigid requirements are specified or are required by applicable codes.
B. Conform to reference standard of date of issue current on date of Contract Documents, except
where a specific date is established by applicable code.
C. Obtain copies of standards where required by product specification sections.
D. Maintain copy at project site during submittals, planning, and progress of the specific work, until
Substantial Completion.
E. Should specified reference standards conflict with Contract Documents, request clarification from
Architect before proceeding.
F. Neither the contractual relationships, duties, or responsibilities of the parties in Contract nor those
of Architect shall be altered from the Contract Documents by mention or inference otherwise in
any reference document.
1.04 TESTING AND INSPECTION AGENCIES
A. Owner will employ and pay for services of an independent testing agency to perform specified
testing and inspection.
B. Employment of testing agency in no way relieves Contractor of obligation to perform Work in
accordance with requirements of Contract Documents.
PART 2 PRODUCTS - NOT USED
PARTS EXECUTION
3.01 CONTROL OF INSTALLATION
A. Monitor quality control over suppliers, manufacturers, products, services, site conditions, and
workmanship, to produce Work of specified quality.
B. Comply with manufacturers' instructions, including each step in sequence.
C. Should manufacturers' instructions conflict with Contract Documents, request clarification from
Architect before proceeding.
D. Comply with specified standards as minimum quality for the Work except where more stringent
tolerances, codes, or specified requirements indicate higher standards or more precise
workmanship.
E. Have Work performed by persons qualified to produce required and specified quality.
F. Verify that field measurements are as indicated on shop drawings or as instructed by the
manufacturer.
G. Secure products in place with positive anchorage devices designed and sized to withstand
stresses, vibration, physical distortion, and disfigurement.
3.02 MOCK-UPS
A. Tests will be performed under provisions identified in this section and identified in the respective
product specification sections.
B. Assemble and erect specified items with specified attachment and anchorage devices, flashings,
Carlsbad Joint First Responders Training Facility QUALITY REQUIREMENTS
Specifications 01400-2
seals, and finishes.
C. Accepted mock-ups shall be a comparison standard for the remaining Work.
D. Where mock-up has been accepted by Architect and is specified in product specification sections
to be removed, remove mock-up and clear area when directed to do so.
3.03 TOLERANCES
A. Monitor fabrication and installation tolerance control of products to produce acceptable Work.
Do not permit tolerances to accumulate.
B. Comply with manufacturers' tolerances. Should manufacturers' tolerances conflict with Contract
Documents, request clarification from Architect before proceeding.
C. Adjust products to appropriate dimensions; position before securing products in place.
3.04 TESTING AND INSPECTION
A. Testing Agency Duties:
1. Provide qualified personnel at site. Cooperate with Architect and Contractor in performance
of services.
2. Perform specified sampling and testing of products in accordance with specified standards.
3. Ascertain compliance of materials and mixes with requirements of Contract Documents.
4. Promptly notify Architect and Contractor of observed irregularities or non-conformance of
Work or products.
5. Perform additional tests and inspections required by Architect.
6. Submit reports of all tests/inspections specified.
B. Limits on Testing/Inspection Agency Authority:
1. Agency may not release, revoke, alter, or enlarge on requirements of Contract Documents.
2. Agency may not approve or accept any portion of the Work.
3. Agency may not assume any duties of Contractor.
4. Agency has no authority to stop the Work.
C. Contractor Responsibilities:
1. Deliver to agency at designated location, adequate samples of materials proposed to be
used that require testing, along with proposed mix designs.
2. Cooperate with laboratory personnel, and provide access to the Work and to manufacturers'
facilities.
3. Provide incidental labor and facilities:
a. To provide access to Work to be tested/inspected.
b. To obtain and handle samples at the site or at source of Products to be
tested/inspected.
c. To facilitate tests/inspections.
d. To provide storage and curing of test samples.
4. Notify Architect and laboratory 24 hours prior to expected time for operations requiring
testing/inspection services.
5. Employ services of an independent qualified testing laboratory and pay for additional
samples, tests, and inspections required by Contractor beyond specified requirements.
6. Arrange with Owner's agency and pay for additional samples, tests, and inspections required
by Contractor beyond specified requirements.
D. Re-testing required because of non-conformance to specified requirements shall be performed by
the same agency on instructions by Architect.
E. Re-testing required because of non-conformance to specified requirements shall be paid for by
Contractor.
3.05 MANUFACTURERS' FIELD SERVICES
A. When specified in individual specification sections, require material or product suppliers or
Carlsbad Joint First Responders Training Facility QUALITY REQUIREMENTS
Specifications 01400 - 3
manufacturers to provide qualified staff personnel to observe site conditions, conditions of
surfaces and installation, quality of workmanship, start-up of equipment, test, adjust and balance
of equipment as applicable, and to initiate instructions when necessary.
B. Submit qualifications of observer to Architect 30 days in advance of required observations.
1. Observer subject to approval of Owner.
C. Report observations and site decisions or instructions given to applicators or installers that are
supplemental or contrary to manufacturers' written instructions.
3.06 DEFECT ASSESSMENT
A. Replace Work or portions of the Work not conforming to specified requirements.
B. If, in the opinion of Owner, it is not practical to remove and replace the Work, Owner will
recommend an appropriate remedy or recommend payment adjustment.
END OF SECTION
Carlsbad Joint First Responders Training Facility QUALITY REQUIREMENTS
Specifications 01400 - 4
Carlsbad Joint First Responders Training Facility QUALITY REQUIREMENTS
Specifications 01400-5
SECTION 01585
PROJECT SIGNS
PART1 GENERAL
1.01 SECTION INCLUDES
A. Project identification sign.
1.02 QUALITY ASSURANCE
A. Design sign and structure to withstand 50 miles/hr (80 km/hr) wind velocity.
B. Finishes, Painting: Adequate to withstand weathering, fading, and chipping for duration of
construction.
1.03 SUBMITTALS
A. See General Provisions for submittal procedures.
B. Shop Drawing: Show content, layout, lettering, color, foundation, structure, sizes and grades of
members.
PART 2 PRODUCTS
2.01 SIGN MATERIALS
A. Sign Surfaces: Exterior grade plywood with medium density overlay, minimum 3/4 inch (19 mm)
thick, standard large sizes to minimize joints.
B. Lettering: Pre-cut vinyl self-adhesive products, white.
2.02 PROJECT IDENTIFICATION SIGN
A. Content:
1. Project title, and City of Carlsbad logo.
2. Names and titles of City Council.
3. Name of Architectural Firm.
4. Name of General Contractor.
B. Refer to Project Sign Sample on page 2, which wording may be modified to accommodate
content.
PART 3 EXECUTION
3.01 INSTALLATION
A. Install project identification sign within 30 days after date fixed by Notice to Proceed.
B. Install sign surface plumb and level, with butt joints. Anchor securely.
3.02 MAINTENANCE
A. Maintain sign and supports clean, repair deterioration and damage.
3.03 REMOVAL
A. Remove sign, framing, supports, and foundations at completion of Project and restore the area.
END OF SECTION
Carlsbad Joint First Responders Training Facility PROJECT SIGNS
Specifications 01585 -1
- PAINT FRONT ft BACK OF SIGN WITH ONE COAT WHITE PRIMER ft TWO COATS GLOSS WHITE ENAMEL. BORDER ft LETTERING WITH GLOSS BLACK ENAMEL
V2" DIA x 5" LAG BOLT WITH WASHER. 6 REQUIRED. DRILL PILOT HOLES IN POSTS
y J/V STRUCTURAL I DOUGLAS FIR A-C PLYWOOD, TOUCH SANDED EXTERIoi GLUE
tl LDING CARLSB
JOINT FIRST RESPONDERS
TRAINING FACILITY
: NAME - COMPLETION DATE: MO^TW/YEAR
r-s"
. CLAUDE A. BUD LEWIS
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PROJECT SIGN
SECTION 01610
SEISMIC REQUIREMENTS FOR NONSTRUCTURAL COMPONENTS
PART 1 - GENERAL
1.1 SUMMARY
A. Nonstructural components, including seismic restraints and connection to the structure
shall meet all requirements of the contract documents and the 2007 California Building
Code (CBC), which includes the requirements of ASCE/SEI 7-05 "Minimum Design
Loads for Buildings and Structures", Section 13
B. This section includes seismic design requirements for nonstructural components
including, but not limited to, the following:
1. Mechanical Equipment and Conveyances.
2. Alarms and Fire Suppression Systems.
3. Communication Systems.
4. Data Systems.
5. Cladding.
6. Glazing.
7. Partitions.
8. Suspended Ceilings and Systems
9. Elevator Systems.
10. Shooting Range Equipment and Systems (including Baffle System, Ballistic Wall
Protection System, Bullet Trap System, etc.)
1.2 DESIGN CRITERIA
A. Nonstructural components, including seismic restraints and connections to the structure
shall be designed to meet seismic requirements of the 2007 CBC and ASCE/SEI 7-05,
Section 13. The following seismic criteria are applicable to this project. The Contractor
shall obtain any required additional seismic criteria that may not be identified within this
specification. All components are to be assigned one of the following performance levels
for this project.
1. Standard Performance Level. This performance level applies to the following
components:
a. Furnishings.
2. Immediate Occupancy Performance Level. This performance level applies to all
remaining components not identified above as Standard Performance Level,
including the following:
a. All life safety systems and components required to function after an
earthquake.
b. Components having hazardous content.
B. Seismic Forces: ASCE/SEI 7-05 "Minimum Design Loads for Buildings and Other
Structures." Section 13, using the following parameters:
1. Occupancy Category II.
2. Seismic Design Category D.
3. MCE Spectral Response Acceleration, Ss= 1.3g
MCE Spectral Response Acceleration, ST = 0.49g
4. Importance Factor (IP)
a. IP = 1.5, unless noted otherwise.
b. Ip = 1.0, for all nonstructural components identified with a Standard
Performance Level in 1.2A.1.
Carlsbad Joint First Responders Training Facility Seismic Requirements for Non Structural Components
Specifications 01610-1
5. FP Shall be determined in accordance with ASCE/SEI 7-05, Section 13.3.
C. The Component Amplification Factor (ap) and the Component Response Modification
Factor (Rp) shall be determined by the Contractor for each individual application, unless
otherwise specified in the construction documents.
D. For applications where combination of different ap and or RP design values are
intermixed, the design shall be based on the worst case within the mixture. When
applicable, the following shall apply:
1. Steel, copper aluminum, and ductile iron, piping systems may be designed as
High Deformability Elements.
2. Cast-iron and plastic piping systems may be designed as Limited Deformability
Elements.
3 Glass piping systems shall be designed as Low Deformability Elements.
E. For the purposes of seismic design calculations, the base elevation, average roof
elevation, and total height of the structure, shall be as noted on the drawings.
The application height of the systems to be seismically restrained shall be determined by
review of the construction documents and consultation with the installing Contractor.
1.3 DETAILED SYSTEM REQUIREMENTS
A. All suspended systems and components shall be seismically restrained.
B. Request for omission of seismic restraints for a given system or component, must be
submitted to the Architect for review and acceptance. Omission request must include the
following:
1. Referenced code language that Contractor believes to be supportive of
requested seismic restraint omission.
2. Shop drawings indicating system or component included in omission request and
any other systems and components located within 10 feet of the requested
omission.
3. An itemized statement identifying the cost savings for labor and materials the
Contractor agrees to credit back to the Owner.
C. No omission of seismic restraint shall be permitted for the following:
1. All suspended emergency, life safety, and hazardous content systems and
components.
2. All fire protection sprinkler piping. The omission of seismic restraints for certain
sizes of fire protection sprinkler piping listed within NFPA, Factory Mutual, UL
and other standards shall not be allowed.
3. All suspended vibration isolated systems and components.
4. All suspended equipment.
D. Nonstructural components and systems shall be designed for the effects of combined
horizontal and vertical earthquake forces.
1.4 CONNECTIONS TO STRUCTURE
A. The design of seismic restraint connections to the building structure shall take into
account the following Point Load Limits. The restraint design at any given restraint
anchorage location shall not exceed the building structure limits identified below:
1. Roof deck without structural concrete: Attachment to roof deck is not permitted,
with the exception of suspended acoustic or drywall ceilings with hanger wires at
4' on center each way.
Carlsbad Joint First Responders Training Facility Seismic Requirements for Non Structural Components
Specifications 01610-2
2 Structural concrete slab-on-deck and cast-in-place concrete slabs: Loading not
to exceed 250 pounds vertically and 500 pounds horizontally at any single flute
within one span and no closer than 4' to any adjacent point load.
3 Structural Steel Framing
a. Horizontal:
i. Loading parallel to beam: Attachment shall be centered on
beam web and loading shall not exceed 500 pounds.
ii. Loading perpendicular to beam: Attachment shall be within top
1/3 of beam and loading shall not exceed 500 pounds.
b. Vertical:
i. Beam composite with structural concrete fill: Attachment shall
be centered on beam web and loading shall not exceed 1000
pound point load, 2,000 pounds total for single beam.
ii. Beam not composite with structural concrete fill: Attachment
shall be centered on beam web and loading shall not exceed 500
pound point load, 1000 pounds total for single beam.
4. Other items Not identified: Consult with project Structural Engineer of Record.
B. Beam clamps, and single and double flange mounts shall not be used to make seismic
restraint support connections.
C. When shallow expansion anchors, shallow chemical anchors, or shallow (low
deformability) cast-in-place anchors are used, the value of the component response
modification factor (RP) shall be 1.5 when determining the forces in the connected part.
D. Designs for drilled-in anchors to concrete shall use the manufacturer's ICC evaluation
report without capacity increases that may be indicated for special inspection allowable
tension values. Installation shall be per the ICC evaluation report requirements.
E. Design values for anchors tested in lightweight concrete may be used for anchors
installed in normal-weight concrete, provided the specified compressive strength of the
normal-weight concrete is equal to or greater than the specified compressive strength of
the lightweight concrete in which the anchor was tested.
F. Concrete screws and large diameter screw type concrete anchors shall not be used for
connections to concrete filled metal decking.
G. Cast-in-place inserts shall be constructed entirely of steel. Inserts that contain plastic,
cast-iron, etc., shall not be allowed for any seismic restraint connections to the building
structure.
H. Seismic restraint connections to the building structure for fire protection sprinkler piping
shall be engineered, sealed and signed by a California registered Structural Engineer
hired by Contractor.
1. Use of, reference of, reproduction of, etc., building structure details, designs,
assemblies, load rating, design capacities, etc., from NFPA shall not be
considered compliance or qualification with the Design Responsibility and Quality
Assurance requirements identified in 1.5, "SEISMIC RESTRAINTS".
I. When computing the embedment depth to diameter ratio for anchors and/or cast-in-place
inserts, the outside dimension of the anchor or insert shall be used as the diameter.
Carlsbad Joint First Responders Training Facility Seismic Requirements for Non Structural Components
Specifications 01610-3
1.5 SEISMIC RESTRAINTS
A. Design Responsibility
1. The Contractor is responsible for compliance with all seismic requirements for
nonstructural components in this contract. The Contractor shall provide seismic
restraint and gravity support designs engineered (sealed and signed) by a
California registered Structural Engineer (hired by Contractor) to meet the
specified requirements identified within these project construction documents and
required by the 2007 CBC.
2. Where conflicts are identified within this specifications section and/or between
this and other parts of the project specifications and/or governing code
requirements, the more stringent shall apply.
B. Quality Assurance
1. The Contractor shall not install any seismic restraints prior to review and
acceptance by the Architect.
2. The Contractor shall only submit and install seismic restraint designs that use
engineered seismic hardware brackets, as defined below in 1.5C, "Definitions".
3. For non-vibration isolated supported systems, the contractor shall only submit
and install seismic restraint designs that use captive or vibration resistant
engineered seismic hardware brackets, as defined below in 1.5C, "Definitions"
4. For vibration isolated supported systems, the Contractor shall only submit and
install seismic restraint designs that use vibration resistant, engineered seismic
hardware brackets, as defined below in 1.5C, "Definitions".
a. Contractor shall not submit or install any seismic restraint designs that
use non-captive, and/or non-compliant seismic hardware brackets, as
defined below in 1.5C, "Definitions".
b. Pre-approvals, approvals, listings, evaluation reports, pre-engineered
manuals, trade standards, etc., from entities such as, but not limited to,
Factory Mutual, ICC, NFPA, SMACNA, OSHPD, UL, Etc., shall not be
considered qualification of, or substitutions for, compliance with the
Design Responsibility and Quality Assurance requirements identified
within this specification.
Exception - Anchorage capacity designs for seismic restraints, vertical
supports, and other connections to concrete, metal decking, structural
steel, and other building structure connection points, may be derived
from appropriate ICC evaluation report data.
c. Contractor shall reimburse the project for all costs incurred for the
review of, inspection of, removal of, seismic restraint designs and/or
installations that do not comply with the Design Responsibility and
Quality Assurance requirements identified above.
C. Definitions
1. Engineered - Seismic Hardware Brackets: Those that have manufacturer
identified load capacities signed and sealed by a California registered Structural
Engineer. Service load capacities shall be derived from independent lab testing
of a seismic hardware bracket as an assembly.
a. Independent lab testing shall mean that the testing lab technician shall
not be employed by the seismic hardware manufacturer.
b. Seismic hardware test assemblies shall include, but shall not be limited
to, a seismic bracket, connection rod/anchorage size and material
type, washer size, and required installation procedure.
c. Load capacity determination shall take into account the following:
i. The yield point of the weakest component within the identified
tested assembly.
Carlsbad Joint First Responders Training Facility Seismic Requirements for Non Structural Components
Specifications 01610-4
ii. When more that one tested assembly is used to configure a
completed seismic restraint design, the weakest load capacity
of the components contained with the designed assembly shall
control the load capacity of the designed assembly.
2. Captive - Seismic Hardware Brackets: Those that completely enclose or
encircle the rod, anchor, bolt, fastener, etc. Examples of captive seismic
hardware brackets are, but not limited to the following manufacturer's part
numbers:
a. Badger Industries S1, S2, S3, S6, SHA, SHA-X, SB, SB-L.
b. B-Line B335, B634, B650,
c. ISAT & Tomarco RCHW, ABHW, ABF.
d. Mason Industries SCB.
e. TolcoFig. 910, 912, 913, 914.
3. Vibration Resistant - Seismic Hardware Brackets: Captive seismic brackets that
have been designed and manufactured with a vibration resistance feature that
provides resistance against the hex nut that is securing the seismic bracket from
becoming loose due to system vibrations.
4. Captive seismic hardware brackets such as those listed above in Part 1.03B.2
can be submitted for review and acceptance as vibration resistant seismic
hardware brackets, provided the submitted design is engineered and detailed to
include the use of lock washers or locking hex nuts.
5. Non-Captive - Seismic Hardware Brackets: Those that do not completely
enclose or encircle the rod, anchor, bolt fastener, etc. Under NO circumstance
shall the non-captive seismic hardware brackets identified below, or other similar
open hooked or open slotted seismic hardware brackets be allowed. Examples
on non-captive seismic hardware brackets are, but not limited to the following
manufacturer's part numbers:
a. ISAT - Tomarco RCC
b. Loos & Company URCR
c. Mason Industries SCBH
d. Tolco Fig. 981 & Fig. 991 seismic brackets.
6. Non-Compliant - Seismic Hardware Brackets: those that are designed to allow
for more than one brace arm member to be attached to the same seismic
hardware bracket. Under NO circumstance shall the non-compliant seismic
hardware brackets identified below or other similar non-compliant seismic
hardware brackets be allowed. Example of non-compliant seismic hardware
brackets are, but not limited to the following manufacturer's part numbers:
a. Loos & Company URC and URCR seismic brackets.
D. Design Requirements
1. The overall seismic restraint system design shall provide restraint in all
directions, including vertical.
2. In addition to any other limits on spacing, including those based on design loads,
seismic restraints shall not exceed the maximum spacing identified below,
provided the restraint connection force does not exceed that of the Point Load
Limits in 1.4A
a. Single Hanger or Trapeze Supported Steel Piping and Conduit -
Transversely 40 feet, Longitudinally 80 feet.
b. Single Hanger Supported Copper Tubing and Cast-Iron Piping -
Transversely 20 feet, Longitudinally 40 feet.
c. Trapeze Supported Copper Tubing - Transversely 40 feet, Longitudinally
80 feet.
d. Sheet Metal Ducting - Transversely 40 feet, Longitudinally 80 feet.
e. Trapeze Supported Metal Cable Tray or Bus Duct - Transversely 40
feet, Longitudinally 80 feet.
Carlsbad Joint First Responders Training Facility Seismic Requirements for Non Structural Components
Specifications 01610-5
f. Center Hung or Single Hanger Supported Metal Cable Tray or Bus Duct
- Transversely 40 feet, Longitudinally 80 feet
g. Systems with hazardous content including but not limited to natural gas,
fuel, and toxic or combustible substances shall have maximum restraint
spacings limited to - Transversely 20 feet, Longitudinally 40 feet.
h. Plastic piping, glass piping, fiberglass ducts, wire type trays, and other
items not identified above shall have maximum restraint spacings limited
to that identified in writing by the manufacturer of the item to be braced.
3. Seismic restraints shall not be installed with brace angles greater than 45
degrees from the horizontal.
4. The connection and assembly configuration of seismic restraint to system /
item(s) being restrained, shall provide for adequate load transfer. (Example: do
not attach seismic restraint over pipe insulation - if pipe insulation is not rated to
adequately transfer seismic design loads to restraint.)
5. Seismic restraints shall not transmit gravity loads, induce uplift, and/or
misalignment to the system or item being restrained.
6. Seismic restraints shall be installed at, or within 4 inches of, a vertical support for
that equipment or conveyance. The vertical support shall be designed as part of
the seismic restraint assembly.
7. Longitudinal restraints may also act as transverse restraints if the restraint is
installed within 24 inches of a 90-degree change in direction, if shown adequate
by engineering design or testing.
8. Conduits, pipes, cable trays, ducts, etc., shall be properly attached to each
braced or non-braced trapeze support.
9. Multiple tiered or layered trapeze support configurations shall be seismically
restrained at each individual tier or layer.
10. Single hanger supported piping, tubing, conduits and fire protection sprinkler
piping shall be supported at seismic restraint locations by standard duty, clevis
hangers, J-hangers or seismic hanger clamps. Under no circumstance shall the
use of other type hangers (e.g. band, ring, loop, light duty, extended, etc.) be
allowed.
11. Vertical support rod(s) at seismic restraint locations shall pass through the
trapeze or hanger support and shall have hex nuts installed on both the bottom
and the topside of the support.
12. Vertical support rods and connections to the building structure at the seismic
restraint location shall be sized to address calculated seismic tension and
compression design loads.
13. All vertical support rod(s) at seismic restraint locations including fire protection
sprinkler piping shall be installed with rod stiffeners. Rod stiffeners may be
omitted if the vertical support rod(s) at a given seismic restraint location have
individual hanger rod lengths equal to / or less than 45 times the rod diameter.
14. Seismic restraint designs and installations for non-vibration isolated systems can
use either rigid or flexible brace arm members. Do not mix rigid and flexible
brace arms at a given restraint location.
15. Vibration isolation devices for suspended applications shall be connected directly
to the underside of the building structure, (e.g. not from hanger rod).
16. Vertical supports suspended from the vibration isolation device shall include limit
stops, designed by the vibration isolation device manufacturer to prevent over-
travel.
17. Do not design, install, or use, seismic restraints on systems or items that are
subject to hydrodynamic / thermal expansion and contraction, without properly
providing for those required movements.
18. Provide appropriately sized openings in walls, floors, and ceilings for anticipated
seismic movement. Maintain specified fire rating at penetrations through fire
rated surfaces.
Carlsbad Joint First Responders Training Facility Seismic Requirements for Non Structural Components
Specifications 01610-6
19. Systems crossing building seismic or expansion joints, passing from building to
building, or supported from different portions of the building shall be installed to
allow for differential displacements without damaging the system, its restraints, or
support connections.
Systems Components
1. Seismic Hardware Manufacturers
a. The manufacturer's seismic hardware brackets shall fully comply with the
Quality Assurance requirements of this specification.
2. Seismic Bracing Components
a. Seismic restraint components shall include, but shall not be limited to the
following:
i. Seismic Brackets
ii. Rod Stiffener Clamps / Brackets
iii. Strut
iv. Strut Nuts
v. Aircraft Cable
vi. Cable Clamps / Fittings
vii. Anchors
viii. Bolts
ix. Hex Nuts
x. Washers
xi. Threaded Rod
xii. Hangers
xiii. Strut Clamps
b. For interior applications components shall be commercial grade steel with
a minimum electro galvanized zinc coating thickness of 0.5 mils. Exterior
and special interior environment applications seismic restraint
components shall be 316 Stainless Steel.
Installation
1.
2.
3.
6.
1.6 SUBMITTALS
Contractor shall install seismic restraints per the engineered designs reviewed
and accepted by the Architect and when applicable, the Authority Having
Jurisdiction (AHJ).
Contractor shall coordinate and resolve seismic restraint conflicts with other
trades at the Contractors expense. Conflicts shall be resolved in a timely manor,
so as not to delay the project construction time schedule.
Contractor shall upon completion of installation of seismic restraints, give written
notice to the Architect AHJ and inspector of Record that the work has been
completed and is ready for inspection.
See the vibration isolation section of the project specifications for the design and
installation requirements of vibration isolated devices for system and/or
components, which are to be suspended from, attached to, and/or installed as
part of this project.
See the vibration isolation section of the project specifications for the design and
installation connection requirements for vibration and non-vibration isolated
equipment.
Support and hanger requirements for non-seismic, gravity-only supports and
hanger configurations are to be installed per their appropriate support
specification section and shall meet the requirements of the 2007 CBC.
A. These submittal requirements are in addition to other submittal requirements stated
elsewhere in the contract documents. One reproducible submittal copy will be returned.
Carlsbad Joint First Responders Training Facility
Specifications
Seismic Requirements for Non Structural Components
01610-7
B. Contractor shall submit engineered seismic restraint designs to the Architect for the non-
structural components including but not limited to, the items listed in 1.1B. Documents
shall be prepared in accordance with ASCE/SEI 7-05 Section 13 signed and sealed by
the Contractor's California registered Structural Engineer responsible for their
preparation. Calculations will be reviewed for compliance with design criteria only.
C. Each of the applicable Schedules, Charts and Drawings shall include the following design
installation data for each individual design application:
1. Item Description
2. Weight
3. Number of Vertical Supports
4. Vertical Support Size
5. Restraint / Brace Spacing
6. Restraint / Brace Type
7. Restraint / Brace Lay Out Pattern
8. Restraint / Brace to Structure Connection Detail Reference
D. Each of the applicable Schedules or Charts shall include the calculated seismic values.
E. Submit applicable engineered seismic restraint to structure connection anchorage detail
sheets with calculations and corresponding ICC evaluation report data sheets, signed
and sealed by a California registered Structural Engineer.
F.Submit applicable manufacturer's, engineered seismic hardware data and installation detail
sheets, signed and sealed by a California registered Structural Engineer.
G. Submit shop drawings with layout of seismic restraint locations for review and
acceptance as follows:
1. Layout drawings shall accurately represent the intended systems, size,
routing and seismic restraint locations.
2. Layout drawings shall provide a minimum of 2 transverse and 1 longitudinal
seismic restraints per system run. Seismic restraint layout shall account for
system changes in direction, off sets, material type, joint / assembly method, etc.
3. Layout drawings shall include coordinated reflected ceiling plans, showing all
seismic restraint locations.
4. Any conflicts shall be addressed before starting installation of restraints.
H. The Contractor shall submit As Built / Record Drawings accurately identifying all actual
installed seismic restraint locations and layouts. These As Built / Record Drawings shall
be signed and sealed by a California registered Structural Engineer.
I. Submittals for fire protection sprinkler piping systems must first be submitted to the
Architect for review and acceptance. Once accepted, the approved submittal shall then
be submitted to the local Fire Protection Authority Having Jurisdiction (AHJ), for their
review and approval.
1. Contractor shall include with the submittal to the AHJ a cover letter stating that
the:
a. Fire protection sprinkler piping system has been engineered, sealed, and
signed by a California registered Structural Engineer to meet the
specified requirements of the approved and permitted construction
documents.
b. Fire protection sprinkler piping system has been submitted to, reviewed
and accepted by the Architect as required by the approved and permitted
construction documents.
Carlsbad Joint First Responders Training Facility Seismic Requirements for Non Structural Components
Specifications 01610-8
c. Review of the fire protection sprinkler piping system by the Architect is
limited to the effects these seismic restraints will impart to the supporting
building structure and components.
d. Review and acceptance of the fire protection sprinkler piping system by
the Architect did not include or cover the design integrity or code
compliance of the general design and service aspects (e.g. flow,
coverage, pressure, size, etc.) fire protection sprinkler piping system.
2. Once approved by the AHJ the Contractor shall provide the Architect a complete
set of the AHJ approved documents, clearly identifying all seismic restraint
related changes.
PART 2 - PRODUCTS
Not applicable
PART 3 - EXECUTION
Not applicable
END OF SECTION
Carlsbad Joint First Responders Training Facility Seismic Requirements for Non Structural Components
Specifications 01610-9
SECTION 01615
MATERIAL AND EQUIPMENT
PART 1GENERAL
1.01 Summary
A. Material and equipment incorporated in the Work shall be new, unless otherwise specified; in a
condition acceptable to the Owner and suitable for the use intended.
B. No material or equipment shall be used for any purpose other than for which it is designed or
specified.
C. Reuse of Existing Material and Equipment:
1. Material and equipment intended for reuse in the Work is indicated on the Drawings and in
the Specifications.
2. Use special care in removal, handling, storage and reinstallation to assure proper function in
the completed Work.
3. Arrange for transportation, storage and handling of items, which require off-site storage,
restoration or renovation and pay the costs for such Work.
1.02 Transportation and Handling
A. Manufactured products shall be delivered in the manufacturer's original, unbroken containers or
packaging, with identifying labels intact and legible.
B. Immediately on delivery, inspect shipments to assure compliance with the requirements of the
Contract Documents and approved submittals and to verify that products are properly protected
and undamaged.
C. Handle products in a manner to avoid soiling and damaging the products and their packaging.
D. Promptly remove damaged and defective products from the site and replace at no increase in
Agreement Sum.
1.03 Storage
A. Store manufactured products in accordance with the manufacturer's instruction, with seals and
labels intact and legible.
1. Store products subject to damage by the elements in weather tight enclosures.
2. Maintain temperature and humidity within the ranges specified by the manufacturers.
B. Exterior Storage:
1. Store fabricated products above the ground, on blocking or skids, to prevent soiling and
staining.
2. Cover products, which are subject to deterioration with impervious sheet coverings; provide
adequate ventilation to avoid condensation.
3. Store loose granular material in a well-drained area on solid surfaces to prevent mixing with
foreign matter.
C. Arrange storage to facilitate inspection.
D. Periodically inspect stored products to assure that products are maintained under specified
conditions and free from damage and deterioration.
E. Protection After Installation:
1. Provide substantial coverings as necessary to protect installed products from damage from
traffic and construction operations. Remove coverings when no longer needed.
2. Maintain temperature and humidity conditions for interior equipment and finish products in
accordance with the manufacturer's instructions.
1.04 Substitutions
Carlsbad Joint First Responders Training Facility MATERIAL AND EQUIPMENT
Specifications 01615-1
A. Substitutions for products identified in the Contract Documents may be proposed only if the items
indicated or specified or approved during the Bid period have subsequently become unavailable.
B. Whenever a product is identified in the Contract Documents by reference to manufacturer's
name, trade name, catalog number or the like, it is so identified for the purpose of establishing a
standard. Products of other manufacturers may be equally acceptable, provided the proposed
products are, in the opinion of the Owner, of equal quality, utility and appearance.
C. In requesting approval for a substitution, the Contractor represents that he:
1. Has investigated the proposed product and determined that it is equal to or superior to that
indicated or specified.
2. Shall furnish the same guaranties/warranties or bonds for the substitution as for the product
indicated or specified.
3. Shall coordinate the installation of an accepted substitution into the Work and make such
other changes as required to make the Work complete and in compliance with the Contract
Documents and applicable regulatory requirements.
4. Waives claims for additional costs, which may subsequently become apparent, associated
with the substitution.
D. Requests for approval for a substitution shall be submitted in writing on the form found in Section
01130, and be accompanied by sufficient information to enable proper evaluation to be made.
Submit with request:
1. Complete technical data, including drawings, performance specifications, cost data, samples
and test reports of the product proposed for substitution. Submit additional information, if
required by the Owner.
2. Data similar to that specified for the item for which substitution is proposed.
3. Affect on the construction schedule.
4. Complete breakdown of costs indicating the amount to be added or deducted from the
Agreement Sum if the proposed substitution is accepted.
5. Signed statement that the proposed substitution is in full compliance with the Contract
Documents and applicable regulatory requirements.
6. List of other Work, if any, which may be affected by the substitution. Be responsible for the
affect of a substitution upon related Work in the Project and pay the additional costs
generated by an approved substitution, including the cost of the Owner's additional
consultant services associated therewith.
7. Information on availability of maintenance services and source of replacement materials.
8. Sample of manufacturer's standard form of guaranty or warranty for proposed substitution.
E. The Owner will review requests for substitutions with reasonable promptness and notify the
Contractor, in writing, of its decision to accept or reject proposed substitutions.
F. The Owner and Architect will be the sole judge of the acceptability of proposed substitution and its
determination will be final.
G. Approval of a substitution shall not relieve the Contractor from responsibility for the proper
execution of the Work and any other requirements of the Contract Documents.
H. If a substitution is not approved, use the product originally specified or indicated.
I. No substitution shall be purchased or incorporated in the Work without the Owner and Architect's
prior written approval.
Carlsbad Joint First Responders Training Facility MATERIAL AND EQUIPMENT
Specifications 01615-2
1.05 Product Options
A. For products indicated or specified only by reference standard, select any product meeting such
standard.
B. For products indicated or specified by naming several products or manufacturer's, select any one
of the products or manufacturers named which complies with the specified requirements or
submit a request in the same manner as for substitutions for a product or manufacturer not
specifically named.
C. For products indicated or specified by naming only one product and manufacturer, followed by the
words "no substitution allowed" there is no option.
PART 2PRODUCTS NOT APPLICABLE
PART 3 EXECUTIONS NOT APPLICABLE
END OF SECTION
Carlsbad Joint First Responders Training Facility MATERIAL AND EQUIPMENT
Specifications 01615-3
SECTION 01700
EXECUTION REQUIREMENTS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Examination, preparation, and general installation procedures.
B. Requirements for alterations work, including selective demolition, except removal, disposal,
and/or remediation of hazardous materials and toxic substances.
C. Pre-installation meetings.
D. Cutting and patching.
E. Surveying for laying out the work.
F. Cleaning and protection.
G. Starting of systems and equipment.
H. Demonstration and instruction of Owner personnel.
I. Closeout procedures, except payment procedures.
J. General requirements for maintenance service.
1.02 RELATED REQUIREMENTS
B. Section 01400 - Quality Requirements: Testing and inspection procedures.
E. Section 01780 - Closeout Submittals: Project record documents, operation and maintenance
data, warranties.
F. Section 02375 - Storm Water Pollution Prevention: Additional erosion and sedimentation
control requirements.
1.03 SUBMITTALS
A. See Section 01300 - Administrative Requirements, for submittal procedures.
B. Survey work: Submit name, address, and telephone number of Surveyor before starting survey
work.
1. On request, submit documentation verifying accuracy of survey work.
2. Submit a copy of site drawing signed by the Land Surveyor, that the elevations and locations
of the work are in conformance with Contract Documents.
3. Submit surveys and survey logs for the project record.
C. Cutting and Patching: Submit written request in advance of cutting or alteration that affects:
1. Structural integrity of any element of Project.
2. Integrity of weather exposed or moisture resistant element.
3. Efficiency, maintenance, or safety of any operational element.
4. Visual qualities of sight exposed elements.
5. Work of Owner or separate Contractor.
Carlsbad Joint First Responders Training Facility EXECUTION REQUIREMENTS
Specifications 01700-1
6. Include in request:
a. Identification of Project.
b. Location and description of affected work.
c. Necessity for cutting or alteration.
d. Description of proposed work and products to be used.
e. Effect on work of Owner or separate Contractor.
f. Written permission of affected separate Contractor.
g. Date and time work will be executed.
D. Project Record Documents: Accurately record actual locations of capped and active utilities.
1.04 QUALIFICATIONS
A. For survey work, employ a land surveyor registered in California and acceptable to Architect.
Submit evidence of Surveyor's Errors and Omissions insurance coverage in the form of an
Insurance Certificate.
B. For field engineering, employ a professional engineer of the discipline required for specific service
on Project, licensed in California.
1.05 PROJECT CONDITIONS
A. Grade site to drain. Maintain excavations free of water. Provide, operate, and maintain
pumping equipment.
B. Protect site from puddling or running water. Provide water barriers as required to protect site
from soil erosion.
C. Ventilate enclosed areas to assist cure of materials, to dissipate humidity, and to prevent
accumulation of dust, fumes, vapors, or gases.
D. Dust Control: Execute work by methods to minimize raising dust from construction operations.
Provide positive means to prevent air-borne dust from dispersing into atmosphere and over
adjacent property.
E. Erosion and Sediment Control: Plan and execute work by methods to control surface drainage
from cuts and fills, from borrow and waste disposal areas. Prevent erosion and sedimentation.
1. Provide temporary measures such as berms, dikes, and drains, to prevent water flow.
2. Construct fill and waste areas by selective placement to avoid erosive surface silts or clays.
F. Noise Control: Provide methods, means, and facilities to minimize noise produced by
construction operations.
G. Pest and Rodent Control: Provide methods, means, and facilities to prevent pests and insects
from damaging the work.
H. Rodent Control: Provide methods, means, and facilities to prevent rodents from accessing or
invading premises.
I. Pollution Control: Provide methods, means, and facilities to prevent contamination of soil, water,
and atmosphere from discharge of noxious, toxic substances, and pollutants produced by
construction operations. Comply with federal, state, and local regulations.
1.06 COORDINATION
A. Coordinate scheduling, submittals, and work of the various sections of the Project Manual to
ensure efficient and orderly sequence of installation of interdependent construction elements,
with provisions for accommodating items installed later.
B. Notify affected utility companies and comply with their requirements.
Carlsbad Joint First Responders Training Facility EXECUTION REQUIREMENTS
Specifications 01700 - 2
C. Verify that utility requirements and characteristics of new operating equipment are compatible
with building utilities. Coordinate work of various sections having interdependent responsibilities
for installing, connecting to, and placing in service, such equipment.
D. Coordinate space requirements, supports, and installation of mechanical and electrical work that
are indicated diagrammatically on Drawings. Follow routing shown for pipes, ducts, and conduit,
as closely as practicable; place runs parallel with lines of building. Utilize spaces efficiently to
maximize accessibility for other installations, for maintenance, and for repairs.
E. In finished areas except as otherwise indicated, conceal pipes, ducts, and wiring within the
construction. Coordinate locations of fixtures and outlets with finish elements.
F. Coordinate completion and clean-up of work of separate sections.
G. After Owner occupancy of premises, coordinate access to site for correction of defective work and
work not in accordance with Contract Documents, to minimize disruption of Owner's activities.
PART 2 PRODUCTS
2.01 PATCHING MATERIALS
A. New Materials: As specified in product sections; match existing products and work for patching
and extending work.
B. Type and Quality of Existing Products: Determine by inspecting and testing products where
necessary, referring to existing work as a standard.
C. Product Substitution: For any proposed change in materials, submit request for substitution
described in Section 01600.
PARTS EXECUTION
3.01 EXAMINATION
A. Verify that existing site conditions and substrate surfaces are acceptable for subsequent work.
Start of work means acceptance of existing conditions.
B. Verify that existing substrate is capable of structural support or attachment of new work being
applied or attached.
C. Examine and verify specific conditions described in individual specification sections.
D. Take field measurements before confirming product orders or beginning fabrication, to minimize
waste due to over-ordering or mis-fabrication.
E. Verify that utility services are available, of the correct characteristics, and in the correct locations.
F. Prior to Cutting: Examine existing conditions prior to commencing work, including elements
subject to damage or movement during cutting and patching. After uncovering existing work,
assess conditions affecting performance of work. Beginning of cutting or patching means
acceptance of existing conditions.
3.02 PREPARATION
A. Clean substrate surfaces prior to applying next material or substance.
B. Seal cracks or openings of substrate prior to applying next material or substance.
C. Apply manufacturer required or recommended substrate primer, sealer, or conditioner prior to
applying any new material or substance in contact or bond.
Carlsbad Joint First Responders Training Facility EXECUTION REQUIREMENTS
Specifications 01700 - 3
3.03 PREINSTALLATION MEETINGS
A. When required in individual specification sections, convene a preinstallation meeting at the site
prior to commencing work of the section.
B. Require attendance of parties directly affecting, or affected by, work of the specific section.
C. Notify Owner four days in advance of meeting date.
D. Prepare agenda and preside at meeting:
1. Review conditions of examination, preparation and installation procedures.
2. Review coordination with related work.
E. Record minutes and distribute copies within two days after meeting to participants, with two
copies to Owner, participants, and those affected by decisions made.
3.04 LAYING OUT THE WORK
A. Verify locations of survey control points prior to starting work.
B. Promptly notify Architect of any discrepancies discovered.
C. Protect survey control points prior to starting site work; preserve permanent reference points
during construction.
D. Promptly report to Architect the loss or destruction of any reference point or relocation required
because of changes in grades or other reasons.
E. Replace dislocated survey control points based on original survey control. Make no changes
without prior written notice to Owner.
F. Utilize recognized engineering survey practices.
G. Establish elevations, lines and levels. Locate and lay out by instrumentation and similar
appropriate means:
1. Site improvements including pavements; stakes for grading, fill and topsoil placement; utility
locations, slopes, and invert elevations.
2. Grid or axis for structures.
3. Building foundation, column locations, ground floor elevations.
H. Periodically verify layouts by same means.
I. Maintain a complete and accurate log of control and survey work as it progresses.
3.05 GENERAL INSTALLATION REQUIREMENTS
A. Install products as specified in individual sections, in accordance with manufacturer's instructions
and recommendations, and so as to avoid waste due to necessity for replacement.
B. Make vertical elements plumb and horizontal elements level, unless otherwise indicated.
C. Install equipment and fittings plumb and level, neatly aligned with adjacent vertical and horizontal
lines, unless otherwise indicated.
D. Make consistent texture on surfaces, with seamless transitions, unless otherwise indicated.
E. Make neat transitions between different surfaces, maintaining texture and appearance.
Carlsbad Joint First Responders Training Facility EXECUTION REQUIREMENTS
Specifications 01700 - 4
3.06 ALTERATIONS
A. Drawings showing existing construction and utilities are based on casual field observation and
existing record documents only.
1. Verify that construction and utility arrangements are as shown.
2. Report discrepancies to Architect before disturbing existing installation.
3. Beginning of alterations work constitutes acceptance of existing conditions.
B. Remove existing work as indicated and as required to accomplish new work.
1. Remove items indicated on drawings.
2. Relocate items indicated on drawings.
3. Where new surface finishes are to be applied to existing work, perform removals, patch, and
prepare existing surfaces as required to receive new finish; remove existing finish if
necessary for successful application of new finish.
4. Where new surface finishes are not specified or indicated, patch holes and damaged
surfaces to match adjacent finished surfaces as closely as possible.
C. Services (Including but not limited to HVAC, Plumbing, Fire Protection, Electrical, and
Telecommunications): Remove, relocate, and extend existing systems to accommodate new
construction.
1. Maintain existing active systems that are to remain in operation; maintain access to
equipment and operational components; if necessary, modify installation to allow access or
provide access panel.
2. Where existing systems or equipment are not active and Contract Documents require
reactivation, put back into operational condition; repair supply, distribution, and equipment
as required.
3. Where existing active systems serve occupied facilities but are to be replaced with new
services, maintain existing systems in service until new systems are complete and ready for
service.
a. Disable existing systems only to make switchovers and connections; minimize duration
of outages.
b. Provide temporary connections as required to maintain existing systems in service.
4. Verify that abandoned services serve only abandoned facilities.
5. Remove abandoned pipe, ducts, conduits, and equipment, including those above accessible
ceilings; remove back to source of supply where possible, otherwise cap stub and tag with
identification; patch holes left by removal using materials specified for new construction.
D. Protect existing work to remain.
1. Prevent movement of structure; provide shoring and bracing if necessary.
2. Perform cutting to accomplish removals neatly and as specified for cutting new work.
3. Repair adjacent construction and finishes damaged during removal work.
E. Adapt existing work to fit new work: Make as neat and smooth transition as possible.
F. Patching: Where the existing surface is not indicated to be refinished, patch to match the surface
finish that existed prior to cutting. Where the surface is indicated to be refinished, patch so that
the substrate is ready for the new finish.
G. Refinish existing surfaces as indicated:
1. Where rooms or spaces are indicated to be refinished, refinish all visible existing surfaces to
remain to the specified condition for each material, with a neat transition to adjacent finishes.
2. If mechanical or electrical work is exposed accidentally during the work, re-cover and refinish
to match.
Carlsbad Joint First Responders Training Facility EXECUTION REQUIREMENTS
Specifications 01700 - 5
H. Clean existing systems and equipment.
I. Remove demolition debris and abandoned items from alterations areas and dispose of off-site; do
not burn or bury.
J. Do not begin new construction in alterations areas before demolition is complete.
K. Comply with all other applicable requirements of this section.
3.07 CUTTING AND PATCHING
A. Whenever possible, execute the work by methods that avoid cutting or patching.
B. See Alterations article above for additional requirements.
C. Perform whatever cutting and patching is necessary to:
1. Complete the work.
2. Fit products together to integrate with other work.
3. Provide openings for penetration of mechanical, electrical, and other services.
4. Match work that has been cut to adjacent work.
5. Repair areas adjacent to cuts to required condition.
6. Repair new work damaged by subsequent work.
7. Remove samples of installed work for testing when requested.
8. Remove and replace defective and non-conforming work.
D. Execute work by methods that avoid damage to other work and that will provide appropriate
surfaces to receive patching and finishing. In existing work, minimize damage and restore to
original condition.
E. Employ original installer to perform cutting for weather exposed and moisture resistant elements,
and sight exposed surfaces.
F. Cut rigid materials using masonry saw or core drill. Pneumatic tools not allowed without prior
approval.
G. Restore work with new products in accordance with requirements of Contract Documents.
H. Fit work air tight to pipes, sleeves, ducts, conduit, and other penetrations through surfaces.
I. At penetrations of fire rated walls, partitions, ceiling, or floor construction, completely seal voids
with fire rated material in accordance with Section 07840, to full thickness of the penetrated
element.
J. Patching:
1. Finish patched surfaces to match finish that existed prior to patching. On continuous
surfaces, refinish to nearest intersection or natural break. For an assembly, refinish entire
unit.
2. Match color, texture, and appearance.
3. Repair patched surfaces that are damaged, lifted, discolored, or showing other imperfections
due to patching work. If defects are due to condition of substrate, repair substrate prior to
repairing finish.
3.08 PROGRESS CLEANING
A. Maintain areas free of waste materials, debris, and rubbish. Maintain site in a clean and orderly
condition.
B. Remove debris and rubbish from pipe chases, plenums, attics, crawl spaces, and other closed or
remote spaces, prior to enclosing the space.
C. Broom and vacuum clean interior areas prior to start of surface finishing, and continue cleaning to
eliminate dust.
Carlsbad Joint First Responders Training Facility EXECUTION REQUIREMENTS
Specifications 01700-6
D. Collect and remove waste materials, debris, and trash/rubbish from site periodically and dispose
off-site; do not burn or bury.
3.09 PROTECTION OF INSTALLED WORK
A. Protect installed work from damage by construction operations.
B. Provide special protection where specified in individual specification sections.
C. Provide temporary and removable protection for installed products. Control activity in immediate
work area to prevent damage.
D. Provide protective coverings at walls, projections, jambs, sills, and soffits of openings.
E. Protect finished floors, stairs, and other surfaces from traffic, dirt, wear, damage, or movement of
heavy objects, by protecting with durable sheet materials.
F. Prohibit traffic or storage upon waterproofed or roofed surfaces. If traffic or activity is necessary,
obtain recommendations for protection from waterproofing or roofing material manufacturer.
G. Remove protective coverings when no longer needed; reuse or recycle plastic coverings if
possible.
3.10 SYSTEM STARTUP
A. Coordinate schedule for start-up of various equipment and systems.
B. Verify that each piece of equipment or system has been checked for proper lubrication, drive
rotation, belt tension, control sequence, and for conditions that may cause damage.
C. Verify tests, meter readings, and specified electrical characteristics agree with those required by
the equipment or system manufacturer.
D. Verify that wiring and support components for equipment are complete and tested.
E. Execute start-up under supervision of applicable Contractor personnel and manufacturer's
representative in accordance with manufacturers' instructions.
F. Submit a written report that equipment or system has been properly installed and is functioning
correctly.
3.11 ADJUSTING
A. Adjust operating products and equipment to ensure smooth and unhindered operation.
3.12 FINAL CLEANING
A. Use cleaning materials that are nonhazardous.
B. Clean interior and exterior glass, surfaces exposed to view; remove temporary labels, stains and
foreign substances, polish transparent and glossy surfaces, vacuum carpeted and soft surfaces.
C. Clean equipment and fixtures to a sanitary condition with cleaning materials appropriate to the
surface and material being cleaned.
D. Clean filters of operating equipment.
E. Clean debris from roofs, gutters, downspouts, and drainage systems.
F. Clean site; sweep paved areas, rake clean landscaped surfaces.
G. Remove waste, surplus materials, trash/rubbish, and construction facilities from the site; dispose
of in legal manner; do not burn or bury.
3.14 CLOSEOUT PROCEDURES
A. Make submittals that are required by governing or other authorities.
Carlsbad Joint First Responders Training Facility EXECUTION REQUIREMENTS
Specifications 01700 - 7
1. Provide copies to Owner.
B. Notify Owner when work is considered ready for Substantial Completion.
C. Submit written certification that Contract Documents have been reviewed, work has been
inspected, and that work is complete in accordance with Contract Documents and ready for
Owner's review.
D. Correct items of work listed in executed Certificates of Substantial Completion and comply with
requirements for access to Owner-occupied areas.
E. Notify Owner when work is considered finally complete.
F. Complete items of work determined by Owner's final inspection.
3.15 MAINTENANCE
A. Provide service and maintenance of components indicated in specification sections.
B. Maintenance Period: As indicated in specification sections or, if not indicated, not less than one
year from the Date of Substantial Completion or the length of the specified warranty, whichever is
longer.
C. Examine system components at a frequency consistent with reliable operation. Clean, adjust,
and lubricate as required.
D. Include systematic examination, adjustment, and lubrication of components. Repair or replace
parts whenever required. Use parts produced by the manufacturer of the original component.
E. Maintenance service shall not be assigned or transferred to any agent or subcontractor without
prior written consent of the Owner.
END OF SECTION
Carlsbad Joint First Responders Training Facility EXECUTION REQUIREMENTS
Specifications 01700-8
SECTION 01720
PROJECT RECORD DOCUMENTS
PART 1 GENERAL
1.01 Summary
A. This Section describes the requirements for Project Closeout, including provisions for remedial
Work and extra materials, damage and restoration, project Record Drawings, operating and
maintenance data, instruction of OWNER personnel, guaranties, warranties and bonds,
substantial completion, service and maintenance contracts, preparation for final inspection, final
cleaning, and warranty performance.
1.02 Remedial Work
A. Repair or replace defects resulting from faulty fabrication, installation or materials; at no additional
• cost to the OWNER.
B. Coordinate work with the OWNER and minimize interruption and inconvenience to the OWNER'S
operations.
1.03 Damage and Restoration
A. Restore or replace materials and finishes damaged from movement of equipment or other
operations at no additional expense to the OWNER; as directed.
B. Restore damaged work to be equal to the original. Match the appearance of existing adjacent
Work.
1.04 Extra Materials
A. Furnish extra materials in the quantities and manners specified in the various sections of the
specification. Deliver extra materials, clearly marked with the project number and name, to the
OWNER'S receiving area specified by the OWNER'S Project Manager.
B. Deliver and certify extra materials prior to Substantial Completion.
1.05 Project Record Documents
A. Maintenance of Documents and Samples:
1. Store project Record Documents and samples in the field office apart from documents used
for construction.
2. Maintain project Record Documents in a clean, dry, legible condition and in good order.
3. Do not use Project Record Documents for construction.
B. Recording:
1. Record information carefully and neatly, with red ink ballpoint pens.
2. Label each drawing 'Record Drawing' in large, neat, printed letters. Label the record copy of
other documents "Record".
C. Record Drawings:
1. Record the following information on the record drawings. Obtain verification of changes by
Inspector's initialing of each change.
a. Changes made by Change Orders and other modifications described in the Contract
Documents.
b. Locations of Work buried under and outside the building, such as plumbing and
electrical lines and conduits. Establish locations of underground Work by dimensions
to column lines or walls, locating turns, and by centerline or invert elevations and rates
of fall.
c. Locations of significant Work concealed inside the building whose general locations
have been changed, as approved, from those shown on the Contract Documents.
Give sufficient information to easily locate work concealed in the building.
Carlsbad Joint First Responders Training Facility PROJECT RECORD DOCUMENTS
Specifications 01720-1
d. Locations of items, not necessarily concealed, which have been changed, as approved,
from the locations shown on the Contract Documents.
e. Nameplate data, description, and serial numbers of all equipment listed on equipment
schedules.
f. In addition to the previously specified requirements for Record Drawings:
1) Keep up to date during the entire progress of the Work and make available to the
OWNER at any time.
2) Furnish additional drawings as necessary for clarification.
3) Record deviations from the sizes, locations and other features of installations
shown in the Contract Documents.
4) Drawing to scale:
(a) Locate main runs of piping, conduit, ductwork and similar items by
dimensions.
(b) Locate other items either by dimensions or in relation to spaces within the
building.
2. Furnish reproducible Record Drawings, made from final Shop Drawings, which have been
updated to show actual conditions, as specified in the individual specification sections.
D. Transmittal to the OWNER. At time of acceptance of the Work and prior to final payment, using
the record drawings for reference, prepare 'Record Drawing' drawings on permanent,
transparent, reproducible prints furnished by the OWNER.
E. Specifications and Addenda:
1. Mark each Specification Section to record:
a. Manufacturer, trade name, catalog number and supplier of each product and item
actually incorporated in the Work.
b. Changes made by Change Order and other modifications described In the Contract
Documents.
F. Large-scale layout drawings:
1. The preparation of large-scale, detailed layout drawings may be required for the work of
Division's 15 and 16 of these Specifications. These layout drawings are not Shop Drawings
as defined by the Contract Documents, but, together with Shop Drawings or layout drawings
of other affected Work, are used to check, coordinate and integrate the various types of
work.
2. If furnished, include the layout drawings as part of the Project Record Drawings.
G. As-Built Construction Schedule: Using as a basis the latest update of the Progress Schedule
required by other Sections, submit an 'As built' Construction Schedule to indicate the actual dates
and duration's of the various construction activities.
H. Sign and date the completed Project Record Documents and submit them to the OWNER for
review and acceptance prior to any request for verification of Substantial Completion.
1.06 Operating and Maintenance Data
A. General: Where maintenance manuals, record data and operating instructions are required in the
individual Specifications Sections, prepare such in three-ring, durable, plastic binders sized for
8-1/2 x 11-inch sheets and including at least the following:
1. Identification on, or readable through, the front cover with the Project name and address and
the general subject matter contained in the manual.
2. Neatly typewritten index near the front of the manual furnishing immediate information as to
locations in the manual of emergency data regarding the equipment included in the manual.
3. Complete instructions regarding operation and maintenance of the equipment included in the
manual.
4. Complete nomenclature of replaceable parts, their part numbers, current cost and name and
address of nearest source of parts.
5. Copy of each guaranty/warranty and service agreement issued for the equipment included in
the manual.
Carlsbad Joint First Responders Training Facility PROJECT RECORD DOCUMENTS
Specifications 01720 - 2
6. Prepare and include additional data as required for the Instruction of the OWNER'S operating
and maintenance personnel.
B. Extraneous Data: Where contents of manuals include manufacturers' catalog pages, clearly
indicate the items included in this installation and delete or otherwise clearly indicate, data which
is not applicable to this installation.
C. Shop Drawings: With each copy of the manual, furnish one set of applicable approved Shop
Drawings showing changes made during construction.
D. Number of Copies Required. Unless otherwise specified, submit four copies of Mechanical and
Electrical manuals and two copies of other manuals.
1.07 Instruction of OWNER Personnel
A. Where specified in the individual Specifications Sections, furnish qualified personnel for
on-the-job instruction of the OWNER'S operating and maintenance personnel.
B. Furnish instruction, including special start-ups and running time, prior to Substantial Completion,
at no additional expense to the OWNER.
1.08 Guaranties / Warranties and Bonds
A. General:
1. Manufacturers' warranties notwithstanding, warrant the entire Work against defects in
materials, fabrication, installation and operation for 12 months from the date of acceptance.
Provide guarantee, warrantee or bond as required in the individual Specification Sections in
addition to the general warranty of construction.
2. Warranties between Contractor and manufacturers, and the Contractor and suppliers, shall
not affect guarantees/warrantees between the Contractor and the OWNER.
3. The Contractor shall not be held responsible for damage due to misuse, negligence, willful
damage, improper maintenance or accident caused by others. Nor shall it be responsible
for defective or failed parts whose replacement is necessitated by failure of the OWNER'S
maintenance forces to properly clean and service them, provided the Contractor has
furnished complete maintenance instructions to the OWNER.
4. Compile the specified warranties and bonds, co-execute as required, review to verify
compliances with Contract Documents, and submit to the OWNER for review and
acceptance prior to any request for verification of Substantial Completion.
B. Form of Guaranty/Warranty. Submit the guarantees, in the form found in the Contract
Documents, typed on the Contractor's letterhead for the entire Work or on the Subcontractor's
letterhead for the Work of a Specific Specification Section. Submit duplicate signed originals.
1.09 Substantial Completion
A. Preliminary Procedures: Before requesting inspection for Certification of Substantial Completion,
complete the following. List exceptions in the request.
1. In the Application for Payment that coincides with, or first follows, the date Substantial
Completion is claimed, show IOO percent completion for the portion of the Work claimed as
substantially complete. Include supporting documentation for completion as indicated in
these Contract Documents and a statement showing an accounting of changes to the
Contract Sum.
a. If IOO percent completion cannot be shown, include a list of incomplete items, the value
of incomplete construction, and reasons the Work Is not complete.
b. Include a list of deficiencies in completed work.
2. Advise OWNER of pending insurance changeover requirements.
3. Submit specific warranties, workmanship bonds, maintenance agreements, final
certifications and similar documents.
4. Obtain and submit releases enabling the OWNER unrestricted use of the Work and access
Carlsbad Joint First Responders Training Facility PROJECT RECORD DOCUMENTS
Specifications 01720 - 3
to services and utilities; include occupancy permits, operating certificates and similar
releases.
5. Submit record drawings, Operation & Maintenance manuals and similar final record
information and obtain approval by OWNER.
6. Deliver tools, spare parts, extra stock, and similar items.
7. Make final changeover of permanent locks and transmit keys to the OWNER. Advise the
OWNER'S personnel of changeover in security provisions.
8. Complete start-up, operation, and acceptance testing of systems, and instruction of the
OWNER'S operating and maintenance personnel. Discontinue or change over and remove
temporary facilities from the site, along with construction tools, mock-ups and similar
elements and obtain approval of test reports.
9. Complete final cleanup requirements, including touch-up painting. Touch-up and otherwise
repair and restore marred exposed finishes.
B. Inspection Procedures:
1. The OWNER shall promptly inspect the work after receipt of the Certificate of Substantial
Completion; the list of incomplete work, and the list of defects in the work; as specified
above.
2. On receipt of the Certificate, the OWNER will make a preliminary determination as to
Substantial Completion based on this list and on the OWNER'S knowledge of the state of
completion. If the OWNER is satisfied that the list contains no item, which prevents
complete occupancy and use of the project, the OWNER will accompany the contractor on a
preliminary inspection to verify the accuracy of the list.
3. The OWNER will make a preliminary Inspection of the entire project or until the discovery of
incomplete or defective work which, in the OWNER'S opinion, prevents complete occupancy
and use, at which time the Contractor will be notified that the Inspection is terminated. The
OWNER is not obligated to discover each and every incomplete or defective item during this
inspection. If no impediment to occupancy is found as a result of the Inspection, the
OWNER will prepare the Certificate of Substantial Completion following the inspection. If
the inspection is terminated, the Contractor will reschedule the preliminary inspection after
correcting incomplete and defective items preventing complete occupancy and use.
4. If necessary, the OWNER will repeat the inspection when requested and assured that the
Work has been substantially completed. The cost of repeat inspections will be deducted
from the Contract Amount.
5. Results of the completed inspection will form the basis of requirements for final acceptance
and will be issued to the contractor in writing in the form of a list of deficiencies.
C. Time Limit For Correction of Deficiencies: The Contract allows a period of thirty days (30)
maximum from the date of Substantial Completion, or until the Contract Completion date,
whichever occurs later, to complete all incomplete or defective items. If incomplete or defective
work remains after this time limit, the OWNER reserves the right to complete all remaining
incomplete or defective work and to deduct the costs to complete the work from the balance
remaining in this Contract.
D. Remove temporary tapes, wrapping, coatings, paper labels and similar items. Dust mop, wash
or wipe exposed and semi-exposed surfaces as necessary to leave the Work In a new, clean
condition.
1.10 Service and Maintenance Contracts
A. Compile, review and submit specified service and maintenance contracts as specified for
guarantees/warrantees and bonds.
1.11 Final Inspection and Acceptance
A. Upon completion of the preliminary inspection list of deficiencies, the Contractor will notify the
OWNER and schedule a final acceptance inspection. The OWNER will verify that all items have
been corrected. The OWNER may deduct from the Contract Amount the cost for return
inspections to further verify completion of any incomplete item remaining after the first final
Carlsbad Joint First Responders Training Facility PROJECT RECORD DOCUMENTS
Specifications 01720-4
inspection.
B. When the OWNER is satisfied that all work has been done in accordance with the contract
drawings and these Specifications, the OWNER will recommend acceptance of the contract as
complete. The completion date, for purposes of computing "Time for Completion1 and liquidated
damages, if any, will be considered to be the date of Contractor's Certificate of Substantial
completion, provided that, in the OWNER'S judgment, the work was substantially complete and
operational at that time, otherwise, the completion date will be the date of final acceptance.
1.12 Warranty Performance Review
A. Review Meeting: Eleven (11) months following date of acceptance, hold a meeting for the
purpose of review of and action upon, guarantees/ warranties, bonds and service and
maintenance contracts.
1.13 Spare Parts and Maintenance Materials Extra Stock
A. Provide products, spare parts, and maintenance materials in guaranties specified in each section,
in addition to that used for construction of work. Coordinate with the OWNER Project Manager
and deliver to project site. Provide with a detailed transmittal and obtain receipt prior to final
payment.
PART 2 PRODUCTS - NOT USED
PART 3 EXECUTION - NOT USED
END OF SECTION
Carlsbad Joint First Responders Training Facility PROJECT RECORD DOCUMENTS
Specifications 01720-5
SECTION 01780
CLOSEOUT SUBMITTALS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Project Record Documents.
B. Operation and Maintenance Data.
C. Warranties and bonds.
1.02 RELATED REQUIREMENTS
A. Section 01700 - Execution Requirements: Contract closeout procedures.
B. Individual Product Sections: Specific requirements for operation and maintenance data.
C. Individual Product Sections: Warranties required for specific products or Work.
1.03 SUBMITTALS
A. Project Record Documents: Submit documents to Owner with claim for final Application for
Payment.
B. Operation and Maintenance Data:
1. Submit two copies of preliminary draft or proposed formats and outlines of contents before
start of Work. Owner will review draft and return one copy with comments.
2. For equipment, or component parts of equipment put into service during construction and
operated by Owner, submit completed documents within ten days after acceptance.
3. Submit one copy of completed documents 15 days prior to final inspection. This copy will
be reviewed and returned after final inspection, with Architect comments. Revise content of
all document sets as required prior to final submission.
4. Submit two sets of revised final documents in final form within 10 days after final inspection.
C. Warranties and Bonds:
1. For equipment or component parts of equipment put into service during construction with
Owner's permission, submit documents within 10 days after acceptance.
2. Make other submittals within 10 days after Date of Substantial Completion, prior to final
Application for Payment.
3. For items of Work for which acceptance is delayed beyond Date of Substantial Completion,
submit within 10 days after acceptance, listing the date of acceptance as the beginning of the
warranty period.
PART 2 PRODUCTS - NOT USED
PART 3 EXECUTION
3.01 PROJECT RECORD DOCUMENTS
A. Maintain on site one set of the following record documents; record actual revisions to the Work:
1. Drawings.
2. Specifications.
3. Addenda.
4. Change Orders and other modifications to the Contract.
5. Reviewed shop drawings, product data, and samples.
B. Ensure entries are complete and accurate, enabling future reference by Owner.
C. Store record documents separate from documents used for construction.
D. Record information concurrent with construction progress.
E. Specifications: Legibly mark and record at each product section description of actual products
Carlsbad Joint First Responders Training Facility CLOSEOUT SUBMITTALS
Specifications 01780-1
installed, including the following:
1. Changes made by Addenda and modifications.
F. Record Drawings and Shop Drawings: Legibly mark each item to record actual construction
including:
1. Field changes of dimension and detail.
2. Details not on original Contract drawings.
3.02 OPERATION AND MAINTENANCE DATA
A. For Each Product or System: List names, addresses and telephone numbers of Subcontractors
and suppliers, including local source of supplies and replacement parts.
B. Product Data: Mark each sheet to clearly identify specific products and component parts, and
data applicable to installation. Delete inapplicable information.
C. Drawings: Supplement product data to illustrate relations of component parts of equipment and
systems, to show control and flow diagrams. Do not use Project Record Documents as
maintenance drawings.
D. Typed Text: As required to supplement product data. Provide logical sequence of instructions
for each procedure, incorporating manufacturer's instructions.
3.03 OPERATION AND MAINTENANCE DATA FOR MATERIALS AND FINISHES
A. For Each Product, Applied Material, and Finish:
B. Instructions for Care and Maintenance: Manufacturer's recommendations for cleaning agents
and methods, precautions against detrimental cleaning agents and methods, and recommended
schedule for cleaning and maintenance.
3.04 OPERATION AND MAINTENANCE DATA FOR EQUIPMENT AND SYSTEMS
A. For Each Item of Equipment and Each System:
1. Description of unit or system, and component parts.
2. Identify function, normal operating characteristics, and limiting conditions.
3. Include performance curves, with engineering data and tests.
4. Complete nomenclature and model number of replaceable parts.
B. Operating Procedures: Include start-up, break-in, and routine normal operating instructions and
sequences. Include regulation, control, stopping, shut-down, and emergency instructions.
Include summer, winter, and any special operating instructions.
C. Maintenance Requirements: Include routine procedures and guide for preventative
maintenance and trouble shooting; disassembly, repair, and reassembly instructions; and
alignment, adjusting, balancing, and checking instructions.
D. Provide servicing and lubrication schedule, and list of lubricants required.
E. Include manufacturer's printed operation and maintenance instructions.
F. Include sequence of operation by controls manufacturer.
G. Provide original manufacturer's parts list, illustrations, assembly drawings, and diagrams required
for maintenance.
H. Additional Requirements: As specified in individual product specification sections.
3.05 OPERATION AND MAINTENANCE MANUALS
A. Prepare instructions and data by personnel experienced in maintenance and operation of
described products.
B. Prepare data in the form of an instructional manual.
C. Binders: Commercial quality, 8-1/2 by 11 inch (216 by 280 mm) three D side ring binders with
Carlsbad Joint First Responders Training Facility CLOSEOUT SUBMITTALS
Specifications 01780 - 2
durable plastic covers; 2 inch (50 mm) maximum ring size. When multiple binders are used,
correlate data into related consistent groupings.
D. Cover: Identify each binder with typed or printed title OPERATION AND MAINTENANCE
INSTRUCTIONS; identify title of Project; identify subject matter of contents.
E. Provide tabbed dividers for each separate product and system, with typed description of product
and major component parts of equipment.
F. Contents: Prepare a Table of Contents for each volume, with each product or system description
identified, in three parts as follows:
1. Part 1: Directory, listing names, addresses, and telephone numbers of Architect,
Contractor, Subcontractors, and major equipment suppliers.
2. Part 2: Operation and maintenance instructions, arranged by system and subdivided by
specification section. For each category, identify names, addresses, and telephone
numbers of Subcontractors and suppliers. Identify the following:
a. Significant design criteria.
b. List of equipment.
c. Parts list for each component.
d. Operating instructions.
e. Maintenance instructions for equipment and systems.
f. Maintenance instructions for special finishes, including recommended cleaning
methods and materials, and special precautions identifying detrimental agents.
3. Part 3: Project documents and certificates, including the following:
a. Shop drawings and product data
3.06 WARRANTIES AND BONDS
A. Obtain warranties and bonds, executed in duplicate by responsible Subcontractors, suppliers,
and manufacturers, within 10 days after completion of the applicable item of work. Except for
items put into use with Owner's permission, leave date of beginning of time of warranty until the
Date of Substantial completion is determined.
B. Verify that documents are in proper form, contain full information, and are notarized.
C. Co-execute submittals when required.
D. Retain warranties and bonds until time specified for submittal.
E. Include originals of each in operation and maintenance manuals, indexed separately on Table of
Contents.
END OF SECTION
Carlsbad Joint First Responders Training Facility CLOSEOUT SUBMITTALS
Specifications 01780-3
SECTION 02085
INTERCEPTORS
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division 01 Specifications Sections, apply to this Section.
1.2 SUMMARY
A. This Section includes the following types of interceptors outside the building:
1. Oil Interceptors
1.3 DEFINITIONS
A. FRP: Fiberglass-reinforced plastic.
B. HOPE: High-density polyethylene plastic.
C. PE: Polyethylene plastic.
D. PP: Polypropylene plastic.
1.4 SUBMITTALS
A. Product Data: For each type of metal and plastic interceptor indicated. Include materials
of fabrication, dimensions, rated capacities, retention capacities, operating
characteristics, size and location of each pipe connection, furnished specialties, and
accessories.
B. Shop Drawings: For each type and size of cast-in-place-concrete interceptor indicated.
1. Include materials of construction, dimensions, rated capacities, retention
capacities, location and size of each pipe connection, furnished specialties, and
accessories.
2. Include reports and calculations for design mixes of concrete.
C. Shop Drawings: For each type and size of precast concrete interceptor indicated.
1. Include materials of construction, dimensions, rated capacities, retention
capacities, location and size of each pipe connection, furnished specialties, and
accessories.
D. Coordination Drawings: Interceptors, drawn to scale, on which the following items are
shown and coordinated with each other, based on input from installers of the items
involved:
1. Interceptors.
2. Piping connections. Include size, location, and elevation of each.
3. Interface with underground structures and utility services.
PART 2 - PRODUCTS
2.1 MANUFACTURERS
A. In other Part 2 articles where titles below introduce lists, the following requirements apply
to product selection:
Carlsbad Joint First Responders Training Facility Interceptors
Specifications • 02085-1
1. Available Manufacturers: Subject to compliance with requirements,
manufacturers offering products that may be incorporated into the Work include,
but are not limited to manufacturers specified.
2. Manufacturers: Subject to compliance with requirements, provide products by
one of the manufacturers specified.
2.2 OIL INTERCEPTORS
A. Oil Interceptors: Cast-in-place-concrete or precast concrete structure complying with
requirements of authority having jurisdiction.
B. Oil Interceptors: Precast concrete comply with ASTM C 913. Include rubber-gasketed
joints, vent connections, manholes, compartments or baffles, and piping or openings to
retain grease and to permit wastewater flow.
1. Protective Coating: Plant-applied, SSPC-Paint 16, coal-tar, epoxy-polyamide
paint; 15-mil (0.38-mm) minimum thickness applied to all interior concrete
surfaces.
2. Structural Design Loads:
a. Heavy-Traffic Load: Comply with ASTM C 890, A-16 (ASSHTO HS20-
44).
3. Resilient Pipe Connectors: ASTM C 923 (ASTM C 923M), cast or fitted into
interceptor walls, for each pipe connection.
4. Steps: Individual FRP steps, FRP ladder, or ASTM A 615/A 615M, deformed,
1/2-inch (13-mm) steel reinforcing rods encased in ASTM D 4101, PP, wide
enough to allow worker to place both feet on 1 step and design to prevent lateral
slippage off of step. Cast or anchor steps into sidewalls at 12- to 16-inch (300- to
400-mm) intervals. Omit steps if total depth from floor of interceptor to finished
grade is less than 60 inches (1500 mm).
5. Grade Rings: Reinforced-concrete rings, 6- to 9-inch (150- to 225-mm) total
thickness, to match diameter of manhole frame and cover.
6. Manhole frames and Covers: Ferrous; 24-inch (610-mm) ID by 7- to 9-inch (175-
to 225-mm) riser with 4-inch (100-mm) minimum width flange and 26-inch (660-
mm) diameter cover.
a. Ductile Iron: ASTM A 536, Grade 60-40-18, unless otherwise indicated.
b. Gray Iron: ASTM A 48, Class 35, unless otherwise indicated.
c. Include indented top design with lettering cast into cover, using wording
equivalent to "INTERCEPTOR or OIL INTERCEPTOR."
d. Protective Coating: Foundry-applied, SSPC-Paint 16, coal-tar, epoxy-
polyamide paint; 15-mil (0.38-mm) minimum thickness applied to all
ferrous surfaces.
B. Oil Interceptor Capacity and Characteristics:
1. Capacity: As shown on drawings.
2. Overall Dimensions: As shown on drawings.
3. Inlet and Outlet Pipe Size: As shown on drawings
Carlsbad Joint First Responders Training Facility Interceptors
Specifications 02085-2
a. Invert and Inlet: per detail on construction drawings
b. Invert at Outlet: per detail on construction drawings
4. Waste-Oil-Outlet Pipe Size: As shown on drawings
a. Centerline of Outlet to Floor: As shown on drawings
5. Vent Pipe Size: per construction drawings
6. Installation Position: Top flush with grade, underground with extension to grade,
or underground with manhole riser to grade per construction drawings.
7. Waste-Oil Storage Tank: As shown on drawings
2.3 PRECAST CONCRETE MANHOLE RISERS
A. Precast Concrete Manhole Risers: ASTM C 478 (ASTM C 478M), with rubber-gasket
joints.
B. Precast Concrete Manhole Risers: ASTM C 913, 36-inch (915 mm) ID. Include rubber-
gasketed joints.
1. Structural Design Loads:
a. Heavy-Traffic Load: Comply with ASTM C890, A-16 (ASSHTO HS20-
44).
2. Length: From top of underground concrete structure to grade.
3. Riser Sections: 3-inch (75-mm) minimum thickness and 36-inch (915-mm)
diameter.
4. Top Section: Eccentric cone, unless otherwise indicated. Include top cone to
match grade ring size.
5. Gaskets: ASTM C 443 (ASTM C 442M), rubber.
6. Steps: Individual FRP steps, FRP ladder, or ASTM A 625/A 615M, deformed,
1/2-inch (13-mm) steel reinforcing rods encased in ASTM D 4101, PP, wide
enough to allow worker to place both feet on 1 step and designed to prevent
lateral slippage off of step. Cast or anchor steps into sidewalls at 12- to 16-inch
(300- to 400-mm) intervals.
2.4 MISCELLANEOUS MATERIALS
A. Concrete Paint: SSPC-Paint 16, coal-tar, epoxy polyamide.
B. Metal Paint: SSPC-Paint 16, coal-tar, epoxy polyamide.
C. PEFilm: ASTM D 4397, 0.10-inch (0.25-mm) thickness sheet.
PART 3 - EXECUTION
3.1 EARTHWORK
A. Excavating, trenching, and backfilling are specified in Division 2 Section "Earth
Work".
3.2 INSTALLATION
Carlsbad Joint First Responders Training Facility Interceptors
Specifications 02085-3
A. Install interceptor inlets and outlets and elevations indicated.
B. Install precast concrete interceptors according to ASTM C 891. Set level and plumb.
C. Install manhole risers from top of underground concrete interceptors to manholes and
gratings at finished grade.
D. Set tops of manhole frames and covers flush with finished surface in pavements. Set
tops 3 inches (75mm) above surface elsewhere, unless otherwise indicated.
E. Set tops of grating frames and grates flush with finished surface.
G. Clean and prepare concrete surface to be field painted. Remove loose efflorescence,
chalk, dust, dirt, grease, oils, and release agents. Roughen surface as required to
remove glaze. Paint the following concrete surfaces as recommended by paint
manufacturer;
1. Precast Concrete Interceptors: All exterior and interior.
H. Repair and restore protective coatings to original condition.
3.3 CONNECTIONS
A. Piping installation requirements are specified in other Division 2 Sections. Drawings
indicate general arrangement of piping, fittings, and specialties.
B. Make piping connections between interceptors and piping systems.
3.4 IDENTIFICATION
A. Identification materials and installation are specified in Division 2 Section "Earth Work."
Arrange for installation of green warning tapes directly over piping and at outside edges
of underground interceptors.
1. Use warning tapes or detectable warning tape over ferrous piping.
2. Use detectable warning tape over nonferrous piping over edges of underground
structures.
END OF SECTION
Carlsbad Joint First Responders Training Facility Interceptors
Specifications 02085-4
SECTION 02150
SHORING AND UNDERPINNING
PART 1 - GENERAL
1.01 DESCRIPTION
A. Section Includes:
1. Underpinning of buildings as shown on structural drawings.
2. Shoring of slopes and retaining walls as required.
1.02 REFERENCES
A. Requirements of the General Provisions and Division 1 apply to all Work in this Section.
B. Published specifications, standards, tests or recommended methods of trade, industry or
governmental organizations apply to Work of this Section where cited by abbreviations noted
below (latest editions apply):
1. California Building Code (CBC), 2007 Edition.
2. American Society of Testing and Materials (ASTM).
3. American Concrete Institute's "Specifications for Structural Concrete for Buildings" (ACI
301).
1.03 QUALITY ASSURANCE
A. The installation of all underpinning shall be observed by the Owner's Soils Engineer.
B. All underpinning, bracing, and shoring systems shall be designed in accordance with applicable
local codes.
C. Inspection and testing of formwork, cast-in-place concrete, and concrete reinforcements required
herein shall be similar to that called out in Sections 03100, 03200, and 03300.
1.04 SUBMITTALS
A. Submit to Owner for record only the information on methods, sequences, drawings, and
calculations for accomplishing this Work. Employ a Structural Engineer registered in the State of
California to provide such. Obtain approval from Owner before proceeding.
B. The Contractor shall be solely responsible for the design, adequacy, and satisfactory
performance of the methods and means employed.
PART 2 - PRODUCTS
2.01 As necessary.
PART 3 - EXECUTION
3.01 DESIGN OF UNDERPINNING
A. As directed by Contractor's Structural Engineer.
END OF SECTION
Carlsbad Joint First Responders Training Facility SHORING AND UNDERPINNING
Specifications 02150-1
SECTION 02210
SUBSURFACE INVESTIGATION
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Soils investigation at the site and use of data resulting from that investigation.
1.02 SOILS INVESTIGATION REPORT
A. General:
1. A soils investigation report has been prepared for the site of this Work by Southern California
Geotechnical. Southern California Geotechnical Project Number: 602256-001, dated: July
21,2008.
2. A soluble sulfates report has been prepared for the site fo this Work by Southern California
Geotechnical Project Number: 602256-001, dated: July 21, 2008.
3. The soils investigation report and soluble sulfates report are included for reference only.
B. Use of Data:
1. This report was obtained only for the Owner's use in design and is not a part of the Contract
Documents.
2. The report is available for bidder's information only, but is not a warranty of subsurface
conditions.
3. Bidders should visit the site and acquaint themselves with existing conditions.
4. Prior to bidding, bidders may make their own subsurface investigations to satisfy themselves
as to site and subsurface conditions, but such investigations may be performed only under
time schedule and arrangements approved in advance by the Owner.
1.03 QUALITY ASSURANCE
A. A construction soil engineer will be retained by the Owner to observe performance of work in
connection with excavating, trenching, filling, backfilling and grading and to perform compaction
tests.
END OF SECTION
Carlsbad Joint First Responders Training Facility SUBSURFACE INVESTIGATION
Specifications 02210-1
SECTION 02223
TRENCHING, EXCAVATION, BACKFILLING, AND COMPACTING
PART 1GENERAL
1.1 DESCRIPTION
This section includes materials, testing, and installation for trench excavation, backfill, and compaction of
piping, conduit, manholes, and vaults.
1.2 REFERENCE STANDARDS
The publications listed below form part of this specification to the extent referenced and are referred to in
the text by the basic designation only. Reference shall be made to the latest edition of said standards
unless otherwise called for.
ASTMC131 - Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by
Abrasion and Impact in the Los Angeles Machine
ASTMC150 - Portland Cement
ASTM D 75 - Practice for Sampling Aggregates
ASTM 1556 - Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone method
ASTM D 1557 - Test Method for Moisture-Density Relations of Soils Using a Modified Effort
ASTM D 2419 - Test Method for Sand Equivalent Values of Soil and Fine Aggregate
ASTM D 3017 - Test Method for Water Content of Soil and Rock in Place by Nuclear Methods
ASTM D 3776 - Test Method for Mass Per Unit Area (Weight) of Woven Fabric
ASTM D 4253 - Test Methods for Maximum Index Density and Unit Weight of Soils Using a Vibratory
Plate
ASTM D 4254 - Test Methods for Minimum Index Density and Unit Weight of Soils and Calculation of
Relative Density
ASTM D 4632 - Test Method for Grab Breaking Load and Elongation of Geotextiles
ASTM D 4751 - Test Method for Determining the Apparent Opening Size of a Geotextile
CAL-OSHA - Title 8 General Industry Safety Orders
1.3 RELATED WORK SPECIFIED ELSEWHERE
Standard Specifications 15000, 15043, 15044, 15056, 15061, 15063,15064, and 15066
1.4 GEOTECHNICAL TESTING
The Developer or Contractor shall engage the services of a geotechnical engineering firm or individual
licensed in the State of California to monitor soil conditions during earthwork, trenching, bedding, backfill,
and compaction operations. Sampling and testing procedures shall be performed in accordance with the
Reference Standards and as follows:
A. The soils technician shall be present at the site during all backfill and compaction operations.
Failure to have the soils technician present will subject such operations to rejection.
B. Density and optimum moisture content of soil shall be determined by the use of the sand cone
method, ASTM D 1556, or nuclear density gauge method, ASTM D 2922 & D 3017. Since the
composition of the pipe and the walls of the trench have an effect on the nuclear density gauge
output, a minimum of 25% of the density and optimum moisture tests shall be made using the
sand cone method.
C. Determine laboratory moisture-density relations of existing soil by ASTM D 1557, Method C
and/or D.
D. Determine the relative density of cohesion less soils by ASTM D 1557, Method C and/or D.
E. Sample backfill material by ASTM D 75.
Carlsbad Joint First Responders Training Facility Page 1 of 8 SECTION 02223
Trenching, Excavation, Backfilling, and Compacting
F. Express "relative compaction" as a percentage of the ratio of the in-place dry density to the
laboratory maximum dry density.
A report of all soils tests performed shall be stamped and signed by the soils firm or individual and shall
be submitted by the Contractor prior to the filling of the Notice of Completion by the City. The report shall
document the sampling and testing of materials, the location and results of all tests performed, and shall
certify that materials and work are in compliance with this specification.
1.5 PIPE ZONE
The pipe zone includes the full-width of the trench from 6-inches below the bottom of the pipe to 12-
inches above the top of the pipe and extends into manhole or vault excavations to the point of connection
to or penetration of such structure.
1.6 TRENCH ZONE
The trench zone includes the portion of the trench from the top of the pipe zone to the bottom of the
pavement zone in paved areas, or to the existing surface in unpaved areas, and extends into manhole or
vault excavations above the pipe zone.
1.7 PAVEMENT ZONE
The pavement zone includes the concrete or asphalt concrete pavement and aggregate base section
placed over the trench zone and extends into manhole or vault excavations above the trench zone.
1.8 PROTECTION OF EXISTING UTILITIES AND FACILITIES
The Contractor shall be responsible for the care and protection of all existing utilities, facilities, and
structures that may be encountered in or near the area of the work.
1.9 PROTECTION OF EXISTING LANDSCAPING
The Contractor shall be responsible for the protection of all the trees, shrubs, fences, and other
landscape items adjacent to or within the work area.
1.10 ACCESS
The Contractor shall provide continuous, unobstructed access to all driveways, water valves, hydrants, or
other property or facilities within or adjacent to the work areas.
1.11 SAFETY
A. Protection of workers within trenches shall be as required by the California Labor Code.
B. All excavations shall be performed in a safe manner and shall be protected and supported in
accordance with CAL-OSHA regulations.
C. Barriers and traffic delineators shall be placed in accordance with the requirements of the agency
having jurisdiction.
1.12 BLASTING
Blasting for excavation shall not be performed without the written permission of the City Procedures and
methods of blasting shall conform to all Federal, State, and local laws and ordinances.
Carlsbad Joint First Responders Training Facility Page 2 of 8 SECTION 02223
Trenching, Excavation, Backfilling, and Compacting
1.13 PIPE JACKING
Pipe jacking may be permitted in accordance with Section 15125. City approval is required in advance of
such operations.
1.14 EXCESS EXCAVATED MATERIAL
A. The Contractor shall remove and legally dispose of all excess excavated material and demolition
debris.
B. It is the intent of these specifications that all surplus material shall be legally disposed of by the
Contractor. Before acceptance of the work by City, the Contractor shall provide the City with
written releases signed by all property owners with whom the Contractor has entered into
agreements for disposing of excess excavated material, absolving the City from any liability
connected therewith.
1.15 CHANGES IN LINE AND GRADE
In the event obstructions not shown on the plans are encountered during the progress of the work, and
which will require alterations to the plans, the Engineer shall have the authority to change the plans and
order the necessary deviation from the line and grade. The Contractor shall not deviate from the specified
line and grade without prior written approval by the City.
1.16 HYDROSTATIC TESTING
Pre-testing of the piping system may be performed for the Contractor's convenience at any time.
However, the final hydrostatic pressure test, as described in Sections 15043 and 15044, shall be
performed following the completion of all backfilling and trench zone compaction with a minimum of
2.5-feet of material over the pipe.
PART 2 MATERIALS
2.1 GENERAL
The Contractor shall furnish backfill material as specified below. All materials used in and above the pipe
zone shall be capable of attaining the required relative density.
2.2 IMPORTED SAND - PIPE ZONE
Imported sand shall be used within the Pipe Zone for installations of PVC Pressure Pipe, Ductile-Iron
Pipe, Cement-Mortar Coated Steel Pipe, Tape-Wrapped Steel Pipe, and Paint-Coated Pipe.
A. Imported sand shall be free from clay balls, organic matter, and other deleterious substances and
shall have a coefficient of permeability greater than 0.014 measured in accordance with ASTM
D2434 or a sand equivalent of greater than 30 per ASTM D2419.
B. Resistivity for imported sand shall be not less than 2,000 ohm-cm when maximum chloride
concentration of 200 mg/l when measured in accordance with California Test Method 422 and a
maximum sulfate concentration of 500mg/l when measures in accordance with California Test
Method 417.
C. Imported Sand shall conform to the following gradation:
Sieve Size
y2 inch
No. 4
No. 16
No. 50
No. 200
Percent Passing by Weight
100
75-100
35-75
10-40
0-10
Carlsbad Joint First Responders Training Facility Page 3 of 8 SECTION 02223
Trenching, Excavation, Backfilling, and Compacting
2.3 CRUSHED ROCK - PIPE ZONE
Crushed Rock shall be used in the Pipe Zone on PVC Gravity Sewer Pipe. Crushed rock shall be clean,
crushed stone free of organic matter. Crushed rock shall be certified to contain less than 1 % asbestos by
weight or volume and shall conform to the following gradation and requirements:
U.S. Standard Sieve Size
1-Inch
3/4-Inch
1/2-Inch
3/8-Inch
No. 4
No. 8
ASTMC 131 Testing Grade
Percent Passing by Weight
100
90-100
30-60
0-20
0-5
—
B
Test
Percentage Wear
100 Revolutions
500 Revolutions
Test Method
ASTMC 131
—
—
Requirement
—
15 Maximum
52 Maximum
2.4 TRENCH PLUGS
Trench plugs consisting of compacted Imported Granular Material or sand cement slurry shall be installed
on piping systems that are backfilled with crushed rock.
2. 5 EARTH BACKFILL MATERIAL - TRENCH ZONE
A. Earth backfill is defined as materials removed from the required excavations and used as backfill
of earth fill. Earth backfill that meets the requirements specified herein may be used for all
backfill or fill, except where imported materials are shown on the Plans or specified herein. Do
not use stockpiled topsoil for backfill or fill.
B. Earth backfill shall be excavated materials that is free from organic matter, roots, debris, and
rocks larger then 4 inches in the greatest dimension.
C. Earth backfill used in the trench zone shall be native granular materials free from roots, debris,
and organic matter with less than 50 percent passing the No. 200 sieve and more than 40 percent
passing the No. 4 sieve and rock particles with a maximum dimension no greater than 4 inches.
D. Where the onsite materials are determined by the Engineer to be unsuitable, imported fill shall be
provide by the Contractor.
2.6 SAND-CEMENT SLURRY
Sand-cement slurry shall consist of two sacks, 188 pounds, of Portland cement per cubic yard of sand
and sufficient moisture for workability. City approval is required for use of slurry as a backfill material.
2.7 FILTER FABRIC
Filter fabric shall be manufactured from polyester, nylon, or polypropylene. Material shall be of non-woven
construction and shall meet the following requirements:
Grab tensile strength (ASTM D 4632):
Weight (ASTM D 3776):
Apparent opening size (ASTM D 4751):
100 Ibs. minimum for a 1-inch raveled strip
4.5 oz./yd2)
0.006-inch
Carlsbad Joint First Responders Training Facility Page 4 of 8 SECTION 02223
Trenching, Excavation, Backfilling, and Compacting
PART 3EXECUTION
3.1 CLEARING AND GRUBBING
A. Areas where work is to be performed shall be cleared of all trees, shrubs, rubbish, and other
objectionable material of any kind, which, if left in place, would interfere with the proper
performance or completion of the completed work, would impair its subsequent use, or would
form obstructions therein.
B. Organic material from clearing and grubbing operations will not be incorporated in the trench
backfill and shall be removed from the project site or retained and incorporated into the topsoil.
3.2 PAVEMENT, CURB, AND SIDEWALK REMOVAL
Bituminous or concrete pavements, curbs, and sidewalks shall be removed and replaced in accordance
with the requirements of the agency having jurisdiction.
3.3 DEWATERING
A. The Contractor shall provide and maintain at all times during construction ample means and
devices to promptly remove and dispose of all water from any source entering excavations or
other parts of the work. Dewatering shall be performed by methods that will ensure a dry
excavation and preservation of the final lines and grades of the bottoms of excavations.
Dewatering methods may include well points, sump points, suitable rock or gravel placed as pipe
bedding for drainage and pumping, temporary pipelines, or other means, all subject to the
approval of the City. The cost of all dewatering activities shall be borne by the Developer or
Contractor.
B. Sewer systems shall not be used as drains for dewatering trenches or excavations, nor for
disposal of collected or accumulated groundcover, without the approval of the agency of
jurisdiction.
C. Concrete shall not be poured in water, nor shall water be allowed to rise around concrete or
mortar until it has set at least four hours.
D. The Contractor is responsible for meeting all Federal, State, and local laws, rules, and regulations
regarding the treatment and disposal of water from dewatering operations at the construction site.
3.4 SHORING AND SHIELDING
A. The Contractor's design and installation of shoring shall be consistent with the rules, orders, and
regulations of CAL-OSHA.
B. Excavations shall be shored, sheeted, and supported such that the walls of the excavation will not
slide or settle and all existing improvements of any kind, either on public or private property, will
be fully protected from damage.
C. The sheeting and shoring shall be arranged so as not to place any stress on portions of the
completed work until the general construction has proceeded far enough to provide ample
strength.
D. Care shall be exercised in the moving or removal of trench shields, sheeting, and shoring to
prevent the caving or collapse of the excavation faces being supported.
Carlsbad Joint First Responders Training Facility Page 5 of 8 SECTION 02223
Trenching, Excavation, Backfilling, and Compacting
3.5 CORRECTION OF OVEREXCAVATION
Over-excavations shall be corrected by backfilling with approved imported granular material or crushed
rock, compacted to 90% relative compaction, as directed by the City.
3.6 FOUNDATION STABILIZATION
A. When unsuitable soil materials are encountered, the unsuitable material shall be removed to the
depth determined necessary in the field by the Soils Technician, and as acceptable to the City.
The sub-grade shall be restored with compacted Imported Granular Material or crushed rock as
recommended by the Soils Technician. Place the appropriate bedding or base material on this
restored foundation.
B. When rock encroachment is encountered, the rock shall be removed to a point below the
intended trench or excavation sub-grade as determined necessary in the field by the Soils
Technician, and as acceptable to the City. The sub-grade shall be restored with compacted
Imported Granular Material as recommended by the Soils Technician. Place the appropriate
bedding or base material on this restored foundation.
C. When excessively wet, soft, spongy, or similarly unstable material is encountered at the surface
upon which the bedding or base material is to be placed, the unsuitable material shall be
removed to the depth determined necessary in the field by the Soils Technician, and as
acceptable to the City. Restore the trench with crushed rock enclosed in filter fabric as directed by
the Engineer. Larger size rocks, up to 3-inches, with appropriate gradation, may be used if
recommended by the Soils Technician. Place the appropriate bedding or base material on this
restored foundation.
3.7 TRENCH EXCAVATION AND PLACEMENT OF BEDDING
A. Excavate the trench to the lines and grades shown on the drawings with allowance for 6-inches of
pipe bedding material. The trench section shall be as shown on the Standard Drawings.
B. The maximum length of open trench shall be 500-feet except by permission of the City, City, or
County. The distance is the collective length at any location, including open excavation and pipe
laying, which has not been backfilled to the elevation of the surrounding gate.
C. Trench walls shall be sloped or shored per the requirements of CAL-OSHA.
D. The trench bottom shall be graded to provide a smooth, firm, and stable foundation that is free
from rocks and other obstructions.
E. Place the specified thickness of bedding material over the full width of the trench. Grade the top
of the pipe base ahead of the pipe laying to provide a firm, uniform support along the full length of
pipe.
F. Excavate bell holes at each joint to permit proper assembly and inspection of the entire joint.
G. Trenches for main pipelines and all appurtenances shall be backfilled with the materials and
methods as specified for the Pipe Zone, Trench Zone, and Pavement Zone.
H. ' Trench widths shall be in accordance with the Standard Drawings.
I. Trench depth shall be as required to install pipelines in accordance with the Approved Plans and
these Standard Specifications. Unless shown otherwise in the Approved Plans, the minimum
cover for pipelines shall be as follows:
Carlsbad Joint First Responders Training Facility Page 6 of 8 SECTION 02223
Trenching, Excavation, Backfilling, and Compacting
Pipeline Application
Potable Water
Recycled Water
Sewer
Minimum Cover Required
36-inches
48-inches
60-inches
3.8 MANHOLE AND VAULTS
A. The Contractor shall prepare an excavation large enough to accommodate the structure and
permit grouting of openings and backfilling operations. The walls of the excavation shall be
sloped or shored per the requirements of CAL-OSHA.
B. Manholes and vaults shall be placed at the location and elevation shown on the plans, on
undisturbed soil with 6-inches of compacted crushed rock base.
C. Manhole and vault excavations shall be backfilled with the materials and methods as specified for
the Pipe Zone, Trench Zone, and Pavement Zone.
3.9 COMPACTION REQUIREMENTS
A. Compaction shall be accomplished by mechanical means. Consolidation by water settling
methods such as jetting or flooding is prohibited.
B. If the backfill fails to meet the specified relative compaction requirements, the backfill shall be
reworked until the requirements are met. All necessary excavations for density tests shall be
made as directed by the Soils Technician, and as acceptable to the Engineer. The requirements
of the Agency having jurisdiction shall prevail on all public roads.
C. Compaction tests shall be performed at random depths, and at random intervals not to exceed
150-feet, as directed by the Soils Technician or City.
D. Relative compaction shall be determined by the impact or field compaction test made in
accordance with ASTM D 1557 Procedure C.
E. Unless otherwise shown on the plans, standard drawings or otherwise described in the
specifications for the particular type of pipe installed, relative compaction in pipe trenches shall be
as follows:
1. Pipe zone - 90% relative compaction.
2. Trench zone - 90% relative compaction.
3. Structural section in paved areas - per agency requirements, 95% minimum.
4. Imported Granular Material for over excavation or foundation stabilization - 90% relative
density.
F. All excavations are subject to compaction tests.
3.10 TRENCH PLUGS
Trench plugs shall be installed at 200-foot intervals along the entire length of piping systems. Trench
plugs shall be 10-feet in length and shall encompass the entire pipe zone. Additional trench plugs may be
required as directed by the Engineer.
3.11 PIPE ZONE BACKFILL
Carlsbad Joint First Responders Training Facility Page 7 of 8 SECTION 02223
Trenching, Excavation, Backfilling, and Compacting
A. Care shall be taken in placing the imported granular backfill material simultaneously around the
main pipeline and appurtenance pipes so that the pipe barrel is completely supported and that no
voids or uncompacted areas are left beneath the pipe or on the sides of the pipe. Care shall be
taken to place material simultaneously on both sides of the pipe to prevent lateral movement.
This area shall be mechanically compacted to attain 90% relative density. Care shall be taken
when compacting appurtenance laterals 2-inches and smaller to prevent the crushing or denting
of the copper lateral. Additional lifts of 12-inches or less thickness may be required on 16-inch or
larger diameter pipe to attain complete support of the haunch area. Soils tests may be taken on
this layer or backfill.
B. After the spring line backfill has been approved by the Soils Technician, backfill of the remainder
of the Pipe Zone may proceed. Do not drop sharp, heavy pieces of material directly onto the pipe
or the tamped material around the pipe.
C. Place and compact the imported granular material at a maximum of 12-inch lifts. Compact all
material placed in the Pipe Zone by mechanical methods. Sand cone tests shall be taken on this
layer of backfill.
D. The use of a backhoe mounted compaction wheel is prohibited within the pipe zone to 12-inches
above the top of the pipe.
E. Under no circumstances shall consolidation by water settling or water-setting methods (i.e.,
jetting, diking, etc.) be permitted.
3.12 TRENCH ZONE BACKFILL
A. After the Pipe Zone material has been placed, compacted, approved by the Soil Technician, and
accepted by the City, backfill in the Trench Zone may proceed.
B. Compaction using vibratory equipment, tamping rollers, pneumatic tire rollers, or other
mechanical tampers shall be performed with the type and size of equipment necessary to
accomplish the work. The backfill shall be placed in horizontal layers of such depths as are
considered proper for the type of compacting equipment being used in relation to the backfill
material being placed. Each layer shall be evenly spread, properly moistened, and compacted to
the specified relative density. The Contractor shall repair or replace any pipe, fitting, manhole, or
structure damaged by the installation operations as directed by the City.
3.13 PAVEMENT ZONE BACKFILL AND RESTORATION
A. After the Trench Zone material has been placed, compacted, approved by the Soil Technician,
and accepted by the City, backfill in the Pavement Zone may proceed as necessary in
accordance with the requirements of the agency having jurisdiction.
B. Replace bituminous and concrete pavement, curbs, and sidewalks removed or damaged during
construction in accordance with the requirements of the agency having jurisdiction.
END OF SECTION
Carlsbad Joint First Responders Training Facility Page 8 of 8 SECTION 02223
Trenching, Excavation, Backfilling, and Compacting
SECTION 02225
DEMOLITION
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Selective demolition of built site elements.
1.02 RELATED REQUIREMENTS
A. Section 01700 - Execution Requirements: Project conditions; protection of bench marks, survey
control points, and existing construction to remain; reinstallation of removed products.
1.03 REFERENCE STANDARDS
A. 29 CFR 1926 - U.S. Occupational Safety and Health Standards; current edition.
B. NFPA 241 - Standard for Safeguarding Construction, Alteration, and Demolition Operations;
2004.
1.04 SUBMITTALS
A. Site Plan: Showing:
1. Areas for temporary construction and field offices.
B. Project Record Documents: Accurately record actual locations of capped and active utilities and
subsurface construction.
1.05 QUALITY ASSURANCE
A. Demolition Firm Qualifications: Company specializing in the type of work required.
PART 2 PRODUCTS - NOT USED
PART 3 EXECUTION
3.01 SCOPE
A. Remove paving and curbs as required to accomplish new work.
B. Remove all other paving and curbs as indicated on drawings.
C. Remove concrete slabs on grade within construction limits indicated on drawings.
D. Remove fences and gates.
E. Remove creosote-treated wood utility poles.
F. Remove other items indicated, for salvage, relocation, and recycling.
G. Fill excavations, open pits, and holes in ground areas generated as result of removals, using
specified fill; compact fill as required so that required rough grade elevations do not subside within
one year after completion.
3.02 GENERAL PROCEDURES AND PROJECT CONDITIONS
A. Comply with applicable codes and regulations for demolition operations and safety of adjacent
structures and the public.
1. Obtain required permits.
2. Take precautions to prevent catastrophic or uncontrolled collapse of structures to be
removed; do not allow worker or public access within range of potential collapse of unstable
structures.
3. Provide, erect, and maintain temporary barriers and security devices.
4. Conduct operations to minimize effects on and interference with adjacent structures and
occupants.
5. Do not close or obstruct roadways or sidewalks without permit.
Carlsbad Joint First Responders Training Facility DEMOLITION
Specifications 02225 -1
6. Conduct operations to minimize obstruction of public and private entrances and exits; do not
obstruct required exits at any time; protect persons using entrances and exits from removal
operations.
7. Obtain written permission from owners of adjacent properties when demolition equipment
will traverse, infringe upon or limit access to their property.
B. Do not begin removal until receipt of notification to proceed from Owner.
C. Protect existing structures and other elements that are not to be removed.
1. Provide bracing and shoring.
2. Prevent movement or settlement of adjacent structures.
3. Stop work immediately if adjacent structures appear to be in danger.
D. Minimize production of dust due to demolition operations; do not use water if that will result in ice,
flooding, sedimentation of public waterways or storm sewers, or other pollution.
E. If hazardous materials are discovered during removal operations, stop work and notify Architect
and Owner; hazardous materials include regulated asbestos containing materials, lead, PCB's,
and mercury.
F. Perform demolition in a manner that maximizes salvage and recycling of materials.
1. Dismantle existing construction and separate materials.
2. Set aside reusable, recyclable, and salvageable materials; store and deliver to collection
point or point of reuse.
G. Partial Removal of Paving and Curbs: Neatly saw cut at right angle to surface.
3.03 EXISTING UTILITIES
A. Coordinate work with utility companies; notify before starting work and comply with their
requirements; obtain required permits.
B. Protect existing utilities to remain from damage.
C. Do not disrupt public utilities without permit from authority having jurisdiction.
D. Do not close, shut off, or disrupt existing life safety systems that are in use without at least 7 days
prior written notification to Owner.
E. Do not close, shut off, or disrupt existing utility branches or take-offs that are in use without at
least 3 days prior written notification to Owner.
F. Locate and mark utilities to remain; mark using highly visible tags or flags, with identification of
utility type; protect from damage due to subsequent construction, using substantial barricades if
necessary.
G. Remove exposed piping, valves, meters, equipment, supports, and foundations of disconnected
and abandoned utilities.
3.04 SELECTIVE DEMOLITION FOR ALTERATIONS
A. Drawings showing existing construction and utilities are based on casual field observation and
existing record documents only.
1. Verify that construction and utility arrangements are as shown.
2. Report discrepancies to Architect before disturbing existing installation.
3. Beginning of demolition work constitutes acceptance of existing conditions.
B. Remove existing work as indicated and as required to accomplish new work.
1. Remove items indicated on drawings.
C. Services (Including but not limited to HVAC, Plumbing, Fire Protection, Electrical, and
Telecommunications): Remove existing systems and equipment as indicated.
1. Maintain existing active systems that are to remain in operation; maintain access to
equipment and operational components.
Carlsbad Joint First Responders Training Facility DEMOLITION
Specifications 02225 - 2
2. Where existing active systems serve occupied facilities but are to be replaced with new
services, maintain existing systems in service until new systems are complete and ready for
service.
3. Verify that abandoned services serve only abandoned facilities before removal.
4. Remove abandoned pipe, ducts, conduits, and equipment; remove back to source of supply
where possible, otherwise cap stub and tag with identification.
D. Protect existing work to remain.
1. Prevent movement of structure; provide shoring and bracing if necessary.
2. Perform cutting to accomplish removals neatly and as specified for cutting new work.
3. Repair adjacent construction and finishes damaged during removal work.
4. Patch as specified for patching new work.
3.05 DEBRIS AND WASTE REMOVAL
A. Remove debris, junk, and trash from site.
B. Leave site in clean condition, ready for subsequent work.
C. Clean up spillage and wind-blown debris from public and private lands.
END OF SECTION
Carlsbad Joint First Responders Training Facility DEMOLITION
Specifications 02225 - 3
SECTION 02230
SITE CLEARING
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Clear and grub the site as shown on the Drawings and specified herein.
1.02 RELATED SECTIONS
A. Section 02300 Earthwork.
1.03 REFERENCES
A. American Public Works Association Southern California Chapter's "Greenbook" Standard
Specifications for Public Works Construction, latest edition.
1. Part 3 - Construction Methods, Section 300 Earthwork.
1.04 QUALITY ASSURANCE
A. A Geotechnical Engineer will be retained by the Owner to observe performance of work in
connection with Site Clearing, Grading, Excavation and Fill, Utility Trenching, Subgrade and
Roadbed preparation, and perform compaction tests.
B. Re-adjust work performed that does not meet technical or design requirements, but make no
deviation from the contract documents without specific and written approval from the Owner.
1.05 PRODUCT HANDLING
A. Comply with pertinent provisions of General Provisions, Section 4 - Control of Materials..
PART 2 PRODUCTS
2.01 MATERIALS
A. Provide materials not specifically described but required for proper completion of the work of this
Section, as selected by the Contractor subject to the approval of the Owner.
B. Herbicide - Provide a dry, free-flowing, dust-free chemical compound, soluble in water, capable
of inhibiting growth of vegetation, and approved for use on this work by governmental agencies
having jurisdiction and the Owner.
PART 3 EXECUTION
3.01 SURFACE CONDITIONS
A. Examine the areas and conditions under which work of this Section will be performed. Correct
conditions detrimental to timely and proper execution of the work. Do not proceed until
unsatisfactory conditions are corrected.
3.02 PROTECTION
A. Protect existing utilities indicated or made known.
B. Protect trees and shrubs, where indicated to remain, by providing a fence around the tree or shrub
a sufficient distance away and of sufficient height so trees and shrubs will not be damaged in any
way as part of this work.
C. Protection of persons and property:
1. Barricade open depressions and holes occurring as part of this work, and post warning lights
on property adjacent to or within public access.
2. Operate warning lights during hours from dusk to dawn each day and as otherwise required.
3. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused
by settlement, lateral movement, undermining, washout, and other hazards created by
Carlsbad Joint First Responders Training Facility SITE CLEARING
Specifications 02230 -1
operations under this Section.
D. Use means necessary to prevent dust from becoming a nuisance to the public, to neighbors, and
to other work being performed on or near the site.
E. Maintain access to the site at all times.
3.03 CLEARING
A. Clearing and Grubbing
1. Remove all surface rocks, debris, trash, tree stumps, roots, and other vegetation within the
extent of construction as indicated by the drawings. Do not remove vegetation in other
areas.
2. Grub soils to a depth adequate to remove all deleterious material from the working area of
the site.
3. Do not leave any root greater than one inch in diameter and larger in the ground to a depth of
at least 12 inches below the existing ground surface or subgrade or the new graded surface,
whichever is lower except as specifically approved by the Engineer. Treat root remaining in
the soil with a weed killer approved by the Owner.
B. Removal of Debris: Remove all debris from the site in a legal manner and leave the site in a neat
and orderly condition subject to the approval of the Contractor. Do not store or permit debris to
accumulate on the job site.
3.04 DISPOSAL
A. General:
1. Remove brush, grass, roots, trash, and other material from clearing operations.
2. Dispose of away from the site in a legal manner.
3. Do not store or permit debris to accumulate on the job site.
B. Do not burn debris at the site.
3.05 UTILITIES
A. Coordinate with utility companies and agencies as required.
B. Protect existing utilities to remain. Do not interrupt service.
C. Where utility cutting, capping, or plugging is required, perform such work in accordance with
requirements of the utility company or government agency having jurisdiction.
END OF SECTION
Carlsbad Joint First Responders Training Facility SITE CLEARING
Specifications 02230 - 2
SECTION 02300
EARTHWORK
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Grading to site elevations shown, filling, backfilling and excavating as show on the Drawings.
1.02 RELATED SECTIONS
A. Section 02230 - Site Clearing
B. Section 02320 - Trenching, Backfilling and Compacting
1.03 REFERENCES
A. In addition to complying with all current applicable codes and regulations, including Appendix
Chapter 33 of the Uniform Building Code, comply with applicable sections of the following:
B. American Public Works Association Southern California Chapter's "Greenbook" Standard
Specific Specifications for Public Works Construction, latest edition.
1. Part 3 - Construction Methods, Section 02300 - Earthwork.
C. City of Carlsbad Standard Improvement Specifications and Drawings.
D. The Geotechnical Engineering Report prepared for this project.
E. All of the above specifications shall be consulted. The most restrictive specification shall apply.
1.04 PROJECT/SITE CONDITIONS
A. General:
1. Contractor shall verify existing grades and dimensions before starting any grading
operations. If any discrepancy exists, the Owner's Authorized Representative shall be
notified immediately.
2. Use all means necessary to protect all existing features, products, or items designated to
remain, as well as all work of this Section. In the event of damage, repair or replace
immediately to the approval of and at no additional cost to the Owner.
3. Protect trees and shrubs, where indicated to remain.
4. All existing benchmarks shall be protected and maintained throughout the course of the
work. Monuments or stakes disturbed or destroyed during the course of the work shall be
re-established without expense to the Owner.
5. Work shall be conducted as to avoid injury to persons and damage to adjacent property.
This includes, but is not necessarily limited to:
a. Provide appropriate shoring, bracing, and barriers
b. Barricade open depressions and holes occurring as part of this work, and post warning
lights on property adjacent to or within public access.
c. Operate warning lights during hours from dusk to dawn each day and as otherwise
required.
d. Protect structures, utilities, sidewalks, pavements and other facilities from damage
caused by settlement, lateral movement, undermining washout and other hazards
created by operations under this Section.
6. An effort has been made to define the location of underground facilities within the job site.
However, all existing utilities and other underground structures may not be shown on the
drawings and their location where shown is approximate. Contractor shall assume sole and
complete responsibility for locating all underground utilities and related facilities and for
protection of same during the course of the construction. Contact Underground Service
Alert U.S.A. of Southern California (800) 642-2444 two working days prior to the start of
construction for assistance from the respective utilities. All utilities not a member of U.S.A.
must also be notified.
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Specifications 02300 -1
7. Any hauling permits required by the local jurisdiction must be obtained and paid for under
this contract. Off-site, all local codes and ordinances must be followed.
8. Maintain access to the site at all times.
9. Erosion Control: If the permanent erosion control has not been established before the
onset of the rainy season (October 15th) or if the construction occurs during the period
between October 15th and April 15th, then erosion control devices shall be provided and
available on-site. The Contractor is responsible for the placement of such devices, at no
cost to the Owner.
1.05 PROTECTION AND SAFETY
A. General:
1. Perform all work in accordance with all current regulations, including safety requirements of
the California Administrative Code, Title 8, and California Labor Code, Div. 5, Part 3.
2. Comply with all current regulations of the Federal Occupational Safety and Health Act
(OSHA).
1.06 QUALITY ASSURANCE
A. Use equipment adequate in size, capacity, and numbers to accomplish the work in a timely
manner.
B. General: Equipment and methods used shall be subject to the Geotechnical Engineer's
inspection, test and approval.
C. Samples: Samples of all materials used shall be supplied and submitted for the Geotechnical
Engineer's approval wherever specified or as directed by the Geotechnical Engineer.
D. Testing:
1. The Owner will retain and pay a qualified Geotechnical Engineer to observe performance of
work in connection with Site Clearing, Excavation, Fill, Utility Trenching, Subgrade and
Roadbed preparation, and to perform compaction tests.
2. The Geotechnical Engineer shall take all field samples and do all laboratory testing
necessary to insure compliance of the work to these Specifications or as required by the
Engineer or other regulatory agencies. The Geotechnical Engineer shall submit results of
all testing done during the course of the work to the Engineer and Contractor.
3. Notify testing laboratory a minimum of 48 hours in advance of testing required to satisfy
requirements of this section.
4. Should testing specified above show work which does not satisfy these Specifications, the
Contractor shall pay, through the Owner, for all additional tests required to determine the
extent of work that is not satisfactory and for all additional tests necessary to demonstrate
compliance with these specifications.
E. Certification Upon Completion of the Work: Contractor shall certify in writing to the Owner and
the Engineer that all earthwork was performed in accordance with this specification and as shown
on drawings.
PART 2 PRODUCTS
2.01 FILL MATERIALS
A. Fill and Backfill Materials:
1. Import soils shall be equal to, or better than, the on-site soils in strength, expansion,
compressibility, and soil chemistry characteristics. In general, import material should be
free of organic matter and deleterious substances, have 100% passing a two inch sieve,
60% to 100% passing a #4 sieve, no more than 20% passing a #200 sieve, an Expansion
Index less than 20, a Liquid Limit less than 35, and a Plasticity Index less than 12. Import
soils can be evaluated prior to their use, but will not be prequalified by the Geotechnical
Engineer. Approval of import soils will be given only after the material is on site and done so
before it is in-place by a Geotechnical Engineer.
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Specifications 02300 - 2
2. Shrinkage because of excavation and compaction of the upper site soils may range from 5 to
15 percent. Losses from site clearing and grubbing operations may affect quantity
calculations and shall also be taken in to account. The grading contractor shall verify
shrinkage and earthwork yardage estimates.
PART 3 EXECUTION
3.01 SITE CONDITIONS
A. Inspection of Site: The Contractor shall prior to the bid, visit the site and personally determine
the existing conditions, nature of materials to be encountered and all other facts concerning or
affecting the work to be done under the Section.
B. Examine the areas and conditions under which work of this Section will be performed. Correct
conditions detrimental to timely and proper elimination of the work. Do not proceed until
unsatisfactory conditions are corrected.
C. Contractor shall verify, in field, all elevations, flow lines, points of connections. Any
discrepancies shall be called to the Architect's attention before proceeding with the work.
3.02 ROUGH EXCAVATION
A. General:
1. Make all cuts in long uniform passes.
2. Edges of cut areas shall be benched so that the resulting overall slope (top to toe) does not
exceed 2 horizontal to 1 vertical.
B. Site Preparation
1. All vegetation, uncompacted fill, trash piles, pavements, abandoned underground utilities,
and other debris shall be removed from the proposed grading areas. Underground utilities
(water, sewer, stormdrain, electric, gas, cable, etc.) are anticipated within or adjacent to the
proposed construction area. These utilities shall be identified and relocated as required
prior to performing excavations for any site grading or foundation excavations. All
strippings and debris shall be removed from the site in order to preclude their incorporation in
site fill or remedial excavation backfill. Depressions resulting from such removals shall
have debris and loose soils removed and filled with suitable soils placed as recommended
below.
2. Any active or abandoned water well shall be capped and abandoned in accordance with
state law. Casings shall be cut off at least five feet below grade and the upper five feet shall
be replaced with compacted soil.
3. Any seepage pits (i.e. cesspools) shall be removed in their entirety including any brick lining
and any liquids or sediment remaining at the bottom of the pits. The void resulting from
removal of the seepage pits shall be backfilled with suitable soils placed as recommended
below. This may require ramping and/ or laying back side slopes to an angle to allow safe
entry of personnel and equipment. Alternatively, seepage pit excavations may be backfilled
with a low-cement concrete slurry mix or 'self-compacting1 gravel to within 5 feet of proposed
final grade or proposed footing elevations. The final five feet should consist of compacted
engineered fill as described below.
4. In order to minimize potential settlement problems associated with structures supported on a
non-uniform thickness of compacted fill, the geotechnical engineer shall be consulted for site
grading recommendations relative to backfilling large and/or deep depressions resulting
from removals under Item I.
5. To provide a more uniform bearing for the proposed structure foundations and slab-on grade
construction, provide the following:
a. Native soils and existing artificial fill beneath the proposed building areas shall be
excavated to competent formational material per the Geotechnical report. Remedial
excavations shall be performed to a distance of at least five feet laterally beyond the
building perimeter. The base of the remedial excavation across the building pad shall
be a level elevation to mitigate cut/fill transition conditions. Foundation plans and
Carlsbad Joint First Responders Training Facility EARTHWORK
Specifications 02300 - 3
details shall be checked carefully during grading to establish the actual bottom of
footing elevations in the field.
b. All existing artificial fill within the proposed traffic-bearing pavement areas shall be
removed. The depth of fill may vary from 2 to 10 feet. It should be realized that other
areas of fill and deeper depths of fill material may be encountered at the time of grading.
c. All exposed ground surfaces (subgrades) at the base of the remedial excavations shall
be tested to verify that an "in-place dry density" ("IPD") of at least 100 pounds per cubic
foot (pcf) is present. If this density does not exist at the specified depth, additional
excavation will be required until suitable subgrade densities are found.
d. The bottom of the remedial excavation shall then be scarified (ripped) 6 inches and
recompacted.
e. The excavated soils may be reused to backfill the remedial excavations provided they
are processed to remove any deleterious materials and debris, and are properly
moisture conditioned and compacted. During replacement of the excavated soils in
the remedial excavations, and recompaction of the scarified soils, the soils shall be
moisture conditioned to 2 percent above optimum moisture content and be uniformly
compacted to at least 90% of maximum dry density as determined by ASTM D 1557 test
procedures using mechanical compaction equipment. To aid in the compaction
operation, fill should be placed in lifts not exceeding six inches compacted thickness.
Compaction shall be verified by testing.
f. The geotechnical consultant's representative shall review the site grading prior to
scarification of the bottom of the remedial excavation. Local variations in soil
conditions may warrant increasing the depth of remedial excavation. Any deeper
areas of loose soils shall be removed and be replaced as compacted, engineered fill.
6. Soils beneath any proposed traffic-bearing rigid pavement (Portland cement concrete),
including a minimum lateral distance of at least two feet beyond pavement edges, shall be
excavated a minimum of two feet below the existing grade or finished subgrade, whichever is
lower. The bottom of the remedial excavation shall then be scarified (ripped) 6 inches.
The scarified and excavated soils shall be moisture conditioned to near optimum moisture
content and be uniformly compacted. The upper one foot of soil beneath traffic-bearing
pavement shall be compacted to at least 95% of maximum dry density using mechanical
compaction equipment. Compaction shall be verified by testing.
7. Soils beneath any proposed exterior non-traffic bearing concrete flatwork (sidewalks, patios,
walkways, etc.), including a minimum lateral distance of at least two feet beyond flatwork
edges, shall be excavated a minimum of 12 inches below the existing grade or finished
subgrade, whichever is lower. The bottom of the remedial soils shall be moisture
conditioned to near optimum moisture content and be uniformly compacted to at least 90% of
maximum dry density using mechanical compaction equipment. Compaction shall be
verified by testing.
C. Excavation:
1. Excavate existing material to plan and depth locations shown on drawings and defined in this
specification. Surface shall be free of ruts, hummocks, and other uneven surface features.
2. All pumping areas, soft spots, organic deposits, and other unsuitable soils shall be removed
as directed by the Geotechnical Engineer. Voids created shall be scarified, compacted and
filled per 3.05 below.
3. Do not excavate beyond line and depth shown on drawings and as required by this
specification. All over-excavation shall be replaced with fill material and compacted per
3.05 below, at no cost to the Owner.
4. All excavated surfaces shall be approved by the Geotechnical Engineer prior to proceeding
with scarification and compaction, and prior to proceeding with fill placement.
5. Excavation at Paving Base Areas: Excavate all existing material as required to achieve
specified finish grade and pavement assembly. Overexcavate, scarify and compact per
thee specifications.
3.03 EXCAVATING
Carlsbad Joint First Responders Training Facility EARTHWORK
Specifications 02300 - 4
A. Perform excavating of every type of material encountered within the limits of the Work to the lines,
grades, and elevations indicated and specified herein.
B. Standard construction techniques should be sufficient for site excavations. All excavations shall
be made in accordance with applicable regulations (including CAL/OSHA). Project safety is the
responsibility of the Contractor and the Owner. The Owner and The Architect will not be
responsible for project safety.
C. Unshored, unsurcharged, open excavations may be cut vertically to a maximum depth of no more
than four feet. Excavations extending between four and ten feet deep shall be shored or sloped
back from the base of the excavation to at least a one horizontal to one vertical (1 H:1 V) slope or
flatter consistent with OSHA guidelines. If excavations dry out, sloughing will occur. No
excavation shall be made with a 1:1 line projected outward from the toe of any existing footing or
structure.
D. During the time excavations are open, no heavy grading equipment or other surcharge loads (i.e.
excavation spoils) shall be allowed within a horizontal distance from the top of any slope equal to
the depth of the excavation (both distances measured from the top of the excavation slope).
E. Adequate measures shall be taken to protect any structural foundations, pavements, or utilities
adjacent to any excavations.
F. Surplus Materials: Dispose of unsatisfactory excavated materials, and surplus satisfactory
excavated material, away from the site at disposal areas arranged and paid for by the Contractor.
G. Excavation of Rock:
1. Where rocks, boulders, granite, or similar material is encountered, and where such material
cannot be removed or excavated by conventional earth moving or ripping equipment, take
required steps to proceed with the general grading operations of the Work, and remove or
excavate such material by means which will neither cause additional cost to the Owner nor
endanger buildings or structures whether on or off the site.
2. Do not use explosives without written permission from the City. If the Contractor proposes to
use blasting during excavation, then a Blasting Permit is required from the City, and the
following Blasting Operations will apply:
a. Blasting Plan. The Contractor shall abide by all requirements of the City blasting
permit and shall submit a plan to the Engineer detailing how blasting will be
implemented and no blasting operation, including drilling, shall start until the Engineer
has reviewed and approved this blasting control plan in accordance with the General
Provisions, Section "2-5.3 Submittals". Approval of the Contractor's blasting control
plan or blasting procedures shall not relieve the Contractor of any of his responsibility
under the contract for assuring the complete safety of his operations or for the
successful completion of the work in conformity with the requirements of the plans and
specifications.
The blasting control plan shall provide for limiting the maximum peak particle velocity
as follows:
(1). The maximum particle velocity at the nearest point to pipelines shall be 6.0
inches per second at a minimum frequency of 10 hertz. In the event neither of
these limitations is met, the Contractor shall, at his expense, perform
excavations, repair pipeline as necessary, and backfill the excavations. This
work shall be done at the Contractor's expense whether or not damage has been
incurred.
(2). The maximum particle velocity at any other structure within the blast area, shall
be 0.5 inches per second at frequency of 10 hertz or less and shall progress
linearly to a maximum of 2.0 inches per second at a frequency of 40 hertz or
greater in accordance with the recommendations of the United States Bureau of
Mines Publication Rl 8507, Figure 11.14.
Carlsbad Joint First Responders Training Facility EARTHWORK
Specifications 02300 - 5
Air blast overpressure shall not exceed O.OSpsi at any structure within the blast area.
Impact or impulsive noise from blasting operations shall not exceed 140 dB measure at
the nearest structure.
The plan shall indicate the type and method of instrumentation proposed to determine
the ground motion particle velocity and air noise. The plan shall indicate type and
placement of appropriate construction area signs for public traffic if blasting area is
visible to public traffic or if blasting safety may be jeopardized by publicly operated
electronic devices.
b. Blasting Records. The Contractor shall keep accurate records of each blast. Blasting
records shall be available to the Engineer at all times and shall contain the following as
a minimum:
(1). Blast identification by numerical and chronological sequence.
(2). Location (referenced by stationing), date and time of blast.
(3). Type of material blasted.
(4). Number of holes, burden and spacing.
(5). Diameter and depth of holes.
(6). Height or length of stemming.
(7). Types of explosives used.
(8). Type of caps used and delay periods used.
(9). Total amount of explosives used.
(10). Maximum amount of explosives per delay period of 9 milliseconds or greater.
(11). Powder factor (pounds of explosive per cubic yard of material blasted).
(12). Method of firing and type of circuit.
(13). Weather conditions (including wind direction).
(14). Direction and distance to nearest structure of concern.
(15). Type and method of instrumentation.
(16). Location and placement of instruments.
(17). Instrumentation records and calculations for determination of ground motion
particle velocity or for charge size based on scaled distance.
(18). Measures taken to limit air noise, air pressure and fly rock.
(19). Any unusual circumstances or occurrences during blast.
(20). Name of Contractor.
(21). Name and signature of responsible blaster.
c. Public Safety. Blasting guards in sufficient numbers to assure that people, property
and improvements will not be endangered, shall be stationed around the blasting area
during blasting operations.
Blasting operations may be suspended by the Engineer, at no cost to the Agency for
any of the following:
(1). Safety precautions taken are inadequate.
(2). Ground motion particle velocity or air noise exceed the limits specified.
(3). Blasting control plans have not been approved.
(4). Required records are not being kept.
f.
Suspension of blasting operations shall in no way relieve the Contractor of this
responsibilities under the terms of this contract. Blasting operations shall not resume
until modifications have been made to correct the conditions that resulted in the
suspension.
Blasting complaints shall be accurately recorded by the Contractor as to complainant,
address, date, time, nature of the complaint, name of person receiving the complaint,
Carlsbad Joint First Responders Training Facility EARTHWORK
Specifications 02300 - 6
the complaint investigation conducted, and the disposition of the complaint.
Complaint records shall be available to the Engineer at all times.
No blasting shall be done between the hours of 4:00 p.m. and 9:00 a.m., nor on
weekends and holidays.
d. Blast Monitoring. All blasting within 300-feet of in-service pipelines, including
secondary blasting, associated with the project shall be monitored with portable
seismograph and airblast instrumentation. Instrumentation shall provide an
immediate digital display of vibratory ground motion particle velocity results in three
mutually perpendicular directions and a permanent printed or photographic record of
the vibratory waveform. Airblast results shall also be immediately displayed in digital
form and the waveform printed. Blast monitoring shall be performed by a qualified
independent firm or individual not associated with, or employed by, prime contractor or
subcontractors. Costs associated with independent blast monitoring shall be
considered as included in contract unit price paid for excavation and no additional
compensation will be allowed.
e. Blasting Permit. No blasting operations shall occur without a valid blasting permit.
Blasting permits will be issued only to qualified blasters. A blaster will be considered
qualified upon presentation to the Engineer of a valid blaster's license issued by the
California Division of Industrial Safety and a valid explosive permit issued by the Sheriff
of San Diego County. Application for a blasting permit shall be made at the City's
Engineering Department.
The Engineer may revoke a blasting permit issued, at no cost to the Agency, if the
Contractor has, in the opinion of the Engineer:
(1). Conducted or been responsible for careless or reckless blasting operations.
(2). Failed to observe any standard safety orders or other applicable rules and
regulations.
(3). Failed to adhere to any provision of the blasting policy or permit.
There is no fee for this permit.
f. Regulations. In addition to these Technical Specifications, all applicable provisions of
Title 8 Article 8 of the California Industrial Safety Construction Orders, the National Fire
Protection Association Code for the Manufacture, Transportation, Storage and Use of
Explosive Materials, and all requirements of any governing agency having jurisdiction
shall apply.
g. Notification. Before any blasting operations can proceed the following notifications
shall be given:
(1). The Contractor shall give a onetime written notice to all residences or
businesses located within 600 feet of any potential blast location. Such notice
will be given immediately upon approval of the blasting plan. The notice will
state when the blasting operations will begin, how long they will continue, and
the approximate frequency. The notice will also give the name and phone
number of a responsible and responsive employee of the blaster who can
answer any questions that: the public may have. The written notice shall also
state that all complaints of blasting caused damages shall be made in writing to
the blaster and that said blaster will respond within 10 days of receipt of same.
(2). In addition to the notice described in (1), a notice by the blaster shall be given to
all residences or businesses within 300 feet of the blast area prior to blasting.
Notice shall state when blasting operations shall begin, how long they will
continue and the approximate frequency.
(3). The blaster shall notify the City's police and fire department of any scheduled
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Specifications 02300 - 7
blast at least 1 hour prior to blasting.
h. Preblast Survey. The Contractor shall make and document a pre-blast survey of
properties and improvements located within 300-feet of excavation areas where
blasting is required. Pre-blast surveys shall be made no more than 45 days in
advance of the planned commencement or resumption of blasting operations. The
pre-blast surveys shall, as a minimum, contain the following:
(1). The names of the property owner and occupants, the address of the property,
the date and time of the inspection.
(2). The name of the person making the inspection.
(3). A complete description of the structure(s) or other improvements).
(4). A detailed interior inspection with each interior room (including attic and
basement spaces) designated and described.
(5). A detailed exterior inspection fully describing the existing conditions of all
foundations, walls, roofs, doors and windows, and porches.
(6). A detailed listing, inspection and documentation of existing conditions of
garages, outbuildings, sidewalks and driveways.
(7). A survey of any wells or other private water supplies including total depth and
existing water surface levels.
The documentation may consist of either a written report, or a video tape with voice
narration. The video tape, if used, must included the date and time displayed on the
image. Copies of the pre-blast inspection reports or video tape documentation shall be
given to the Engineer at the time that the blasting plan is submitted. The Contractor
shall conduct post-blast inspections upon receipt of a written complaint of property
damage due to the blasting operations from any owner and / or resident. This
inspection shall be completed within 10 days of receipt of the written complaint. The
Contractor shall compile a written report of this inspection which shall include one of
the following statements based on his professional opinion:
(1). The damage was not caused by the blasting operation.
(2). The damage was caused by the blasting operation.
A copy of this report shall be sent to the complainant and the Engineer within 10 working
days of the inspection date. The Contractor, at his expense, shall commence and
diligently prosecute any remedial work required due to blasting damage within 30 days of
the post-blast inspection. If the complainant disputes the report, the Contractor shall
immediately provide the complainant, in writing, with the Contractor's liability insurance
carrier so that a claim may be tendered.
H. Excavate and backfill in a manner and sequence that will provide proper drainage at all times.
I. Ditches and Gutters
1. Cut accurately to the cross sections, grades, and elevations shown
2. Maintain excavations free from detrimental quantities of leaves, sticks, trash, and other
debris until completion of the Work.
3. Dispose of excavated materials as shown on the Drawings or directed by the Geotechnical
Engineer; except do not, in any case, deposit materials less than 3'-0" from the edge of a
ditch.
J. Unauthorized Excavation:
1. Unauthorized excavation consists of removal of materials beyond indicated subgrade
elevations or dimensions without specific instruction from the Geotechnical Engineer or the
Engineer.
2. Under footings, foundations, or retaining walls:
a. Fill unauthorized excavation by extending the indicated bottom elevation of the footing
or base to the excavation bottom, without altering the required top elevations.
b. When acceptable to the Geotechnical Engineer, lean concrete fill may be used to bring
bottom elevations to proper position.
3. Elsewhere, backfill and compact unauthorized excavations as specified for authorized
excavations, unless otherwise directed by the Geotechnical Engineer.
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Specifications 02300 - 8
3.04 FILLING AND BACKFILLING
A. Backfill excavations as promptly as progress of the Work permits, but not until:
1. Acceptance of construction below finish grade;
2. Inspecting, testing, approving, and recording locations of underground utilities;
3. Concrete formwork is removed;
4. Shoring and bracing are removed, and voids have been backfilled with satisfactory
materials;
5. Trash and debris have been removed; and
6. Horizontal bracing is in place on horizontally supported walls.
3.05 FILL PLACEMENT
A. General:
1. Spread and thoroughly blend and fill materials, including backfill, after achieving proper
moisture content.
2. Lifts shall not exceed eight (8) inches in uncompacted thickness.
3. Prior to compaction, bring fill to proper moisture content (+/- 2% of optimum) by aeration or
moistening.
4. Compact each lift to uniform compaction throughout each lift.
5. All tests shall be performed by the Geotechnical Engineer in accordance with ASTM D 1556
or ASTM D 2922 and D 3017.
6. Do not place backfill or fill material on surfaces that are muddy, frozen, or containing frost or
ice.
7. Place backfill and fill materials evenly adjacent to structures, to required elevations.
8. Take care to prevent wedging action of backfill against structures by carrying the material
uniformly around the structures to approximately the same elevation in each lift.
9. All fill shall be placed under the direction of the Geotechnical Engineer in accordance with
these specifications.
3.06 PROCEDURES
A. Utilities:
1. Unless shown to be removed, protect active utility lines shown on the Drawings or otherwise
made known to the Contractor prior to excavating. If damaged, repair or replace at no
additional cost to the Owner.
2. All existing utility facilities to remain shall be raised or lowered as necessary to match finish
grade.
3. If active utility lines are encountered, and are not shown on the Drawings or otherwise made
known to the Contractor, promptly take necessary steps to assure that service is not
interrupted.
4. If service is interrupted as a result of Work under this Section, immediately restore service by
repairing the damaged utility at no additional cost to the Owner.
5. If existing utilities are found to interfere with the permanent facilities being constructed under
this Section, immediately notify the Architect and secure instructions.
6. Do not proceed with permanent relocation of utilities until written instructions are received
from the Architect.
B. Protection of Persons and Property:
1. Barricade open holes and depressions occurring as part of this Work, and post warning lights
on property adjacent to or with public access.
2. Operate warning lights during hours from dusk to dawn each day and as otherwise required.
3. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused
by settlement, lateral movement, washout, and other hazards created by operations under
this Section.
C. Dewatering:
Carlsbad Joint First Responders Training Facility EARTHWORK
Specifications 02300 - 9
1. Remove all water, including rain water, encountered during trench and substructure work to
an approved location by pumps, drains, and other approved methods.
2. Keep excavations and site construction area free from water.
3.07 DUST CONTROL
A. Dust control is to be maintained by an appropriate moisture content at all times upon
commencement of work, including periods of suspension of work, until final acceptance of the
project by the City of Carlsbad. Dust control shall be maintained to the satisfaction of the City of
Carlsbad.
B. Water trucks or sprinkler systems shall be used in sufficient quantities to prevent airborne dust
from leaving the construction site.
C. All dirt stockpiles shall be sprayed at least twice per day. Spraying should occur in the morning
and in the afternoon after completion of daily activities. If wind speeds exceed 15 MPH, the
frequency of spraying shall be increased.
3.08 COMPACTING
A. Control soil compaction during construction to provide the minimum percentage of density
specified for each area as determined according to ASTM D1557.
B. Provide not less than the following maximum density of soil material compacted at optimum
moisture content for the actual density of each layer of soil material in place, and as approved by
the Geotechnical Engineer.
1. Structures:
a. All fill soils beneath the proposed new building section shall be compacted to a
minimum 95% of maximum density.
b. Lawn and Unpaved Areas:
1) Compact the top 8" of subgrade and each layer of fill material or backfill material at
90% of maximum density.
c. Walks:
1) Compact the top 12" of subgrade and each layer of fill material or backfill material
at 95% of maximum density.
d. Pavements:
1) Compact the top 12" of subgrade and each layer of fill material or backfill material
at 95% of maximum density.
C. Moisture Control:
1. Where subgrade or layer of soil material must be moisture-conditioned before compacting,
uniformly apply water to surface of subgrade or layer of soil material to prevent free water
appearing on surface during or subsequent to compacting operations.
2. Remove and replace, or scarify and air dry, soil material that is too wet to permit compacting
to the specified density.
3. Soil material that has been removed because it is too wet to permit compacting may be
stockpiled or spread and allowed to dry. Assist drying by discing, harrowing, or pulverizing
until moisture content is reduced to a satisfactory value as determined by moisture-density
relation tests approved by the Geotechnical Engineer.
3.09 DRAINAGE CONTROLS
A. Provide all necessary temporary apparatus, pumps, curbs, or ditches as required to divert or
convey water from any source away from the work. Do not allow water from any source to
accumulate within or damage earthwork.
3.10 FINISH SITE GRADING/ PROTECTION
Carlsbad Joint First Responders Training Facility EARTHWORK
Specifications 02300-10
A. General:
1. Grade all surfaces on the site where indicated and within the construction areas to elevations
indicated and as required to insure proper drainage and disposal of surface water. Shape
grades to drain away from buildings at minimum 2% slope, as shown on drawings, or as
directed by the Geotechnical Engineer.
2. After grading is completed, and the Geotechnical Engineer has finished observation of the
work, no further excavation or filling shall be done except with the review of, and under the
observation of, the Geotechnical Engineer.
3. It shall be the responsibility of the Contractor to prevent erosion of the freshly graded areas
during construction and until such time as permanent drainage and erosion control
measures have been installed.
3.11 FINISH ELEVATIONS AND LINES
A. Comply with pertinent provisions of Part I - General Provisions, Section 2-9, Surveying.
3.12 TOLERANCES
A. Earthwork:
1. All rough grading shall be placed to a vertical tolerance of plus or minus one-tenth (.1) foot.
2. All rough grading shall be placed to a horizontal tolerance of plus or minus one-half (.5) foot.
3.13 FIELD QUALITY CONTROL
A. Secure the Geotechnical Engineer's inspection and approval of subgrades and fill layers before
subsequent construction is permitted thereon.
B. Provide at least the following test areas to the Geotechnical Engineer for testing:
1. At paved areas, at least one field density test for every 2000 sq ft of paved area, but not less
than three tests;
2. In each compacted fill layer, one field density test for every 2000 sq ft of overlaying paved
area, but not less than three tests.
C. If, in the Geotechnical Engineer's opinion, based on reports of the testing laboratory, subgrade or
fills which have been placed are below specified density, provide additional compacting and
testing under the provisions of Section 4, Control of Materials.
3.14 MAINTENANCE
A. Protection of Newly Graded Areas:
1. Protect newly graded areas from traffic and erosion, and keep free from trash and weeds;
2. Repair and reestablish grades in settled, eroded, and rutted areas to the specified
tolerances.
B. Where completed compacted areas are disturbed by subsequent construction operations or
adverse weather, scarify the surface, reshape, and compact to the required density prior to further
construction.
3.15 CERTIFICATION
A. Upon completion of this portion of the Work, and as a condition of its acceptance, deliver to the
Engineer a written report from the Geotechnical Engineer certifying that the compaction
requirements have been obtained. State in the report the area of the fill or embankment, the
compaction density obtained, and the type or classification of fill material placed.
END OF SECTION
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Specifications 02300 -11
SECTION 02320
TRENCHING, BACKFILLING, AND COMPACTING
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Trenching, backfilling and compacting as required for installation of underground utilities
1.02 RELATED SECTIONS
A. Section 02210 - Subsurface Investigations
B. Section 02230 - Site Clearing
C. Section 02300 - Earthwork
1.03 REFERENCES
A. American Public Works Association Southern California Chapter's "Greenbook" Standard
Specifications for Public Works Construction, latest edition.
B. City of Carlsbad Standard Improvement Specifications and Drawings, latest edition.
C. The Geotechnical Engineering Report and the Geotechnical Engineer.
D. All of the above specifications shall be consulted. The most restrictive specification shall apply.
1.04 QUALITY ASSURANCE
A. Complying with requirements of governmental agencies having jurisdiction, comply with the
recommendations of the Geotechnical Engineer.
1.05 PRODUCT HANDLING
A. Comply with pertinent provisions of Section 4, Control of Materials.
PART 2 PRODUCTS
2.01 Soil Materials
A. Fill and backfill materials:
1. Provide soil materials free from organic matter and deleterious substances, containing no
rocks or lumps over 2" in greatest dimension.
2. Stormdrain backfill material shall be Class I graded or crushed stone or crushed pea gravel
with little or no fines per ASTM D2321. The material shall meet the minimum standards listed
below:
a. Sieve Size Percentage Passing Sieve
1) No. 4 0-10
2) No. 2000-5
3. Fill material is subject to the approval of the Geotechnical Engineer, and is that material
removed from excavations or imported from off-site borrow areas, predominantly granular,
non-expansive soils, free from roots and other deleterious matter.
4. Do not permit rocks having a dimension greater than 1" in the upper 12" of fill.
5. Cohesionless Material Used for Structural Backfill: Provide sand free from organic material
and other foreign matter, and as approved by the Geotechnical Engineer.
6. Bedding material shall meet the minimum standards listed below:
a. Sand Equivalent 20
b. Sieve Size Percentage Passing Sieve
c. 1" (2.54 cm) 100
d. No. 4 80-100
e. No. 200 0-15
Carlsbad Joint First Responders Training Facility TRENCHING, BACKFILLING, AND COMPACTING
Specifications 02320 -1
2.02 OTHER MATERIALS
A. Provide other materials, not specifically described but required for a complete and proper
installation, as selected by the Contractor subject to the approval of the Engineer.
PART 3 EXECUTION
3.01 SURFACE CONDITIONS
A. Examine the areas and conditions under which work of this Section will be performed. Correct
conditions detrimental to timely and proper completion of the Work. Do not proceed until
unsatisfactory conditions are corrected.
3.02 FURNISH ELEVATIONS AND LINES
A. Comply with pertinent provision of Part I - General Provisions, Section 2-9, Surveying..
3.03 Procedures
A. Utilities:
1. Unless shown to be removed, protect active utility lines shown on the Drawings or otherwise
made known to the Contractor prior to trenching. If damaged, repair or replace at no
additional cost to the Owner.
2. If active utility lines are encountered, and are not shown on the Drawings or otherwise made
known to the Contractor, promptly take necessary steps to assure that service is not
interrupted.
3. If service is interrupted as a result of work under this Section, immediately restore service by
repairing the damaged utility at no additional cost to the Owner.
4. If existing utilities are found to interfere with the permanent facilities being constructed under
this Section, immediately notify the Achitect and secure instructions.
5. Do not proceed with permanent relocation of utilities until written instructions are received
from the Architect.
B. Protection of Persons and Property:
1. Barricade open holes and depressions occurring as part of the Work, and post warning lights
on property adjacent to or with public access.
2. Operate warning lights during hours from dusk to dawn each day and as otherwise required.
3. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused
by settlement, lateral movement, washout, and other hazards created by operations under
this Section.
C. Dewatering:
1. Remove all water, including rain water, encountered during trench and substructure work to
an approved location by pumps, drains, and other approved methods.
2. Keep excavations and site construction area free from water.
D. Maintain access to adjacent areas at all times.
3.04 TRENCHING
A. Comply with pertinent provisions of Section 02300, Earthwork, and the provisions of this Section.
B. Provide sheeting and shoring necessary for protection of the Work and for the safety of personnel.
1. Prior to backfilling, remove all sheeting.
2. Do not permit sheeting to remain in the trenches except when, in the opinion of the Architect,
field conditions or the type of sheeting or methods of construction such as use of concrete
bedding are such as to make removal of sheeting impracticable. In such cases, the
Architect may permit portions of sheeting to be cut off and remain in the trench.
C. Open Cut:
1. Excavate for utilities by open cut.
2. If conditions at the site prevent such open cut, and if approved by the Architect, trenching
Carlsbad Joint First Responders Training Facility TRENCHING, BACKFILLING, AND COMPACTING
Specifications 02320 - 2
may be used
3. Short sections of a trench may be tunneled if, in the opinion of the Architecr, the conductor
can be installed safely and backfill can be compacted properly into such tunnel.
4. Where it becomes necessary to excavate beyond the limits of normal excavation lines in
order to remove boulders or other interfering objects, backfill the voids remaining after
removal of the objects as directed by the Geotechnical Engineer.
5. When the void is below the subgrade for the utility bedding, use suitable earth materials and
compact to the relative compaction directed by the soil engineer, but in no case to a relative
compaction less than 90%.
6. When the void is in the side of the utility trench or open cut, use suitable earth or sand
compacted, or consolidated as approved by the Geotechnical Engineer, but in no case to a
relative compaction less than 90%.
7. Remove boulders and other interfering objects, and backfill voids left by such removals, at no
additional cost to the Owner.
8. Excavating for appurtenances:
a. Excavate for manholes and similar structures to a distance sufficient to leave at least
12" clear between outer surfaces and the embankment or shoring that may be used to
hold and protect the banks.
b. Overdepth excavation beyond such appurtenances that has not been directed will be
considered unauthorized. Fill with sand, gravel, or lean concrete as directed by the
Geotechnical Engineer, and at no additional cost to the Owner.
D. Trench to the minimum width necessary for proper installation of the utility, with sides as nearly
vertical as possible. Accurately grade the bottom to provide uniform bearing for the utility.
E. Depressions
1. Dig bell holes and depressions for joints after the trench has been graded. Provide uniform
bearing for the pipe on prepared bottom of the trench.
2. Except where rock is encountered, do not excavate below the depth indicated or specified.
3. Where rock is encountered, excavate rock to a minimum overdepth of 4 inches below the
trench depth indicated or specified.
F. Where utility runs traverse public property or are subject to governmental or utility company
jurisdiction, provide depth, bedding, over, and other requirements as set forth by legally
constituted authority having jurisdiction, but in no case less than the depth shown in the Contract
Documents.
G. Cover:
1. Provide minimum trench depth indicated below to maintain a minimum cover over the top of
the installed item below the finish grade or subgrade:
a. Areas Subject to Vehicular Traffic:
1) Sanitary sewers:
2) Storm drains:
b. Areas Not Subject to Vehicular Traffic:
1) Sanitary sewers: 30";
2) Storm drains: 18".
c. All Areas:
1) Water lines: 30";
2) Natural gas lines: 24";
3) Electrical cables: 42";
4) Electrical ducts: 36".
d. Where the minimum cover is not provided, encase the pipes in concrete as indicated.
Provide concrete with a minimum 28 day compressive strength of 2,500 psi.
Carlsbad Joint First Responders Training Facility TRENCHING, BACKFILLING, AND COMPACTING
Specifications 02320 - 3
e. Concrete Encased:
1) Pipe sleeves for water and gas lines: 24";
2) Sanitary sewers and storm drains: 12";
3) Electrical ducts: 24".
2. Where utilities are under a concrete structure slab or pavement, the minimum depth need
only be sufficient to completely encase the conduit or pipe sleeve, and electrical long-radius
rigid metal conduit riser, provided it will not interfere with the structural integrity of the slab or
pavement.
3.05 BEDDING
A. Comply with Part 3 - Construction Methods, Section 306-1.2, Installation of Pipe..
B. Bedding material, approved by the Geotechnical Engineer and meeting the minimum standards
listed in Section 2.01.5 above, shall be deposited and compacted to 90% relative compaction in
the trench uniformly on both sides of the pipe for the full width of the trench and to a depth of 12
inches over the top of the pipe. For pipes larger than 48" diameter, bedding material shall be
placed up to spring-line.
3.06 BACKFILLING
A. General
1. Do not completely backfill trenches until required pressure and leakage tests have been
performed, and until the utilities systems as installed conform to the requirements specified
in the pertinent Sections of these Specifications.
2. Except as otherwise specified or directed for special conditions, backfill trenches to the
ground surface with selected material approved by the Geotechnical Engineer.
3. Reopen trenches that have been improperly backfilled, to a depth as required for proper
compaction. Refill and compact as specified, or otherwise correct to the approval of the
Geotechnical Engineer.
4. Do not allow or cause any of the Work performed or installed to be covered up or enclosed by
work of this Section prior to required inspections, tests, and approvals.
5. Should any of the Work be so enclosed or covered up before it has been approved, uncover
all such Work and, after approvals have been made, refill and compact as specified, all at no
additional cost to the Owner.
B. Lower Portion of Trench:
1. Deposit approved backfill and bedding material in layers of 6" maximum thickness, and
compact with suitable tampers to the minimum density directed by the Geotechnical
Engineer.
2. Take special care in backfilling and bedding operations to not damage pipe and pipe
coatings.
C. Remainder of Trench:
1. Except for special materials for pavements, backfill the remainder of the trench with material
free from stones larger than 4" or Vi the layered thickness, whichever is smaller, in any
dimension.
2. Deposit backfill materials in layers not to exceed 6 inches in thickness, and compact each
layer to the minimum density directed by the Geotechnical Engineer. It shall be compacted
to a relative compaction of 90% for the remainder of the trench, except that the top 12" shall
be brought to 95% compaction. The backfill under and around any and all pipes shall be
thoroughly consolidated before any additional material is placed.
D. Adjacent to Buildings: Mechanically compact backfill within ten feet of buildings.
E. Consolidation of backfill by jetting with water is not be permitted, when specifically approved by
the Geotechnical Engineer, in areas other than building and pavement areas.
Carlsbad Joint First Responders Training Facility TRENCHING, BACKFILLING, AND COMPACTING
Specifications 02320 - 4
3.07 TEST FOR DISPLACEMENT OF SEWERS AND STORMDRAINS
A. Check sewers and stormdrains to determine whether displacement has occurred after the trench
has been backfilled to above the pipe and has been compacted as specified.
B. Flash a light between manholes or, if the manholes have not yet been constructed, between the
locations of the manholes, by means of a flashlight or by reflecting sunlight with a mirror.
C. If the illuminated interior of the pipe line shows poor alignment, displaced pipes, or any other
defects, correct the defects to the specified conditions and at no additional cost to the Owner.
3.08 PIPE JACKING
A. The Contractor may, at his option, install steel pipe casings, tongue-and-groove reinforced
concrete pipes, and steel pipes under existing roads or pavements by jacking into place using
procedures approved by the governmental agencies having jurisdiction and approved by the
Geotechnical Engineer.
3.09 TUNNELING OPERATIONS
A. The Contractor may, at his option, tunnel pipes into position using procedures approved by the
Geotechnical Engineer and the governmental agencies having jurisdiction.
3.10 FIELD QUALITY CONTROL
A. The Geotechnical Engineer will inspect and approve open cuts and trenches before installation of
utilities, and will make the following tests:
1. Assure that trenches are not backfilled until all tests have been completed;
2. Check backfilling for proper layer thickness and compaction;
3. Verify that test results conform to the specified requirements, and that sufficient tests are
performed;
4. Assure that defective work is removed and properly replaced.
END OF SECTION
Carlsbad Joint First Responders Training Facility TRENCHING, BACKFILLING, AND COMPACTING
Specifications 02320 - 5
SECTION 02372
STORM WATER POLLUTION PREVENTION
PART 1 - GENERAL
1.1 WORK SPECIFIED IN THIS SECTION
A. Work in this section includes all labor, equipment, and materials necessary for the preparation,
implementation, maintenance, and monitoring of the STORM WATER POLLUTION
PREVENTION PLAN (SWPPP) for the purpose of preventing the discharge of pollutants from the
Project site into receiving waters. This includes the elimination of pollution discharges such as
improper dumping, spills or leakage from storage tanks or transfer areas and material storage.
B. Compliance with City, state, and federal regulations.
C. Payment of application and annual fees required by the State Water Resources Control Board
(SWRCB) until the date of Substantial Completion.
D. Certification that the Project has met all of the conditions of the General Construction Activity
Storm Water Permit (GCASP).
1.2 RELATED SECTIONS
A. GENERAL PROVISIONS Section 2-5.3: Submittals
B. GENERAL PROVISIONS Section 7-8.6: Water Pollution Control
C. GENERAL PROVISIONS Section 8: Facilities for Agency Personnel
D. GENERAL PROVISIONS Section 9: Measurement and Payment
1.3 REFERENCES
A. California Stormwater Quality Association Best Management Practice Handbook-Construction
1.4 REGULATORY REQUIREMENTS
A. Prior to the beginning of construction on the site the CITY filed with the State Water Resources
Control Board a Notice of Intent (NOI) that this project will comply with the terms of the General
Permit for Storm Water Discharges Associated with Construction Activity. The approved date of
the NOI was 08/31/2009, which contained Waste Discharger Identification (WDID) number 9
37C356155, see Attachment C. The Contractor is obligated to comply with the requirements of
the State's General Permit with the implementation and maintenance of the SWPPP.
B. Contractor shall also comply with California Regional Water Quality Control Board, San Diego
Region, Order No. 2001-01 (amended by California State Water Resources Control Board Order
No. WQ 2001-15 adopted November 15, 2001) NPDES CAS0108758. In addition the
Contractor's SWPPP shall comply with California Regional Water Quality Control Board, San
Diego Region Order No. R9-2007-0001 adopted January 24, 2007.
C. Contractor shall comply with the following:
1. The City of Carlsbad Engineering Standards, Volume 1 - General Design Standards
Chapter 7 - Grading and Erosion Control Standards, and Volume 4 - Storm Water Best
Management Practices (BMP's) in accordance with Order No. R9-2007-0001 Standard
Urban Water Mitigation Plan (SUSMP).
2. General Provisions Section 7-8.6 Water Pollution Control, and
3. California Stormwater Quality Association Best Management Practice Handbook-
Construction ("Handbook").
08/08/2007 STORM WATER POLLUTION PREVENTION
City of Carlsbad Contract No. 3837 and 3925 02372-1
Alga Norte Community Park
1.5 QUALITY ASSURANCE
A. Pre-construction conference: Contractor, all subcontractors, and all heavy equipment operators
shall attend the pre-construction conference, at which time the working copies of the SWPPP will
be presented by the Contractor and the SWPPP requirements will be reviewed.
B. The Contractor's Project Manager, and Construction Superintendent shall become familiar with all
aspects of the SWPPP (including the State's General Permit) and shall be responsible for
ensuring compliance with the SWPPP for the project.
C. Contractor shall educate, direct, and enforce compliance with the requirements of the SWPPP by
all subcontractors.
D. The Contractor or his subcontractor shall demonstrate that they have installed Storm Water
Quality Protection BMP's listed in the project's SWPPP and the BMP's listed in Bid Items A-1
through A-8 for a minimum of five (5) other successful projects where site grading of similar
scope has occurred within the past five (5) years.
1.6 PERFORMANCE REQUIREMENTS
A. Based on preliminary SWPPP documents contained in the contract documents, Contractor shall
design the Storm Water Pollution Prevention Plan in compliance with all applicable regulations,
and incorporate all aspects of the Contractors construction sequence and operations. Review of
the SWPPP and inspection log by Engineer shall not relieve CONTRACTOR from liabilities
arising from non-compliance of storm water pollution regulations.
B. The SWPPP is a minimum requirement that Contractor and all subcontractors shall abide by.
Revisions and modifications to the SWPPP are acceptable only if they maintain levels of
protection equal to or greater than originally specified.
C. Contractor and all subcontractors shall read and be thoroughly familiar with all of the
requirements of the SWPPP. Contractor shall be responsible for the performance of
subcontractors. Contractor shall inspect and monitor all subcontractors work and storage areas
for compliance with the SWPPP prior to any anticipated rain.
D. Penalties: Contractor shall pay any fines and be liable for any other penalties that may be
imposed by the regulatory agency for non-compliance with the SWPPP during the course of work.
In cases of violation, Contractor shall be responsible to complete any and all corrective
measures, at his own expense, as may be directed by the regulatory agency or the Engineer.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Provide all temporary and permanent storm water pollution prevention facilities, equipment, and
materials as required by or as necessary to comply with the SWPPP.
PART 3 - EXECUTION
3.1 PREPARATION AND SUBMITTAL
A. Contractor shall prepare and submit to the CITY, within fourteen (14) days after the Effective Date
of the Contract, four (4) copies of the completed Storm Water Pollution Prevention Plan (SWPPP)
and the Monitoring Program Checklist (Checklist) as required to comply with storm water pollution
regulations for the Project site for review and comment by the Engineer.
Contractor shall submit completed SWPPP to Engineer within 15 days of Notice to Proceed, but
prior to beginning any grading operations. Contractor shall address Engineer's review comments
in the completed SWPPP and note any corrections in response to the comments and also
address comments provided from the Pre-Construction Meeting into the completed SWPPP.
B. The CITY received a Notice of Intent from the State Water Resources Control Board. The
contractor shall provide all necessary information required of the Notice of Intent before the City
will issue a Notice to Proceed. Information required for completing the application can be found
08/08/2007 STORM WATER POLLUTION PREVENTION
City of Carlsbad Contract No. 3837 and 3925 02372-2
Alga Norte Community Park
on the State Water Resources Control Board web site: http://www.swrcb.ca.gov/stormwtr/qen
const.html#const permit
C. Contractor shall prepare "Checklist" by downloading instructions from the State Water Resources
Control Board web site:
http://www.swrcb.ca.gov/stormwtr/gen const, htmlffconst permit
D. Contractor shall prepare SWPPP by downloading instructions from the State Water Resources
Control Board web site:
http://www.swrcb.ca.gov/stormwtr/gen const, html#const permit.
Download template from www. cabmphandbooks. com.
3.2 IMPLEMENTATION
A. All measures required by the SWPPP shall be implemented concurrent with the commencement
of construction. Pollution prevention practices and devices shall be followed or installed as early
in the construction schedule as possible with frequent upgrading of devices as construction
progresses.
B. Contractor shall conduct an inspection of all erosion control and pollution prevention devices prior
to any anticipated storm event to verify all SWPPP measures are in place and to identify and
mitigate any new potential pollution sources brought about by the ongoing construction.
C. After storm events the Contractor shall conduct an inspection of the project site to verify the
performance of the erosion control and pollution prevention devices in reducing pollutant loadings
of the discharged storm water associated with the construction activity.
D. Contractor and all subcontractors will be required to eliminate or reduce to the extent feasible the
discharge of materials other than storm water to the storm drain system and/or receiving waters
as dictated by the State General Permit and SWPPP.
E. Install perimeter controls prior to starting Work at the Project site.
F. Curtain on-site storm water on the Project site. Do not drain on-site water directly into the storm
drain.
G. Designate trained personnel for the proper implementation of the SWPPP.
H. The Contractor shall amend the SWPPP, graphically and in narrative form, whenever there is a
change in construction activities or operations which may affect the discharge of significant
quantities of pollutants to surface waters, ground waters, municipal storm drain systems, or when
deemed necessary by the Engineer. The SWPPP shall also be amended if it is in violation of any
condition of the permit, or has not effectively achieved the objective of reducing pollutants in
storm water discharges. Amendments shall show additional control measures or revised
operations, including those in areas not shown in the initially accepted SWPPP, which are
required on the project to control water pollution effectively. Amendments to the SWPPP shall be
submitted for review and acceptance by the Engineer in the same manner specified for the
initially accepted SWPPP. Accepted amendments shall be dated and logged in the SWPPP.
Upon acceptance of amendment, the Contractor shall implement the additional control measures
or revised operations.
I. The Contractor shall keep a copy of the accepted SWPPP and accepted amendments at the
project site. The SWPPP shall be made available upon request of a representative of the
Regional Water Quality Control Board, State Water Resources Control Board, U.S.
Environmental Protection Agency, or local storm water management agency. Requests by the
publiSc shall be directed to the Engineer.
J. By June 15 of each year, the Contractor shall submit an annual certification to the Engineer
stating compliance with the requirements governing the Permit. If the project is in non-compliance
08/08/2007 STORM WATER POLLUTION PREVENTION
City of Carlsbad Contract No. 3837 and 3925 02372-3
Alga Norte Community Park
at any time, the Contractor shall make a written report to the Engineer within 15 days of
identification of non-compliance.
K. Upon acceptance of the SWPPP, the Contractor shall be responsible throughout the duration of
the project for installing, constructing, inspecting and maintaining the control measures included
in the SWPPP and any amendments thereto and for removing and disposing of temporary control
measures. Unless otherwise directed by the Engineer or specified in these provisions, the
Contractor's responsibility for SWPPP implementation shall continue throughout any temporary
suspension of work ordered in accordance with General Provisions Section 6-3 "Suspension of
Work". Requirements for installation, construction, inspection, maintenance, removal and disposal
of control measures are specified in the "Handbook".
L. Soil stabilization practices and sediment control measures, including minimum requirements,
shall be provided throughout the winter season, defined as between October 1 and April 30.
Implementation of soil stabilization practices and sediment control measures for soil-disturbed
areas of the project site shall be completed, except as provided below, no later than 20 days prior
to the beginning of the winter either during or within 20 days of the winter season.
M. The Contractor shall implement, year-round and throughout the duration of the project, control
measures included in the SWPPP for sediment tracking, wind erosion, non-storm water
management and waste management and disposal.
N. The Engineer may order the suspension of construction operations, at the Contractor's cost,
which create pollution if the Contractor fails to conform to the requirements of this section as
determined by the Engineer.
O. Upon Substantial Completion:
1. Leave storm water pollution prevention controls in place when required for post-
construction storm water management and remove those that are not needed as
determined by Engineer. CITY will maintain prevention controls left in place.
2. Provide Site Monitoring Reports, SWPPP revisions, Compliance Certifications and
related documents to Engineer. Post-construction storm water operation and the
management plan as mentioned in the compliance certifications are considered to be in
place at Final Completion.
3.3 MAINTENANCE AND MONITORING
A. To ensure the proper implementation and functioning of control measures, the Contractor shall
regularly inspect and maintain the construction site for the control measures identified in the
SWPPP. The Contractor shall identify corrective actions and time frames to address any
damaged measures or reinitiate any measures that have been discontinued.
B. The construction site inspection checklist provided in the "Handbook" shall be used to ensure that
the necessary measures are being properly implemented, and to ensure that the control
measures are functioning adequately. The Contractor shall submit one copy of each site
inspection record to the Engineer, within two days of the inspection.
C. During the winter season, inspections of the construction site shall be conducted by the
Contractor to identify deficient measures as required by the requirements of City of Carlsbad
SUSMP as per Order no. R9-2007-0001. Examinations shall be conducted as a minimum as
follows:
1. When the five-day rain probability forecast exceeds forty percent (40%).
2. After any precipitation which causes runoff capable of carrying sediment from the
construction site.
3. At 24 hour intervals during extended precipitation events.
4. Routinely, at a minimum of once every week.
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D. If the Contractor or the Engineer identifies a deficiency in the deployment or functioning of an
identified control measure, the deficiency shall be corrected by the Contractor immediately, or by
a later date and time if requested by the Contractor and accepted by the Engineer in writing, but
not later than the onset of subsequent precipitation events. The correction of deficiencies shall
be at no additional cost to the City.
E. The Contractor shall notify to RWQCB within 30 days if there is any noncompliance.
3.4 LIABILITIES AND PENALTIES
A. Review of the SWPPP and inspection log by OWNER shall not relive CONTRACTOR from
liabilities arising from non-compliance of storm water pollution regulations.
B. Payment of penalties for non-compliance by CONTRACTOR shall be the sole responsibility of
CONTRACTOR.
C. Compliance with the Clean Water Act pertaining is the sole responsibility of CONTRACTOR. Any
fine against OWNER due to non-compliance by CONTRACTOR, OWNER shall recover all costs
of the fine by appropriate assessment.
3.5 CHANGE OF INFORMATION
A. Submit to OWNER completed NOI Form for change of information (Construction Site Information
and Material Handling/Management Practices).
3.6 PROCEDURES
A. The following specific procedures are required as part of SWPPP implementation:
1. Material Storage: Storage and exposure of raw materials, by-products, finished products,
and containers shall be controlled as described below:
a. All construction materials shall be stored at least ten (10) feet away from inlets,
catch basins, and curb returns. The Contractor shall not allow any material to
enter the storm drain system. At the end of each working day, the Contractor
shall collect and dispose of all scrap, debris, and waste material.
b. During wet weather or when rain is forecast, the ContractQr shall store materials
that can contaminate rainwater or be transported by storm water or other runoff
to the storm drain system inside a building or cover them with a tarp or other
waterproof material secured with weighted tires or sandbags to prevent contract
with rain.
c. The Contractor is reminded that storage and disposal of all hazardous materials
such as paints, thinners, solvents, and fuels; and all hazardous wastes such as
waste oil must meet all federal, state and local standards and requirements.
2. Dewatering Operations: All groundwater removed from the trench or excavations, must
be de-silted prior to discharging it into the storm drain system through filtering materials
and methods meeting the local authority having jurisdiction Standards for Erosion &
Sediment Control Measures and/or through methods and procedures described in the
California Storm Water Quality Best Management Practice Handbook - Construction
(latest edition).
3. Pavement Sawcutting Operations: The Contractor shall prevent any saw-cutting debris
from entering the storm drain system. The Contractor, preferably, shall use dry cutting
techniques and sweep up residue. If wet methods are used, the Contractor shall vacuum
08/08/2007 STORM WATER POLLUTION PREVENTION
City of Carlsbad Contract No. 3837 and 3925 02372-5
Alga Norte Community Park
slurry as cutting proceeds or collect all waste water by constructing a sand bag sediment
barrier. The bermed area shall be of adequate size to collect all waste water and solids.
The Contractor shall allow collected water to evaporate if the waste water volume is
minimal and if maintaining the ponding area does not interfere with public use of the
street area or create a safety hazard. If approved by the Construction Manager, the
Contractor may direct or pump saw-cutting waste water to a dirt area and allow to
infiltrate. The dirt area shall be adequate to contain all the waste water. After waste water
has infiltrated, all remaining saw-cutting residue must be removed and disposed of
properly. Remaining silt and debris from the ponding or bermed area shall be removed or
vacuumed and disposed of properly. If a suitable dirt area is not available or if discharge
to the sanitary sewer is not feasible, with the approval of the Construction Manager and
the local authority having jurisdiction, the Contractor shall filter the saw-cutting waste
water through filtering materials and methods meeting local authority having jurisdiction
Standards for Erosion and Sedimentation Control Measures before discharging to the
storm drain.
4. Pavement Operations: The Contractor shall prevent the discharge of pollutants from
paving operations by using measures to prevent run-on and run-off pollution, disposing of
wastes properly, and by implementing the procedures in the Best Management Practices
Handbook. In addition, the Contractor shall observe the following guidelines:
a. Paving during wet weather:
\. No paving while it is raining.
ii. No paving of the top lift of asphalt concrete (AC) on any day that
experiences one-quarter (1/4) inch of rain in a twenty-four (24) hour
period.
iii. No paving of bottom lift if previous seventy-two (72) hour period
experienced more than 1/2-inch rain, unless directed by the City
Engineer or his designee.
b. Store materials as required under paragraph 3.4 A.
c. Cover inlets and manholes when applying asphalt, seal coat, tack coat, slurry
seal, fog seal, and related materials.
d. Place drip pans or absorbent materials under paving equipment when not in use.
During wet weather, store contaminated paving equipment indoors or cover with
tarp or other waterproof covering.
e. Sweep site daily to prevent sand, gravel or excess asphalt from entering or being
transported by rain into the storm drain system.
f. Keep ample supplies of drip pans or absorbent materials onsite.
g. If paving involves Portland cement concrete, refer to item 3.4A. 5.
5. Concrete Operations: Do not wash out concrete trucks into storm drains, open ditches,
streets, streams, etc. The Contractor shall prevent the discharge of pollutants from
concrete operations by using measures to prevent run-on and run-off pollution, properly
disposing of wastes, and by implementing the following BMPs:
a. Store all materials in waterproof containers or under cover away from drain inlets
or drainage areas.
b. Avoid mixing excess amounts of Portland cement materials. Dispose of any
excess materials properly.
c. Whenever possible, perform washout of concrete trucks off-site where discharge
is controlled and not permitted to discharge to the storm drain system. For on-
site washout:
08/08/2007 STORM WATER POLLUTION PREVENTION
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Alga Norte Community Park
/. Locate washout area at least fifty (50) feet from storm drains, open ditches or
other water bodies, preferably in a dirt area. Confine run-off from this area
by constructing a temporary pit or bermed area large enough for the liquid
and solid waste.
//'. Wash out concrete wastes into the temporary pit where the concrete can set,
be broken up and then disposed of properly. If the volume of water is greater
than what will allow concrete to set, allow the wash water to infiltrate and/or
evaporate, if possible. Remove or vacuum the remaining silt and debris from
the ponding or bermed area and dispose of it properly.
d. Dispose of waste water from washing of exposed aggregate to dirt area. The dirt
area shall be adequate to contain all waste water and once the waste water has
infiltrated, any remaining residue must be removed.
e. Collect and return sweepings from exposed aggregate concrete to a stockpile or
dispose of the waste in trash container.
6. Grading and Excavation Operations:
a. The Contractor shall prepare a 1:40 scale erosion control plan and submit it to
the Construction Manager for approval, within fifteen (15) days of the Notice To
Proceed.
b. The erosion and sedimentation control materials and methods shall be in
accordance with ABAC Standards For Erosion And Sediment Control Measures
and/or the procedures and methods described in the California Storm Water Best
Management Practice Handbook - Construction Activity (latest edition) and the
grading ordinance of the City of Carlsbad.
c. Where shown, Contractors erosion control plan shall incorporate measures and
methods, including hydroseeding, as shown on drawings.
d. Sedimentation and erosion control/filter materials shall be placed in a manner
that will retain any debris or sediment from flowing into the storm drain system.
The Contractor shall have labor, tools, equipment and materials needed, at the
job site, to provide the erosion control measures necessary as a result of
earthwork or trenching before beginning or continuing these construction
activities. Straw bales shall be stockpiled adjacent to the locations of activity and
ready to be installed when the rainfall forecast for 48 hours is 40 percent or
greater or when directed by the Construction Manager.
e. The Contractor shall install siltation control devices around catch basins at the
end of each working day when the forecast of rain probability for a 48 hour period
exceeds 40% or when directed by the Construction Manager. These devices
shall be maintained at all times during the construction period.
f. The Contractor shall not be allowed to block existing drainage flowing onto the
work area. The Contractor shall install temporary drainage facilities, if necessary.
There shall be no extra compensation to the Contractor for keeping existing
drainage open. The Contractor is responsible for any damage to property or
existing improvements resulting from blocking existing drainage.
g. The Contractor shall inspect the sites of- work at the beginning and throughout
the duration of each storm to assure that inlets and pipes are not blocked with silt
or debris and shall be prepared to make repairs to the erosion control devices
and take any other remedial measures as directed by the Construction Manager.
At the end of a storm event all depressions with ponded water, the water in catch
basins, and the check dam ponds shall be pumped dry and all silt and debris
removed. This work shall be completed within twenty-four (24) hours after the
end of each storm.
08/08/2007 STORM WATER POLLUTION PREVENTION
City of Carlsbad Contract No. 3837 and 3925 02372-7
Alga Norte Community Park
7. Spill Prevention and Control: The Contractor shall take any and all precautions to
prevent accidental spills during the work under this contract. However, in the event of a
spill:
a. The Contractor shall immediately contain and prevent leaks and spills from
entering the storm drain system, and properly clean-up and dispose of the waste
and clean-up materials. If waste is hazardous, the Contractor shall comply with
all federal, state and local hazardous waste requirements.
b. The Contractor shall not wash any spilled material into the streets, gutters, storm
drains, or creeks.
c. The Contractor shall report any hazardous material spills immediately to the Fire
Department and other state and local agencies as required by state and local
regulations.
8. Vehicle/Equipment Cleaning: The Contractor shall not perform vehicle or equipment
cleaning or maintenance on-site or in the street using soaps, solvents, de-greasers,
steam cleaning equipment or equivalent methods. The Contractor shall perform vehicle
or equipment cleaning with water only in a designated, bermed area that will not allow
rinse water to run off-site or into the storm drain system. The rinse-water shall be
permitted to infiltrate in dirt area or shall be discharged to the sanitary sewer with the
approval of the City Engineer.
a. The Contractor shall dispose of wash water from the cleaning of water base paint
equipment and tools to the sanitary sewer.
b. If using oil based paint, to the maximum extent practicable, the Contractor shall
filter the paint thinner and solvents for reuse and dispose of the waste thinner
and solvent, and sludge from cleaning of equipment and tools as hazardous
waste. No disposal of oil base materials is allowed into the City sewer system.
9. Catch Basins: The Contractor shall utilize thermoplastic to stencil new on and off-site
catch basins, curb inlets, and related drainage devices, constructed as part of the project,
with "No Dumping". Obtain approval of stencils acceptable to the City prior to application
of the stencil.
10. Good Housekeeping Practices: In addition to the practices and procedures discussed
above, the Contractor shall implement the following applicable good housekeeping
practices.
a. Store materials that have the potential to be transported to the storm drain
system by storm run-off or by a spill under cover in a contained area or in sealed
water proof containers.
b. Use tarps on the ground to collect fallen debris or splatters that could contribute
to storm water pollution.
c. Secure opened bags of cement, and of other light or powdered materials which
can be transported by wind.
d. Pick up litter, construction debris and other wastes daily from outside areas
including the sidewalk area, gutter, street pavement and storm drains impacted
by the project. All wastes shall be stored in covered containers or disposed of or
recycled immediately.
e. Dispose of wash water to the sanitary sewer with the approval of City Engineer or
recycle wash water (refer to 3.4A.5 and 3.4A.8.
f. Inspect vehicles and equipment arriving on-site for leaking fluids and promptly
repair leaking vehicles and equipment. Vehicles leaking fluids will not be allowed
on the construction site and, if not repaired, shall be removed.
08/08/2007 STORM WATER POLLUTION PREVENTION
City of Carlsbad Contract No. 3837 and 3925 02372-8
Alga Norte Community Park
g. Avoid spills by handling materials carefully. Keep a stockpile of spill materials,
such as rags or absorbents, readily accessible on-site. Clean up spills
immediately to prevent any material from being discharged to the storm drain
(refer to 3.4A.7).
h. Train employees regularly on good housekeeping practices and BMPs. Assign
responsibility to specific employees on BMPs, good housekeeping practices, and
what to do in the event of a spill.
i. Maintain and replace all sediment and water pollution control devices as
necessary to ensure that said controls are working effectively (e.g. inspect all
sediment ponds or sandbag sedimentation/filtering systems after each rain.
Remove accumulated sediment and debris and replace or repair damaged
sandbags immediately).
3.7 ATTACHMENTS
A. Attachment A - Compliance Certification.
B. Attachment B - Site Monitoring Report.
C. Attachment C - Notice of Intent
08/08/2007 STORM WATER POLLUTION PREVENTION
City of Carlsbad Contract No. 3837 and 3925 02372-9
Alga Norte Community Park
OWNER Project Number
ATTACHMENT "A"
GENERAL CONSTRUCTION ACTIVITY
STORM WATER PERMIT
COMPLIANCE
STATE OF CALIFORNIA
STATE WATER BOARD
WDID NO.
Name of Project:
Project Description: Contract Number
ANNUAL CERTIFICATION
I certify the Project has met the following conditions: All elements of the Storm Water Pollution Prevention
Plan are in place; construction materials and equipment maintenance waste have been disposed of
properly; and the Project site is in compliance with all local storm water management requirements
including erosion/sediment control requirements, and the appropriate use permits have been obtained.
CONTRACTOR:
Print Name: Title:
Signature: Date:
FINAL COMPLETION CERTIFICATION
I certify the Project has been completed and the following conditions have been met: All elements of the
Storm Water Pollution Prevention Plan have been completed; construction materials and equipment
maintenance waste have been disposed of properly; the Project site is in compliance with all local storm
water management requirements including erosion/sediment control requirements and the appropriate
use permits have been obtained; and a post-construction storm water operation, and management plan is
in place.
CONTRACTOR:
Print Name: Title:
Signature: Date:
08/08/2007 STORM WATER POLLUTION PREVENTION
City of Carlsbad Contract No. 3837 and 3925 02372-10
Alga Norte Community Park
OWNER Project Number
ATTACHMENT "B"
STORM WATER POLLUTION
PREVENTION SITE MONITORING
REPORT
STATE OF CALIFORNIA
STATE WATER BOARD
WDID NO.
Name of Project:
Project Description:Contract Number
I. Type of Examination: (Use one form for each type of examination):
D Prior to Anticipated Storm Event fj After Actual Storm Event d Monthly Event
Date Examined:
1.
2.
3.
4.
5.
6.
Check the response for each SWPPP question below:
Do you have an approved Storm Water Pollution Prevention Plan (SWPPP) and a BMP
Handbook on the Project site?
Does your SWPPP incorporate an up-to-date erosion control plan?
Is the erosion control installed per plan?
Is the Work at a stage where the erosion control plan cannot be constructed, is the
erosion control at the Maximum Extent Practicable for the stage you are in?
Did you observe the presence of any floating materials such as oil, grease, pieces of
wood, paper, etc., odor, toxics, and/or sediments?
If yes, what is that you observed?
NO YES
D
D
D
D
D
D
D
III. Check the status of the following items as observed:
SWPPP Items Acceptable
Not
Acceptable
Repairs
Required
Date Repairs
Completed
1. De-silting Basins (Cleaned)
2. Water Quality Basin
3. Silt Fences
4. Hay bales/Check dams/Sandbags
5. Berms and Dikes
6. Sand/Gravel Inlet
D
D
D
D
D
D
D
D
D
D
D
D
D
ATTACHMENT "C"
08/08/2007
City of Carlsbad
Alga Norte Community Park
Contract No. 3837 and 3925
STORM WATER POLLUTION PREVENTION
02372-11
SECTION 02630
STORM DRAINAGE
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 1 General Requirements, apply to this
Section.
1.2 SUMMARY
A. This Section includes gravity-flow, nonpressure storm drainage outside the
building, with the following components:
1. Adjust list below to suit Project.
2. Special fittings for expansion and deflection.
3. Drains.
4. Precast concrete, Cast-in-place concrete manholes.
1.3 DEFINITIONS
A. ABS: Acrylonitrile-butadiene-styrene plastic.
B. EPDM: Ethylene-propylene-diene-monomer rubber.
C. FRP: Fiberglass-reinforced plastic.
D. LLDPE: Linear low-density, polyethylene plastic.
E. PE: Polyethylene plastic.
F. PP: Polypropylene plastic.
G. PVC: Polyvinyl chloride plastic.
H. RCP: Reinforced Concrete Pipe
I. RTRF: Glass-fiber-reinforced, thermosetting-resin fitting.
J. RTRP: Glass-fiber-reinforced, thermosetting-resin pipe.
K. TPE: Thermoplastic elastomer.
L. HOPE: High density polyethylene.
1.4 PERFORMANCE REQUIREMENTS
A. Gravity-Flow, Nonpressure, Drainage-Piping Pressure Rating: 10-foot head of
water (30 kPa). Pipe joints shall be at least silttight, unless otherwise indicated.
1.5 SUBMITTALS
A. Product Data: For the following:
Carlsbad Joint First Responders Training Facility Storm Drainage
Specifications 02630-1
1. Special pipe fittings.
2. Drains.
B. Shop Drawings: For the following:
1. Manholes: Include plans, elevations, sections, details, and frames and covers.
Catch Basins and Stormwater Inlets. Include plans, elevations, sections,
details, and frames, covers, and grates.
2. Stormwater Detention Structures: Include plans, elevations, sections, details,
frames and covers, design calculations, and concrete design-mix report.
C. Coordination Drawings: Show pipe sizes, locations, and elevations. Show other
piping in same trench and clearances from storm drainage system piping. Indicate
interface and spatial relationship between manholes, piping, and proximate
structures.
D. Field quality-control test reports.
1.6 DELIVERY, STORAGE, AND HANDLING
A. Do not store plastic manholes, pipe, and fittings in direct sunlight.
B. Protect pipe, pipe fittings, and seals from dirt and damage.
C. Handle manholes according to manufacturer's written rigging instructions.
D. Handle catch basins and Stormwater inlets according to manufacturer's written
rigging instructions.
1.7 PROJECT CONDITIONS
A. Interruption of Existing Storm Drainage Service: Do not interrupt service to
facilities occupied by Owner or others unless permitted under the following
conditions and then only after arranging to provide temporary service according to
requirements indicated:
1. Notify Engineer no fewer than two days in advance of proposed interruption of
service.
PART 2 - PRODUCTS
2.1 MANUFACTURERS
A. In other Part 2 articles where titles below introduce lists, the following requirements
apply to product selection:
1. Available Manufacturers: Subject to compliance with requirements,
manufacturers offering products that may be incorporated into the Work
include, but are not limited to, manufacturers specified.
2. Manufacturers: Subject to compliance with requirements, provide products by
one of the manufacturers specified.
Carlsbad Joint First Responders Training Facility Storm Drainage
Specifications 02630-2
2.2 PIPING MATERIALS
A. Refer to Part 3 "Piping Applications" Article for applications of pipe, fitting, and
joining materials.
2.3 PVC PIPE AND FITTINGS
A. PVC Sewer Pipe and Fittings, NPS 15 (DN 375) and Smaller: ASTM D 3034, SDR
35, with bell-and-spigot ends for gasketed joints with ASTM F 477, elastomeric
seals.
2.4 CONCRETE PIPE AND FITTINGS
A. Reinforced-Concrete Sewer Pipe and Fittings: ASTM C 76 (ASTM C 76M), with
groove and tongue ends and gasketed joints with ASTM C 443 (ASTM C 443M),
rubber gaskets.
1. Class III, Wall B.
2.5 HDPE PIPE AND FITTINGS
A. Pipe shall have a smooth interior and annular exterior corrugations.
1. 4-through 10-inch (100 to 250 mm) shall meet AASHTO M252m, Type S.
2. 12- through 60-inch (300 to 1500 mm) shall meet AASHTO M294, Type S or
ASTM F2306.
B. Pipe shall be joined with joints meeting the requirements of AASHTO M252,
AASHTO M294, or ASTM F2306.
C. 4-through 60-inch (100 to 1500mm) shall be watertight according to the
requirements of ASTM D3212. Gaskets shall be made of polyisoprene meeting the
requirements of ASTM F477. Gaskets shall be installed by the pipe manufacturer
and covered with a removable, protective wrap to ensure the gasket is free from
debris. A joint lubricant available from the manufacturer shall be used on the
gasket and bell during assembly.
D. 12- through 60-inch (300 to 1500 mm) diameters shall have a reinforced bell with a
bell tolerance device. The bell tolerance shall be installed by the manufacturer.
E. Fittings shall conform to AASHTO M252, AASHTO M294, or ASTM F2306.
F. To assure watertightness, field performance verification may be accomplished by
testing in accordance with ASTM C969. Appropriate safety precautions must be
used when field-testing any pipe material.
G. Installation shall be in accordance with ASTM D2321 and manufacturer's published
installation guidelines, with the exception that minimum cover in trafficked areas for
4-inch through 48-inch (100 to 1200 mm) diameters shall be one foot. (0.3 m) and
for 60-inch (1500 mm) diameters, the minimum cover shall be 2 ft. (0.6 m) in single
run applications.
2.6 NONPRESSURE-TYPE PIPE COUPLINGS
A. Comply with ASTM C 1173, elastomeric, sleeve-type, reducing or transition
coupling, for joining underground nonpressure piping. Include ends of same sizes
Carlsbad Joint First Responders Training Facility Storm Drainage
Specifications 02630-3
as piping to be joined, and corrosion-resistant-metal tension band and tightening
mechanism on each end.
B. Sleeve Materials:
1. For Concrete Pipes: ASTM C 443 (ASTM C 443M), rubber.
2. For Cast-Iron Soil Pipes: ASTM C 564, rubber.
3. For Plastic Pipes: ASTM F 477, elastomeric seal or ASTM D 5926, PVC.
4. For Dissimilar Pipes: ASTM D 5926, PVC or other material compatible with
pipe materials being joined.
2.7 CLEANOUTS
A. Gray-Iron Cleanouts: ASME A112.36.2M, round, gray-iron housing with clamping
device and round, secured, scoriated, gray-iron cover. Include gray-iron ferrule
with inside calk or spigot connection and countersunk, tapered-thread, brass
closure plug.
1. Available Manufacturers:
a. Josam Company.
b. MIFAB Manufacturing, Inc.
c. Smith, Jay R. Mfg. Co.
d. Wade Div.; Tyler Pipe.
e. Watts Industries, Inc.
f. Watts Industries, Inc.; Enpoco, Inc. Div.
g. Zurn Industries, Inc.; Z!urn Specification Drainage Operation.
2. Top-Loading Classification(s): Extra-heavy duty.
3. Sewer Pipe Fitting and Riser to Cleanout: ASTM A 74, Service class, cast-iron
soil pipe and fittings.
2.8 DRAINS
A. Gray-Iron Area Drains: ASME A112.21.1M, round body with anchor flange and
round grate. Include bottom outlet with inside calk or spigot connection, of sizes
indicated.
1. Available Manufacturers:
a. Josam Company.
b. MIFAB Manufacturing, Inc.
c. Smith, Jay R. Mfg. Co.
d. Wade Div.; Tyler Pipe.
e. Watts Industries, Inc.
f. Watts Industries, Inc.; Enpoco, Inc. Div.
g. Zurn Industries, Inc.; Zurn Specification Drainage Operation.
2. Top-Loading Classification(s): Heavy duty.
2.9 MANHOLES
A. Standard Precast Concrete Manholes: ASTM C 478 (ASTM C 478M), precast,
reinforced concrete, of depth indicated, with provision for sealant joints.
1. Diameter: 48 inches (1200 mm) minimum, unless otherwise indicated.
Carlsbad Joint First Responders Training Facility Storm Drainage
Specifications 02630-4
2. Ballast: Increase thickness of precast concrete sections or add concrete to
base section, as required to prevent flotation.
3. Base Section: 6-inch (150-mm) minimum thickness for floor slab and 4-inch
(102-mm) minimum thickness for walls and base riser section, and having
separate base slab or base section with integral floor.
4. Riser Sections: 4-inch (102-mm) minimum thickness, and lengths to provide
depth indicated.
5. Top Section: Eccentric-cone type unless concentric-cone or flat-slab-top type
is indicated. Top of cone of size that matches grade rings.
6. Joint Sealant: ASTM C 990 (ASTM C 990M), bitumen or butyl rubber.
7. Resilient Pipe Connectors: ASTM C 923 (ASTM C 923M), cast or fitted into
manhole walls, for each pipe connection.
8. Steps: Individual FRP steps or FRP ladder, wide enough to allow worker to
place both feet on 1 step and designed to prevent lateral slippage off of step.
Cast or anchor steps into sidewalls at 12- to 16-inch (300- to 400-mm)
intervals. Omit steps if total depth from floor of manhole to finished grade is
less than 60 inches (1500 mm).
9. Adjusting Rings: Interlocking rings with level or sloped edge in thickness and
diameter matching manhole frame and cover. Include sealant recommended
by ring manufacturer.
10. Grade Rings: Reinforced-concrete rings, 6- to 9-inch (150- to 225-mm) total
thickness, to match diameter of manhole frame and cover.
11. Protective Coating: Plant-applied, SSPC-Paint 16, coal-tar, epoxy-polyamide
paint ; 10-mil (0.26-mm) 15-mil (0.38-mm) minimum thickness applied to
exterior and interior surfaces.
12. Manhole Frames and Covers: Ferrous; 24-inch (610-mm) ID by 7- to 9-inch
(175- to 225-mm) riser with 4-inch- (102-mm-) minimum width flange and 26-
inch- (660-mm-) diameter cover. Include indented top design with lettering cast
into cover, using wording equivalent to "STORM SEWER."
a. Material: ASTM A 536, Grade 60-40-18 ductile iron, unless otherwise
indicated.
b. Protective Coating: Foundry-applied, SSPC-Paint 16, coal-tar, epoxy-
polyamide paint; 10-mil (0.26-mm) minimum thickness applied to all
surfaces, unless otherwise indicated.
B. Cast-in-Place Concrete Manholes: Construct of reinforced-concrete bottom, walls,
and top; designed according to ASTM C 890 for A-16 (ASSHTO HS20-44), heavy-
traffic, structural loading; of depth, shape, dimensions, and appurtenances
indicated.
1. Ballast: Increase thickness of concrete, as required to prevent flotation.
2. Resilient Pipe Connectors: ASTM C 923 (ASTM C 923M), cast or fitted into
manhole walls, for each pipe connection.
3. Steps: Individual FRP steps or FRP ladder, wide enough to allow worker to
place both feet on 1 step and designed to prevent lateral slippage off of step.
Cast or anchor steps into sidewalls at 12- to 16-inch (300- to 400-mm)
intervals. Omit steps if total depth from floor of manhole to finished grade is
less than 60 inches (1500 mm).
4. Adjusting Rings: Interlocking rings with level or sloped edge in thickness and
diameter matching manhole frame and cover. Include sealant recommended
by ring manufacturer.
5. Grade Rings: Reinforced-concrete rings, 6- to 9-inch (150- to 225-mm) total
thickness, to match diameter of manhole frame and cover.
6. Manhole Frames and Covers: Ferrous; 24-inch (610-mm) ID by 7- to 9-inch
(175- to 225-mm) riser with 4-inch- (102-mm-) minimum width flange and 26-
inch- (660-mm-) diameter cover. Include indented top design with lettering cast
into cover, using wording equivalent to "STORM SEWER."
Carlsbad Joint First Responders Training Facility Storm Drainage
Specifications 02630-5
a. Material: ASTMA536, Grade 60-40-18 ductile iron, unless otherwise
indicated.
b. Protective Coating: Foundry-applied, SSPC-Paint 16, coal-tar, epoxy-
polyamide paint; 10-mil (0.26-mm) minimum thickness applied to all
surfaces, unless otherwise indicated.
2.10 CONCRETE
A. General: Cast-in-place concrete according to ACI 318/318R, ACI 350R, and the
following:
1. Cement: ASTM C 150, Type II.
2. Fine Aggregate: ASTM C 33, sand.
3. Coarse Aggregate: ASTM C 33, crushed gravel.
4. Water: Potable.
B. Portland Cement Design Mix: 4000 psi (27.6 MPa) minimum, with 0.45 maximum
water-cementitious materials ratio.
1. Reinforcement Fabric: ASTM A 185, steel, welded wire fabric, plain.
2. Reinforcement Bars: ASTM A615/A615M, Grade 60 (420 MPa), deformed
steel.
C. Ballast and Pipe Supports: Portland cement design mix, 3000 psi (20.7 MPa)
minimum, with 0.58 maximum water-cementitious materials ratio.
1. Reinforcement Fabric: ASTM A 185, steel, welded wire fabric, plain.
2. Reinforcement Bars: ASTM A615/A615M, Grade 60 (420 MPa), deformed
steel.
2.11 CATCH BASINS
A. Standard Precast Concrete Catch Basins: ASTM C 478 (ASTM C 478M), precast,
reinforced concrete, of depth indicated, with provision for sealant joints.
1. Base Section: 6-inch (150-mm) minimum thickness for floor slab and 4-inch
(102-mm) minimum thickness for walls and base riser section, and having
separate base slab or base section with integral floor.
2. Riser Sections: 4-inch (102-mm) minimum thickness, 48-inch (1220-mm)
diameter, and lengths to provide depth indicated.
3. Top Section: Eccentric-cone type unless concentric-cone or flat-slab-top type
is indicated. Top of cone of size that matches grade rings.
4. Joint Sealant: ASTM C 990 (ASTM C 990M), bitumen or butyl rubber.
5. Adjusting Rings: Interlocking rings with level or sloped edge in thickness and
shape matching catch basin frame and grate. Include sealant recommended
by ring manufacturer.
6. Grade Rings: Include 2 or 3 reinforced-concrete rings, of 6- to 9-inch (150- to
229-mm) total thickness, that match 24-inch- (610-mm-) diameter frame and
grate.
7. Steps: Individual FRP steps or FRP ladder, wide enough to allow worker to
place both feet on 1 step and designed to prevent lateral slippage off of step.
Cast or anchor steps into sidewalls at 12- to 16-inch (300- to 400-mm)
intervals. Omit steps if total depth from floor of catch basin to finished grade is
less than 60 inches (1500 mm).
8. Pipe Connectors: ASTM C 923 (ASTM C 923M), resilient, of size required, for
each pipe connecting to base section.
Carlsbad Joint First Responders Training Facility Storm Drainage
Specifications 02630-6
B. Frames and Grates: ASTM A 536, Grade 60-40-18, ductile iron designed for A-16,
structural loading. Include flat grate with small square or short-slotted drainage
openings.
1. Size: 24 by 24 inches (610 by 610 mm) minimum, unless otherwise indicated.
2. Grate Free Area: Approximately 50 percent, unless otherwise indicated.
C. Frames and Grates: ASTM A 536, Grade 60-40-18, ductile iron designed for A-16,
structural loading. Include 24-inch (610-mm) ID by 7- to 9-inch (178- to 229-mm)
riser with 4-inch (102-mm) minimum width flange, and 26-inch- (660-mm-) diameter
flat grate with small square or short-slotted drainage openings.
1. Grate Free Area: Approximately 50 percent, unless otherwise indicated.
2.12 STORMWATER INLETS
A. Curb Inlets: Made with vertical curb opening, of materials and dimensions
according to utility standards.
B. Frames and Grates: Heavy-duty frames and grates according to utility standards.
2.13 PIPE OUTLETS
A. Head Walls: Cast-in-place reinforced concrete, with apron and tapered sides or as
shown in plans..
B. Riprap Basins: Broken, irregular size and shape, graded stone according to
NSSGA's "Quarried Stone for Erosion and Sediment Control."
1. Average Size: NSSGA No. R-5, screen opening 5 inches (127 mm).
C. Filter Stone: According to NSSGA's "Quarried Stone for Erosion and Sediment
Control," No. FS-2, No. 4 screen opening, average-size, graded stone.
D. Energy Dissipaters: According to NSSGA's "Quarried Stone for Erosion and
Sediment Control," No. A-1, 3-ton (2700-kg) average weight armor stone, unless
otherwise indicated.
2.14 MISCELLANEOUS MATERIALS
A. Paint: SSPC-Paint 16.
B. PE Sheeting: ASTM D 4397, with at least 8-mil (0.2-mm) thickness.
PART 3 - EXECUTION
3.1 EARTHWORK
A. Excavation, trenching, and backfilling are specified in Division 2 Section
"Earthwork."
3.2 PIPING APPLICATIONS
A. Pipe couplings and special pipe fittings with pressure ratings at least equal to
piping rating may be used in applications below, unless otherwise indicated.
Carlsbad Joint First Responders Training Facility Storm Drainage
Specifications 02630-7
1. Use nonpressure-type flexible couplings where required to join gravity-flow,
nonpressure sewer piping, unless otherwise indicated.
a. Unshielded flexible couplings for same or minor difference OD pipes.
b. Unshielded, increaser/reducer-pattern, flexible or rigid couplings for pipes
with different OD.
c. Ring-type flexible couplings for piping of different sizes where annular
space between smaller piping's OD and larger piping's ID permits
installation.
B. Special Pipe Fittings: Use for pipe expansion and deflection. Pipe couplings and
special pipe fittings with pressure ratings at least equal to piping rating may be
used in applications below, unless otherwise indicated.
C. Gravity-Flow, Nonpressure Sewer Piping: Use any of the following pipe materials
for each size range:
1. NPS3 (DN80): NPS4 (DN 100) HOPE pipe and fittings; gaskets; and
gasketed joints.
2. NPS 4 and NPS 6 (DN 100 and DN 150): HOPE pipe and fittings, gaskets, and
gasketed joints.
3. NPS 8 to NPS 12 (DN 200 to DN 300): HOPE pipe and fittings, gaskets, and
gasketed joints.
4. NPS 15 (DN 375): HOPE pipe and fittings, gaskets, and gasketed joints.
5. NPS 18 to NPS 36 (DN 450 to DN 900): HOPE pipe and fittings, gaskets, and
gasketed joints.
6. NPS 18 to NPS 36 (DN 450 to DN 900): Reinforced-concrete sewer pipe and
fittings, gaskets, and gasketed joints.
3.3 PIPING INSTALLATION
A. General Locations and Arrangements: Drawing plans and details indicate general
location and arrangement of underground storm drainage piping. Location and
arrangement of piping layout take design considerations into account. Install piping
as indicated, to extent practical. Where specific installation is not indicated, follow
piping manufacturer's written instructions.
B. Install piping beginning at low point, true to grades and alignment indicated with
unbroken continuity of invert. Place bell ends of piping facing upstream. Install
gaskets, seals, sleeves, and couplings according to manufacturer's written
instructions for use of lubricants, cements, and other installation requirements.
C. Install manholes for changes in direction unless fittings are indicated. Use fittings
for branch connections unless direct tap into existing sewer is indicated.
D. Install proper size increasers, reducers, and couplings where different sizes or
materials of pipes and fittings are connected. Reducing size of piping in direction
of flow is prohibited.
E. Tunneling: Install pipe under streets or other obstructions that cannot be disturbed
by tunneling, jacking, or a combination of both.
F. Install gravity-flow, nonpressure drainage piping according to the following:
1. Install piping pitched down in direction of flow, at minimum slope of 12 percent,
unless otherwise indicated.
Carlsbad Joint First Responders Training Facility Storm Drainage
Specifications 02630-8
2. Install piping NFS 6 (DN 150) and larger with restrained joints at tee fittings
and at changes in direction. Use corrosion-resistant rods, pipe or fitting
manufacturer's proprietary restraint system, or cast-in-place concrete supports
or anchors.
3. Install piping with 36-inch (915-mm) minimum cover.
4. Install PVC sewer piping according to ASTM D 2321 and ASTM F 1668.
5. Install reinforced-concrete sewer piping according to ASTM C1479 and
ACPA's "Concrete Pipe Installation Manual."
6. Install HOPE pipe according to ASTM D2321.
3.4 PIPE JOINT CONSTRUCTION
A. Where specific joint construction is not indicated, follow piping manufacturer's
written instructions.
B. Join gravity-flow, nonpressure drainage piping according to the following:
1. Join PVC sewer piping according to ASTM D 2321 and ASTM D 3034 for
elastomeric-seal joints or ASTM D 3034 for elastomeric gasket joints.
2. Join reinforced-concrete sewer piping according to ACPA's "Concrete Pipe
Installation Manual" for rubber-gasket joints.
3. Join dissimilar pipe materials with nonpressure-type flexible or rigid couplings.
C. Join dissimilar pipe materials with pressure-type couplings.
3.5 CLEANOUT INSTALLATION
A. Install cleanouts and riser extension from sewer pipe to cleanout at grade. Use
cast-iron soil pipe fittings in sewer pipes at branches for cleanouts and cast-iron
soil pipe for riser extensions to cleanouts. Install piping so cleanouts open in
direction of flow in sewer pipe.
1. Use heavy-duty, top-loading classification cleanouts in vehicle-traffic service
areas.
2. Use extra-heavy-duty, top-loading classification cleanouts in firelane areas.
B. Set cleanout frames and covers in earth in cast-in-place concrete block, 18 by 18
by 12 inches (450 by 450 by 300 mm) deep. Set with tops 1 inch (25 mm) above
surrounding earth grade.
C. Set cleanout frames and covers in concrete pavement with tops flush with
pavement surface.
3.6 DRAIN INSTALLATION
A. Install type of drains in locations indicated.
1. Use heavy-duty, top-loading classification drains in vehicle-traffic service
areas.
2. Use extra-heavy-duty, top-loading classification drains in roads areas.
B. Embed drains in 4-inch (102-mm) minimum depth of concrete around bottom and
sides.
C. Fasten grates to drains if indicated.
D. Set drain frames and covers with tops flush with pavement surface.
Carlsbad Joint First Responders Training Facility Storm Drainage
Specifications 02630-9
E. Assemble trench sections with flanged joints.
F. Embed trench sections in 4-inch (102-mm) minimum concrete around bottom and
sides.
3.7 MANHOLE INSTALLATION
A. General: Install manholes, complete with appurtenances and accessories
indicated.
B. Install precast concrete manhole sections according to ASTM C 891.
C. Construct cast-in-place manholes as indicated.
D. Install PE sheeting on earth where cast-in-place-concrete manholes are to be built.
E. Install FRP manholes according to manufacturer's written instructions.
F. Set tops of frames and covers flush with finished surface of manholes that occur in
pavements. Set tops 3 inches (76 mm) above finished surface elsewhere, unless
otherwise indicated.
3.8 CATCH BASIN INSTALLATION
A. Construct catch basins to sizes and shapes indicated.
B. Set frames and grates to elevations indicated.
3.9 STORMWATER INLET AND OUTLET INSTALLATION
A. Construct inlet head walls, aprons, and sides of reinforced concrete, as indicated.
B. Construct riprap of broken stone, as indicated.
C. Install outlets that spill onto grade, anchored with concrete, where indicated.
D. Install outlets that spill onto grade, with flared end sections that match pipe, where
indicated.
E. Construct energy dissipaters at outlets, as indicated.
3.10 CONCRETE PLACEMENT
A. Place cast-in-place concrete according to ACI 318/318R.
3.11 PAINTING
A. Clean and prepare concrete manhole surfaces for field painting. Remove loose
efflorescence, chalk, dust, grease, oils, and release agents. Roughen surface as
required to remove glaze. Paint the following concrete surfaces as recommended
by paint manufacturer:
1. Cast-in-Place-Concrete Manholes: All exterior, except bottom.
2. Precast Concrete Manholes: All exterior.
Carlsbad Joint First Responders Training Facility Storm Drainage
Specifications 02630-10
B. Prepare ferrous frame and cover surfaces according to SSPC-PA 1 and paint
according to SSPC-PA 1 and SSPC-Paint 16. Do not paint surfaces with foundry-
applied, corrosion-resistant coating.
3.12 IDENTIFICATION
A. Materials and their installation are specified in Division 2 Section "Earthwork."
Arrange for installation of green warning tape directly over piping and at outside
edge of underground structures.
1. Use warning tape or detectable warning tape over ferrous piping.
2. Use detectable warning tape over nonferrous piping and over edges of
underground structures.
3.13 FIELD QUALITY CONTROL
A. Inspect interior of piping to determine whether line displacement or other damage
has occurred. Inspect after approximately 24 inches (610 mm) of backfill is in
place, and again at completion of Project.
1. Submit separate reports for each system inspection.
2. Defects requiring correction include the following:
a. Alignment: Less than full diameter of inside of pipe is visible between
structures.
b. Deflection: Flexible piping with deflection that prevents passage of ball or
cylinder of size not less than 92.5 percent of piping diameter.
c. Crushed, broken, cracked, or otherwise damaged piping.
d. Infiltration: Water leakage into piping.
e. Exfiltration: Water leakage from or around piping.
3. Replace defective piping using new materials, and repeat inspections until
defects are within allowances specified.
4. Re-inspect and repeat procedure until results are satisfactory.
B. Test new piping systems, and parts of existing systems that have been altered,
extended, or repaired, for leaks and defects.
1. Do not enclose, cover, or put into service before inspection and approval.
2. Test completed piping systems according to authorities having jurisdiction.
3. Schedule tests and inspections by authorities having jurisdiction with at least
24 hours' advance notice.
4. Submit separate report for each test.
5. Gravity-Flow Storm Drainage Piping: Test according to requirements of
authorities having jurisdiction, UNI-B-6, and the following:
a. Exception: Piping with soil tight joints unless required by authorities having
jurisdiction.
b. Option: Test plastic piping according to ASTM F 1417.
^ c. Option: Test concrete piping according to ASTM C 924 (ASTM C 924M).
C. Leaks and loss in test pressure constitute defects that must be repaired.
D. Replace leaking piping using new materials, and repeat testing until leakage is
within allowances specified.
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Specifications 02630-11
3.14 CLEANING
A. Clean interior of piping of dirt and superfluous materials. Flush with potable water.
END OF SECTION
Carlsbad Joint First Responders Training Facility Storm Drainage
Specifications 02630-12
SECTION 02751
CEMENT CONCRETE PAVEMENT
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 1 General Requirements, apply to this
Section.
1.2 SUMMARY
A. This Section includes exterior cement concrete pavement for the following:
1. Driveways and roadways.
2. Parking lots.
3. Curbs and gutters.
4. Walkways.
B. Related Sections include the following:
1. Division 2 Section "Earthwork" for subgrade preparation, grading, and subbase
course.
2. Division 2 Section "Pavement Joint Sealants" for joint sealants of joints in
concrete pavement and at isolation joints of concrete pavement with adjacent
construction.
1.3 DEFINITIONS
A. Cementitious Materials: Portland cement alone or in combination with one or more
of blended hydraulic cement, fly ash and other pozzolans, and ground granulated
blast-furnace slag.
1.4 SUBMITTALS
A. Product Data: For each type of manufactured material and product indicated.
B. Design Mixtures: For each concrete pavement mixture. Include alternate mixture
designs when characteristics of materials, Project conditions, weather, test results,
or other circumstances warrant adjustments.
C. Material Test Reports: From a qualified testing agency indicating and interpreting
test results for compliance of the following with requirements indicated, based on
comprehensive testing of current materials:
1. Aggregates.
D. Material Certificates: Signed by manufacturers certifying that each of the following
materials complies with requirements:
1. Cementitious materials.
2. Steel reinforcement and reinforcement accessories.
3. Fiber reinforcement.
4. Admixtures.
5. Curing compounds.
6. Applied finish materials.
7. Bonding agent or epoxy adhesive.
Carlsbad Joint First Responders Training Facility Cement Concrete Pavement
Specifications 02751-1
8. Joint fillers.
E. Field quality-control test reports.
F. Minutes of preinstallation conference.
1.5 QUALITY ASSURANCE
A. Manufacturer Qualifications: Manufacturer of ready-mixed concrete products who
complies with ASTM C 94/C 94M requirements for production facilities and
equipment.
1. Manufacturer certified according to NRMCA's "Certification of Ready Mixed
Concrete Production Facilities."
B. Testing Agency Qualifications: An independent agency qualified according to
ASTM C 1077 and ASTM E 329 for testing indicated, as documented according to
ASTM E 548.
1. Personnel conducting field tests shall be qualified as ACI Concrete Field
Testing Technician, Grade 1, according to ACI CP-01 or an equivalent
certification program.
C. ACI Publications: Comply with ACI 301, "Specification for Structural Concrete,"
unless modified by requirements in the Contract Documents.
D. Concrete Testing Service: Engage a qualified independent testing agency to
perform material evaluation tests and to design concrete mixtures.
E. Preinstallation Conference: Conduct conference at Project site to comply with
requirements in Division 1 Section "Project Management and Coordination."
1. Before submitting design mixtures, review concrete pavement mixture design
and examine procedures for ensuring quality of concrete materials and
concrete pavement construction practices. Require representatives, including
the following, of each entity directly concerned with concrete pavement, to
attend conference:
a. Contractor's superintendent.
b. Independent testing agency responsible for concrete design mixtures.
c. Ready-mix concrete producer.
d. Concrete pavement subcontractor.
1.6 PROJECT CONDITIONS
A. Traffic Control: Maintain access for vehicular and pedestrian traffic as required for
other construction activities.
PART 2 - PRODUCTS
2.1 MANUFACTURERS
A. In other Part 2 articles where titles below introduce lists, the following requirements
apply to product selection:
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 offering products that may be incorporated into the Work
include, but are not limited to, manufacturers specified.
Carlsbad Joint First Responders Training Facility Cement Concrete Pavement
Specifications 02751-2
4. Manufacturers: Subject to compliance with requirements, provide products by
one of the manufacturers specified.
2.2 FORMS
A. Form Materials: Plywood, metal, metal-framed plywood, or other approved panel-
type materials to provide full-depth, continuous, straight, smooth exposed surfaces.
1. Use flexible or curved forms for curves with a radius 100 feet (30.5 m) or less.
B. 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.
2.3 STEEL REINFORCEMENT
A. Plain-Steel Welded Wire Reinforcement: ASTM A 185, fabricated from as-drawn
steel wire into flat sheets.
B. Reinforcing Bars: ASTM A 615/A 615M, Grade 60 (Grade 420); deformed.
C. Joint Dowel Bars: Plain steel bars, ASTM A 615/A 615M, Grade 60 (Grade 420).
Cut bars true to length with ends square and free of burrs.
D. Tie Bars: ASTM A 615/A 615M, Grade 60 (Grade 420), deformed.
E. Hook Bolts: ASTM A 307, Grade A (ASTM F 568M, Property Class 4.6), internally
and externally threaded. Design hook-bolt joint assembly to hold coupling against
pavement form and in position during concreting operations, and to permit removal
without damage to concrete or hook bolt.
F. Bar Supports: Bolsters, chairs, spacers, and other devices for spacing, supporting,
and fastening reinforcing bars, welded wire reinforcement, and dowels in place.
Manufacture bar supports according to CRSI's "Manual of Standard Practice" from
steel wire, plastic, or precast concrete of greater compressive strength than
concrete, and as follows;
1. Equip wire bar supports with sand plates or horizontal runners where base
material will not support chair legs.
G. Zinc Repair Material: ASTM A 780.
2.4 CONCRETE MATERIALS
A. Cementitious Material: Use one of the following cementitious materials, of the
same type, brand, and source throughout the Project:
1. Portland Cement: ASTM C 150, Type II
B. Normal-Weight Aggregates: ASTM C 33, Class 4S coarse aggregate, uniformly
graded. Provide aggregates from a single source.
1. Maximum Coarse-Aggregate Size 1 inch (25 mm) nominal.
2. Fine Aggregate: Free of materials with deleterious reactivity to alkali in
cement.
C. Water: ASTM C 94/C 94M.
D. Air-Entraining Admixture: ASTM C 260.
E. Chemical Admixtures: Provide admixtures certified by manufacturer to be
compatible with other admixtures and to contain not more than 0.1 percent water-
soluble chloride ions by mass of cementitious material.
1. Water-Reducing Admixture: ASTM C 494/C 494M, Type A.
2. Retarding Admixture: ASTM C 494/C 494M, Type B.
3. Water-Reducing and Retarding Admixture: ASTM C 494/C 494M, Type D.
Carlsbad Joint First Responders Training Facility Cement Concrete Pavement
Specifications 02751-3
4. High-Range, Water-Reducing Admixture: ASTM C 494/C 494M, Type F.
5. High-Range, Water-Reducing and Retarding Admixture:
ASTM C 494/C 494M, Type G.
6. Plasticizing and Retarding Admixture: ASTM C 1017/C 1017M, Type II.
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. White Waterborne Membrane-Forming Curing Compound: ASTM C 309, Type 2,
Class B.
1. Available Products:
a. Anti-Hydro International, Inc.; AH Curing Compound #2 WP WB.
b. Burke by Edoco; Resin Emulsion White.
c. ChemMasters; Safe-Cure 2000.
d. Conspec Marketing & Manufacturing Co., Inc.; W.B. Resin Cure.
e. Dayton Superior Corporation; Day-Chem White Pigmented Cure (J-10-W).
f. Euclid Chemical Company (The); Kurez VOX White Pigmented.
g. Kaufman Products, Inc.; Thinfilm 450.
h. Lambert Corporation; Aqua Kure-White.
i. L&M Construction Chemicals, Inc.; L&M Cure R-2.
j. Meadows, W. R., Inc.; 1200-White.
k. Symons Corporation; Resi-Chem White.
I. Tamms Industries, Inc.; Horncure 200-W.
m. Unitex; Hydro White.
n. Vexcon Chemicals, Inc.; Certi-Vex Enviocure White 100.
2.6 RELATED MATERIALS
A. Expansion- and Isolation-Joint-Filler Strips: ASTM D 1751, asphalt-saturated
cellulosic fiber or ASTM D 1752, cork or self-expanding cork.
B. Slip-Resistive Aggregate Finish: Factory-graded, packaged, rustproof, nonglazing,
abrasive aggregate of fused aluminum-oxide granules or crushed emery with
emery aggregate containing not less than 50 percent aluminum oxide and not less
than 20 percent ferric oxide; unaffected by freezing, moisture, and cleaning
materials.
C. Bonding Agent: ASTM C 1059, Type II, non-redispersible, acrylic emulsion or
styrene butadiene.
D. Epoxy Bonding Adhesive: ASTM C 881, two-component epoxy resin, capable of
humid curing and bonding to damp surfaces, of class suitable for application
temperature and of grade to requirements, and as follows:
1. Types IV and V, load bearing, for bonding hardened or freshly mixed concrete
to hardened concrete.
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Specifications 02751-4
2.7 PAVEMENT MARKINGS
A. Pavement-Marking Paint: Alkyd-resin type, lead and chromate free, ready mixed,
complying with FS TT-P-115, Type I or AASHTO M 248, Type N .
1. Color: As indicated.
B. Pavement-Marking Paint: Latex, waterborne emulsion, lead and chromate free,
ready mixed, complying with FS TT-P-1952, with drying time of less than 45
minutes.
1. Color: As indicated.
2.8 WHEEL STOPS
A. Wheel Stops: Precast, air-entrained concrete, 2500-psi (17.2-MPa) minimum
compressive strength, 4-1/2 inches (115 mm) high by 9 inches (225 mm) wide by
72 inches (1820 mm) long . Provide chamfered corners and drainage slots on
underside and holes for anchoring to substrate.
1. Dowels: Galvanized steel, 3/4-inch (19-mm) diameter, 10-inch (254-mm)
minimum length.
2.9 CONCRETE MIXTURES
A. Prepare design mixtures, proportioned according to ACI301, for each type and
strength of normal-weight concrete determined by either laboratory trial mixes or
field experience.
1. Use a qualified independent testing agency for preparing and reporting
proposed concrete mixture designs for the trial batch method.
B. Proportion mixtures to provide normal-weight concrete with the following
properties:
1. Compressive Strength (28 Days): 4000 psi (27.6 MPa), 3500 psi (24.1 MPa),
3000 psi (20.7 MPa).
2. Maximum Water-Cementitious Materials Ratio at Point of Placement: 0.50 .
3. Slump Limit: 4 inches (100 mm), plus or minus 1 inch (25 mm).
C. Add air-entraining admixture at manufacturer's prescribed rate to result in normal-
weight concrete at point of placement having an air content as follows:
1. Air Content: 3 percent plus or minus 1.5 percent for 1-inch (25-mm) nominal
maximum aggregate size.
D. Limit water-soluble, chloride-ion content in hardened concrete to 0.15 percent by
weight of cement.
E. Chemical Admixtures: Use admixtures according to manufacturer's written
instructions.
1. Use water-reducing admixture in concrete, as required, for placement and
workability.
2. Use water-reducing and retarding admixture when required by high
temperatures, low humidity, or other adverse placement conditions.
F. Cementitious Materials: Limit percentage, by weight, of cementitious materials
other than Portland cement according to AC! 301 requirements for concrete
exposed to deicing chemicals, as follows:
1. Fly Ash or Pozzolan: 25 percent.
2. Ground Granulated Blast-Furnace Slag: 50 percent.
3. Combined Fly Ash or Pozzolan, and Ground Granulated Blast-Furnace Slag:
50 percent, with fly ash or pozzolan not exceeding 25 percent.
Carlsbad Joint First Responders Training Facility Cement Concrete Pavement
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2.10 CONCRETE MIXING
A. Ready-Mixed Concrete: Measure, batch, and mix concrete materials and concrete
according to ASTM C 94/C 94M and ASTM C 1116. Furnish batch certificates for
each batch discharged and used in the Work.
1. When air temperature is between 85 deg F (30 deg C) and 90 deg F (32
deg C), reduce mixing and delivery time from 1-1/2 hours to 75 minutes; when
air temperature is above 90 deg F (32 deg C), reduce mixing and delivery time
to 60 minutes.
B. Project-Site Mixing: Measure, batch, and mix concrete materials and concrete
according to ASTM C 94/C 94M. Mix concrete materials in appropriate drum-type
batch machine mixer.
1. For concrete mixes of 1 cu. yd. (0.76 cu. m) or smaller, continue mixing at least
1-1/2 minutes, but not more than 5 minutes after ingredients are in mixer,
before any part of batch is released.
2. For concrete mixes larger than 1 cu. yd. (0.76 cu. m), increase mixing time by
15 seconds for each additional 1 cu. yd. (0.76 cu. m).
3. Provide batch ticket for each batch discharged and used in the Work, indicating
Project identification name and number, date, mixture type, mixing time,
quantity, and amount of water added.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Examine exposed subgrades and subbase surfaces for compliance with
requirements for dimensional, grading, and elevation tolerances.
B. Proof-roll prepared subbase surface below concrete pavements with heavy
pneumatic-tired equipment to identify soft pockets and areas of excess yielding.
1. Completely proof-roll subbase in one direction and repeat in perpendicular
direction. Limit vehicle speed to 3 mph (5 km/h).
2. Proof-roll with a loaded 10-wheel tandem-axle dump truck weighing not less
than 15 tons (13.6 tonnes).
3. Subbase with soft spots and areas of pumping or rutting exceeding depth of
1/2 inch (13 mm) require correction according to requirements in Division 31
Section "Earth Moving."
C. Proceed with concrete pavement operations only after nonconforming conditions
have been corrected and subgrade is ready to receive pavement.
3.2 PREPARATION
A. Remove loose material from compacted subbase surface immediately before
placing concrete.
3.3 EDGE FORMS AND SCREED CONSTRUCTION
A. Set, brace, and secure edge forms, bulkheads, and intermediate screed guides for
pavement to required lines, grades, and elevations. Install forms to allow
continuous progress of work and so forms can remain in place at least 24 hours
after concrete placement.
B. Clean forms after each use and coat with form-release agent to ensure separation
from concrete without damage.
3.4 STEEL REINFORCEMENT
A. General: Comply with CRSI's "Manual of Standard Practice" for fabricating,
placing, and supporting reinforcement.
Carlsbad Joint First Responders Training Facility Cement Concrete Pavement
Specifications 02751-6
B. Clean reinforcement of loose rust and mill scale, earth, ice, or other bond-reducing
materials.
C. Arrange, space, and securely tie bars and bar supports to hold reinforcement in
position during concrete placement. Maintain minimum cover to reinforcement.
D. Install welded wire reinforcement 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.
E. Zinc-Coated Reinforcement: Use galvanized steel wire ties to fasten zinc-coated
reinforcement. Repair cut and damaged zinc coatings with zinc repair material.
F. Epoxy-Coated Reinforcement: Use epoxy-coated steel wire ties to fasten epoxy-
coated reinforcement. Repair cut and damaged epoxy coatings with epoxy repair
coating according to ASTM D 3963/D 3963M.
G. Install fabricated bar mats in lengths as long as practicable. Handle units to keep
them flat and free of distortions. Straighten bends, kinks, and other irregularities,
or replace units as required before placement. Set mats for a minimum 2-inch (50-
mm) overlap of adjacent mats.
3.5 JOINTS
A. General: Form construction, isolation, and contraction joints and tool edgings true
to line with faces perpendicular to surface plane of concrete. Construct transverse
joints at right angles to centerline, unless otherwise indicated.
1. When joining existing pavement, place transverse joints to align with previously
placed joints, unless otherwise indicated.
B. Construction Joints: Set construction joints at side and end terminations of
pavement and at locations where pavement operations are stopped for more than
one-half hour unless pavement terminates at isolation joints.
1. Continue steel reinforcement across construction joints, unless otherwise
indicated. Do not continue reinforcement through sides of pavement strips,
unless otherwise indicated.
2. Provide tie bars at sides of pavement strips where indicated.
3. Butt Joints: Use epoxy bonding adhesive at joint locations where fresh
concrete is placed against hardened or partially hardened concrete surfaces.
4. Keyed Joints: Provide preformed keyway-section forms or bulkhead forms with
keys, unless otherwise indicated. Embed keys at least 1-1/2 inches (38 mm)
into concrete.
5. Doweled Joints: Install dowel bars and support assemblies at joints where
indicated. Lubricate or asphalt-coat one-half of dowel length to prevent
concrete bonding to one side of joint.
C. Isolation Joints: Form isolation joints of preformed joint-filler strips abutting
concrete curbs, catch basins, manholes, inlets, structures, walks, other fixed
objects, and where indicated.
1. Locate expansion joints at intervals of 250 feet, unless otherwise indicated.
2. Extend joint fillers full width and depth of joint.
3. Terminate joint filler not less than 1/2 inch (13 mm) or more than 1 inch (25
mm) below finished surface if joint sealant is indicated.
4. Place top of joint filler flush with finished concrete surface if joint sealant is not
indicated.
5. Furnish joint fillers in one-piece lengths. Where more than one length is
required, lace or clip joint-filler sections together.
Carlsbad Joint First Responders Training Facility Cement Concrete Pavement
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6. Protect top edge of joint filler during concrete placement with metal, plastic, or
other temporary preformed cap. Remove protective cap after concrete has
been placed on both sides of joint.
D. Contraction Joints: Form weakened-plane contraction joints, sectioning concrete
into areas as indicated. Construct contraction joints for a depth equal to at least
one-fourth of the concrete thickness, as follows to match jointing of existing
adjacent concrete pavement:
1. Grooved Joints: Form contraction joints after initial floating by grooving and
finishing each edge of joint with grooving tool to a 1/4-inch (6-mm) radius.
Repeat grooving of contraction joints after applying surface finishes. Eliminate
groover marks on concrete surfaces.
2. Sawed Joints: Form contraction joints with power saws equipped with
shatterproof abrasive or diamond-rimmed blades. Cut 1/8-inch- (3-mm-) wide
joints into concrete when cutting action will not tear, abrade, or otherwise
damage surface and before developing random contraction cracks.
3. Doweled Contraction Joints: Install dowel bars and support assemblies at
joints where indicated. Lubricate or asphalt coat one-half of dowel length to
prevent concrete bonding to one side of joint.
E. Edging: Tool edges of pavement, gutters, curbs, and joints in concrete after initial
floating with an edging tool to a 3/8-inch (10-mm) radius. Repeat tooling of edges
after applying surface finishes. Eliminate tool marks on concrete surfaces.
3.6 CONCRETE PLACEMENT
A. Inspection: Before placing concrete, inspect and complete formwork installation,
steel reinforcement, and items to be embedded or cast in. Notify other trades to
permit installation of their work.
B. Remove snow, ice, or frost from subbase surface and reinforcement before placing
concrete. Do not place concrete on frozen surfaces.
C. Moisten subbase to provide a uniform dampened condition at time concrete is
placed. Do not place concrete around manholes or other structures until they are
at required finish elevation and alignment.
D. Comply with ACI 301 requirements for measuring, mixing, transporting, and placing
concrete.
E. Do not add water to concrete during delivery or at Project site.
F. Do not add water to fresh concrete after testing.
G. Deposit and spread concrete in a continuous operation between transverse joints.
Do not push or drag concrete into place or use vibrators to move concrete into
place.
H. Consolidate concrete according to ACI 301 by mechanical vibrating equipment
supplemented by hand spading, rodding, or tamping.
1. Consolidate concrete along face of forms and adjacent to transverse joints with
an internal vibrator. Keep vibrator away from joint assemblies, reinforcement,
or side forms. Use only square-faced shovels for hand spreading and
consolidation. Consolidate with care to prevent dislocating reinforcement,
dowels, and joint devices.
I. Place concrete in two operations; strike off initial pour for entire width of placement
and to the required depth below finish surface. Lay welded wire fabric or fabricated
bar mats immediately in final position. Place top layer of concrete, strike off, and
screed.
Carlsbad Joint First Responders Training Facility Cement Concrete Pavement
Specifications 02751-8
1. Remove and replace concrete that has been placed for more than 15 minutes
without being covered by top layer, or use bonding agent if approved by
Engineer.
J. Screed pavement surfaces with a straightedge and strike off.
K. Commence initial floating using bull floats or darbies to impart an open textured
and uniform surface plane before excess moisture or bleed water appears on the
surface. Do not further disturb concrete surfaces before beginning finishing
operations or spreading surface treatments.
L. Curbs and Gutters: When automatic machine placement is used for curb and
gutter placement, submit revised mix design and laboratory test results that meet
or exceed requirements. Produce curbs and gutters to required cross section,
lines, grades, finish, and jointing as specified for formed concrete. If results are not
approved, remove and replace with formed concrete.
M. Slip-Form Pavers: When automatic machine placement is used for pavement,
submit revised mix design and laboratory test results that meet or exceed
requirements. Produce pavement to required thickness, lines, grades, finish, and
jointing as required for formed pavement.
1. Compact subbase and prepare subgrade of sufficient width to prevent
displacement of paver machine during operations.
N. When adjoining pavement lanes are placed in separate pours, do not operate
equipment on concrete until pavement has attained 85 percent of its 28-day
compressive strength.
O. Cold-Weather Placement: Comply with ACI 306.1 and as follows. Protect
concrete work from physical damage or reduced strength that could be caused by
frost, freezing actions, or low temperatures.
1. When air temperature has fallen to or is expected to fall below 40 deg F (4.4
deg C), uniformly heat water and aggregates before mixing to obtain a
concrete mixture temperature of not less than 50 deg F (10 deg C) and not
more than 80 deg F (27 deg C) at point of placement.
2. Do not use frozen materials or materials containing ice or snow.
3. Do not use calcium chloride, salt, or other materials containing antifreeze
agents or chemical accelerators unless otherwise specified and approved in
mix designs.
P. Hot-Weather Placement: Comply with ACI 301 and as follows when hot-weather
conditions exist:
1. Cool ingredients before mixing to maintain concrete temperature below 90
deg F (32 deg C) 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. Cover steel reinforcement with water-soaked burlap so steel temperature will
not exceed ambient air temperature immediately before embedding in
concrete.
3. Fog-spray forms, steel reinforcement, and'"subgrade just before placing
concrete. Keep subgrade moisture uniform without standing water, soft spots,
or dry areas.
3.7 FLOAT FINISHING
A. General: Do not add water to concrete surfaces during finishing operations.
Carlsbad Joint First Responders Training Facility Cement Concrete Pavement
Specifications 02751-9
B. Float Finish: Begin the second floating operation when bleed-water sheen has
disappeared and concrete surface has stiffened sufficiently to permit operations.
Float surface with power-driven floats, or by hand floating if area is small or
inaccessible to power units. Finish surfaces to true planes. Cut down high spots
and fill low spots. Refloat surface immediately to uniform granular texture.
1. Burlap Finish: Drag a seamless strip of damp burlap across float-finished
concrete, perpendicular to line of traffic, to provide a uniform, gritty texture.
2. Medium-to-Fine-Textured Broom Finish: Draw a soft bristle broom across
float-finished concrete surface perpendicular to line of traffic to provide a
uniform, fine-line texture.
3. Medium-to-Coarse-Textured Broom Finish: Provide a coarse finish by striating
float-finished concrete surface 1/16 to 1/8 inch (1.6 to 3 mm) deep with a stiff-
bristled broom, perpendicular to line of traffic.
3.8 SPECIAL FINISHES
A. Monolithic Exposed-Aggregate Finish: Expose coarse aggregate in pavement
surfaces as follows:
1. Immediately after float finishing, spray-apply chemical surface retarder to
pavement according to manufacturer's written instructions.
2. Cover pavement surface with plastic sheeting, sealing laps with tape, and
remove when ready to continue finishing operations.
3. Without dislodging aggregate, remove excess mortar by lightly brushing
surface with a stiff, nylon-bristle broom.
4. Fine-spray surface with water and brush. Repeat water flushing and brushing
cycle until cement film is removed from aggregate surfaces to depth required.
B. Seeded Exposed-Aggregate Finish: Immediately after initial floating, spread a
single layer of aggregate uniformly on pavement surface. Tamp aggregate into
plastic concrete, and float finish to entirely embed aggregate with mortar cover of
1/16 inch (1.6 mm).
1. Spray-apply chemical surface retarder to pavement according to
manufacturer's written instructions.
2. Cover pavement surface with plastic sheeting, sealing laps with tape, and
remove sheeting when ready to continue finishing operations.
3. Without dislodging aggregate, remove excess mortar by lightly brushing
surface with a stiff, nylon-bristle broom.
4. Fine-spray surface with water and brush. Repeat water flushing and brushing
cycle until cement film is removed from aggregate surfaces to depth required.
C. Slip-Resistive Aggregate Finish: Before final floating, spread slip-resistive
aggregate finish on pavement surface according to manufacturer's written
instructions and as follows:
1. Uniformly spread 25 lb/100 sq. ft. (12 kg/10 sq. m) dampened slip-resistive
aggregate over pavement surface in 2 applications. Tamp aggregate flush with
surface using a steel trowel, but do not force below surface.
2. Uniformly distribute approximately two-thirds of slip-resistive aggregate over
pavement surface with mechanical spreader, allow absorbing moisture, and
embedding by power floating. Follow power floating with a second slip-
resistive aggregate application, uniformly distributing remainder of material at
right angles to first application to ensure uniform coverage, and embed by
power floating.
Carlsbad Joint First Responders Training Facility Cement Concrete Pavement
Specifications 02751-10
3. Cure concrete with curing compound recommended by slip-resistive aggregate
manufacturer. Apply curing compound immediately after final finishing.
4. After curing, lightly work surface with a steel wire brush or abrasive stone and
water to expose nonslip aggregate.
3.9 CONCRETE PROTECTION AND CURING
A. General: Protect freshly placed concrete from premature drying and excessive
cold or hot temperatures.
B. Comply with ACI 306.1 for cold-weather protection.
C. Evaporation Retarder: Apply evaporation retarder to concrete surfaces if hot, dry,
or windy conditions cause moisture loss approaching 0.2 Ib/sq. ft. x h (1 kg/sq. m x
h) 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.
D. Begin curing after finishing concrete but not before free water has disappeared
from concrete surface.
E. Curing Methods: Cure concrete by moisture curing, moisture-retaining-cover
curing, curing compound, or a combination of these as follows:
1. Moist Curing: Keep surfaces continuously moist for not less than seven 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 12-inch (300-mm) 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 12 inches (300 mm), and sealed by waterproof
tape or adhesive. Immediately repair any holes or tears during curing period
using cover material and waterproof tape.
3. Curing Compound: Apply uniformly in 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. Maintain continuity
of coating and repair damage during curing period.
3.10 PAVEMENT TOLERANCES
A. Comply with tolerances of AC1117 and as follows:
1. Elevation: 1/4 inch (6 mm).
2. Thickness: Plus 3/8 inch (10 mm), minus 1/4 inch (6 mm).
3. Surface: Gap below 10-foot- (3-m-) long, unleveled straightedge not to exceed
1/4 inch (6 mm).
4. Lateral Alignment and Spacing of Tie Bars and Dowels: 1 inch (25 mm).
5. Vertical Alignment of Tie Bars and Dowels: 1/4 inch (6 mm).
6. Alignment of Tie-Bar End Relative to Line Perpendicular to Pavement Edge:
1/2 inch (13 mm).
7. Alignment of Dowel-Bar End Relative to Line Perpendicular to Pavement Edge:
Length of dowel 1/4 inch per 12 inches (6 mm per 300 mm).
8. Joint Spacing: 3 inches (75 mm).
Carlsbad Joint First Responders Training Facility Cement Concrete Pavement
Specifications 02751-11
9. Contraction Joint Depth: Plus 1/4 inch (6 mm), no minus.
10. Joint Width: Plus 1/8 inch (3 mm), no minus.
3.11 PAVEMENT MARKING
A. Do not apply pavement-marking paint until layout, colors, and placement have
been verified with Engineer.
B. Allow concrete pavement to cure for 28 days and be dry before starting pavement
marking.
C. Sweep and clean surface to eliminate loose material and dust.
D. Apply paint with mechanical equipment to produce pavement markings of
dimensions indicated with uniform, straight edges. Apply at manufacturer's
recommended rates to provide a minimum wet film thickness of 15 mils (0.4 mm).
3.12 WHEEL STOPS
A. Securely attach wheel stops into pavement with not less than two galvanized steel
dowels embedded in holes drilled or cast into wheel stops at one-quarter to one-
third points. Firmly bond each dowel to wheel stop and to pavement. Securely
install dowels into pavement and bond to wheel stop. Recess head of dowel
beneath top of wheel stop.
3.13 FIELD QUALITY CONTROL
A. Testing Agency: Owner will engage a qualified independent testing and inspecting
agency to perform field tests and inspections and prepare test reports.
B. Testing Services: Testing of composite samples of fresh concrete obtained
according to ASTM C172 shall be performed according to the following
requirements:
1. Testing Frequency: Obtain at least 1 composite sample for each 100 cu. yd.
(76 cu. m) or fraction thereof of each concrete mix placed each day.
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.
2. Slump: ASTM C 143/C 143M; one test at point of placement for each
composite sample, but not less than one test for each day's pour of each
concrete mix. Perform additional tests when concrete consistency appears to
change.
3. Air Content: ASTM C 231, pressure method; one test for each composite
sample, but not less than one test for each day's pour of each concrete mix.
4. Concrete Temperature: ASTM C 1064; one 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 one test for each composite sample.
5. Compression Test Specimens: ASTM C 31/C 31 M; cast and laboratory cure
one set of three standard cylinder specimens for each composite sample.
6. Compressive-Strength Tests: ASTM C 39/C 39M; test 1 specimen at 7 days
and 2 specimens at 28 days.
a. A compressive-strength test shall be the average compressive strength
from 2 specimens obtained from same composite sample and tested at 28
days.
C. Strength of each concrete mix will be satisfactory if average of any 3 consecutive
compressive-strength tests equals or exceeds specified compressive strength and
Carlsbad Joint First Responders Training Facility Cement Concrete Pavement
Specifications 02751-12
no compressive-strength test value falls below specified compressive strength by
more than 500 psi (3.4 MPa).
D. Test results shall be reported in writing to Engineer, concrete manufacturer, 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, and type of break for both 7- and 28-day
tests.
E. Nondestructive Testing: Impact hammer, sonoscope, or other nondestructive
device may be permitted by Engineer but will not be used as sole basis for
approval or rejection of concrete.
F. Additional Tests: Testing and inspecting agency shall make additional tests of
concrete when test results indicate that slump, air entrainment, compressive
strengths, or other requirements have not been met, as directed by Engineer.
G. Remove and replace concrete pavement where test results indicate that it does not
comply with specified requirements.
H. Additional testing and inspecting, at Contractor's expense, will be performed to
determine compliance of replaced or additional work with specified requirements.
3.14 REPAIRS AND PROTECTION
A. Remove and replace concrete pavement that is broken, damaged, or defective or
that does not comply with requirements in this Section.
B. Drill test cores, where directed by Engineer, when necessary to determine
magnitude of cracks or defective areas. Fill drilled core holes in satisfactory
pavement areas with portland cement concrete bonded to pavement with epoxy
adhesive.
C. Protect concrete from damage. Exclude traffic from pavement for at least 14 days
after placement. When construction traffic is permitted, maintain pavement as
clean as possible by removing surface stains and spillage of materials as they
occur.
D. Maintain concrete pavement free of stains, discoloration, dirt, and other foreign
material. Sweep concrete pavement not more than two days before date
scheduled for Substantial Completion inspections.
END OF SECTION
Carlsbad Joint First Responders Training Facility Cement Concrete Pavement
Specifications 02751-13
SECTION 02764
PAVEMENT JOINT SEALANTS
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 1 General Requirements, apply to this
Section.
1.2 SUMMARY
A. This Section includes the following:
1. Expansion and contraction joints within cement concrete pavement.
2. Joints between cement concrete and asphalt pavement.
B. Related Sections include the following:
1. Division 2 Section "Cement Concrete Pavement" for constructing joints in
concrete pavement.
1.3 SUBMITTALS
A. Product Data: For each joint-sealant product indicated.
B. Samples for Verification: For each type and color of joint sealant required. Install
joint-sealant samples in 1/2-inch- (13-mm-) wide joints formed between two 6-inch-
(150-mm-) long strips of material matching the appearance of exposed surfaces
adjacent to joint sealants.
C. Product Certificates: For each type of joint sealant and accessory, signed by
product manufacturer.
D. Compatibility and Adhesion Test Reports: From sealant manufacturer, indicating
the following:
1. Materials forming joint substrates and joint-sealant backings have been tested
for compatibility and adhesion with joint sealants.
2. Interpretation of test results and written recommendations for primers and
substrate preparation needed for adhesion.
E. Product Test Reports: Based on evaluation of comprehensive tests performed by
a qualified testing agency, for sealants.
1.4 QUALITY ASSURANCE
A. Installer Qualifications: An employer of workers trained and approved by
manufacturer.
B. Source Limitations: Obtain each type of joint sealant through one source from a
single manufacturer.
1.5 DELIVERY, STORAGE, AND HANDLING
A. Deliver materials to Project site in original unopened containers or bundles with
labels indicating manufacturer, product name and designation, color, expiration
date, pot life, curing time, and mixing instructions for multicomponent materials.
B. Store and handle materials to comply with manufacturer's written instructions to
prevent their deterioration or damage due to moisture, high or low temperatures,
contaminants, or other causes.
1.6 PROJECT CONDITIONS
A. Do not proceed with installation of joint sealants under the following conditions:
1. When ambient and substrate temperature conditions are outside limits
permitted by joint-sealant manufacturer or are below 40 deg F (4.4 deg C).
2. When joint substrates are wet or covered with frost.
3. Where joint widths are less than those allowed by joint-sealant manufacturer
for applications indicated.
4. Where contaminants capable of interfering with adhesion have not yet been
removed from joint substrates.
PART 2 - PRODUCTS
2.1 MANUFACTURERS
A. Available Products: Subject to compliance with requirements, products that may
be incorporated into the Work include, but are not limited to, products listed in other
Part 2 articles.
B. Products: Subject to compliance with requirements, provide one of the products
listed in other Part 2 articles.
Carlsbad Joint First Responders Training Facility Pavement Joint Sealants
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2.2 MATERIALS, GENERAL
A. Compatibility: Provide joint sealants, backing materials, and other related materials
that are compatible with one another and with joint substrates under conditions of
service and application, as demonstrated by joint-sealant manufacturer based on
testing and field experience.
B. Colors of Exposed Joint Sealants: As selected by Engineers from manufacturer's
full range.
2.3 COLD-APPLIED JOINT SEALANTS
A. Type NS Silicone Sealant for Concrete: Single-component, low-modulus, neutral-
curing, nonsag silicone sealant complying with ASTM D 5893 for Type NS.
1. Available Products:
a. Crafco Inc.; RoadSaver Silicone.
b. Dow Corning Corporation; 888.
B. Type SL Silicone Sealant for Concrete and Asphalt: Single-component, low-
modulus, neutral-curing, self-leveling silicone sealant complying with ASTM D 5893
for Type SL.
1. Available Products:
a. Crafco Inc.; RoadSaver Silicone SL.
b. Dow Corning Corporation; 890-SL.
2.4 HOT-APPLIED JOINT SEALANTS
A. Elastomeric Sealant for Concrete: Single-component formulation complying with
ASTM D 3406.
1. Available Products:
a. Crafco Inc.; Superseal 444/777.
b. Meadows, W. R., Inc.; Poly-Jet 3406.
B. Sealant for Concrete and Asphalt: Single-component formulation complying with
ASTM D 3405.
1. Available Products:
a. Koch Materials Company; Product No. 9005.
b. Koch Materials Company; Product No. 9030.
c. Meadows, W. R., Inc.; Sealtight Hi-Spec.
2.5 JOINT-SEALANT BACKER MATERIALS
A. General: Provide joint-sealant backer materials that are nonstaining; are
compatible with joint substrates, sealants, primers, and other joint fillers; and are
approved for applications indicated by joint-sealant manufacturer based on field
experience and laboratory testing.
B. Round Backer Rods for Cold- and Hot-Applied Sealants: ASTM D 5249, Type 1, of
diameter and density required to control sealant depth and prevent bottom-side
adhesion of sealant.
C. Backer Strips for Cold- and Hot-Applied Sealants: ASTM D 5249; Type 2, of
thickness and width required to control sealant depth, prevent bottom-side
adhesion of sealant, and fill remainder of joint opening under sealant.
D. Round Backer Rods for Cold-Applied Sealants: ASTM D 5249, Type 3, of diameter
and density required to control sealant depth and prevent bottom-side adhesion of
sealant.
2.6 PRIMERS
A. Primers: Product recommended by joint-sealant manufacturer where required for
adhesion of sealant to joint substrates indicated, as determined from
preconstruction joint-sealant-substrate tests and field tests.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Examine joints indicated to receive joint sealants, with Installer present, for
compliance with requirements for joint configuration, installation tolerances, and
other conditions affecting joint-sealant performance.
1. Proceed with installation only after unsatisfactory conditions have been
corrected.
Carlsbad Joint First Responders Training Facility Pavement Joint Sealants
Specifications 02764-2
3.2 PREPARATION
A. Surface Cleaning of Joints: Clean out joints immediately before installing joint
sealants to comply with joint-sealant manufacturer's written instructions.
B. Joint Priming: Prime joint substrates where indicated or where recommended in
writing by joint-sealant manufacturer, based on preconstruction joint-sealant-
substrate tests or prior experience. Apply primer to comply with joint-sealant
manufacturer's written instructions. Confine primers to areas of joint-sealant bond;
do not allow spillage or migration onto adjoining surfaces.
3.3 INSTALLATION OF JOINT SEALANTS
A. General: Comply with joint-sealant manufacturer's written installation instructions
for products and applications indicated, unless more stringent requirements apply.
B. Sealant Installation Standard: Comply with recommendations in ASTM C 1193 for
use of joint sealants as applicable to materials, applications, and conditions
indicated.
C. Install backer materials of type indicated to support sealants during application and
at position required to produce cross-sectional shapes and depths of installed
sealants relative to joint widths that allow optimum sealant movement capability.
1. Do not leave gaps between ends of backer materials.
2. Do not stretch, twist, puncture, or tear backer materials.
3. Remove absorbent backer materials that have become wet before sealant
application and replace them with dry materials.
D. Install sealants using proven techniques that comply with the following and at the
same time backings are installed:
1. Place sealants so they directly contact and fully wet joint substrates.
2. Completely fill recesses provided for each joint configuration.
3. Produce uniform, cross-sectional shapes and depths relative to joint widths
that allow optimum sealant movement capability.
E. Tooling of Nonsag Sealants: Immediately after sealant application and before
skinning or curing begins, tool sealants according to requirements specified below
to form smooth, uniform beads of configuration indicated; to eliminate air pockets;
and to ensure contact and adhesion of sealant with sides of joint.
1. Remove excess sealants from surfaces adjacent to joint.
2. Use tooling agents that are approved in writing by joint-sealant manufacturer
and that do not discolor sealants or adjacent surfaces.
F. Provide joint configuration to comply with joint-sealant manufacturer's written
instructions, unless otherwise indicated.
G. Provide recessed joint configuration for silicone sealants of recess depth and at
locations indicated.
3.4 CLEANING
A. Clean off excess sealants or sealant smears adjacent to joints as the Work
progresses by methods and with cleaning materials approved by manufacturers of
joint sealants and of products in which joints occur.
3.5 PROTECTION
A. Protect joint sealants during and after curing period from contact with
contaminating substances and from damage resulting from construction operations
or other causes so sealants are without deterioration or damage at time of
Substantial Completion. If, despite such protection, damage or deterioration
occurs, cut out and remove damaged or deteriorated joint sealants immediately
and replace with joint sealant so installations with repaired areas are
indistinguishable from the original work.
END OF SECTION
Carlsbad Joint First Responders Training Facility Pavement Joint Sealants
Specifications 02764-3
SECTION 02783
CONCRETE PAVERS
PART1 GENERAL
1.01 SECTION INCLUDES
A. Interlocking concrete paver units.
B. Sand setting bed.
C. Sand joint filler.
D. Topsoil filler.
1.02 REFERENCE STANDARDS
A. ASTM C 33 - Standard Specification for Concrete Aggregates; 2007.
B. ASTM C 936 - Standard Specification for Solid Concrete Interlocking Paving Units; 2007.
1.03 SUBMITTALS
A. See Section 01300 - Administrative Requirements, for submittal procedures.
B. Product Data: Provide characteristics of paver unit, dimensions, and special shapes.
C. Maintenance Materials: Provide the following for Owner's use in maintenance of project.
1. See Section 01600 - Product Requirements, for additional provisions.
2. Extra Pavers: 10 of each type and size.
PART 2 PRODUCTS
2.01 MANUFACTURERS
A. Interlocking Concrete Pavers: The design is based on the following product: Pavestone. Also
acceptable, subject to compliance with specified requirements:
1. Pavestone; Product City Stone II (1/2 Square and Square style)
Address: 27600 County Road 90, Winters, California, 95674
Phone #: 530-795-4400
Website: www.pavestone.com
2. Substitutions: See Section 01600 - Product Requirements.
2.02 MATERIALS
A. Interlocking Concrete Pavers: Hydraulically pressed concrete, configured for interlocking with
adjacent units and complying with ASTM C 936.
1. Compressive Strength: 8000 psi (55 MPa) average, with minimum of 7200 psi (50 MPa).
2. Product Name: City Stone II (1/2 Square and Square style)
3. Size: Rectangle at 2 7/8" x 5 13/16" (1/2 square pavers)
Square at 5 13/16" x 5 13/16" (square pavers)
4. Thickness: 2-3/8 inches (60 mm).
5. Shape: Square & Rectangle.
6. Color: Color to be selected by Architect from Standard Color
7. Installation Pattern: City Stone Repeating Pattern
B. Sand for Setting Bed: Clean washed natural sand or crushed stone complying with gradation
requirements of ASTM C 33 for fine aggregates.
C. Sand for Joints: Fine washed sand with 100 percent passing No. 16 (1.18 mm) sieve and not
more than 10 percent passing No. 200 (0.075 mm) sieve.
D. Aggregate Fill: Open-graded aggregate for filling voids and joints in open grid paver units,
conforming to requirements of ASTM C 33 for No. 8 crushed stone.
Carlsbad Joint First Responders Training Facility CONCRETE PAVERS
Specifications 02783 -1
E. Topsoil Fill: For filling voids and joints, provide topsoil conforming to ASTM D 5268.
PARTS EXECUTION
3.01 EXAMINATION
A. Verify that substrate is level or to correct gradient, smooth, capable of supporting pavers and
imposed loads, and ready to receive work of this Section.
B. Verify gradients and elevations of substrate are correct.
3.02 PREPARATION
A. Treat soil with herbicide to retard plant growth.
3.03 INSTALLATION OF SOLID PAVER UNITS
A. Spread sand evenly over prepared substrate surface to a maximum thickness of 1-1/2 inch (38
mm).
B. Dampen and roller compact sand to level and even surface.
C. Screed and scarify top 1/2 inch (12 mm) of sand.
D. Place paver units in herringbone pattern, from straight reference edge.
E. Cut paver units at edges with masonry saw.
F. Place half units at edge and interruptions. Maintain tight joints.
G. Sprinkle sand over surface and sweep into joints. Moisten joints and recover with additional
sand until firm joints are achieved. Remove excess sand.
H. Tamp and level paver units with mechanical vibrator until units are firmly bedded, level, and to
correct elevation and gradients. Do not tamp unrestrained edges.
3.04 INSTALLATION OF OPEN GRID PAVER UNITS
A. Spread sand evenly over prepared substrate course and screed to a uniform thickness of 1-1/2
inch (38 mm).
B. Place paver units in pattern indicated on the drawings.
C. Maintain uniform joints between paver units not more than 1/8 inch (4 mm) wide.
D. Compact and seat paver units into screeded setting bed using low amplitude plate compactor
capable of at least 5,000 Ib (22 kN) centrifugal compaction force.
E. Vibrate and compact pavers again while sweeping aggregate fill or topsoil into joints and
openings in pavers, stopping when fill material is within 1/2 inch (13 mm) from top surface of units.
Do not compact within 3 ft (1 m) of unrestrained paver edges.
END OF SECTION
Carlsbad Joint First Responders Training Facility CONCRETE PAVERS
Specifications 02783 - 2
SECTION 02810
IRRIGATION SYSTEM
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Pipe and fittings, valves, sprinkler heads, emitters, bubblers, and accessories.
B. Control system.
1.02 RELATED REQUIREMENTS
A. Section 02317 - Trenching for Site Utilities: Excavating and backfilling for irrigation piping.
B. Section 02300 - Earthwork.
C. Section 02320 - Trenching, Backfilling, and Compaction: Excavating and backfilling for irrigation
piping.
D. Section 02930 - Exterior Plants.
1.03 REFERENCE STANDARDS
A. ASTM D 2235 - Standard Specification for Solvent Cement for Acrylonitrile-Butadiene-Styrene
(ABS) Plastic Pipe and Fittings; 2004.
B. ASTM D 2241 - Standard Specification for Poly (Vinyl Chloride) (PVC) Pressure-Rated Pipe (SDR
Series); 2005.
C. ASTM D 2564 - Standard Specification for Solvent Cements for Poly(Vinyl Chloride) (PVC) Plastic
Piping Systems; 2004.
D. NEMA 250 - Enclosures for Electrical Equipment (1000 Volts Maximum); National Electrical
Manufacturers Association; 2003.
1.04 SUBMITTALS
A. See Section 01300 - Administrative Requirements, for submittal procedures.
B. Product Data: Provide component and control system and wiring diagrams.
C. Record Documents: Record actual locations of all concealed components piping system and
conduit.
D. Dimension from two permanent points of reference, building corners, sidewalk, or road
intersections, etc., the location of the following items:
1. Connection to existing water lines.
2. Connection to existing electrical power.
3. Gate valves.
4. Routing and/or directional turns of sprinkler pressure lines (dimension max. 100' along
routing).
5. Sprinkler control valves.
6. Routing of control wiring.
7. Quick coupling valves.
8. Other related equipment as directed by the Architect.
E. Detail Drawings: Submit detailed drawings for Owner approval, for all assemblies not detailed
on the drawings.
F. Controller Charts:
1. The Architect shall accept Record drawings before controller charts are prepared. Provide
one controller chart for each controller supplied. The chart shall show the area controlled by
the automatic controller and shall be the maximum size that the controller door will allow.
2. The chart is to be a reduced drawing of the actual "as-built" system. However, in the event
Carlsbad Joint First Responders Training Facility IRRIGATION SYSTEM
Specifications 02810-1
the controller sequence is not legible when the drawing is reduced, it shall be enlarged to a
size that will be readable when reduced. The chart shall be a black line or blue line ozalid
print and a different color shall be used to indicate the area of coverage for each station.
When completed and approved, the chart shall be hermetically sealed between two pieces of
plastic, each piece being a minimum of 10 mils. These charts shall be completed by the
Contractor and approved by the Architect prior to final observation of the irrigation system.
G. Operation and Maintenance Data:
1. Provide instructions for operation and maintenance of system and controls, seasonal
activation and shutdown, and manufacturer's parts catalog.
2. Provide schedule indicating length of time each valve is required to be open to provide a
determined amount of water.
H. Maintenance Materials: Provide the following for Owner's use in maintenance of project.
1. See Section 01600 - Product Requirements, for additional provisions.
2. Extra Sprinkler Heads: Two of each type and size.
3. Extra Valve Keys for Manual Valves: Two.
4. Extra Valve Box Keys: Two.
5. Extra Valve Marker Keys: Two.
6. Wrenches: Two for each type head core and for removing
and installing each type head.
1.05 PRODUCT DELIVERY, STORAGE AND HANDLING
A. Handling of PVC Pipe and Fittings: The Contractor is cautioned to exercise care in handling,
loading, unloading, storing and installation of PVC pipe and fittings. All PVC pipe shall be
transported in a vehicle that allows the length of pipe to lie flat so as not to subject it to undue
bending or concentrated external load at any point. Any section of pipe that has been dented or
damaged will be discarded and, if installed, shall be replaced with new piping.
1.06 JOB CONDITIONS
A. The Contractor shall not willfully install the irrigation system as shown on the drawings when it is
obvious in the field that obstructions, grade differences or discrepancies in area dimensions exist
that might not have been considered in engineering. Such obstructions or differences should be
brought to the attention of the Architect. In the event this notification is not performed, the
irrigation Contractor shall assume full responsibility for any revision necessary.
1.07 SUBSTITUTIONS
A. Procedure: Submit information in conformance with the substitution requirements of Division 01,
General Provisions.
B. Provide descriptive catalog literature, performance charts and flow charts for each item to be
substituted.
1.08 REGULATORY REQUIREMENTS
A. Requirements of Regulatory Agencies: All work and materials shall be in full conformance with
the latest rules and regulations of the California Plumbing and Electric codes.
B. Manufacturer's Directions: Manufacturer's directions and detailed drawings shall be followed in
all cases where the manufacturers of articles used in this contract furnish directions covering
points not shown in the drawings and specifications.
C. Underwriters Laboratories: Electrical wiring, controls, motors, and devices shall be UL listed,
and so labeled.
1.09 INSTALLATION MEETINGS
A. Contractor shall be responsible for notifying the Architect or Designated Representative in
advance for the following observation meetings, according to the time indicated:
1. Convene one week prior to commencing work of this Section.
Carlsbad Joint First Responders Training Facility IRRIGATION SYSTEM
Specifications 02810-2
2. Automatic controller location: 48 hours.
3. Coverage test: 48 hours.
4. Final site review: 7 days.
B. When observations have been conducted by other than the Architect or Designated
Representative, show evidence in writing of when and by whom these observations were made.
1. No site observations will commence without "As-Built" record prints.
2. Final Observation:
a. The Contractor shall operate each system in its entirety for the Architect or Designated
Representative at time of final observation. Any items deemed not acceptable by the
Architect or Designated Representative, or not in compliance with these specifications
and drawings, shall be reworked to the complete satisfaction of the Architect or
Designated Representative.
b. The Contractor shall show evidence to the Architect or Designated Representative that
the Owner has received all accessories, charts, record drawings, and equipment as
required before final observation can occur.
1.10 COORDINATION
A. Coordinate the work with site backfilling, landscape grading and delivery of plant life.
PART 2 PRODUCTS
2.01 IRRIGATION SYSTEM
A. Electric solenoid controlled underground irrigation system, with low point self drain.
B. Manufacturers:
1. Rain Bird Sales, Inc: www.rainbird.com.
2. Hunter Industries None - N/A. www.hunterindustries.com
3. Febco. www.febcobackflow.com
4. King Bros Inc.. www.kbico.com
5. Nibco]. www.nibco.com
C. Substitutions: See Section 01600 - Product Requirements.
2.02 PIPE MATERIALS
A. PVC Pipe: ASTM D 2241; 200 psi (1.38 MPa) pressure rated upstream from controls, 160 psi
(1.10 MPa) downstream; solvent welded sockets.
B. Pressure Main Line Piping and Fittings: Sizes 11/2 inches and smaller shall be Schedule 40
PVC. Sizes 2 inches and larger shall be Class 315 PVC.
C. Non-pressure lines (buried): Sizes /2hall be PVC Class 200.
D. Fittings: Type and style of connection to match pipe.
E. Pipe Risers at Valves: 160 psi (1.10 MPa) PVC pipe.
F. Solvent Cement: ASTM D 2564 for PVC pipe and fittings.
G. Sleeve Material: PVC.
H. PVC nipples: Schedule 80 with molded threads.
I. All PVC pipe must bear the following markings:
1. Manufacturer's name.
2. Nominal pipe size.
3. Schedule or class.
4. Pressure rating in AST (not required on drip tubing).
5. NSF (National Sanitation Foundation) approval (not required on drip tubing).
6. Date of extrusion.
Carlsbad Joint First Responders Training Facility IRRIGATION SYSTEM
Specifications 02810 - 3
7. Colored Purple (Pantone #522) and embossed or integrally stamped/marked continuously
on two sides with the words "CAUTION: RECYCLED WATER - DO NOT DRINK" and
identified in accordance with AWWA Guidelines for the Distribution of Non-Potable Water.
2.03 OUTLETS
A. Manufacturers:
1. As indicated on the drawings.
2. Substitutions: See Division 01, General Provisions
B. Emitter: Adjustable outlet, non-clogging, self-cleaning per the model numbers shown on the
drawings.
C. Quick Coupler: Brass Construction, with Locking rubber cover.
D. Tree Bubbler: Fixed outlet capable of watering deep root systems directly.
E. All outlets used shall have an exposed surface colored purple to associate them with recycled
water use. The exposed surface may be colored purple through the use of weatherproof paint,
or dyed plastic/rubber.
F. Where possible, the exposed surface shall have the following warnings molded or hot-stamped
upon it: (1)"DO NOT DRINK" in English and Spanish, and (2) the international "DO NOT DRINK"
warning symbol. Emmitters unable to meet these specifications shall be identified with purple
bilingual recycled water warning tags.
2.04 VALVES
A. Manufacturers:
1. As indicated on the drawings
2. KBI; Product - Ball Valve as indicated on the drawings.
3. Substitutions: See Section 01600 - Product Requirements.
B. Ball Valves: PVC Type II construction 150 PSI working pressure.
C. Quick Coupling Valves: Two-piece brass body construction, 150-pound class, with 1-inch female
threads opening at base permitting operation with a special connecting device (coupler) designed
for this purpose.
1. Coupler threads: Lug type.
2. Hinge cover: Provide with rubber-like locking and non-potable (purple) vinyl cover.
3. The words "NON-POTABLE" or "RECYCLED WATER" and "DO NOT DRINK" marked in
English and Spanish with the International "DO NOT DRINK" warning symbol located on the
cover.
D. Remote Control Valves
1. Valve Type: Spring loaded, packless diaphragm activated, normally closed type with plastic
body, equipped with flow control and pressure regulation capabilities where noted.
2. Valve Solenoid: 24 volt AC, 4.5 watt maximum, 500 milli-amp maximum surge,
corrosion-proof, stainless steel construction, epoxy encapsulated to form a single integral
unit unless otherwise noted on plans.
3. Provide bleeder valve to permit operation in the field without power at the controller.
E. Valve Box:
1. Remote control Vaives: 14" x 19" of concrete material with locking cover.
2. Ball valves and quick couplers: 10" round of concrete material with locking cover.
3. Valve box extensions shall be by the same manufacturer as the valve box.
4. Valve boxes shall be of purple color (Pantone #522) with warning labels permanently molded
into or affixed onto the lid. Warning labels shall be constructed of a purple weatherproof
material with the warning permanently stamped or molded into the label. The warning shall
contain the following information:
a. "NON-POTABLE" or "RECYCLED WATER"
Carlsbad Joint First Responders Training Facility IRRIGATION SYSTEM
Specifications 02810-4
b. "DO NOT DRINK" in English and Spanish
c. The international "DO NOT DRINK" warning symbol such as a glass of water with a
slash through it.
2.05 CONTROLS
A. Manufacturers:
1. As indicated on the drawings.
2. Substitutions: See Section 01600-Product Requirements.
B. Controller: Automatic controller, microprocessor solid state control with visible readout display,
temporary override feature to bypass cycle for inclement weather, timer for a 4 station system,
programmable for 7 days in quarter hour increments, with automatic start and shutdown.
1. Automatic controller enclosure(s) shall be made of vandal-resistant 3/16-inch stainless steel
plate and 10 gauge metal, with lockable hinged door.
2.06 ELECTRICAL (LOW VOLTAGE)
A. Connections between controller and remote control valves shall be made with direct burial
AWG-UH, 600-volt wire, insulation thickness 3/64 inch, utilizing low-density high molecular weight
polyethylene insulation.
B. Splices, where permitted, shall be waterproofed using Rain Bird, Pen-Tite Connectors or fusible
heat shrinking tubing, and housed in a box. Boxes for other irrigation use may be utilized for this
purpose.
C. Wire sizing shall be minimum of #14 "UF" 600 volt underground wiring, unless a shielded cable is
used in which case #18 wire may be used. Common wires to be #12 and white in color, and all
others a different color.
PART 3 EXECUTION
3.01 EXAMINATION
A. Verify location of existing utilities.
B. Verify that required utilities are available, in proper location, and ready for use.
3.02 PREPARATION
A. Drawings are generally diagrammatic and indicative of the work to be installed. Due to the scale
of drawings, it is not possible to indicate all offsets, fittings, sleeves, etc., which may be required.
The Contractor shall carefully investigate the structural and finished conditions affecting all of his
work and plan accordingly, furnishing such fittings, etc., as may be required.
B. All scaled dimensions are approximate. The Contractor shall check and verify all size
dimensions and receive Architect or Designated Representative's approval prior to proceeding
with work under this section.
C. Coordinate installation of irrigation system, including pipe, so there will be NO interference with
utilities or other construction or difficulty in planting trees, shrubs, and ground covers. The
Contractor shall carefully check all grades to satisfy him/her that he may safely proceed before
starting work on the irrigation system.
D. All piping or equipment shown diagrammatically on drawings outside planting areas shall be
installed inside planting areas whenever possible.
E. Route piping to avoid plants, ground cover, and structures.
F. Layout and stake locations of system components.
G. Review layout requirements with other affected work. Coordinate locations of sleeves under
paving to accommodate system.
3.03 TRENCHING
Carlsbad Joint First Responders Training Facility IRRIGATION SYSTEM
Specifications 02810 - 5
A. Trench and backfill in accordance with Section 02320.
B. Excavate trenches to required depths. Follow approved layout for each system.
C. Trench bottom shall be flat to ensure piping is supported continuously on an even grade.
D. Where lines occur under paved areas, consider dimension to be below the subgrade.
E. Trench Size:
1. As indicated on the drawings.
F. Trench to accommodate grade changes.
G. Maintain trenches free of debris, material, or obstructions that may damage pipe.
3.04 INSTALLATION
A. Install pipe, valves, controls, and outlets in accordance with manufacturer's instructions.
1. Install pipe, valves, controls, and outlets in accordance with manufacturer's instructions.
2. Line Clearance: All lines shall have a minimum clearance of 6 inches from each other and
from lines of other trades. Parallel lines shall not be installed directly over one another.
3. Connect to utilities.
4. Install all assemblies specified herein in accordance with respective detail. In absence of
detail drawings or specification pertaining to specific items required to complete work,
perform such work in accordance with best standard practice, with prior approval from
Architect or Designated Representative.
5. PVC pipe and fittings shall be thoroughly cleaned of dirt, dust and moisture before
installation. Installation and solvent welding methods shall be as recommended by the pipe
and fitting manufacturer.
6. On PVC to metal connections, the Contractor shall work the metal connections first. Teflon
tape or approved equal shall be used on all threaded PVC to PVC, and on all threaded PVC
to metal joints. Light wrench pressure is all that is required. Where threaded PVC
connections are required, use threaded PVC adapters into which the pipe may be welded.
7. Quick Coupling Valves: Unless otherwise indicated, locate valves within 12 inches of
hardscape.
8. Set outlets and box covers 2 inches above finish grade in shrub planters.
9. Provide for thermal movement of components in system.
10. Use threaded nipples for risers to each outlet.
B. Electrical Supply:
1. Low voltage wiring shall be placed in the same ditch and taped on bottom side of main lines
unless otherwise approved.
2. Wire is to be taped a maximum 12 feet on center.
3. Provide a 12-inch expansion loop at each connection and directional change.
4. Use a continuous wire between controller and remote control valves. Except as otherwise
approved, do not splice wire at any point. All approved splices shall be enclosed in an
acceptable box.
5. Each controller shall be provided with separate ground wire.
C. Automatic Controller:
1. Install as per manufacturer's instructions. Remote control valves shall be connected to
controller in numerical sequence as shown on the drawings.
2. Controller shall be mounted inside lockable electrical cabinet.
D. System Flush: After piping is installed, but before outlets are installed and backfilling commences,
open valves and flush system with full head of water.
E. Valve Boxes:
1. All buried valves and equipment shall be installed with a proper box as specified in PART 2
PRODUCTS.
2. Fill area under box with a minimum of 1 cubic feet of pea gravel before box is installed.
Carlsbad Joint First Responders Training Facility IRRIGATION SYSTEM
Specifications 02810-6
a. Identification tags shall be attached to each remote control valve, showing number that
corresponds with controller sequence. Tags shall be manufactured of polyurethane
Behr Desopaid, yellow in color with black letters 2-3/4 inches by 2-1/4 inches.
b. All boxes shall be permanently marked on top, designating type of equipment installed
as noted in drawing.
3.05 FIELD QUALITY CONTROL
A. Prior to backfilling, test system for leakage at main piping to maintain 150 psi pressure for two
hours.
B. System is acceptable if no leakage or loss of pressure occurs during test period.
C. Testing of pressure main lines shall occur prior to installation of electrical control valves, quick
couplers or any other equipment that might prevent a proper test from being performed.
D. All piping under paved areas shall be tested under hydrostatic pressure of 150 pounds per square
inch, and proved watertight, prior to paving.
E. If leaks develop, replace joints and repeat test until entire system is proven watertight.
F. All hydrostatic tests shall be made only in the presence of the Architect or Designated
Representative of the Owner. No pipe shall be completely backfilled until it has been inspected,
tested and approved in writing.
G. Furnish necessary force pump and all other test equipment.
H. Upon completion of each phase of work, entire system shall be tested and adjusted to meet site
requirements.
I. Low voltage wire under .paving shall be tested for continuity, prior to paving.
3.06 BACKFILLING
A. Backfill trench and compact to specified subgrade elevation. Protect piping from displacement.
B. Buried pipe in trenches shall be center loaded only until all required tests are performed.
Trenches shall be carefully backfilled with the excavated materials approved for backfilling,
consisting of earth, loam, sandy clay, sand or other approved materials, free from large clods of
earth or stones. Backfill shall be mechanically compacted in landscaped areas to a dry density
equal to adjacent undisturbed soil in planting areas. Backfill will conform to adjacent grades
without dips, sunken areas, humps or other surface irregularities.
C. A fine granular material backfill will be initially placed on all lines. No foreign matter larger than
1/2 inch in size will be permitted in the initial backfill.
D. Flooding of trenches will be permitted only with approval of the Architect or Designated
Representative.
E. If settlement occurs and subsequent adjustments in pipe, valves, sprinkler heads, lawn or
planting, or other construction are necessary, the Contractor shall make all required adjustments
without cost to the Owner.
3.07 TEMPORARY REPAIRS
A. The Owner reserves the right to make temporary repairs as necessary to keep the sprinkler
system equipment in operating condition. The exercise of this right by the Owner shall not
relieve the Contractor of his responsibilities under the terms of the warranty as herein specified.
3.08 SYSTEM STARTUP
A. Adjust control system to achieve time cycles required.
Carlsbad Joint First Responders Training Facility IRRIGATION SYSTEM
Specifications 02810 - 7
3.09 MAINTENANCE
A. The entire sprinkler irrigation system shall be under full automatic operation for a period of seven
days prior to any planting.
B. The Architect or Designated Representative reserves the right to waive or shorten the operation
period.
C. Maintenance of all irrigation equipment shall be included in landscape maintenance period.
3.10 CLEANUP
A. Cleanup shall be performed as each portion of the work progresses. Refuse and excess dirt
shall be removed from the site, all walks and paving shall be broomed or washed down, and any
damage sustained to the work of others shall be repaired and work returned to its original
condition.
3.11 OPERATING INSTRUCTIONS
A. The Contractor shall be required to train Owner's maintenance personnel in proper operation of
all major equipment. Provide written evidence of the person or persons so trained to the
Architect or Designated Representative.
3.12 DEMONSTRATION
A. Instruct Owner's personnel in operation and maintenance of system. Use operation and
maintenance material as basis for demonstration.
3.13 MAINTENANCE
A. Provide one complete spring start-up and a fall shutdown by installer, at no extra cost to Owner.
END OF SECTION
Carlsbad Joint First Responders Training Facility IRRIGATION SYSTEM
Specifications 02810-8
SECTION 02820
ORNAMENTAL STEEL GATES
PART1 GENERAL
1.01 SECTION INCLUDES
A. Ornamental steel gates.
1.02 RELATED SECTIONS
A. Section 02835 - Gate Operators
1.03 SUBMITTALS
A. See Section 01300 - Administrative Requirements, for submittal procedures.
B. Product Data: Provide material specifications, manufacturer's installation and maintenance
instructions.
C. Shop Drawings: Indicate layout of gates and attachments to adjoining work.
1. Gate elevations indicating the finish grade along the length of the gates.
2. Gate hardware including hinges, latches, and details of structure of gates.
1.04 WARRANTY
A. Provide manufacturer's standard limited warranty of 15 years from date of Substantial
Completion.
PART 2 PRODUCTS
2.01 MANUFACTURERS
A. All selected materials listed in this section are based on the products of Builders Fence Company
(www.buildersfence.com) as a standard of quality.
B. Substitutions: See Section 01600 - Product Requirements.
C. Decorative Steel Gates
1. Style: Heavy "Regal" model
2. Height: 6'-0", or as shown on Drawings.
3. Posts: 4" x 4", 11 gauge tube steel, with welded plate caps.
4. Top and Vertical Rails: 4" x 4", 11-gauge, tube steel.
5. Bottom Rail: 4" x 4", 11-gauge, tube steel
6. Pickets: 2" x 2", 16-gauge steel tube, at 4-3/4" on-center
7. Double Swing Gates: As shown on drawings, verify width.
8. Jambs:
a. Secure to steel plate at masonry wall jambs as applicable and as shown on Drawings.
b. Secure to 4" x 4" tube steel post as applicable and as shown on Drawings.
9. Gate Hardware: Drop bar for inactive side of double gate, gate hinges, gate latch and lock,
and all other hardware necessary to provide an operational and secure gate assembly. As
shown on Drawings.
10. Color: To be selected by Architect from manufacturer standard color line.
11. Finish: Galva Guard II hot-dipped galvanized and polyurethane painted. After fabrication
materials are hot dip galvanized and finished with one spray coat high solids primer and one
spray coat gloss polyurethane. Provide touch up paint by manufacturer and to match color
selected by Architect for fences and gates.
12. Fabrication: Pickets, rails, and fence ends shall be precut to specified lengths and welded
into modules. Fence ends and posts shall be supplied with post caps.
13. Perforated Steel Screen at vehicle access gates: Refer to item 2.02.
14. Coordinate with gate operator.
15. The engineering of the structure of the gates will be the responsibility of the Gate
Carlsbad Joint First Responders Training Facility ORNAMENTAL STEEL GATES
Specifications 02820 -1
Manufacturer.
D. Decorative Steel Single Swing Gates
1. Style: Heavy "Regal" model
2. Height: 6'-0", or as shown on Drawings.
3. Posts: 4" x 4", 11 gauge tube steel, with welded plate caps.
4. Top and Vertical Rails: 4" x 4", 11-gauge, tube steel.
5. Bottom Rail: 4" x 4", 11-gauge, tube steel
6. Pickets: 2" x 2", 16-gauge steel tube, at 4-3/4" on-center.
7. Single Swing Gates: As shown on drawings, verify width.
8. Jambs:
a. Secure to steel plate at masonry wall jambs as applicable and as shown on Drawings.
b. Secure to 4" x 4" tube steel post as applicable and as shown on Drawings.
9. Gate Hardware: Drop bar for inactive side of double gate, gate hinges, gate latch and lock,
and all other hardware necessary to provide an operational and secure gate assembly. As
shown on Drawings.
10. Color: To be selected by Architect from manufacturer standard color line.
11. Finish: Galva Guard II hot-dipped galvanized and polyurethane painted. After fabrication
materials are hot dip galvanized and finished with one spray coat high solids primer and one
spray coat gloss polyurethane. Provide touch up paint by manufacturer and to match color
selected by Architect for fences and gates.
12. Fabrication: Pickets, rails, and fence ends shall be precut to specified lengths and welded
into modules. Fence ends and posts shall be supplied with post caps.
13. The engineering of the structure of the gates will be the responsibility of the Gate
Manufacturer.
2.02 PERFORATED STEEL SCREENS
A. Manufacturer: This product is based on the products of McNichols as a standard of quality.
Substitutions shall be considered under the provisions of Section 01030.
B. Perforated Steel Screen: %" diameter round holes, %' staggered rows, pattern, 23% open area.
C. Contractor to provide all attachments and sealers necessary to provide a complete screening
device.
D. Color: Aluminum Finish.
PART 3 EXECUTION
3.01 EXAMINATION
A. Verify that adjacent surfaces are ready to receive work. Commencement of work indicates
acceptance of existing conditions.
3.02 INSTALLATION
A. Set gate post(s) at recommended opening pertaining to gate size(s) as specified in Drawings.
B. Install male hinges to posts and female hinges to gates at a proper height setting that ensures the
minimum recommended 2 inch ground clearance and install gate by fitting female hinges to male
counterparts.
END OF SECTION
Carlsbad Joint First Responders Training Facility ORNAMENTAL STEEL GATES
Specifications 02820 - 2
SECTION 02821
CHAIN-LINK FENCES AND GATES
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 1 General Requirements, apply to this
Section.
1.2 SUMMARY
A. Section includes:
1. Chain-Link Fences: Industrial.
2. Gates: swing.
B. Related Sections include:
1. Division 2 Section "Earthwork" for site excavation, fill, and backfill where chain-
link fences and gates are located.
1.3 SUBMITTALS
A. Product Data: Include construction details, material descriptions, dimensions of
individual components and profiles, and finishes for chain-link fences and gates.
1. Fence and gate posts, rails, and fittings.
2. Chain-link fabric, reinforcements, and attachments.
3. Gates and hardware.
4. Accessories: Privacy slats
B. Shop Drawings: Show locations of fences, gates, posts, rails, tension wires, details
of extended posts, extension arms, gate swing, or other operation, hardware, and
accessories. Indicate materials, dimensions, sizes, weights, and finishes of
components. Include plans, gate elevations, sections, details of post anchorage,
attachment, bracing, and other required installation and operational clearances.
C. Samples for Initial Selection: Manufacturer's galvanized color charts or 6-inch
lengths of actual units showing the full range of colors available for components
with factory-applied color finishes.
D. Qualification Data: For Installer.
E. Field quality-control test reports.
F. Maintenance Data: For the following to include in maintenance manuals:
1. Polymer finishes.
2. Gate operator.
1.4 QUALITY ASSURANCE
A. Installer Qualifications: An experienced installer who has completed chain-link
fences and gates similar in material, design, and extent to those indicated for this
Project and whose work has resulted in construction with a record of successful in-
service performance.
Carlsbad Joint First Responders Training Facility Chain-Link Fences and Gates
Specifications 02821-1
1. Engineering Responsibility: Preparation of data for chain-link fences and
gates, including Shop Drawings, based on testing and engineering analysis of
manufacturer's standard units in assemblies similar to those indicated for this
Project.
B. Testing Agency Qualifications: An independent agency, with the experience and
capability to conduct the testing indicated, that is a member company of the
International Electrical Testing Association or is a nationally recognized testing
laboratory (NRTL) as defined by OSHA in 29 CFR 1910.7, and that is acceptable to
authorities having jurisdiction.
1. Testing Agency's Field Supervisor: Person currently certified according to
NETAETT, or the National Institute for Certification in Engineering
Technologies, to supervise on-site testing specified in Part 3.
C. Electrical Components, Devices, and Accessories: Listed and labeled as defined
in NFPA70, Article 100, by a testing agency acceptable to authorities having
jurisdiction, and marked for intended use.
D. UL Standard: Provide gate operators that comply with UL 325.
E. Emergency Access Requirements: Comply with requirements of authorities having
jurisdiction for automatic gate operators serving as a required means of access.
1.5 PROJECT CONDITIONS
A. Field Measurements: Verify layout information for chain-link fences and gates
shown on Drawings in relation to property survey and existing structures. Verify
dimensions by field measurements.
B. Interruption of Existing Utility Service: Do not interrupt utility services to facilities
occupied by Owner or others unless permitted under the following conditions and
then only after arranging to provide temporary utility services according to
requirements indicated:
1. Notify Engineer no fewer than two days in advance of proposed interruption of
utility services.
2. Do not proceed with interruption of utility services without Engineer's written
permission.
PART 2 - PRODUCTS
2.1 MANUFACTURERS
A. All selected materials listed in this section are based on the products of Builders
Fence Company (www.buildersfence.com) as a standard of quality.
B. Substitutions: See Section 01600 - Product Requirements.
2.2 CHAIN-LINK FENCE FABRIC
A. General: Height indicated on Drawings. Provide fabric in one-piece heights
measured between top and bottom of outer edge of selvage knuckle or twist.
Comply with ASTM A 392, CLFMI CLF 2445, and requirements indicated below:
1. Steel Wire Fabric: Metallic coated wire with a diameter of 0.192 inch
a. Mesh Size: 2-1/8 inches
b. Weight of Metallic (Zinc) Coating: ASTM A 392, Type II, Class 2, 2.0
oz./sq. ft. with zinc coating applied after weaving.
Carlsbad Joint First Responders Training Facility Chain-Link Fences and Gates
Specifications 02821-2
c. Coat selvage ends of fabric that is metallic coated before the weaving
process with manufacturer's standard clear protective coating.
2. Selvage: Knuckled at both selvages
2.3 INDUSTRIAL FENCE FRAMING
A. Posts and Rails: Comply with ASTM F 1043 for framing, ASTM F 1083 for
Group 1C round pipe, and the following:
1. Group: IA, round steel pipe, Schedule 40
2. Fence Height: 4 and 6 feet.
3. Strength Requirement: Heavy industrial according to ASTM F 1043.
4. Post Diameter and Thickness: According to ASTM F 1043
5. Post Size and Thickness:
a. Top Rail: 1.66 inches
b. Line Post: 2.375 inches
c. End, Corner and Pull Post: 2.875 inches
d. Swing Gate Post: According to ASTM F 900 4-inch diameter, 8.65-lb/ft.
weight
6. Coating for Steel Framing:
a. Metallic Coating:
(1) Type A, consisting of not less than minimum 4.0-oz./sq. ft. zinc coating
per ASTM A 653/A 653M.
2.4 TENSION WIRE
A. General: Provide horizontal tension wire at the following locations:
1. Location: Extended along top and bottom of fence fabric.
B. Metallic-Coated Steel Wire: 0.177-inch- diameter, marcelled tension wire
complying with ASTM A 817, ASTM A 824, and the following:
1. Metallic Coating: Type II, zinc coated (galvanized) by hot-dip process, with the
following minimum coating weight:
a. Matching chain-link fabric coating weight.
2.5 INDUSTRIAL SWING GATES
A. General: Comply with ASTM F 900 for single swing gate types.
1. Metal Pipe and Tubing: Galvanized steel. Comply with ASTM F 1043 and
ASTM F 1083 for materials and protective coatings.
2. Metal Pipe and Tubing: Aluminum. Comply with ASTM B 429 and
ASTM F 1043 for materials and protective coatings.
B. Frames and Bracing: Fabricate members from round, galvanized steel tubing with
outside dimension and weight according to ASTM F 900 and the following:
1. Gate Fabric Height: 2 inches less than adjacent fence height.
2. Leaf Width: 36 inches
3. Frame Members:
a. Tubular Steel: 1.90 inches round
C. Frame Corner Construction:
1. Welded
Carlsbad Joint First Responders Training Facility Chain-Link Fences and Gates
Specifications 02821-3
D. Hardware: Latches permitting operation from both sides of gate, hinges, and
keepers for each gate leaf more than 5 feet wide. Fabricate latches with integral
eye openings for padlocking; padlock accessible from both sides of gate.
2.6 FITTINGS
A. General: Comply with ASTM F 626.
B. Post and Line Caps: Provide for each post.
1. Line post caps with loop to receive tension wire or top rail.
C. Rail and Brace Ends: Attach rails securely to each gate, corner, pull, and end post.
D. Rail Fittings: Provide the following:
1. Top Rail Sleeves: Pressed-steel or round-steel tubing not less than 6 inches
long.
2. Rail Clamps: Line and corner boulevard clamps for connecting intermediate
and bottom rails in the fence line-to-line posts.
E. Tension and Brace Bands: Pressed steel
F. Tension Bars: Steel length not less than 2 inches shorter than full height of chain-
link fabric. Provide one bar for each gate and end post, and two for each corner
and pull post, unless fabric is integrally woven into post.
G. Truss Rod Assemblies: Steel, hot-dip galvanized after threading rod and
turnbuckle or other means of adjustment.
H. Tie Wires, Clips, and Fasteners: According to ASTM F 626.
1. Standard Round Wire Ties: For attaching chain-link fabric to posts, rails, and
frames, complying with the following:
a. Hot-Dip Galvanized Steel: 0.148-inch diameter wire; galvanized coating
thickness matching coating thickness of chain-link fence fabric.
I. Finish:
1. Metallic Coating for Pressed Steel or Cast Iron: Not less than 1.2 oz. /sq. ft.
zinc.
2.7 CAST-IN-PLACE CONCRETE
A. Materials: Portland cement complying with ASTM C 150, Type I aggregates
complying with ASTM C 33, and potable water[ for ready-mixed concrete
complying with ASTM C 94/C 94M].[ Measure, batch, and mix Project-site-mixed
concrete according to ASTM C 94/C 94M.]
1. Concrete Mixes: Normal-weight concrete air entrained with not less than 3000-
psi compressive strength (28 days), 3-inch slump, and 1-inch maximum size
aggregate.
B. Materials: Dry-packaged concrete mix complying with ASTM C 387 for normal-
weight concrete mixed with potable water according to manufacturer's written
instructions.
2.8 GROUT AND ANCHORING CEMENT
A. Nonshrink, Nonmetallic Grout: Premixed, factory-packaged, nonstaining,
noncorrosive, nongaseous grout complying with ASTM C 1107. Provide grout,
recommended in writing by manufacturer, for exterior applications.
Carlsbad Joint First Responders Training Facility Chain-Link Fences and Gates
Specifications 02821-4
B. Erosion-Resistant Anchoring Cement: Factory-packaged, nonshrink, nonstaining,
hydraulic-controlled expansion cement formulation for mixing with potable water at
Project site to create pourable anchoring, patching, and grouting compound.
Provide formulation that is resistant to erosion from water exposure without
needing protection by a sealer or waterproof coating and that is recommended in
writing by manufacturer, for exterior applications.
2.9 FENCE GROUNDING
A. Conductors: Bare, solid wire for No. 6 AWG and smaller; stranded wire for No. 4
AWG and larger.
1. Material above Finished Grade: Copper.
2. Material on or below Finished Grade: Copper.
3. Bonding Jumpers: Braided copper tape, 1 inch wide, woven of No. 30 AWG
bare copper wire, terminated with copper ferrules.
B. Connectors and Grounding Rods: Comply with UL 467.
1. Connectors for Below-Grade Use: Exothermic welded type.
2. Grounding Rods: Copper-clad steel,
a. Size: 5/8 by 96 inches.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Examine areas and conditions, with Installer present, for compliance with
requirements fora verified survey of property lines and legal boundaries, site
clearing, earthwork, pavement work, and other conditions affecting performance.
1. Do not begin installation before final grading is completed, unless otherwise
permitted by Engineer.
2. Proceed with installation only after unsatisfactory conditions have been
corrected.
3.2 PREPARATION
A. Stake locations of fence lines, gates, and terminal posts. Do not exceed intervals
of 500 feet or line of sight between stakes. Indicate locations of utilities, lawn
sprinkler system, underground structures, benchmarks, and property monuments.
3.3 INSTALLATION, GENERAL
A. Install chain-link fencing to comply with ASTM F 567 and more stringent
requirements specified.
1. Install fencing on established boundary lines inside property line.
3.4 CHAIN-LINK FENCE INSTALLATION
A. Post Excavation: Drill or hand-excavate holes for posts to diameters and spacings
indicated, in firm, undisturbed soil.
B. Post Setting: Set posts in concrete at indicated spacing into firm, undisturbed soil.
1. Verify that posts are set plumb, aligned, and at correct height and spacing, and
hold in position during setting with concrete or mechanical devices.
Carlsbad Joint First Responders Training Facility Chain-Link Fences and Gates
Specifications 02821-5
2. Concrete Fill: Place concrete around posts to dimensions indicated and
vibrate or tamp for consolidation. Protect aboveground portion of posts from
concrete splatter.
a. Exposed Concrete: Extend 2 inches above grade; shape and smooth to
shed water.
b. Posts Set into Concrete in Sleeves: Use steel pipe sleeves preset and
anchored into concrete for installing posts. After posts have been inserted
into sleeves, fill annular space between post and sleeve with nonshrink,
nonmetallic grout, mixed and placed to comply with anchoring material
manufacturer's written instructions, and finished sloped to drain water away
from post.
C. Terminal Posts: Locate terminal end, corner, and gate posts per ASTM F 567 and
terminal pull posts at changes in horizontal or vertical alignment of 15 degrees or
more.
D. Line Posts: Space line posts uniformly at 8 feet o.c.
E. Post Bracing and Intermediate Rails: Install according to ASTM F 567, maintaining
plumb position and alignment of fencing. Install braces at end and gate posts and
at both sides of corner and pull posts.
1. Locate horizontal braces at midheight of fabric 6 feet or higher, on fences with
top rail and at 2/3 fabric height on fences without top rail. Install so posts are
plumb when diagonal rod is under proper tension.
F. Tension Wire: Install according to ASTM F 567, maintaining plumb position and
alignment of fencing. Pull wire taut, without sags. Fasten fabric to tension wire
with 0.120-inch- diameter hog rings of same material and finish as fabric wire,
spaced a maximum of 24 inches o.c. Install tension wire in locations indicated
before stretching fabric.
1. Top Tension Wire: Install tension wire through post cap loops.
2. Bottom Tension Wire: Install tension wire within 6 inches of bottom of fabric
and tie to each post with not less than same diameter and type of wire.
G. Top Rail: Install according to ASTM F 567, maintaining plumb position and
alignment of fencing. Run rail continuously through line post caps, bending to
radius for curved runs and terminating into rail end attached to posts or post caps
fabricated to receive rail at terminal posts. Provide expansion couplings as
recommended in writing by fencing manufacturer.
H. Bottom Rails: Install, spanning between posts.
I. Chain-Link Fabric: Apply fabric to inside of enclosing framework. Leave 2 inches
between finish grade or surface and bottom selvage, unless otherwise indicated.
Pull fabric taut and tie to posts, rails, and tension wires. Anchor to framework so
fabric remains under tension after pulling force is released.
J. Tension or Stretcher Bars: Thread through fabric and secure to end, corner, pull,
and gate posts with tension bands spaced not more than 15 inches o.c.
K. Tie Wires: Use wire of proper length to firmly secure fabric to line posts and rails.
Attach wire at 1 end to chain-link fabric, wrap wire around post a minimum of 180
degrees, and attach other end to chain-link fabric per ASTM F 626. Bend ends of
wire to minimize hazard to individuals and clothing.
1. Maximum Spacing: Tie fabric to line posts at 12 inches o.c. and to braces at
24 inches o.c.
Carlsbad Joint First Responders Training Facility Chain-Link Fences and Gates
Specifications 02821-6
L. Fasteners: Install nuts for tension bands and carriage bolts on the side of the
fence opposite the fabric side. Peen ends of bolts or score threads to prevent
removal of nuts.
3.5 GATE INSTALLATION
A. Install gates according to manufacturer's written instructions, level, plumb, and
secure for full opening without interference. Attach fabric as for fencing. Attach
hardware using tamper-resistant or concealed means. Install ground-set items in
concrete for anchorage. Adjust hardware for smooth operation and lubricate where
necessary.
3.6 GROUNDING AND BONDING
A. Fence Grounding: Install at maximum intervals of 1500 feet except as follows:
1. Fences within 100 Feet of Buildings, Structures, Walkways, and Roadways:
Ground at maximum intervals of 750 feet.
a. Gates and Other Fence Openings: Ground fence on each side of opening.
(1) Bond metal gates to gate posts.
(2) Bond across openings, with and without gates, except openings
indicated as intentional fence discontinuities. Use No. 2 AWG wire and
bury it at least 18 inches below finished grade.
B. Protection at Crossings of Overhead Electrical Power Lines: Ground fence at
location of crossing and at a maximum distance of 150 feet on each side of
crossing.
C. Fences Enclosing Electrical Power Distribution Equipment: Ground as required by
IEEE C2, unless otherwise indicated.
D. Grounding Method: At each grounding location, drive a grounding rod vertically
until the top is 6 inches below finished grade. Connect rod to fence with No. 6
AWG conductor. Connect conductor to each fence component at the grounding
location, including the following:
E. Bonding Method for Gates: Connect bonding jumper between gate post and gate
frame.
F. Connections: Make connections so possibility of galvanic action or electrolysis is
minimized. Select connectors, connection hardware, conductors, and connection
methods so metals in direct contact will be galvanically compatible.
1. Use electroplated or hot-tin-coated materials to ensure high conductivity and to
make contact points closer in order of galvanic series.
2. Make connections with clean, bare metal at points of contact.
3. Make aluminum-to-steel connections with stainless-steel separators and
mechanical clamps.
4. Make aluminum-to-galvanized-steel connections with tin-plated copper jumpers
and mechanical clamps.
5. Coat and seal connections having dissimilar metals with inert material to
prevent future penetration of moisture to contact surfaces.
G. Bonding to Lightning Protection System: If fence terminates at lightning-protected
building or structure, ground the fence and bond the fence grounding conductor to
lightning protection down conductor or lightning protection grounding conductor
complying with NFPA 780.
Carlsbad Joint First Responders Training Facility Chain-Link Fences and Gates
Specifications 02821-7
3.7 FIELD QUALITY CONTROL
A. Grounding-Resistance Testing: Engage a qualified independent testing and
inspecting agency to perform field quality-control testing.
1. Grounding-Resistance Tests: Subject completed grounding system to a
megger test at each grounding location. Measure grounding resistance not
less than two full days after last trace of precipitation, without soil having been
moistened by any means other than natural drainage or seepage and without
chemical treatment or other artificial means of reducing natural grounding
resistance. Perform tests by two-point method according to IEEE 81.
2. Excessive Grounding Resistance: If resistance to grounding exceeds specified
value, notify Architect promptly. Include recommendations for reducing
grounding resistance and a proposal to accomplish recommended work.
3. Report: Prepare test reports certified by a testing agency of grounding
resistance at each test location. Include observations of weather and other
phenomena that may affect test results.
3.8 ADJUSTING
A. Gate: Adjust gate to operate smoothly, easily, and quietly, free of binding, warp,
excessive deflection, distortion, nonalignment, misplacement, disruption, or
malfunction, throughout entire operational range. Confirm that latches and locks
engage accurately and securely without forcing or binding.
3.9 DEMONSTRATION
A. Engage a factory-authorized service representative to train Owner's personnel to
adjust, operate, and maintain gates. Refer to Division 01 Section "Closeout
Procedures."
END OF SECTION
Carlsbad Joint First Responders Training Facility Chain-Link Fences and Gates
Specifications 02821-8
SECTION 02830
FREE STANDING TRELLIS FENCE
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Screen panels and accessories.
B. Related Sections:
1. Section 0330 Cast-in-Place Concrete
1.02 REFERENCES:
A. ASTM A500 - Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in
Rounds and Shapes.
B. ASTM A82 - Mechanical, Physical and Performance Properties of Carbon Steel Wire
C. ASTM A641 - Zinc-Coated (Galvanized) Carbon Steel Wire
D. ASTM A879 - Steel Sheet, Zinc Coated by the Electrolytic Process for Applications
Requiring Designation of the Coating Mass on Each Surface.
1.03 SUBMITTALS
A. Submittals shall be in accordance with Section 01310.
B. Product Data: Submit manufacturer's product data, standard details, and installation
instructions.
C. Shop Drawings: Submit showing sizes critical dimensions, panel layout constraints using
a 2 x 2 inch modular grid, and details and locations of accessories.
1.04 DELIVERY, STORAGE, AND HANDLING
A. Protect materials from damage. Store panels flat. Provide edge protection when
strapping is used. Do not apply loads to panel edges.
PART 2 PRODUCTS
2.01 ACCEPTABLE MANUFACTURER
A. GREENscreen®, Los Angeles, CA; phone 800-450-3494, fax 310-837-0523,
www.greenscreen.com.
2.02 PANELS
A. Panels shall be rigid, three-dimensional welded wire grid fabricated of 14-gage ASTM
A641 galvanized steel wire.
B. Face Grid: Wires shall be welded at each intersection to form a 2 x 2 inch face grid on the
front and back of panels,
C. Trusses: Face grids shall be separated by bent wire trusses spaced at 2-inch centers and
welded to front and back face grids at each truss apex.
D. Thickness: 3 inches.
E. Length and Width: Provide in 2-inch nominal increments.
Carlsbad Joint First Responders Training Facility Free Standing Trellis Fence
Specifications 02830 -1
F. Tolerance: 1/8 inch in width and % inch in length.
2.03 ACCESSORIES
A. Trim:
1. Fabricate from 20-gage ASTM A879 galvanized steel.
2. Types:
a. Channel Trim: Thickness of panel x 1/4 inch legs.
b. Angle Trim: Vz inch x 1/4 inch legs.
3. Locations:
a. Corners formed by intersections of panels: Angle type.
b. Top of screen: Angle* type.
c. Side of screen: Angle type.
d. Bottom of screen: Angle type.
B. Clips and Straps: Provide manufacturer's standard types of clips and straps suitable for
mounting conditions. Fabricate from ASTM A879 galvanized steel. Adjustable clips shall
have % inch diameter 18-8 stainless steel bolt, washer, and nut.
D. Fence Posts: 7-inch square ASTM A500B steel tube.
E. Fasteners for Mounting Clips to Fence Posts: Self drilling, self tapping hex washer head
screws, Type 410 stainless steel, and free from rust when salt spray tested for 300 hours
in accordance with ASTM B117.
F. Fasteners for Attachment to Structure:
1. To concrete pilaster.
2.04 FABRICATION
A. Cut to size.
B. Weld trim to panels and grind smooth exterior surfaces of welds.
2.05 FINISHES
A. Metal components (except fasteners) shall be factory finished after fabrication.
B. Finish System: pretreat with general purpose, alkaline, water based cleaner / degreaser
applied at 240 degrees F. Prime with zinc-rich epoxy powder coat. Topcoat with
polyester or polyester-urethane powder coat.
C. Salt Spray Resistance: Finish shall remain rust free when tested 1680 hours in
accordance with ASTM B117.
D. Color: Gloss Silver.
E. Touch-Up Paint: Provide high quality, exterior-grade spray paint suitable for conditions of
use.
Carlsbad Joint First Responders Training Facility Free Standing Trellis Fence
Specifications 02830 - 2
PART 3 EXECUTION
3.01 EXAMINATION
A. Inspect substrates and conditions affecting work of Section. Do not proceed until
unsatisfactory conditions have been corrected.
3.02 PREPARATION
A. Fence Posts: Install posts as shown on Drawing.
3.03 INSTALLATION
A. Install panels plumb and square, centered within area designated for panels, and aligned
to maintain modular grid.
B. Avoid cutting panels in field. Where field cutting is essential, apply touch-up paint to cut
edges.
C. Install securely with fasteners located as shown on Drawings to meet manufacturer's
requirements.
D. Repair bent or damaged panels. If panels cannot be repaired to satisfaction of Architect,
remove from jobsite and replace with new panels.
END OF SECTION
Carlsbad Joint First Responders Training Facility Free Standing Trellis Fence
Specifications 02830 - 3
SECTION 02835
GATE OPERATORS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Pre-wired gate operator for swing gates, including all attachments and mounting brackets with
associated high and low keypad/ card reader/ safety devices and loops.
1.02 RELATED SECTIONS
A. Section 02820 - Ornamental Steel Gates
B. Section 03300 - Cast in place concrete
C. Section 16010 - General Electrical Requirement
1.03 SUBMITTALS
A. See Section 01300 - Administrative Requirements, for submittal procedures.
B. Product Data: Provide material specifications, manufacturer's installation and maintenance
instructions.
C. Shop Drawings: Submit drawings showing connections to adjacent construction, range of travel,
and all electrical and mechanical connections to the operator. All underground runs of electrical
and hydraulic lines shall be indicated on drawings. Drawings shall also show the size and location
of the concrete mounting pad.
D. Installation instructions: Submit two copies of manufacturer's installation instructions for this
specific project.
E. Submit manufacturer's completed warranty registration form to Project Manager.
F. Project list: Submit list of product installations comparable to the subject job. Include date of
product installation, installer, and owner's name and location of the project.
G. Test reports:
1. Submit affidavits from the manufacturer demonstrating that the gate mechanism has been
tested to 200,000 cycles without breakdown.
2. Each operator shall bear a label indication that the operator mechanism has been tested.
Operators are tested for full power and pressure of all hydraulics, full stress tests of all
mechanical components and electrical tests of all overload devices.
1.04 QUALITY ASSURANCE
A. Manufacturer: A company specializing in the manufacture of security gate operators of the type
specified, with a minimum of ten years experience.
B. Installer: A minimum of three years experience installing similar equipment, provide proof of
attending factory technical training within previous three years, or obtain other significant
manufacturer endorsement of technical aptitude, if required, during the submittal process.
C. Products Requiring Electrical Connection: Listed and classified by UL as suitable for the
purpose specified and indicated.
1.05 WARRANTY
A. See Section 01780 - Closeout Submittals, for additional warranty requirements.
B. Provide a five (5) year warranty against all defects in materials or workmanship. Defective
materials shall be replaced with comparable materials furnished by the manufacturer, at no cost
to the owner. Freight, labor and other incidental costs are not covered under the factory warranty,
Carlsbad Joint.First Responders Training Facility GATE OPERATORS
Specifications 02835 -1
but may be covered by a separate service agreement between installing company and the owner.
I. To ensure validation of warranty, return completed warranty registration form (included in
Installation and Reference manual) to manufacturer.
C. Train Owner in the general maintenance of the gate operator and accessories and provide one
copy of 'Operations and Maintenance' manual for use by the Owner. Manuals will identify parts of
the equipment for future procurement.
1.06 CODES AND REGULATORY REQUIREMENTS
A. Operators shall be built to UL 325 standards and be listed by a testing laboratory. Complete all
electrical work according to local codes and National Electrical code. All fieldwork shall be
performed in a neat and professional manner, completed to journeyman standards.
B. Current safety standards require gate operators to be designed and labeled for specific usage
classes.
C. Current safety standards require the use of multiple external sensors to be capable of reversing
the gate in either direction upon sensing an obstruction. See also 2.02 E
D. Current safety standards require gate operators to be designed and labeled for specific usage
classes. HySecurity SwingSmart DC20 models are listed for use in all UL 325 Usage Classes: I,
II, III, and IV.
1.07 PRODUCT DELIVERY AND STORAGE
A. Comply with 01600.
B. Store products upright in the original shipping containers, covered, ventilated and protected from
all weather conditions.
PART 2 PRODUCTS
2.01 MANUFACTURERS
A. All selected materials listed in this section are based on the products of HySecurity, 6623 S. 228th
St., Kent, Washington (800) 321.9947 (www.hysecuritv.com).
B. Substitutions: See Section 01600-Product Requirements.
2.02 HYDRAULIC GATE OPERATOR
A. HySecurity gate operator models SwingSmart DC20 with Smart Touch Controller, or other
comparable operator, as approved by the architect. Requests for substitution will include the
amount of savings to be passed on to the owner.
B. Gates are opened and closed by an articulating arm mechanism. Once prompted via sensor,
transmitter or according to pre-programmed commands, the articulating arms physically swings
the gate from 0-90 degrees. When closing, the action of the articulating arm causes the gate to be
mechanically locked in place without the use of externally operated electric or mechanical locks.
Opening and closing cycle times vary from 10-15 seconds, depending on the gate size and
weight. (Note: degree of swing is built in at the factory and cannot be changed in the field.)
C. Schedule of Capacities:
1. Model: SwingSmart DC20: Gates up to 20' wide each leaf and weight up to 1,300 pounds
each leaf and 10-15 seconds to open/close.
D. Standard mechanical components shall include as a minimum:
1. 2-piece clam shell operator cover made of molded low density polyethylene and including a
locking toggle action latch.
a. Color: Fade-resistant gray flame spray finish.
2. Operator Chassis:
a. Constructed of %" thick heavy duty, corrosion resistant welded steel
Carlsbad Joint First Responders Training Facility GATE OPERATORS
Specifications 02835 - 2
b. Zinc plated finish.
c. Include carrying handles and an extra large conduit cutout.
3. Articulating Arm:
a. Constructed of %" thick heavy duty, corrosion resistant welded steel
b. Zinc plated finish.
c. Include cover for pinch protection that is connected to the gate bracket with a forgivable
swivel.
4. Electronic circuit boards are conformal coated for moisture resistance.
5. Easily adjustable limit switches travel in either direction.
E. Minimum standard electrical components: Industrial grade.
1. % hp brushed DC motor with ball bearings.
2. 250 VA dual voltage transformer.
3. Accessory Power: 12 to 24 volts DC + 24 volts AC
4. Outside-accessible reset switch.
5. External photo eye and gate edge sensors.
6. Smart DC Controller Board, with features including:
a. 512K memory.
b. Inherent entrapment sensor.
c. "Warn before operate" system.
d. 2-line 32 character LCD display for function monitoring and reporting.
e. Built-in timer to close signals the operator to close the gate after a prescribed interval.
f. 24 programmable output relay options with easy to use control board programming
buttons.
g. Anti-tailgate mode.
h. Built-in heavy duty power surge protection.
i. Microprocessor controlled multi-stage intelligent battery control.
j. RS232 and USB port for laptop or other computer peripheral connection and RS485
connection for Master/Slave systems,
k. 110 Amp rated solid state switching devices for pulse width modulated motor control.
F. Accessories:
1. Safety:
a. Hy-5A Vehicle Detector
b. Pinch protection arm
c. Gate edge sensor
d. Photoelectric eye
e. Extended battery backup
2. Convenience:
a. Radio controls - wireless transmitters
b. Ethernet peripheral connection
3. Access:
a. Card reader
b. Keypad
c. Knox switch
G. Gate control stanchion design is based off the products of Paragon Metal Products (818)
882.1638 as a standard of quality. Substitutions shall be considered under the provisions of
specification Section 01600.
1. High and Low Mounted: Model #S3S41272/35, 72" and 35" high from the top of footing to the
centerline of housing.
2. Housing: Model #H-5-5-5-SM-WPC or compatible model to accommodate all operating
features.
3. Keypad/ Card Reader/ Proximity Card Reader System
2.03 OTHER MATERIALS
Carlsbad Joint First Responders Training Facility GATE OPERATORS
Specifications 02835 - 3
A. All other materials, anchorages, and controls not specifically described but required for a
complete and proper installation of fencing, gate and operator systems, as recommended by the
manufacturer, subject to the approval of the Architect.
2.04 FACTORY TESTING
A. Fully assemble and test, at the factory, each gate operator to assure smooth operation,
sequencing and electrical connection integrity. Tested to maximum pressure to simulate
physical and electrical loads equal to the fully rated capacity of the operator components.
B. Check all mechanical connections for tightness and alignment. Check all welds for completeness
and continuity.
C. Inspect painted finish for completeness. Touch up any imperfections prior to shipment.
D. Check all hydraulic hoses and electrical wires to assure that chafing cannot occur during shipping
or operation.
PART 3 EXECUTION
3.01 SITE EXAMINATION
A. Inspection
1. Prior to installation of the work of this section, carefully inspect the installed work of all other
trades and verify that all such work is complete to the point where this installation may
properly commence.
2. Verify that fencing, gates and operator systems may be installed in accordance with the
approved design.
B. Discrepancies
1. In the event of discrepancy, immediately notify the Architect.
2. Do not proceed with installation in areas of discrepancy until all such discrepancies have
been fully resolved.
C. Locate concrete mounting pad in accordance with approved shop drawings.
D. Make sure that supporting posts or pilasters are adequate to support the gate and operator. Do
not proceed with installation if supports are inadequate.
IMPORTANT: The SwingSmart DC20 operator post assembly provides rotational forces to
the swing gate only, and is not intended to provide support against the "tip over" forces
imposed by the swinging gate panel. A backing post or structural pilaster is required to
assure that the only forces being applied to the operator base are vertical. Typically the
backing post will be a 6 5/8" post or larger, set in a substantial foundation or structural
element included in a wall or pilaster which is sufficient to resist the rotational loads
generated. It is advised that a qualified engineer review the plans prior to commencing.
3.02 PREPARATION
A. Follow manufacturer's recommendations for installation preparations. Furnish setting drawings,
diagrams, templates, instructions, and directions for installation of anchorage, such as steel
column, welded angle, and miscellaneous items having integral anchors, which are to be
embedded in concrete construction. Coordinate delivery of such items to the project site.
B. Gate operator preparation
1. Verify the gate is plumb and gate leaves move freely.
2. Perform any required maintenance before continuing.
3. Verify the commercial power circuit breaker is isolated and rated for the specific load.
Visually ensure the circuit breaker is in the 'off position and maker the breaker used.
4. If any pre-construction wiring has been installed, visually inspect and confirm proper sizing
and compliance to code.
3.03 INSTALLATION
Carlsbad Joint First Responders Training Facility GATE OPERATORS
Specifications 02835 - 4
A. Install in accordance with manufacturer's instructions.
B. Put the completed installation through not less than ten complete operating cycles, and adjust as
required to achieve optimum smoothness and efficiency of operation.
C. All anchor bolts shall be fully concealed in the finished installation.
3.04 ADJUSTING
A. Adjust operators and leaves for smooth operation. Make necessary adjustments and repeat
testing until operators run in a smooth fashion.
3.05 CLEANING
A. Upon completion of the work, remove surplus materials, rubbish and debris resulting from the
fencing, gates and operator installation. Leave areas in neat, clean and orderly condition.
1. Repair or replace any damaged work.
END OF SECTION
Carlsbad Joint First Responders Training Facility GATE OPERATORS
Specifications 02835 - 5
SECTION 02870
SITE AMENITIES
PART1 GENERAL
1.01 SECTION INCLUDES
A. Trash Receptacle
B. Picnic Table
1.02 SUBMITTALS
A. See Section 01300 - Administrative Requirements, for submittal procedures.
B. Product Data: Manufacturer's data sheets on each product to be used, including:
1. Preparation instructions and recommendations.
2. Storage handling and requirements.
3. Installation methods.
C. Shop Drawings: Submit manufacturer's shop drawings including dimensions, seat heights,
points of connection to substrate, fasteners, and material types and finishes.
1. Provide drawings customized to this project.
D. Warranty: Submit manufacturer warranty and ensure that forms have been completed in
Owner's name and registered with manufacturer.
1.03 QUALITY ASSURANCE
A. Manufacturer Qualifications: Company specializing in manufacturing products specified in this
section, with not less than three years of documented experience.
B. Installer Qualifications: Manufacturer's installation crew.
1.04 DELIVERY, STORAGE, AND HANDLING
A. Store, in original packaging, under cover and elevated above grade.
1.05 WARRANTY
A. See Section 01780 - Closeout Submittals, for additional warranty requirements.
B. Correct defective Work within a three (3) year period after Date of Invoice. Replace parts that
fail under normal use at no extra charge to Owner.
PART 2 PRODUCTS
2.01 MANUFACTURERS
A. Trash Receptacle (Side Opening Style):
1. Manufacturer: Landscape Forms, Inc. 431 Lawndale Avenue, Kalamazoo, Ml 49048
Toll Free: (800) 521-2546, P: (269) 381-0396, F: (269) 381-3455
W: www.landscapeforms.com. E: specifv@landscapeforms.com
2. Series: Gretchen
3. Size: Outer Diameter = 22", Height = 42", Capacity = 25 gallons
4. Litter Lid: 14 ga.-spun metal, permanently attached to the unit with a pop-up
mechanism
5. Materials: PolySite™: For exterior use. Constructed of 100% high-density
polyethylene (HOPE) derived from recycled post-consumer packaging.
Pigment and UV inhibitors are added to HOPE resulting in a product
containing over 90% recycled content by weight.
6. Base: Constructed of 1-1/2" steel flat bar, hot rolled ASTM A36.
Carlsbad Joint First Responders Training Facility Site Amenities
Specifications 02870 -1
7. Recycled Content: Polysite™: Recycled Material Content = min. 38%; Post-Consumer
Material Content = min. 20%, Pre-Consumer Material Content = min.
18%, Recyclable = 100%.
8. Finishes: Color: Black.
9. Liners: Color: Black.
10. Mounting: Free Standing.
B. Picnic Table:
1. Manufacturer:
2.
3.
Series:
Size:
4. Materials:
Landscape Forms, Inc. 431 Lawndale Avenue, Kalamazoo, Ml 49048
Toll Free: (800) 521-2546, P: (269) 381-0396, F: (269) 381-3455
W: www.landscapeforms.com. E: specifv@landscapeforms.com
Gretchen
Table Top: HxWxL = 30"x29"x54"
Seating: HxWxL = 17.5"x14"x54"
Overall: HxWxL = 30"x57.5"x54"
Supports: 2" diameter outside, 0.120" wall thickness, tubing
Seat and Table Top: Polysite ™: For exterior use. Constructed of 100%
high-density polyethylene (HOPE) derived from recycled post-consumer
packaging such as milk containers. Polysite timbers are extruded to
size: 3" x 4" (nominal) molded face boards and 1-1/4" x 1-1/2" interior
boards.
5. Recycled Content: Polysite™: Recycled Material Content = min. 95%; Post-Consumer
Material Content = min. 69%, Pre-Consumer Material Content = min.
26%, Recyclable = 100%.
6. Finishes: Color: Black.
7. Mounting: Surface Mounted.
PART 3 EXECUTION
3.01 EXAMINATION
A. Examine areas to receive tables.
B. Notify Architect of conditions that would adversely affect installation or subsequent use.
C. Do not begin installation until unacceptable conditions are corrected.
3.02 PREPARATION
A. Clean surfaces thoroughly prior to installation.
B. Prepare surfaces using the methods recommended by the manufacturer for achieving the best
result for the substrate under the project conditions.
3.03 INSTALLATION
A. Install tables in accordance with manufacturer's instructions at locations indicated on the
Drawings.
B. Install tables plumb and level.
C. Anchor tables securely in place.
3.04 PROTECTION
A. Protect installed tables to ensure that, except for normal weathering, tables will be without
damage or deterioration at time of Substantial Completion.
B. Touch-up, repair, or replace damaged products before Substantial Completion.
Carlsbad Joint First Responders Training Facility
Specifications
Site Amenities
02870 - 2
3.05 CLEANING
A. Clean tables promptly after installation in accordance with manufacturer's instructions.
B. Do not use harsh cleaning materials or methods that could damage finish.
END OF SECTION
Carlsbad Joint First Responders Training Facility Site Amenities
Specifications 02870 - 3
SECTION 02923
SODDING
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Preparation of subsoil.
B. Placing topsoil.
C. Fertilizing.
D. Sod installation.
E. Maintenance.
1.02 DEFINITIONS
A. Weeds: Includes Dandelion, Jimsonweed, Quackgrass, Horsetail, Morning Glory, Rush Grass,
Mustard, Lambsquarter, Chickweed, Cress, Crabgrass, Canadian Thistle, Nutgrass, Poison Oak,
Blackberry, Tansy Ragwort, Bermuda Grass, Johnson Grass, Poison Ivy, Nut Sedge, Nimble Will,
Bindweed, Bent Grass, Wild Garlic, Perennial Sorrel, and Brome Grass.
1.03 QUALITY ASSURANCE
A. Sod Producer: Company specializing in sod production and harvesting with minimum five years
experience, and certified by the State of California.
B. Installer Qualifications: Company approved by the sod producer.
1.04 REGULATORY REQUIREMENTS
A. Comply with regulatory agencies for fertilizer and herbicide composition.
1.05 DELIVERY, STORAGE, AND HANDLING
A. Deliver sod on pallets. Protect exposed roots from dehydration.
B. Do not deliver more sod than can be laid within 24 hours.
PART 2 PRODUCTS
2.01 MATERIALS
A. Sod: TPI, Certified Turfgrass Sod quality; cultivated grass sod; type indicated in plant schedule
on Drawings; with strong fibrous root system, free of stones, burned or bare spots; containing no
more than 5 weeds per 1000 sq ft (100 sq m). Minimum age of 18 months, with root
development that will support its own weight without tearing, when suspended vertically by
holding the upper two corners.
PARTS EXECUTION
3.01 EXAMINATION
A. Verify that prepared soil base is ready to receive the work of this section.
3.02 PREPARATION
A. Prepare subgrade.
B. Place topsoil.
C. Install edging at periphery of seeded areas in straight lines to consistent depth.
Carlsbad Joint First Responders Training Facility SODDING
Specifications 02923 -1
3.03 FERTILIZING
A. Apply fertilizer in accordance with manufacturer's instructions.
B. Apply after smooth raking of topsoil and prior to installation of sod.
C. Apply fertilizer no more than 48 hours before laying sod.
D. Mix thoroughly into upper 2 inches (50 mm) of topsoil.
E. Lightly water to aid the dissipation of fertilizer.
3.04 LAYING SOD
A. Moisten prepared surface immediately prior to laying sod.
B. Lay sod immediately after delivery to site to prevent deterioration.
C. Lay sod smooth and tight with no open joints visible, and no overlapping; stagger end joints 12
inches (300 mm) minimum. Do not stretch or overlap sod pieces.
D. Where sod is placed adjacent to hard surfaces, such as curbs, pavements, etc., place top
elevation of sod 1/2 inch (13 mm) below top of hard surface.
E. On slopes 6 inches per foot (500 mm per m) and steeper, lay sod perpendicular to slope and
secure every row with wooden pegs at maximum 2 feet (600 mm) on center. Drive pegs flush
with soil portion of sod.
F. Water sodded areas immediately after installation. Saturate sod to 4 inches (100 mm) of soil.
G. After sod and soil have dried, roll sodded areas to ensure good bond between sod and soil and to
remove minor depressions and irregularities. Roll sodded areas with roller.
3.05 MAINTENANCE
A. Provide maintenance at no extra cost to Owner; Owner will pay for water.
B. Provide maintenance of sodded areas for twelve months from Date of Substantial Completion.
C. Maintain sodded areas immediately after placement until grass is well established and exhibits a
vigorous growing condition.
D. Mow grass at regular intervals to maintain at a maximum height of 2-1/2 inches (65 mm). Do not
cut more than 1/3 of grass blade at any one mowing.
E. Neatly trim edges and hand clip where necessary.
F. Immediately remove clippings after mowing and trimming.
G. Water to prevent grass and soil from drying out.
H. Roll surface to remove irregularities.
I. Control growth of weeds. Apply herbicides in accordance with manufacturer's instructions.
Remedy damage resulting from improper use of herbicides.
J. Immediately replace sod to areas that show deterioration or bare spots.
K. Protect sodded areas with warning signs during maintenance period.
END OF SECTION
Carlsbad Joint First Responders Training Facility SODDING
Specifications 02923 - 2
SECTION 02930
EXTERIOR PLANTS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Preparation of subsoil.
B. Topsoil bedding.
C. New trees, plants, and ground cover.
D. Relocated trees.
E. Mulch and Fertilizer.
F. Maintenance.
G. Tree Pruning.
1.02 RELATED REQUIREMENTS
A. Section 02310 - Grading: Topsoil material.
B. Section 02320 - Fill and Backfill: Topsoil material.
C. Section 02923 - Sodding
1.03 DEFINITIONS
A. Weeds: Include Dandelion, Jimsonweed, Quackgrass, Horsetail, Morning Glory, Rush Grass,
Mustard, Lambsquarter, Chickweed, Cress, Crabgrass, Canadian Thistle, Nutgrass, Poison Oak,
Blackberry, Tansy Ragwort, Bermuda Grass, Johnson Grass, Poison Ivy, Nut Sedge, Nimble Will,
Bindweed, Bent Grass, Wild Garlic, Perennial Sorrel, and Brome Grass.
B. Plants: Living trees, plants, and ground cover specified in this Section.
1.04 REFERENCE STANDARDS
A. ANSI Z60.1 - American Standard for Nursery Stock; 2004.
B. ANSI A300 Part 1 - American National Standard for Tree Care Operations - Tree, Shrub and
Other Woody Plant Maintenance - Standard Practices; 2001.
1.05 SUBMITTALS
A. See Section 01300 - Administrative Requirements, for submittal procedures.
B. Maintenance Data: Include cutting and trimming method; types, application frequency, and
recommended coverage of fertilizer.
C. Submit list of plant life sources.
1.06 QUALITY ASSURANCE
A. Nursery Qualifications: Company specializing in growing and cultivating the plants with three
years documented experience.
B. Installer Qualifications: Company specializing in installing and planting the plants with 5 years
experience.
C. Tree Pruner Qualifications: Company specializing in pruning trees with proof of Arborist
Certification.
D. Maintenance Services: Performed by installer.
1.07 REGULATORY REQUIREMENTS
Carlsbad Joint First Responders Training Facility EXTERIOR PLANTS
Specifications 02930 -1
A. Comply with regulatory agencies for fertilizer and herbicide composition.
B. Plant Materials: Certified by federal department of agriculture; free of disease or hazardous
insects.
1.08 DELIVERY, STORAGE, AND HANDLING
A. Deliver fertilizer in waterproof bags showing weight, chemical analysis, and name of
manufacturer.
B. Protect and maintain plant life until planted.
C. Deliver plant life materials immediately prior to placement. Keep plants moist.
1.09 FIELD CONDITIONS
A. Do not install plant life when ambient temperatures may drop below 35 degrees F (2 degrees C)
or rise above 90 degrees F (32 degrees C).
B. Do not install plant life when wind velocity exceeds 30 mph (48 k/hr).
1.10 WARRANTY
A. See Section 01780 - Closeout Submittals, for additional warranty requirements.
B. Provide one year warranty.
C. Warranty: Include coverage for one continuous growing season; replace dead or unhealthy
plants.
D. Replacements: Plants of same size and species as specified, planted in the next growing
season, with a new warranty commencing on date of replacement.
PART 2 PRODUCTS
2.01 TREES, PLANTS, AND GROUND COVER
A. Trees: Species and size identifiable in plant schedule, grown in climatic conditions similar to
those in locality of the Work.
2.02 SOIL MATERIALS
A. Topsoil: Fertile, agricultural soil, typical for locality, capable of sustaining vigorous plant growth,
taken from drained site; free of subsoil, clay or impurities, plants, weeds and roots; minimum pH
value of 5.4 and maximum 7.0.
2.03 SOIL AMENDMENT MATERIALS
A. Fertilizer: Containing fifty percent of the elements derived from organic sources; of proportion
necessary to eliminate any deficiencies of topsoil, as indicated in analysis..
B. Peat Moss: Shredded, loose, sphagnum moss; free of lumps, roots, inorganic material or acidic
materials; minimum of 85 percent organic material measured by oven dry weight, pH range of 4 to
5; moisture content of 30 percent.
C. Bone Meal: Raw, finely ground, commercial grade, minimum of 3 percent nitrogen and 20
percent phosphorous.
D. Lime: Ground limestone, dolomite type, minimum 95 percent carbonates.
E. Water: Clean, fresh, and free of substances or matter that could inhibit vigorous growth of
plants.
F. Herbicide: Pre-emergent such as Oryzalin (Surflan) and post-emergent such as Glyphosate
(Roundup)..
Carlsbad Joint First Responders Training Facility EXTERIOR PLANTS
Specifications 02930 - 2
2.04 MULCH MATERIALS
A. Mulching Material: redwood species wood ground bark, free of growth or germination inhibiting
ingredients.
2.05 ACCESSORIES
A. Stakes: 10' Lodgepole Stakes with Cinch Ties.
B. Root Control Barrier: "Deep Root Control Barrier", stock number UB24-2 as manufactured by
Deep Root Corp., 15040 Golden West Circle, Westminister, CA 92683 (714) 898-0563, or
approved equal.
1. Locate Root Control Barrier on all trees within 5 feet of pavement or hardscape. Loop
barrier to a diameter twice the size of the tree rootball around tree.
2.06 TOP SOIL MIX
A. A uniform mixture of 1 part peat and 3 parts topsoil by volume.
2.07 SOURCE QUALITY CONTROL
A. Provide analysis of imported topsoil.
B. Analyze to ascertain percentage of nitrogen, phosphorus, potash, soluble salt and organic matter;
pH value.
C. Submit minimum 10 oz (280 g) sample of topsoil proposed. Forward sample to testing laboratory
in sealed containers to prevent contamination.
D. After rough grading, soil samples shall be taken from enough locations on the site to represent an
adequate cross section of conditions. Soil tests shall be performed by a soil testing laboratory
(pre-approved by the City). The test shall indicate but not be limited to the following:
1. organic matter content
2. N, P, K
3. pH
4. EC
5. soil texture (silt, clay, sand)
6. recommendations for amendments, leaching, and maintenance fertilizations.
E. The results and recommendations of the soil testing laboratory shall be submitted to and
approved by the City. The approved recommendations for amendments and backfill shall be
incorporated into the landscape plans prior to the start of landscape construction and shall
become part of the approved plans.
PARTS EXECUTION
3.01 EXAMINATION
A. Verify that prepared subsoil and planters are ready to receive work.
B. Saturate soil with water to test drainage.
C. Verify that required underground utilities are available, in proper location, and ready for use.
3.02 PREPARATION OF SUBSOIL
A. Prepare subsoil to eliminate uneven areas. Maintain profiles and contours. Make changes in
grade gradual. Blend slopes into level areas.
B. Remove foreign materials, weeds and undesirable plants and their roots. Remove contaminated
subsoil.
C. Scarify subsoil to a depth of 3 inches (75 mrn) where plants are to be placed. Repeat cultivation
Carlsbad Joint First Responders Training Facility EXTERIOR PLANTS
Specifications 02930 - 3
in areas where equipment, used for hauling and spreading topsoil, has compacted subsoil.
D. Dig pits and beds 6 inches (150 mm) larger than plant root system.
3.03 PLACING TOPSOIL
A. Spread topsoil to a minimum depth of 4 inches (100 mm) over area to be planted. Rake smooth.
B. Place topsoil during dry weather and on dry unfrozen subgrade.
C. Remove vegetable matter and foreign non-organic material from topsoil while spreading.
D. Grade topsoil to eliminate rough, low or soft areas, and to ensure positive drainage.
E. Install topsoil into pits and beds intended for plant root balls, to a minimum thickness of 6 inches
(150mm).
3.04 WEED ABATEMENT PROGRAM
A. Upon completion of all fine grading work and soil preparation, perform weed control measures as
follows:
1. Irrigate all areas designated to be planted for a minimum of 10 minutes per setting, two
settings per day for seven days to germinate all weed seed as possible.
2. Apply a contact weed killer and allow sufficient time to obtain complete kill of all weeds
germinated.
3. Repeat step 1 above.
4. Repeat step 2 above.
3.05 FERTILIZING
A. Apply fertilizer in accordance with manufacturer's instructions.
1. Apply after initial raking of topsoil.
2. Mix thoroughly into upper 2 inches (50 mm) of topsoil.
3. Lightly water to aid the dissipation of fertilizer.
3.06 PLANTING
A. Place plants as indicated on the drawings.
B. Set plants vertical.
C. Remove non-biodegradable root containers.
D. Set plants in pits or beds, partly filled with prepared plant mix, at a minimum depth of 6 inches
(150 mm) under each plant. Remove burlap, ropes, and wires, from the root ball.
E. Place bare root plant materials so roots lie in a natural position. Backfill soil mixture in 6 inch
(150mm) layers. Maintain plant life in vertical position.
F. Saturate soil with water when the pit or bed is half full of topsoil and again when full.
G. PLANT RELOCATION AND RE-PLANTING
1. Relocate plants as indicated by Landscape Architect.
2. Replant plants in pits or beds, partly filled with prepared topsoil mixture, at a minimum depth
of 6 inches (150 mm) under each plant. Remove burlap, ropes, and wires, from the root
ball.
3. Place bare root plant materials so roots lie in a natural position. Backfill soil mixture in 6
inch (150 mm) layers. Maintain plant materials in vertical position.
4. Saturate soil with water when the pit or bed is half full of topsoil and again when full.
3.07 PLANT SUPPORT
A. Brace plants vertically with plant protector wrapped guy wires and stakes to the following:
1. Tree Caliper: 1 inch (25 mm); Tree Support Method: 1 stake with one tie
2. Tree Caliper: 1 to 2 inches (25 to 50 mm); Tree Support Method: 2 stakes with two ties
Carlsbad Joint First Responders Training Facility EXTERIOR PLANTS
Specifications 02930 - 4
3. Tree Caliper: 2 to 4 inches (50 to 100 mm); Tree Support Method: 3 guy wires with eye bolts
and turn buckles
4. Tree Caliper: Over 4 inches (100 mm); Tree Support Method: 4 guy wires with eye bolts and
turn buckles
3.08 TREE PRUNING
A. Perform pruning of trees as recommended in ANSI A300.
B. Prune newly planted trees as required to remove dead, broken, and split branches.
3.09 FIELD QUALITY CONTROL
A. Plants will be rejected if a ball of earth surrounding roots has been disturbed or damaged prior to
or during planting.
3.10 MAINTENANCE
A. Provide maintenance at no extra cost to Owner; Owner will pay for water.
B. Maintain plant life for 12 months after Date of Substantial Completion.
C. Irrigate sufficiently to saturate root system and prevent soil from drying out.
D. Remove dead or broken branches and treat pruned areas or other wounds.
E. Neatly trim plants where necessary.
F. Immediately remove clippings after trimming.
G. Control growth of weeds. Apply herbicides in accordance with manufacturer's instructions.
H. Control insect damage and disease. Apply pesticides in accordance with manufacturers
instructions.
I. Remedy damage from use of herbicides and pesticides.
J. Replace mulch when deteriorated.
K. Maintain wrappings, guys, turnbuckles, and stakes. Adjust turnbuckles to keep guy wires tight.
Repair or replace accessories when required.
END OF SECTION
Carlsbad Joint First Responders Training Facility EXTERIOR PLANTS
Specifications 02930 - 5
SECTION 03100
FORMWORK
PART 1 - GENERAL
1.1 DESCRIPTION
A. Work Includes: Provision of formwork for cast-in-place concrete and installation of embedded
items.
B. Related Sections:
1. Section 03200 - Concrete Reinforcement
2. Section 03300 - Cast-in-Place Concrete
1.2 REFERENCES
A. Requirements of GENERAL CONDITIONS and DIVISION NO. 1 apply to all Work in this
Section.
B. Published specification, standards, tests, or recommended methods of trade, industry, or
governmental organizations apply to Work of this Section where cited by abbreviations noted
below (latest editions apply).
1. California Building Code (CBC), 2007 Edition.
2. American Society for Testing and Materials (ASTM).
3. Federal Specifications (FS).
4. American Concrete Institute's "Recommended Practice for Concrete Formwork," (ACI
347).
5. United States Voluntary Product Standard for Construction and Industrial Plywood,
(PS1).
6. American Plywood Association's "Guide to Plywood Grades" (APA).
7. West Coast Lumber Inspection Bureau's "Standard Grading Rules No. 16" (WCLIB).
1.3 QUALITY ASSURANCE
A. Design Criteria: Formwork shall conform to ACI 347.
1. Formwork:
a. Shall prevent leakage or washing out of cement mortar.
b. Shall resist spread, shifting, and settling.
c. Shall reproduce accurately required lines, grades, and surfaces within
tolerances specified.
2. Safety: The Contractor shall be responsible for adequate strength and safety of all
formwork including falsework and shoring.
B. Allowable Tolerances: Formwork shall produce concrete within tolerance limits recommended
in ACI 347, unless otherwise noted.
1.4 SUBMITTALS
A. Samples: Only as requested by the Architect.
1.5 PRODUCT DELIVERY, STORAGE AND HANDLING
A. Deliver and store packaged materials in original containers with seals unbroken and labels
Carlsbad Joint First Responders Training Facility Formwork
Specifications 03100-1
intact until time of use.
1.6 JOB CONDITIONS
A. Sequencing Schedule:
1. Ensure timely delivery of embedded items. Be responsible for cutting and patching
necessitated by failure to place embedded items.
2. Plan erection and removal to permit proper sequence of concrete placing without
damage to concrete.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Forming Materials:
1. Panel or board forms at the Contractor's option.
a. Panel Forms: Minimum 5/8-inch thick exterior grade plywood with sealed
edges, PS 1 grade Plyform Class I and II B-B Exterior or HDO Exterior.
b. Board Forms: Shiplap or tongue and groove lined with PS 1 grade Plyform
Class I and II Exterior 1/2-inch or HDO Exterior 1/2-inch or 3/16-inch thick
fiberboard conforming to FS LLL-B-810a(1), type I.
2. Forms for Exposed Finish Concrete: Plywood, metal, metal-framed plywood faced, or
other acceptable panel-type materials, to provide continuous, straight, smooth,
exposed surfaces. Furnish in largest practicable sizes to minimize number of joints and
to conform to joint system shown on Drawings.
a. Use Plywood complying with U.S. Product Standard PS-1 "B-B
(Concrete Form) Plywood", Class I, Exterior Grade or better, with each
piece bearing legible inspection trademark. Panels to receive specified
form sealer to ensure uniform finish of exposed surfaces.
b. Designated "Architectural Concrete" Surfaces: Use overlaid plywood
complying with U.S. Product Standards PS-1 "A-C or B-B High Density
Overlaid Concrete Form", Class 1.
3. Pan Joist forms: Provide removable forms, Ceco Corporation or equal. Forms shall
have adequate strength to maintain their shape during placing of concrete and shall
permit easy removal without damage to concrete surfaces. Forms shall be true to
shape, free from bulges, tears or other damage, and shall be free from oil, grease,
paint, dirt or other deleterious coatings. Forms shall fit close, tight and straight. Forms
shall be cleaned up before reuse.
4. Chamfer Strips: Burke Concrete Accessories' PVC type CSF 1/2-inch, all exposed
corners.
B. Wood Framing: WCLIB standard grade or better Douglas Fir.
C. Form Ties and Spreaders: Metal type acting as spreaders, leaving no metal within one-inch of
concrete face and no fractures, spalls, depressions or other surface disfigurations greater than
3/4-inch in diameter.
D. Expansion Joint Filler:
1. Fiber Type: Premolded asphalt-impregnated fiber, ASTM D1751, 1/4-inch thick unless
otherwise noted. Same as W. R Meadows, Inc.'s "Sealtight Fiber Expansion Joint";
Grace Construction Materials "Serviced Fiber Expansion Joint Filler, Code 1390";
National Expansion Joint Co.'s "Fiber Joint Filler No. 12"; Burke Concrete Accessories,
Inc.'s "Burke Fiber Expansion Joint"; or equal.
2. Cork Type: Preformed cork, ASTM D1752, Type II, 1/4-inch size unless otherwise
Carlsbad Joint First Responders Training Facility Formwork
Specifications 03100 - 2
noted. Same as W. R. Meadows, Inc.'s "Sealtight Cork Expansion Joint"; Sonneborn-
Contech's "Sonoflex Cork"; Grace Construction Materials' "Serviced Standard Cork
Expansion Joint Filler, Code 4323; or equal.
E. Form Sealer: Same as Grace Construction Material's "Formfilm"; or approved equal.
F. Release Agent: Must not stain or otherwise adversely affect architectural concrete surfaces.
Same as The Nox-Crete Co.'s "Nox-Crete Form Coating"; Industrial Synthetics Corp.'s
"Synthex;" or equal.
G. Foam Board: Extruded close cell polystyrene foam, channeled for drainage, with a minimum
compressive strength of 60 psi at 0.1-inch deformation when tested in accordance with ASTM
D1621-73, and meeting requirements of FS-HH-l-524b, Type II, Class B. Same as The Dow
Chemical Co.'s "Styroform PD Brand" or equal.
2.2 SOURCE QUALITY CONTROL
A. Plywood shall bear APA grade-trademark.
PART 3 - EXECUTION
3.1 INSPECTION
A. Examine areas where formwork will be constructed and verify that:
1. Excavations are sufficient to permit placement, inspection and removal of forms.
2. Excavations for earth forms have been neatly and accurately cut.
3. Conditions are otherwise proper for formwork construction.
B. Do not start Work until unsatisfactory conditions have been corrected.
3.2 PREPARATION
A. Obtain necessary information for coordination of formwork with items to be embedded in
concrete and other related work.
3.3 CONSTRUCTION
A. General:
1. Design, erect, support, brace and maintain formwork to support vertical and lateral,
static, and dynamic loads that might be applied until concrete structure can support
such loads. Construct formwork so concrete members and structures are correct size,
shape, alignment, elevation and position. Maintain formwork construction tolerances
complying with ACI 347.
2. Construct forms to sizes, shapes, lines and dimensions shown, and to obtain accurate
alignment, location, grades, level and plumb Work in finished structures. Provide for
openings, offsets, sinkages, keyways, recesses, moldings, rustications, reglets,
chamfers, blocking, screeds, bulkheads, anchorages and inserts, and other features
required in Work. Use selected materials to obtain required finishes. Solidly butt joints
and provide back-up at joints to prevent leakage of cement paste.
3. Frame openings where indicated on Architectural, Structural, Mechanical, Plumbing or
Electrical drawings.
B. Earth Forms:
1. Construct wood edge strips at top sides of excavations.
2. Provide forms for footings wherever concrete cannot be placed against solid earth
excavation.
3. Remove loose dirt and debris prior to concrete pours.
C. Walls and Other Formed Elements:
Carlsbad Joint First Responders Training Facility Formwork
Specifications 03100-3
1. Erect outside forms for exposed exterior walls first and obtain the Architect's approval
before reinforcement is placed. Obtain Architect's approval of the reinforcement before
interior form is erected.
2. Carefully align inside and outside forms before tightening ties.
3. Plywood Forms: Insure vertical joints are plumb and horizontal joints are level; arrange
joints and ties in geometrical pattern as approved by the Architect.
4. Form inside corners at exposed conditions with mitered boards or plywood so that no
concrete is placed against form ends.
5. After erection, seal all cracks, holes, slits, gaps, and apertures in forms so that they will
withstand the pressure and will remain completely watertight.
6. Provide a means to seal the bottom of forms at construction joints such as foam tape or
other gasket devices.
7. Apply a coating of release agent prior to the erection of formwork. Follow approved
manufacturer's recommendations.
D. Slab Forms:
1. Establish levels and set screeds.
2. Depress slabs where required to receive special floor finishes.
E. Beam or Joist Forms:
1. Provide cambers as noted on Contract Drawings.
F. Cleanouts and Openings: Provide on interior face of wall forms as required for effective
removal of loose dirt, debris and waste material, for inspection of reinforcing and for
introduction of vibrators where the Architect deems necessary.
G. Expansion Joints:
1. Provide in exterior concrete paving on grade at maximum 20-feet on center or as noted
and at intersections with vertical surfaces, curbs, manholes or other penetrations
through paving.
2. Use fiber type expansion joint fillers typically and depress 1/4-inch unless otherwise
noted.
3. Use cork type expansion joint fillers at conditions with non-bituminous waterproofing,
liquid waterproofing or sealant systems.
H. Construction Joints:
1. Provide where shown on the drawings or as directed by the Architect.
2. Provide key indentations at all joints.
3. Provide pour strips on inside face of forms at horizontal joints, but remove strips and
thoroughly clean out reglets before placing subsequent portions of wall.
4. Prevent formations of shoulders and ledges.
5. Provide means for drawing forms into firm contact with concrete before placing
additional concrete over previous pours where shrinking and warping has separated
concrete from forms.
I. Embedded Items:
1. Properly locate, unless locating is specified elsewhere, and place inserts and
embedded items required by other trades prior to casting concrete.
J. Shoring:
Carlsbad Joint First Responders Training Facility Formwork
Specifications 03100-4
1. Adequately brace and maintain shoring to safely support vertical, lateral, and
asymmetrical loads until completed structure has attained design strength.
2. Distribute shoring loads over area where shoring is erected and protect against
undermining or settlement.
3. Provide means for making vertical adjustments to compensate for settlement either
before or during placing of concrete.
4. Construct shores for soffits of beams to permit removal of forms without removing
shores.
5. Reshoring will be permitted. Shores and reshores shall be designed by a Civil
Engineer registered in the State of California and installed under this direction. This
Civil Engineer shall be employed by the Contractor.
3.4 REMOVAL
A. Secure the Architect's approval for time and sequence of removal.
B. Form Removal: Forms shall be removed without damage to the concrete, and in no case shall
they be removed prior to the concrete member attaining the specified strength.
MEMBER STRENGTH MINIMUM TIME*
Vertical surfaces of 0.60 f c 7 days
walls, columns, beams,
girders
Beams, soffits, slab, 0.75 fc 14 days
girder
*Estimated curing time required to obtain desired strength. Results of the 7-day test cylinder
break shall be presented to the Architect to demonstrate compliance with above specified
strength requirements prior to form removal. If a 7-day test cylinder break demonstrates
strength that is less than that specified, the Contractor may elect to take additional cylinders at
the time of next pour to demonstrate strength requirements. The Contractor shall bear the cost
of taking and testing the additional samples.
C. Forms:
1. Remove forms carefully to avoid damaging corners and edges of exposed concrete.
2. Reuse:
a. The Architect will approve reuse of forms provided they are straight, clean, free
from nails, dirt, hardened concrete, or other injurious matter and edges and
surfaces are in good condition.
b. Clean and repair any damage caused by placing, removal, or storage. Reuse
of formwork with repairs or patches which would result in adverse effects to
architectural concrete finish will not be permitted.
c. Store formwork in manner to prevent damage or distortion.
d. Reseal as required to achieve concrete of specified quality.
D. Shoring and Reshoring
1. Two levels of shoring or one level of shores over one level of reshores shall be
maintained below any newly cast level until it has attained design strength and is at
Carlsbad Joint First Responders Training Facility Formwork
Specifications 03100 - 5
least 28 days old.
END OF SECTION
Carlsbad Joint First Responders Training Facility Formwork
Specifications 03100 - 6
SECTION 03200
CONCRETE REINFORCEMENT
PART 1 - GENERAL
1.1 DESCRIPTION
A. Section Includes: Provision of reinforcement for all concrete unless specifically noted otherwise.
B. Related Sections:
1. Section 03100 - Formwork
2. Section 03300 - Cast-in-Place Concrete
1.2 REFERENCES
A. Requirements of the GENERAL CONDITIONS and DIVISION NO. 1 apply to all Work in this
Section.
B. Published specifications, standards, tests, or recommended methods of trade, industry, or
governmental organizations apply to Work of this Section where cited by abbreviations noted
below (latest editions apply).
1. California Building Code (CBC), 2007 Edition.
2. American Society for Testing and Materials (ASTM).
3. American Concrete Institute's
a. "Manual of Standard Practice for Detailing Reinforced Concrete Structures" (ACI
315).
b. "Building Code Requirements for Reinforced Concrete" (ACI 318).
4. Concrete Reinforcing Steel Institute (CRSI) and/or Western Concrete Reinforcing
Steel Institute (WCRSI).
a. "Manual of Standard Practice."
b. "Recommended Practice for Placing Reinforcing Bars."
5. American Welding Society's
a. "Mild Steel Covered Arc-Welding Electrodes" (AWS A5.1).
b. "Reinforcing Steel Welding Code: (AWS D1.4).
1.3 QUALITY ASSURANCE
A. Welders' Qualifications: Welders shall be qualified in accordance with AWS D1.4.
B. Reinforcing steel shall not be permitted to rust where there is danger of staining exposed
surfaces of adjacent concrete. The Contractor shall replace rust-stained concrete at his
expense.
C. Allowable Tolerances: Reinforcing steel shall be placed within tolerances permitted by ACI
318, Section 7.5.2 unless otherwise approved by the Architect.
D. The Owner's Testing Agency will:
1. Collect mill test reports for reinforcement.
2. Provide inspection of welding, including prior fit-up, welding equipment, weld quality and
welder certification in accordance with AWS D1.4 and UBC Standard No. 19-1. Chemical
analysis sufficient to determine carbon equivalent and minimum preheat temperature
shall be performed when reinforcement does not conform to low-alloy steel requirements
ofASTMA706.
Carlsbad Joint First Responders Training Facility Concrete Reinforcement
Specifications 03200 -1
1.4 SUBMITTALS
A. Shop Drawings: Show bending and placing details, size and location of reinforcing steel.
Include diagrammatic wall elevations at 1/4-inch equals one foot scale to clearly show position
and erection marks of bars including marginal bars around openings with dowels, splices, etc.
One reproducible copy will be returned.
B. Mill Test reports for each heat or melt of steel.
1.5 PRODUCT DELIVERY, STORAGE AND HANDLING
A. Deliver reinforcement and accessories to site not more than 48 hours before placement.
B. Store in manner to prevent excessive rusting and fouling with grease, dirt, or other bond-
weakening coatings.
C. Take precautions to maintain identification after bundles are broken.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Bars: New billet steel, ASTM A615 Grade 60; ASTM A706 for welded bars.
B. Tie Wires and Spirals: ASTMA82.
C. Welded Wire Fabric: ASTMA185.
D. Welding Electrodes: Mild steel covered arc-welding types conforming to AWS A5.1.
E. Bar Supports: As required for assembling and supporting reinforcement in place.
1. CRSI Class 3: Where bar supports do not come in contact with exposed concrete
surfaces.
2. CRSI Class 1 plastic-protected; or Class 2 stainless steel wire: Interior and Exterior
Soffits and Other Exposed Conditions.
3. Precast Concrete Wired Block: At slabs-on-grade and as necessary at other locations.
F. Threaded coupler: Lenton Standard coupler by ERICO or equal product substituted per
Section 016300. Coupler shall develop 125-percent of specified yield strength of
reinforcement.
G. Welded Deformed Bar Anchors: ASTM A-108 fy = 70,000 psi, flux filled deformed bar anchors.
Same as Nelson DZL or equal product substituted per Section 016800.
2.2 FABRICATION
A. Shop-fabricate to comply with drawings.
B. Conform with requirements of ACI 315 where specific details are not shown or where drawings
and specifications are not more demanding.
PART 3 - EXECUTION
3.1 PLACEMENT
A. General:
1. Place bars as noted.
2. All reinforcement shall be continuous. See drawings for lap splice schedule. Stagger
splices where possible. Contact lap splices shall be securely wired together to maintain
alignment.
3. Ensure placement will permit concrete protection in conformance with CRSI or to extent
shown.
4. Support and fasten bars securely with spacers, chairs or ties to permit their being walked
Carlsbad Joint First Responders Training Facility Concrete Reinforcement
Specifications 03200 - 2
upon without displacement or movement both before and during placement of concrete.
Wire-tie bar intersections.
5. Do not bend bars around openings or sleeves. Wherever conduits, piping, inserts,
sleeves, etc. interfere with placing of reinforcement, obtain the Architect's approval of
placing before concreting.
6. Do not field bend bars unless expressly noted in the Contract Documents.
B. Welding:
1. Employ shielded metal-arc method and conform to AWS D1.4.
2. Ensure equipment supplies proper current and voltage and is adjustable to suit
arrangement and thickness of items welded.
C. Prior to placing concrete, verify reinforcement has been bent, positioned, and secured in
accordance with drawings; ensure removal of oil, grease, dirt, or other bond-weakening
coatings; replace severely rust-pitted reinforcing bars.
D. Quality Assurance:
1. The Owner's Testing Agency will inspect placement of reinforcement and mechanical
splices and notify Architect of any discrepancies in placement
2. The Owner's Testing Agency will inspect shop and field welding per CBC 1704.
END OF SECTION
Carlsbad Joint First Responders Training Facility Concrete Reinforcement
Specifications 03200 - 3
SECTION 03300
CAST-IN-PLACE CONCRETE
PART 1 - GENERAL
1.1 DESCRIPTION
A. Section Includes: Provision of cast-in-place concrete unless specifically noted otherwise.
B. Related Sections:
1. Section 03100 - Formwork.
2. Section 03200 - Concrete Reinforcement.
3. Section 05120-Structural Steel.
4. Section 05500 - Metal Fabrications.
1.2 REFERENCES
A. Requirements of GENERAL CONDITIONS and DIVISION NO. 1 apply to all Work in this
Section.
B. Published specifications, standards, tests, or recommended methods of trade, industry, or
governmental organizations apply to Work of this Section where cited by abbreviations noted
below (latest editions apply).
1. California Building Code (CBC), 2007 Edition.
2. American Society for Testing and Materials (ASTM).
3. American Concrete Institute's:
a. "Standard Specifications for Tolerances for Concrete Construction and Materials"
(ACM 17)
b. "Specification for Structural Concrete for Buildings" (ACI 301).
c. "Recommended Practice for Measuring, Mixing and Placing Concrete" (ACI 304).
d. "Recommended Practice for Hot Weather Concreting" (ACI 305).
e. "Recommended Practice for Cold Weather Concreting" (ACI 306)
f. "Building Code Requirements for Reinforced Concrete" (ACI 318).
4. State of California, Business and Transportation Agency Division of Highways' "Materials
Manual," (CMM).
1.3 QUALITY ASSURANCE
A. The Contractor's Testing Laboratory Qualifications: The Contractor's Testing Laboratory shall
be under direction of a Civil Engineer registered in the State of California, shall have operated
successfully for four years prior to this work, and shall conform to requirements of ASTM E329.
B. Requirements of ACI 301 shall govern work, materials and equipment related to this Section;
specifications herein set minimum results required, and references to procedures are intended
to establish minimal guides.
C. The Contractor shall be responsible for quality of concrete in place and shall bear burden of
proof that concrete meets minimum requirements. Tolerances shall meet the requirements of
ACI 117 except as modified in the Construction Documents.
D. Placing of concrete by means of pumping will be an acceptable method of placement providing
that the Contractor can demonstrate that:
1. Specified concrete strengths will be met.
Carlsbad Joint First Responders Training Facility Cast-ln-Place Concrete
Specifications 03300 -1
1.4
2. Equipment has a record of satisfactory performance under similar conditions and using a
similar mix.
3. Trial batches have been made.
SUBMITTALS
The Contractor shall submit:
1.Certified copies of mix designs for each concrete class specified including compressive
strength test reports.
2 Certification that materials meet the requirements specified.
3 Samples only as requested by the Architect.
4 Certification from vendor that samples originate from and are representative of each lot
proposed for use.
B. The Owner's Testing Agency will submit reports on tests and inspections performed to the
Owner, the Architect, the Contractor, and the City Building Department.
C. Shop Drawings: Show construction and expansion and contraction joint locations and details.
D. Schedule of placing concrete for the Architect's review before starting work.
E. Product Data: Submit manufacturer's product data with installation instructions for proprietary
materials including reinforcement and forming accessories, form coatings, admixtures, joint
materials, hardeners, curing materials and others as requested by the Architect.
1.5 PRODUCT DELIVERY, STORAGE AND HANDLING
A. Ensure storage facilities are weather tight and dry.
B. Deliver and store packaged materials in original containers with seals unbroken and labels
intact until time of use.
C. Store bulk cement in bins capable of preventing exposure to moisture.
D. Use sacked cement in chronological order of delivery. Store each shipment so that it may be
readily distinguishable from other shipments.
PART 2 - PRODUCTS
2.1 CONCRETE
A. Concrete Properties
LOCATION
FOOTINGS, GRADE
BEAMS
SLAB-ON-GRADE
FILL ON METAL
DECK
SUSPENDED
SLABS, BEAMS
AND WALLS
28 -DAY
STRENGTH
4000
4000
4000
4500
AGGREGATE
SIZE
1
3/4
3/4
3/4
WEIGHT
145
145
145
145
SLUMP
4
4
4
4
WATER /
CEMENT
.60
.50
.45
.45
%
FLYASH
15
0
0
0
Comments
water
reducing
admixture
water
reducing
admixture
Carlsbad Joint First Responders Training Facility
Specifications
Cast-ln-Place Concrete
03300 - 2
B. Strength refers to the compressive strength in psi after 28-days when tested in accordance with
ASTM C39. All concrete shall develop compression strength specified in 28-days. To meet
above requirements, mix shall be designed such that average compressive strength will exceed
specified 28-day strength by an amount as specified by ACI 318.
C. Aggregate size refers to the maximum size in inches.
D. Weight refers to pounds per cubic foot, air dry.
E. Slump is measured in inches and tested in accordance with ASTM C143.
F.' Water/Cement Ratio is the maximum ratio of water to cementitious material by weight.
2.2 MATERIALS
A. General Requirements:
1. Cement and aggregates shall have proven history of successful use with one another.
Sources of cement and aggregate shall remain unchanged through-out work unless the
Architect approves request for change made at least 10-days prior to anticipated date of
casting.
2. Ready-mixed concrete shall meet requirements of ASTM C94.
3. Deviations in properties of materials tested by the Owner's Testing Agency shall be
cause for their rejection pending additional test results and redesign of mix by the
Contractor's Testing Laboratory.
4. No frozen aggregates will be permitted.
B. Cements: ASTM C150, Type II. Use one brand of cement throughout project unless otherwise
directed by the Architect.
C. Fly Ash: ASTM C618, Type F.
D. Aggregates:
1. Coarse: ASTM C33. Coarse aggregate shall consist of a clean, hard, fine grained,
sound crushed rock, or washed gravel or a combination of both. It shall be free from oil,
organic matter or other deleterious substances and shall not contain more than two
percent by weight of shale or cherty material. "Cleanness value shall not be less than 75
when tested per MM Test Method, 227 and conforming to CBC Section 1903.
2. Fines: ASTM C33. Sand equivalent shall be not less than 75 when tested as per ASTM
D2419.
3. Light Weight Aggregates: ASTM C330; expanded shale type uniformly graded from 3/4-
inch to No. 200 Mesh. Cleanliness value and sand equivalent not less than 75.
4. Provide aggregates from a single source for exposed concrete.
E. Water: Clean and potable, free from impurities detrimental to concrete.
F. Admixtures:
1. Water-Reducing Admixture: ASTM C494, Type A, non-lignini sulfonate. Same as
Grace Construction Materials' "WRDA with Hycol"; Master Builders "Pozzolith 322N";
Sika Corp.'s "Plastocrete 161"; or equal.
2 Air Entraining Admixture: ASTM C260, certified by manufacturer to be compatible with
other products. Same as W.R. Grace's "Daravair", Master Builders' "Micro-Air", Sika
Corp.'s "Sika Aer", or equal.
3 High-Range Water-Reducing Admixture (Super Plasticizer): ASTM C494, Type F or
Type G. Same as W.R. Grace's "Daracem 19", Master Builders' "Rheobuild", Sika
Corp.'s "Sikament", or equal.
Carlsbad Joint First Responders Training Facility Cast-ln-Place Concrete
Specifications 03300 - 3
4 Water Reducing, Accelerator Admixture: ASTM C494, Type E. Same as W.R. Grace's
"Polarset", Master Builder's "Pozzutec 20", Sika's "Sikaset NC", or equal product
substituted per Section 016300.
5 Water Reducing, Retarding Admixture: ASTM C494, Type D. Same as W.R. Grace's
"Daratard-17", Master Builders' "Pozzoliith R", Sika's "Plastiment", or equal product
substituted per Section 016300.
6 Other Admixtures: Only as approved by the Architect.
G. Wax Sealer: Heavy penetrating type as manufactured by approved manufacturer of clear
hardener.
H. Non-Shrink Grout: Premixed high strength grout requiring only addition of water at the site.
Same as Master Builder's "Masterflow 928 Grout"; "Masterflow 713 Grout", Burke's "Non-
Ferrous, Non-Shrink Grout", or equal product substituted per Section 016300.
I. Curing Materials:
1. Waterproof Paper: ASTM C171, Type 1, regular. Same as Sisalkraft Division of St.
Regis Paper Co.'s "Orange Label"; or equal product substituted per Section 016300.
2. Sheet Plastic: Polyethylene, four mils thick, fungus-resistant.
3. Curing Compound: ASTM C309. Same as Curecrete Chemical Company's "Ashford
Formula"; Master Builders' "Masterkure N-Seal-W1, or equal.
J. Penetrating Liquid Floor Treatment (Sealer/Hardener): Chemically reactive, waterborne
solution of inorganic silicate, potassium siliconate, or siliconate materials and proprietary
components; odorless; colorless; that penetrates, hardens, densifies and seals concrete
surfaces.
1. Products: Subject to compliance with requirements, provide one of the following:
a. Titan Hard; Burke Group, LLC.
b. Chemisil Plus; ChemMasters.
c. Intraseal; Conspec Marketing & Manufacturing Co., Inc.
d. Ashford Formula; Curecrete Chemical Co., Inc.
e. Day-Chem Sure Hard; Dayton Superior Corporation.
f. Euco Diamond Hard; Euclid Chemical Co.
g. Seal Hard; L&M Construction Chemicals, Inc.
h. Elite-HS: Atlas Tech Products
K. Hardener, Clear Liquid Type: Grace construction Materials' "Hornstone Crystal Chemical
Hardener"; Master Builder's "Mastercron"; Sonneborn-Contech's "Lapidolith"; Upco Co.'s
"Vitrox4701"; or equal.
L. Liquid Curing Compound: ASTM C 309, Type 1, Class B, approved standard product resin
type.
1. Gray Cement: Free of wax or oil, compatible with subsequently applied finishes or
coverings, delivered in unopened labeled container.
2. Integrally Colored Concrete: Compound recommended by manufacturer of color
admixture
Carlsbad Joint First Responders Training Facility Cast-ln-Place Concrete
Specifications 03300 - 4
M. Epoxy Adhesive: Two component material suitable for anchoring rebar into dry or damp
concrete. Same as Covert's "CIA-Gel 7000", Hilti's "HIT HY-150" or equal.
N. Fibrous Reinforcement: ASTM C1116, Type 3, collated, fillibrated %" (20mm) polypropylene
fibers designed for secondary reinforcement of concrete slabs. Same as W.R. Grace's "Grace
Fibers", Buckeye's "UltraFiber 500", Euclids "Fiberstrand 100" or Fibermesh's "Fibermesh". Add
1 % Ibs. of fibers per cubic yard of concrete. Use in strict accordance with fiber supplier's
recommendation.
O. Joint Materials:
1. Preformed Fiber Joint Filler: ASTM D 1751 non-extruding preformed bituminous
saturated fiberboard units. Plain or punched for dowels as required.
2. Joint Sealing Compound: Refer to Section 079200.
P. Under Slab Vapor Retarder:
1. Provide vapor retarder sheet over prepared base material where shown. Use only
materials resistant to decay when tested in accordance with ASTM E 154.
2. Vapor Retarder: ASTM E 1745, Class A, minimum water vapor permeance of 0.3 perms
per ASTM E 154. Minimum 15 mils thick. Do not use visqueen or polyethylene.
a. Available Products: Subject to compliance with specified requirements, products
that may be incorporated into the Work include, but are not limited to::
1. "Griffolyn Type 65G" by Reef Industries Inc.
2. "Moistop Ultra A" by Fortifiber.
3 "Stego Wrap" 15 mil, Class A Vapor Barrier by Stego Industries.
4. "Vapor-Mat" 15 mil by W.R. Meadows, Inc.
3. Sand Cushion (under floor slabs): Clean, screened "Manufactured" Sand (not natural
sand), graded and passing the following sieve analysis: 4/100%, 8/75%, 16/51%,
30/36%, 50-27%, 100/14%, and 200/17%. Materials shall be compactible at optimum
moisture content. 2.5% absorption when tested per ASTM C 127.
Q. Color Additive for integral colored exterior cove paving
2.3 MIXES
A. General Requirements:
1. The Contractor shall perform tests or assemble the necessary data indicating
conformance with specifications.
2. For each mix submit data showing that proposed mix will attain the required strength in
accordance with requirements of CBC Section 1905.3.
3. If sufficient test results are not available, the contractor shall produce trial mixes in
accordance with requirements of CBC Section 1905.4, Method "C".
4. The Contractor shall instruct Laboratory to base mix design on use of materials tested
and approved by the Owner's Testing Agency.
5. Mix design shall include compression strength test reports per CBC Section 1905.3.
6. Mix shall be designed, tested, and adjusted if necessary in ample time before first
concrete is scheduled to be placed. Laboratory data and strength test results for revised
mix design shall be submitted to Architect prior to using in project.
Carlsbad Joint First Responders Training Facility Cast-ln-Place Concrete
Specifications 03300 - 5
7. Ensure mix designs will produce concrete to strengths specified and of uniform density
without segregation.
8. If mix yield exceeds 1-cubic yard, modify mix design to no more than one cubic yard
without changing cement content.
9. The Contractor's mix designs shall be subject to review by the Architect and by the
Owner's Testing Agency.
10. Introduction of calcium chloride will not be permitted.
11. Unspecified admixtures will not be permitted unless the Architect reviews, the Contractor
modifies mix designs as necessary, and modifications are accepted by the Owner's
Testing Agency.
B. Slab-on-Grade Mix requirements: Use of Water-Reducing admixture is required. High Range
Water-Reducing admixture (super plasticizer) shall be used when required to maintain
workability and pumpability.
C. Patching Mortar: Mix in proportions by volume of one part cement to two parts fine sand.
D. Concrete Fill at Stairs: Mix in proportions by volume of one part cement, two parts fine
aggregate, one part coarse aggregate (3/8- inch); with as little water as necessary to make stiff
workable plastic mix.
E. Non-Shrink Grout: Follow approved manufacturer's printed instructions and recommendations.
2.4 MIXING
A. Batching Plant Conditions:
1. Batch plant shall be certified to comply with the requirements of the National Concrete
Ready Mix Association.
2. Ensure equipment and plant will afford accurate weighing, minimize segregation and will
efficiently handle all materials to satisfaction of the Architect and the Owner's Testing
Agency.
3. Replace at no additional expense equipment the Architect and the Owner's Testing
Agency deem inadequate or unsuitable.
4. Use approved moisture meter capable of determining moisture content of sand.
B. General Requirements:
1. Thoroughly clean concrete equipment before use for architectural concrete mixes to
avoid contamination.
2. Mix cement, fine and coarse aggregates, admixtures and water to exact proportions of
mix designs.
3. Measure fine and coarse aggregates separately according to approved method that
provides accurate control and easy checking.
4. Adjust grading to improve workability; do not add water unless otherwise directed.
5. Maintain proportions, values, or factors of approved mixes throughout work.
6. Mix concrete in transit mixers five minutes immediately prior to discharge in addition to
mixing as called for by ACI 304 and ASTM C94.
C. Admixtures: Use automatic metering dispenser to introduce admixture into mix. Dispenser
shall be recommended and calibrated by admixture manufacturer.
Carlsbad Joint First Responders Training Facility Cast-ln-Place Concrete
Specifications 03300 - 6
D. Transit-Mixed Concrete: ASTM C 94. Provide from established commercial plant.
1. Truck Mixers: Minimum 2 cu. yd. capacity, equipped with accurate revolution counter.
Operate at rated speed. Discontinue use of mixers producing unsatisfactory concrete or
showing more than 10% difference in sand-cement or water-cement ratios in samples
taken from front, center and back of mixer.
2. Mixing Time: Total at least 15 minutes, with at least 5 minutes immediately after
addition
of water, and at least 10 minutes just before discharging.
3. Mixing Water: Withhold 2-1/2 gallons per cubic yard from predetermined water content.
All or part thereof may be added at site, as directed.
4. Retempered Concrete: Do not use concrete not placed within 90 minutes after water is
introduced into mix or which has stood for 30 minutes after leaving mixer.
2.5 SOURCE QUALITY CONTROL
A. The Owner's Testing Agency will:
1. Review mix designs, certificates of compliance, and samples of materials the Contractor
proposes to use.
2. Test and inspect materials, as necessary, in accordance with ACI 318.
3. Take samples as required from the Contractor's designated sources.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Examine units of work to be cast and verify that:
1. Construction of formwork is complete.
2. Required reinforcement, inserts, and embedded items are in place.
3. Form ties at construction joints are tight.
4. Concrete-receiving places are free of debris.
5. Dampen subgrade or sand course for slabs-on-grade. Do not saturate.
6. Depths of depressed slab conditions are correct for delayed finish noted and for its
proper bonding to concrete.
7. Conveying equipment is clean and properly operating.
8. The Architect has reviewed formwork and reinforcing steel and that preparations have
been checked with the Project Inspector.
B. Do not begin casting before unsatisfactory conditions have been corrected.
3.2 PREPARATION
A. Ensure availability of sufficient labor, equipment and materials to place concrete correctly in
accordance with scheduled casting.
B. Protect finished surfaces adjacent to concrete-receiving places.
Carlsbad Joint First Responders Training Facility Cast-ln-Place Concrete
Specifications 03300 - 7
C. Clean transportation and handling equipment at frequent intervals and flush thoroughly with
water before each day's run. Do not discharge wash water into concrete form.
3.3 PLACING
A. The Inspector of Record, Architect, Structural Engineer, and Testing Laboratory shall be
notified at least 48 hours before placing concrete.
B. Place concrete in accordance with CBC Section 1905.
C. Place concrete in cycles as a continuous operation to permit proper and thorough integration
and to complete scheduled placement. Place no concrete where sun, wind, heat, or facilities
prevent proper finishing and curing.
D. Convey concrete as rapidly and directly as practicable to preserve quality and to prevent
separation from rehandling and flowing; do not deposit concrete initially set. Complete
placement of concrete within ninety (90) minutes after adding water unless otherwise noted.
Retempering of concrete which has partially set will not be permitted.
E. Take precautions to avoid damage to under-slab moisture barrier and displacement of
reinforcement and formwork.
F. Deposit concrete vertically in its final position. Avoid free falls in excess of six feet where
reinforcement will cause segregation and in typical conditions unless the Architect approves
otherwise.
G. Keep forms and reinforcement clean above pour line by removing clinging concrete with wire
brush before casting next lift. Also remove leakage through forms.
H. Interruption in casting longer than 60-minutes shall be cause for discontinuing casting for
remainder of day. In this event, cut back concrete and provide construction joints as the
Architect directs; clean forms and reinforcement as necessary to receive concrete at a later
time.
I. Hot Weather Concreting: Conform to ACI 305 and following requirements when mean daily
temperature rises above 75 degrees Fahrenheit.
' 1. An upper temperature limit of concrete mixes shall be established by the Contractor for
each class of concrete. Concrete temperature during placing shall not be so high as to
cause difficulty from loss of slump, flash set, or cold joints, and shall not exceed 90°F.
Other project climatic conditions detrimental to concrete quality such as relative
humidity, wind velocity, and solar radiation shall also be considered.
2. Trial batches of concrete for each mix design shall be made at the limiting mix
temperature selected. In lieu of trial batches, compression strength test reports (20
minimum) at the limiting temperature for each proposed mix shall be submitted to the
Owner's testing laboratory for review.
3. Practices to maintain concrete below maximum limiting temperature shall be in
accordance with ACI 305. Concrete ingredients may be cooled before mixing, or flake
ice or well-crushed ice of a size that will melt completely during mixing may be
substituted for part of the mixing water.
4. Practices to avoid the potential problems of hot weather concreting shall be employed
by the Contractor in accordance with ACI 305.
5. When the temperature of the reinforcing steel or steel deck forms is greater than 120°F,
reinforcing and forms shall be sprayed with water just prior to placing the concrete.
J. Cold Weather Concreting:
1. No placement of concrete will be allowed at temperatures below 20 degrees Fahrenheit
or if mean daily temperature for curing period is anticipated to be below 20 degrees
Fahrenheit.
Carlsbad Joint First Responders Training Facility Cast-ln-Place Concrete
Specifications 03300 - 8
2. Conform to ACI 306 and following requirements when mean daily temperature falls
below 40 degrees Fahrenheit.
a. Reinforcement, forms or ground to receive concrete shall be completely free from
frost.
b. Concrete at time of placement for footings shall have temperature no lower than
50 degrees Fahrenheit, for all other concrete this minimum temperature at time of
placement shall be 60 degrees Fahrenheit. Maximum temperature shall be 90
degrees Fahrenheit.
c. Concrete shall be maintained at temperature no lower than 50 degrees
Fahrenheit for minimum 7-day period after placement by means of blanket
insulation, heaters, or other methods as approved by the Architect.
d. Use of calcium chloride or admixtures containing calcium chloride as
accelerators will not be permitted.
e. The Contractor shall keep a record of concrete surface temperature for first 7-
days after each pour. This record shall be open to inspection by the Architect.
K. Consolidating:
1. Use vibrators for thorough consolidation of concrete.
2. Provide vibrators for each location during simultaneous placing to ensure timely
consolidation around reinforcement, embedded items and into corners of forms; ensure
availability of spare vibrators in case of failures. Vibrate through full depth of freshly
placed concrete.
3. Do not place vibrators against reinforcement, attach to forms, or use to spread concrete.
4. Exposed Concrete: Vibrate with rubber type heads and, in addition, spade along forms
with flat strap or plate.
L. Construction Joints:
1. Verify location and conformance with typical details; provide only where designated or
approved by the Architect. Comply with CBC Section 1906.4.
2. All horizontal and vertical construction joints to be thoroughly sandblasted to clean and
roughen entire surface to minimum 1/4-inch relief exposing clean coarse aggregate
solidly embedded in mortar matrix.
3. Just prior to depositing concrete, the surface of the construction joint shall be thoroughly
wetted.
M. Contraction (Control) Joints in Slabs-on-Grade:
1. Construct contraction joints in slabs-on-ground to form panels of patterns indicated on
Shop Drawings. Use "Early Entry" saw equipment. Use saw cuts 1/8" x 1/4 slab depth,
unless otherwise indicated.
2. Time saw cutting to allow sufficient curing of concrete to prevent raveled or broken
edges.
3. Contraction joints in unexposed floor slabs may be formed by saw cuts as soon as
possible after slab finishing as may be safely done without dislodging aggregate.
4. If joint pattern not shown, provide joints not exceeding 15' in either direction and located
to conform to bay spacing wherever possible (at column centerlines, half bays, third-
bays).
Carlsbad Joint First Responders Training Facility Cast-ln-Place Concrete
Specifications 03300 - 9
N. Walls and Other Formed Elements:
1. Space points of deposit to eliminate need for lateral flow. Placing procedures of
concrete in forms permitting escape of mortar, or flow of concrete itself, will not be
permitted.
2. Level top surface upon stopping work.
3. Take special care to fill each part of the forms by depositing concrete directly as near
final position as possible, and to force concrete under and around reinforcement,
embedded items, without displacement.
4. After concrete has taken its initial set, care shall be exercised to avoid jarring forms or
placing any strain on ends of projecting reinforcement.
5. Where backfill is placed against a wall, it shall be adequately shored until it has attained
design strength.
O. Concrete Fill at Stairs:
1. Preparation:
a. Remove latence, mortar, oil, grease, paint, etc.
b. Mechanically chip insufficiently rough surfaces.
c. Remove sand, etc., with compressed air.
2. Finish stairs to profiles shown with cove at base of risers and radius at top: tool grooves
at edge of treads as detailed.
3.4 CURING
A. General Requirements:
1. Take curing measures immediately after casting and for measures other than application
of curing compound, extend for seven days. The Architect may recommend longer
periods based upon prevailing temperature, wind and relative humidity. Comply with
CBC Section 1905.11.
2. Avoid alternate wetting and drying and fluctuations of concrete temperature.
3. Protect fresh concrete from direct rays of sun, rain, freezing, drying winds, soiling, and
damage.
4. Do not permit curing method to affect adversely finishes or treatments applied to finish
concrete.
B. Curing Method, Typical: Obtain the Architect's approval of alternate measures.
1. Keep forms and concrete surfaces moist during period forms are required to remain in
place.
2. Apply curing compound per manufacturers' recommendations, except at slabs-on-grade
apply curing compound at 150% of manufacturer's recommended application coverage
rate.
3. For slab on grade, provide 7 day wet cure with "Burlene" moist curing blanket.
C. Do not use membrane curing compounds on surfaces which are to be covered with coating
material applied directly to concrete, liquid floor hardener, waterproofing, dampproofing,
membrane roofing, flooring, painting, and other coatings and finish materials, unless otherwise
acceptable to Architect and coating manufacturer.
Carlsbad Joint First Responders Training Facility Cast-ln-Place Concrete
Specifications 03300-10
D. Slab Curing: Concrete slabs shall be moisture-cured or moisture cover cured as specified
above for a minimum of 7 days after installation. Construction schedule shall allow for a
minimum of 7 days.
1. Unacceptable vapor emissions may be caused by excessive moisture from too high
water/cement ratio in the concrete mix or curing practices or admixtures which prevent
proper hydration by accelerating the curing process.
2. For interior slabs-on-grade tested and found to have moisture vapor emission rate
higher than that allowed by flooring material manufacturer, employ whatever means
necessary to bring slab into compliance at no additional cost to Owner.
3. Should it be necessary to apply a topical treatment to slabs-on-grade in order to mitigate
moisture vapor emissions, comply with following:
a. Submit proposed products to Architect for review.
b. Obtain written confirmation from flooring material manufacturer that proposed
treatment is compatible with installation adhesives.
3.5 CLEANING, PATCHING AND DEFECTIVEE WORK
A. Where concrete is under strength, out of line, level or plumb, or shows objectionable cracks,
honeycombing, rock pockets, voids, spalling, exposed reinforcement, signs of freezing or is
otherwise defective, and, in the Architect's judgement, these defects impair proper strength or
appearance of the work, the Architect will require its removal and replacement at the
Contractor's expense.
B. Immediately after stripping and before concrete is thoroughly dry, patch minor defects, form-tie
holes, honeycombed areas, etc., with patching mortar. Patch shall match finish of adjacent
surface unless otherwise noted. Remove ledges and bulges.
C. Compact mortar into place and neatly file defective surfaces to produce level, true planes. After
initial set, dress surfaces of patches mechanically or manually to obtain same texture as
surrounding surfaces.
D. Rock Pockets:
1. Cut out to full solid surface and form key.
2. Thoroughly wet before casting mortar.
3. Where the Architect deems rock pocket too large for satisfactory mortar patching as
described, cut out defective section to solid surface, key and pack solid with concrete to
produce firm bond and match adjacent surface.
E. Cleaning
1. Ensure removal of bituminous materials, form release agents, bond breakers, curing
compounds if permitted and other materials employed in work of concreting which would
otherwise prevent proper application of sealants, liquid waterproofing, and other delayed
finishes and treatments.
2. Where cleaning is required, take care not to damage surrounding surfaces or leave
residue from cleaning agents.
3. Remove all exposed, loose fibers from slabs to the satisfaction of the architect.
Carlsbad Joint First Responders Training Facility Cast-ln-Place Concrete
Specifications 03300 -11
3.6 PROTECTION
A. Protect concrete from injurious action of the elements and defacement of any nature during
construction operations, including stairs.
B. Protect exposed corners of concrete from traffic or use which will damage them in any way.
C. Make provisions to keep all exposed concrete free from laitance caused by spillage or leaking
forms or other contaminants. Do not allow laitances to penetrate, stain, or harden on surfaces
which have been textured.
3.7 FIELD QUALITY CONTROL
A. The Owner's Testing Agency will:
1. Perform testing in accordance with ACI 318 and CBC Section 1903 and 1905.
2. Review concrete mix designs.
3. Inspect concrete and grout placement continuously.
4. Test concrete to control slumps according to ASTM C143.
5. Continuously monitor concrete temperature as it arrives on the site.
6. Test concrete for required compressive strength in accordance with CBC Section
1905.6:
a. Make and cure four specimen cylinders according to ASTM C31 for not more
than each 50 cubic yards, or 2000 square ft for of surface areas of slab or walls
poured each day.
b. Retain one cylinder for 7-day test, two for the 28-day test and hold one cylinder
for additional testing as required.
c. Number each cylinder 1A, 1B, 1C, 1D, 2A, 2B, 2C, 2D etc; date each set; and
keep accurate record of pour each set represents.
d. Transport specimen cylinders from job to laboratory after cylinders have cured for
24-hours on site. Cylinders shall be covered and kept at air temperatures
between 60 and 80 degrees Fahrenheit.
e. Test specimen cylinders at age 7-days and age 28-days for specified strength
according to ASTM C39.
f. Base strength value on average of two cylinders taken for 28-day test.
7. Test and inspect materials, as necessary, in accordance with ACI 318, MM Test Method
227 (Coarse Aggregates) and MM Test Method 217 (Fine Aggregates), for compliance
with requirements specified in this section.
B. The Contractor shall:
1. Submit ticket for each batch of concrete delivered to job site. Ticket shall bear the
following information:
a. Design mix number.
b. Signature or initials of ready mix representative.
c. Time of batching.
d. Weight of cement, aggregates, water and admixtures in each batch with maximum
aggregate size.
e. Total volume of concrete in each batch.
Carlsbad Joint First Responders Training Facility Cast-ln-Place Concrete
Specifications 03300-12
f. Notation to indicate equipment was checked for contaminants prior to batching.
2. Pay the Owner's Testing Agency for taking core specimens of hardened structure and
testing specimen according to ASTM C88 and C42 when laboratory tests of specimen
cylinders show compressive strengths below specified minimum.
3. Submit Concrete Weighmaster affidavit.
3.8 FINISH OF FORMED SURFACES
A. Rough Form Finish: For formed concrete surfaces not exposed-to-view in the finish Work or by
other construction. Concrete surface shall have texture imparted by form facing material used,
with tie holes and defective areas repaired and patched and fins and other projections
exceeding 1/4 inch in height rubbed down or chipped off.
B. Smooth Form Finish: For formed concrete surfaces exposed-to-view, or to be covered with a
coating material applied directly to concrete, or a covering material applied directly to concrete,
such as waterproofing, dampproofing, painting or other similar system. This is as-cast concrete
surface obtained with selected form facing material, arranged orderly and symmetrically with a
minimum of seams. Repair and patch defective areas with fins or other projections completely
removed and smoothed.
C. Architectural Concrete Finish: Integrally colored concrete, using specified color additive;
smooth light sandblast surface.
D. Related Unformed Surfaces: At tops of walls, horizontal offsets and similar unformed surfaces
occurring adjacent to formed surfaces, strike-off smooth and finish with a texture matching
adjacent formed surfaces. Continue final surface treatment of formed surfaces uniformly
across adjacent unformed surfaces, unless otherwise indicated.
3.9 SLAB FINISHES
A. Scratch Finish: Apply scratch finish to monolithic slab surfaces that are to receive concrete
floor topping or mortar setting beds for tile, Portland cement terrazzo, and other bonded applied
cementitious finish flooring material, and as otherwise indicated.
1. After placing slabs, plane surface to tolerances for floor flatness Fp of 20 and floor
levelness FL of 15. Slope surfaces uniformly to drains where required. After leveling,
roughen surface before final set, with stiff brushes, brooms or rakes.
B. Float Finish: Apply float finish to monolithic slab surfaces to receive trowel finish and other
finishes as hereinafter specified, and slab surfaces which are to be covered with membrane or
elastic waterproofing, membrane or elastic roofing, or sand-bed terrazzo, and as otherwise
indicated.
1. After screeding, consolidating, and leveling concrete slabs, do not work surface until
ready for floating. Begin floating when surface water has disappeared or when concrete
has stiffened sufficiently to permit operation of power-driven floats, or both. Consolidate
surface with power-driven floats, or by hand-floating if area is small or inaccessible to
power units. Check and level surface plane to tolerances for flatness Fp of 25 and
levelness F|_ of 20. Cut down high spots and fill low spots. Uniformly slope surfaces to
drains. Immediately after leveling, refloat surface to a uniform, smooth, granular texture.
C. Trowel Finish: Apply trowel finish to monolithic slab surfaces to be exposed-to-view, and slab
surfaces to be covered with resilient flooring, carpet, ceramic or quarry tile, paint, or other thin
film finish coating system.
Carlsbad Joint First Responders Training Facility Cast-ln-Place Concrete
Specifications 03300-13
1. After floating, begin first trowel finish operation using a power-driven trowel. Begin final
troweling when surface produces a ringing sound as trowel is moved over surface.
Consolidate concrete surface by final hand-troweling operation, free of trowel marks,
uniform in texture and appearance. Check and level surface plane to tolerances
flatness Fp of 35 and levelness FL of 25. Grind smooth surface defects which would
telegraph through applied floor covering system.
2. Floors to receive traffic topping shall have steel trowel finish.
D. Trowel and Fine Broom Finish: Where ceramic or quarry tile is to be installed with thin-set
mortar, apply trowel finish as specified, then immediately follow with slightly scarifying surface
by fine brooming.
E. Non-Slip Broom Finish: Apply non-slip broom finish to exterior concrete platforms, steps and
ramps, and elsewhere as indicated.
1. Immediately after float finishing, slightly roughen concrete surface by brooming with fiber
bristle broom perpendicular to main traffic route. Coordinate required final finish with
Architect before application.
F. Chemical-Hardener Finish: Apply chemical-hardener finish to interior concrete floors where
indicated, after complete curing and drying of the concrete surface. Follow manufacturer's
printed instructions.
G. Sealer: Apply only to slabs not receiving other floor coverings, as indicated in Finish Schedule.
Apply only to surfaces that are sound, properly troweled and finished, and that are clean, dry,
and free of form release agents, retarders, alkali, curing compounds, oil, grease and other
contaminants.
1. Discolored or stained slabs shall be acid-cleaned and etched before sealer is applied if,
in Architect's judgment, a satisfactory uniform finish cannot be otherwise achieved.
2. Other Slabs: Completely and uniformly seal with the specified clear sealer applied in
accordance with manufacturer's printed instructions and prescribed coverage rate. Apply
uniformly, producing a coating which is smooth and free from runs and blemishes
3.10 CLEAN UP
A. Perform Work under this Section to keep affected portions of building site neat, clean, and
orderly. Remove, immediately upon completion of Work under this Section, surplus materials,
rubbish, and equipment associated with or used in performance. Be aware that failure to
perform clean-up operations within 24 hours of notice by Architect will be considered adequate
grounds for having work done by others at no added expense to the Owner.
END OF SECTION
Carlsbad Joint First Responders Training Facility Cast-ln-Place Concrete
Specifications 03300 -14
SECTION 03356
CONCRETE FLOOR FINISHING
PART1 GENERAL
1.01 SECTION INCLUDES
A. Finishing slabs on grade and monolithic floor slabs.
B. Surface treatment with sealer.
C. Surface treatment with epoxy floor covering
1.02 RELATED REQUIREMENTS
A. Section 03300 - Cast-in-Place Concrete: Prepared concrete floors ready to receive finish.
1.03 REFERENCE STANDARDS
A. ACI 301 - Specifications for Structural Concrete for Buildings; American Concrete Institute
International; 2005.
B. ACI 302.1R - Guide for Concrete Floor and Slab Construction; American Concrete Institute
International; 2004 (Errata 2007).
1.04 SUBMITTALS
A. See Section 01300 - Administrative Requirements, for submittal procedures.
B. Product Data: Provide data on sealer and epoxy floor covering, including information on
compatibility of different products and limitations.
C. Maintenance Data: Provide data on maintenance renewal of applied coatings.
1.05 MOCK-UP
A. Construct mock-up sample of area under conditions similar to those that will exist during actual
placement on three sample plywood at 12 inches (.3084 m) long by 12 inches (.3084 m) wide,
with epoxy floor color coatings applied.
B. Obtain from the Architect and Owner Representative approval of mock-ups before starting
construction.
1.06 DELIVERY, STORAGE, AND HANDLING
A. Deliver materials in manufacturer's sealed packaging, including application instructions.
1.07 PROJECT CONDITIONS
A. Coordinate the work with concrete floor placement and concrete floor curing.
1.08 FIELD CONDITIONS
A. Do not finish floors until interior heating system is operational.
B. Maintain ambient temperature of 50 degrees F (10 degrees C) minimum.
C. Provide ventilation sufficient to prevent injurious gases from temporary heat or other sources
affecting concrete.
D. Store all components between 60 to 85Fdegree to 30F degree in a dry area.
PART 2 PRODUCTS
2.01 MANUFACTURERS
A. Concrete Floor Finishes:
1. Sealed concrete to be Curecrete Distribution (800 998.5664); product to be Ashford
Carlsbad Joint First Responders Training Facility CONCRETE FLOOR FINISHING
Specifications 03356 -1
Formula.
2. Substitutions: See Section 01600 - Product Requirements.
2.02 COMPOUNDS - HARDENERS AND SEALERS
A. Sealer: Clear type.
1. Product: Ashford Formula manufactured by Concrete Distribution, Inc..
PART 3 EXECUTION
3.01 EXAMINATION
A. Verify that floor surfaces are acceptable to receive the work of this section.
3.02 FLOOR FINISHING
A. Finish concrete floor surfaces in accordance with ACI 301 and ACI 302.1 R.
B. Hard troweled finish on all exposed concrete floors to receive concrete sealer.
C. In areas with floor drains, maintain design floor elevation at walls; slope surfaces uniformly to
drains as indicated on drawings.
3.03 FLOOR SURFACE TREATMENT
A. Apply sealer to scheduled floor surfaces in accordance with manufacturer's instructions.
3.04 TOLERANCES
A. Finish concrete to achieve the following tolerances:
1. Maximum Variation of Surface Flatness For Exposed Concrete Floors: 1/4 inch (6 mm) in
10 ft (3m).
B. Correct the slab surface if tolerances are less than specified.
C. Correct defects by grinding or by removal and replacement of the defective work. Areas
requiring corrective work will be identified. Re-measure corrected areas by the same process.
END OF SECTION
Carlsbad Joint First Responders Training Facility CONCRETE FLOOR FINISHING
Specifications 03356 - 2
SECTION 03451
ARCHITECTURAL PRECAST CONCRETE
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Architectural precast concrete shapes, as shown on Drawings, including but not limited to:
1. Wall Cap.
2. Pilaster Cap.
3. Splash Blocks.
4. Parking Bumpers.
5. Overflow Scuppers.
6. Stair Treads.
B. Supports, anchors, and attachments.
1.02 RELATED REQUIREMENTS
A. Section 03200 - Concrete Reinforcement.
B. Section 03300 - Cast-in-Place Concrete: Admixtures.
C. Section 04200 - Concrete Masonry Units
D. Section 07900 - Joint Sealers: Perimeter joints with sealant and backing.
1.03 REFERENCE STANDARDS
A. ACI 301 - Specifications for Structural Concrete for Buildings; American Concrete Institute
International; 2005.
B. ACI 318 - Building Code Requirements for Structural Concrete and Commentary; American
Concrete Institute International; 2008.
C. ASTM A 615/A 615M - Standard Specification for Deformed and Plain Billet-Steel Bars for
Concrete Reinforcement; 2007.
D. ASTM A 775/A 775M - Standard Specification for Epoxy-Coated Steel Reinforcing Bars; 2007b.
E. ASTM C 33 - Standard Specification for Concrete Aggregates; 2007.
F. ASTM C 150 - Standard Specification for Portland Cement; 2007.
G. ASTM C 260 - Standard Specification for Air-Entraining Admixtures for Concrete; 2006.
H. ASTM D 3963/D 3963M - Standard Specification for Fabrication and Jobsite Handling of Epoxy
Coated Reinforcing Steel Bars; 2001.
I. PCI MNL-117 - Manual for Quality Control for Plants and Production of Architectural Precast
Concrete Products; Precast/Prestressed Concrete Institute; 2005.
J. PCI MNL-120 - PCI Design Handbook - Precast and Prestressed Concrete; Precast/Prestressed
Concrete Institute; Sixth Edition, 2004.
K. PCI MNL-122 - Architectural Precast Concrete; Precast/Prestressed Concrete Institute; 2007,
Third Edition.
L. PCI MNL-123 - Design and Typical Details of Connections for Precast and Prestressed Concrete;
Precast/Prestressed Concrete Institute; 1988, Second Edition.
M. PCI MNL-135 - Tolerance Manual for Precast and Prestressed Concrete Construction;
Carlsbad Joint First Responders Training Facility ARCHITECTURAL PRECAST CONCRETE
Specifications 03451 -1
Precast/Prestressed Concrete Institute; 2000.
1.04 SUBMITTALS
A. See Section 01300 - Administrative Requirements, for submittal procedures.
B. Product Data: Manufacturer's information on accessory products, including pigments,
admixtures, inserts, plates, etc.
C. Shop Drawings: Indicate layout, unit locations, configuration, unit identification marks,
reinforcement, connection details, support items, dimensions, openings, and relationship to
adjacent materials.
D. Samples: Submit manufacturer's standard color and finish charts for color selection by Architect.
E. Fabricator qualifications.
1.05 QUALITY ASSURANCE
A. Qualifications of Manufacturer:
1. Firm having at least ten (10) years of documented experience in production of precast
concrete of the type required.
2. Plant certified under Precast/Prestressed Concrete Institute Plant Certification Program;
product group and category A1 - Architectural Precast Concrete.
3. Plant certified under Architectural Precast Association Plant Certification Program for
production of architectural precast concrete.
B. Qualifications of Installer:
1. Firm having at least three (3) years of documented experience installing precast concrete
systems.
2. Work to be performed only by workers thoroughly skilled and specially trained in the
techniques of pre-cast concrete unit installation, and who are completely familiar with the
published recommendations of the manufacturer being used.
1.06 DELIVERY, STORAGE, AND HANDLING
A. Handling: Lift and support precast units only from support points.
B. Protect units to prevent staining, chipping, or spelling of concrete.
1.07 WARRANTY
A. Masonry Certifications - Furnish a certificate, signed by the precast concrete manufacturer,
executed in four (4) copies, stating that precast concrete units have been properly and thoroughly
cured at the plant before shipment, and that they conform to the requirements of this specification.
Include the name of the Contractor, the project location, and the quantity and date or dates of
shipment or delivery to which the certificate applies.
B. Sealant manufacturer ten (10) year warranty against water intrusion.
C. Sealant applicator two (2) year work quality warranty.
PART 2 PRODUCTS
2.01 MANUFACTURERS
A. Architectural Precast Concrete:
1. Any manufacturer holding a PCI Group A Plant Certification for the types of products
specified; see www.pci.org.
2. Substitutions: See Section 01600-Product Requirements.
2.02 PRECAST UNITS
Carlsbad Joint First Responders Training Facility ARCHITECTURAL PRECAST CONCRETE
Specifications 03451 - 2
A. Precast Architectural Concrete Units: Comply with PCI MNL-120, PCI MNL-122, PCI MNL-123,
PCIMNL-135, andACI318.
1. Design Loads: Static loads, anticipated dynamic loading, including positive and negative
wind loads, thermal movement loads, and erection forces as defined by applicable code.
2. Calculate structural properties of units in accordance with ACI 318.
3. Accommodate construction tolerances, deflection of building structural members, and
clearances of intended openings.
4. Provide connections that accommodate building movement and thermal movement and
adjust to misalignment of structure without unit distortion or damage.
2.03 REINFORCEMENT
A. Reinforcing Steel: ASTM A 615/A 615M Grade 40 (280).
1. Epoxy coated in accordance with ASTM A 775/A 775M.
B. Provide all imbedding and anchoring devices as shown on the Drawings and as required for a
complete installation per manufacturer's recommendations.
2.04 CONCRETE MATERIALS
A. Cement: ASTM C 150, Type I - Normal portland type.
1. Use only one brand, type and source of supply of cement for all supplied shapes.
2. Cement color to be Portland Cement Gray or Lehigh White.
B. Fine and Coarse Structural Aggregates: ASTM C 33.
C. Pigment: Nonfading, resistant to lime and other alkalis.
D. Water: Clean and not detrimental to concrete or embedded steel.
E. Air Entrainment Admixture: ASTM C 260.
1. Utilize standard mix designs incorporating admixtures which facilitate the workability, curing
and strength of the mix.
2.05 MIX
A. Concrete: Minimum 5000 psi (34 MPa), 28 day strength, air entrained to 5 to 7 percent in
accordance with ACI 301.
2.06 FABRICATION
A. All shapes are to be custom shapes in dimensions as shown on the drawings.
B. Fabricate in conformance with PCI MNL-117 and PCI MNL-135.
C. Fabricate and handle epoxy-coated reinforcing bars in accordance with ASTM D 3963/D 3963M.
D. Use rigid molds, constructed to maintain precast unit uniform in shape, size, and finish.
E. Use form liners in accordance with manufacturer's instructions.
F. Maintain consistent quality during manufacture.
G. Fabricate connecting devices, plates, angles, items fit to steel framing members, inserts, bolts,
and accessories. Fabricate to permit initial placement and final attachment.
H. Embed reinforcing steel, anchors, inserts plates, angles, and other cast-in items.
I. Fabricate in lengths of minimum 8'-0" or as required.
2.07 FINISH - PRECAST UNITS
A. Fabricate precast units and provide exposed surface finish to match manufacturer's standard
Carlsbad Joint First Responders Training Facility ARCHITECTURAL PRECAST CONCRETE
Specifications 03451 - 3
'Smooth' finish.
B. Colors to be selected by Architect from manufacturer's complete color line.
1. Submit full range of color charts in the white to off white range
2.08 PRECAST ARCHITECTURAL CONCRETE SEALER
A. The protective coatings specified are based on the products of Rainguard as a standard of quality.
Substitutions shall be considered under the provisions of specification Section 01130.
B. Concrete Sealer: A minimum of two (2) coats of Rainguard XS with Micro-Lok solvent base water
repellent. Contractor to refer to manufacturer information for application rates and
recommendation on number of coats.
C. Color: Clear and colorless, UV protection.
D. Coordinate sealant with specification Section 07900 - Joint Sealers
2.09 OTHER MATERIALS
A. All other materials, anchorages, adhesives, and attachments not specifically described but
required for a complete and proper installation of the work of this Section, as recommended by the
manufacturer, subject to the approval of the Architect.
PART 3 EXECUTION
3.01 EXAMINATION
A. Verify that building structure, anchors, devices, and openings are ready to receive work of this
section.
3.02 ERECTION
A. Erect units without damage to shape or finish. Replace or repair damaged panels.
B. Erect units level and plumb within allowable tolerances.
C. Align and maintain uniform horizontal and vertical joints as erection progresses.
D. When units require adjustment beyond design or tolerance criteria, discontinue affected work;
advise Architect.
E. Fasten units in place with mechanical connections.
1. Provide dowels set into epoxy per manufacturer's recommendations to set a positive
installation.
F. Seal perimeter and intermediate joints in accordance with Section 07900.
3.03 TOLERANCES
A. Erect members level and plumb within allowable tolerances. Conform to PCI MNL-135.
3.04 ADJUSTING
A. Adjust units so that joint dimensions are within tolerances.
3.05 EXPANSION AND CONTROL JOINTS
A. Existing joints in masonry or sheathing must not be carried through and shall conform to
architectural details.
B. Expansion joints shall be installed where units abuts restraining surfaces such as perimeter walls,
curbs, columns, wall corners, etc., and directly over cold joints and control joints in structural
surfaces and shall conform to architectural details.
3.06 ADJUSTING
A. Remove excess mortar and smears.
B. Clean exposed facings to remove dirt and stains on units after erection and completion of joint
treatments. Protect other work from damage due to cleaning operations. Do not use cleaning
Carlsbad Joint First Responders Training Facility ARCHITECTURAL PRECAST CONCRETE
Specifications ,- 03451 - 4
materials or processes that could change the character of exposed concrete finishes.
C. Clean soiled surfaces in accordance with manufacturer's instructions. Use non-metallic tools in
cleaning operations.
D. Upon completion of the work, remove surplus materials, rubbish and debris resulting from the
precast concrete installation. Leave areas in neat, clean and orderly condition.
END OF SECTION
Carlsbad Joint First Responders Training Facility ARCHITECTURAL PRECAST CONCRETE
Specifications 03451 - 5
SECTION 03460
PRECAST CONCRETE SEWER MANHOLES
PART 1 GENERAL
1.1 DESCRIPTION
A. The CONTRACTOR shall provide precast concrete sewer manholes, also referred to as access
holes, complete and in place, in accordance with the Contract Documents.
1.2 REFERENCE STANDARDS
A. Commercial Standards:
ASTM A 48 Gray Iron Castings
ASTM C 478 Precast Reinforced Concrete Manhole Sections
ASTM C 923 Resilient Connectors between Reinforced Concrete Manhole
Structures, Pipes, and Laterals
1.3 RELATED WORK ELSEWHERE
The CONTRACTOR shall refer to the following specification section(s) for additional
requirements:
A. Trenching, Excavation, Backfilling and Compacting: 02223
B. Cast-ln-Place Concrete: 03000
C. Polyvinyl Chloride (PVC) Gravity Sewer Pipe: 15063
1.4 CONTRACTOR SUBMITTALS
A. General: Furnish submittals in accordance with GENERAL PROVISIONS.
B. Shop Drawings:
1. Show dimensions, locations, lifting inserts, reinforcement, and joints.
2. Structural design calculations.
1.5 QUALITY ASSURANCE
A. Inspection: After installation, the CONTRACTOR shall demonstrate that manholes have been
properly installed, level, with tight joints, at the correct elevations and orientations, and that the
backfilling has been carried out in accordance with the Contract Documents.
PART 2 MATERIALS
2.1 MANHOLES
A. The CONTRACTOR shall provide precast manhole sections and conical sections conforming to
ASTM C 478 and the requirements of this Section. Adjusting rings shall be standard items from
SECTION 03460
JUNE 2008 1 of 6 Precast Concrete Sewer Manholes
the manufacturer of the manhole sections. Minimum wall thickness of rings shall be 1/8 of the
internal diameter of the riser or largest cone diameter.
B. Axial length of sections shall be selected to provide the correct total height with the fewest joints.
C. Conical sections shall be designed to support cast iron frames and covers under an H-20 loading,
unless indicated otherwise.
D. Sewer manhole sections shall be cast without ladder rungs.
E. Design Criteria: Manhole walls, transitions, conical sections, and base shall be designed per
ASTM C 478 for the depths indicated and the following:
1. AASHTO H-20 loading applied to the cover.
2. Unit weight of soil of 120 pcf located above all portions of the manhole.
3. Lateral soil pressure based on saturated soil producing 100 pcf acting on an empty
manhole.
4. Internal fluid pressure based on weight of 63 pcf with manhole filled from invert to cover
with no balancing external soil pressure.
5. Dead load of manhole sections fully supported by the base and transition.
6. The minimum allowable steel shall be hoops of No. 4 wire. Add reinforcing steel in walls
to transfer stresses at openings.
7. The minimum clear distance between the edges of any 2 wall penetrations shall be 12-
inches or one-half of the diameter of the smaller penetration, whichever is greater.
8. All manholes on sewer pipelines 15-inches in diameter or larger, all drop manholes,
regardless of size and all forcemain terminal manholes shall be T-lock PVC lined
including the bench.
9. All manholes with incoming pipe slopes of 7% or greater shall be "T-lock" PVC lined.
10. Where there is a slope change from steep to flat of 5% or greater, the manhole at the
grade change and the next manhole upstream shall be PVC lined.
F. Joint sealing compound shall be a mastic-type material in a flexible rope or rolled form
with removable wrapper sized to fit into the key manhole sections.
G. Concrete for base and channel formation shall be concrete conforming to Section 03000 - Cast-
In-Place Concrete.
H. Barrel section to sewer pipe connections shall be sealed with resilient connectors complying with
ASTM C 923. Mechanical devices shall be stainless steel.
I. Drop manholes, if approved by the City Engineer, shall conform to the applicable provisions for
precast manholes as specified herein.
J. Manhole Manufacturers, or Equal
1. B&W Precast
2. Mar-Con Products
SECTION 03460
JUNE 2008 2 of 6 Precast Concrete Sewer Manholes
3. Ameron
2.2 MANHOLE FRAMES AND COVERS
A. Manhole frames shall be 36" in diameter with two concentric covers, made of cast-iron in
accordance with ASTM A 48 Class 30 and the Standard Drawings. Covers shall incorporate a
"pic-hole" for lifting purposes.
1. Locking frames and covers may be required in areas located outside the public right of
way, in remote areas or when determined by the City Engineer.
B. Frames and covers shall be designed for H-20 highway wheel loading.
C. Covers shall be cast with the words "CITY OF CARLSBAD" and "SEWER". No other lettering will
be permitted on the top portion of the cover.
D. Casting shall be smooth, clean, and free from blisters, blowholes, and shrinkage. Mating
surfaces of the frame and cover shall be machined to prevent movement of the lid. Frames and
covers shall be match marked in sets before shipping to the site.
E. All castings shall be dipped twice in a preparation of asphalt or coal tar and oil applied at a
temperature of not less than 290 degrees F nor more than 310 degrees F and in such a manner
as to form a firm and tenacious coating.
F. Castings Manufacturers, or Equal '
1. Alhambra Foundry
2. South Bay Foundry
2.3 PVC LINER
A. Where a PVC lined manhole is shown, specified or required, the entire interior of the manhole
shall be covered with white PVC liner as shown on Carlsbad Standard Drawing (CSD) S-1A.
B. Precast shaft sections, cone sections, and grade rings shall utilize PVC liner sheet with integrally
cast PVC T-shaped extensions.
C. The channel of the cast-in-place base shall be formed and shall utilize PVC liner sheet with
integrally cast PVC T-shaped extensions. The bottom 90-degrees of the channel shall remain
unlined as shown on CSD S-1A.
D. T-shaped PVC liner sheets shall be a minimum of 0.065-inch in thickness. Locking extensions (T-
shaped) of the same materials as that of the liner shall be integrally extruded with the sheet. The
locking extensions shall be approximately 2.5-inches apart and shall be at least 0.375-inches
high.
E. T-shaped liner sheets shall be placed with the "T"s run vertical.
F. The shelf of the manhole base shall be covered with PVC liner using one of the following two
methods:
1. Place PVC T-shaped liner sheets where the base is cast-in-place.
2. Place a PVC liner sheet after the base has cured utilizing the Arrow-Lock Lining system
in accordance with the manufacturer's recommendations (Ameron protection Linings
Division).
SECTION 03460
JUNE 2008 3 of 6 Precast Concrete Sewer Manholes
G. PVC Liner Manufacturers, or Equal
1. Amer-Plate T-Lock Liner, Ameron Protective Linings Division
PART 3EXECUTION
3.1 GENERAL
A. Pre-cast concrete sections shall be transported and handled with care in accordance with the
manufacturer's written recommendations. Where lifting devices are provided in pre-cast sections,
such lifting devices shall be used as intended. Where no lifting devices are provided, the
CONTRACTOR shall follow the manufacturer's recommendations for lifting procedures to provide
proper support during lifting.
B. The manhole base shall be poured in place against a minimum of 6-inches of 3/4" crushed rock
base situated on undisturbed soil. The manhole stubs and sewer main shall be set before the
concrete is placed and shall be rechecked for alignment and grade before the concrete has set.
The various sized inlets and outlets to the manhole shall be located as indicated on the Approved
Plans. The manhole base shall extend 9-inches below the bottom of the lowest pipe. Invert
elevations of connecting sewers may vary depending upon sizes. When intercepting flows from
smaller pipelines in manholes, set invert of the smaller mains at 3/t of the depth of the larger main.
The invert of the manhole base shall be hard worked so as to provide channels conforming in
size and shape to the lower portions of the inlets and outlets. The channel shall vary uniformly in
size and shape from inlet to outlet and be constructed higher than pipe as indicated on the
Approved Plans. The manhole invert channels shall be smooth and accurately shaped. Channels
may be formed directly in the concrete base. All transitions shall be smooth and of the proper
radius to give an uninterrupted transition of flow. The concrete base shall be shaped with a wood
float and shall receive a hard-steel trowel finish prior to the concrete setting.
In the event additional mortar is required after initial set has taken place, the surface to receive
the mortar shall be primed and the mortar mixed with "Willhold Concrete Adhesive" in the
amounts and proportions recommended. The bases shall set a minimum of 24 hours before the
manhole construction is continued.
C. Straight through channels in manholes with no tributaries may have SDR 35 PVC pipe installed
though the manhole. The top section of pipe shall be removed flush with top of shelf. All cuts shall
be neat and dressed minimizing burrs and rough edges.
D. Each manhole section shall be sealed with butyl rubber sealant rope (See Detail on Std Dwg S-
1A) to make a watertight joint, shall be neatly banded on the inside and outside and shall be set
plumb. All manholes shall be vacuum tested in accordance with the procedures specified herein
in paragraph 3.3 and shown on Carlsbad Standard Drawing S-1A.
Sections of various height grade rings shall be used in order to bring the top of the manhole ring
and cover to the elevation on the Approved Plans, but limited to a maximum of 18 inches of grade
ring. The precast concrete manhole rings shall be jointed with a minimum thickness of % inch of
Portland cement mortar along with butyl rubber sealant rope. Mortar shall be composed of one
part Portland cement to two parts clean well-graded sand of such size that all pass a No. 8 sieve.
Preformed, cold applied ready-to-use plastic joint sealing compound may be substituted for
mortar between units and shall be used when ground water is encountered.
The finished elevations at which the manhole frames and covers are to be set shall conform to
the requirements set forth in the Approved Plans. Where the frame and cover are in existing
pavement or in the traveled way of the existing road shoulder, it is to be placed flush with the
existing surface. When the structure is outside the limits of the traveled shoulder but not in the
roadside ditch, it should be placed 1/10-foot above the existing ground surface.
Where the manhole cover falls in the existing roadside ditch or easement right-of-way "offsite", it
is to be placed approximately 6-inches above the existing ground surface. Manhole frames shall
be set at the required grade and shall be securely attached to the top precast manhole shaft unit
SECTION 03460
JUNE 2008 4 of 6 Precast Concrete Sewer Manholes
with a cement-mortar bed and fillet. After the frames are securely set in place, covers shall be
installed and all necessary cleaning and scraping of foreign materials from the frames and covers
shall be accomplished to ensure a satisfactory fit.
E. Damp-proof material shall be applied, when ground water ,is present or anticipated and at the
discretion of the City Engineer, to the exterior surfaces of man-holes in accordance with the
manufactures recommendations. The material shall be applied to all exterior surfaces below a
point one foot above the water table or indications of seepage or moisture as directed by the
Engineer. Use water-proofing material for exterior surface when below ground water, per Std Dwg
S-1A or as required by Engineer.
F. Selected clean backfill material shall be used around all man-holes. It shall be compacted by
pneumatic tampers as shown on Standard Drawing No. S-5, unless shown otherwise on the
approved plans.
G. A concrete ring shall be cast around manhole frames to within 3" of finished grade and capped
with asphalt, as shown on the Approved Plans. The ring shall be placed after the final grading or
paving together with the final cleanup.
3.2 WATER-TIGHTNESS OF MANHOLES
A. It is the intent that all man-holes and appurtenances be water tight and free from infiltration. All
man-hole joints shall use butyl rubber sealant material to provide a water tight seal and shall
comply with the vacuum test requirements specified herein in paragraph 3.3 of this Section.
Where manholes are to be given a protective lining or coating, they shall be free of any seeping
or surface moisture. Sections of manholes below ground water levels or anticipated ground water
levels shall have sealant material installed on the external surface per Std Dwg S-1A.
3.3 VACUUM TESTING OF MANHOLES
A. All sewer manholes shall be vacuum tested in accordance with the requirements specified herein.
B. Vacuum testing equipment shall be as manufactured by P.A. Glazier, Inc. or approved equal.
C. Manholes shall be tested after assembly and prior to mortaring the joints or backfilling. In case of
manholes incorporating a PVC liner, the testing is to take place prior to mortaring the joints,
welding the liner seams between sections, and backfilling.
D. All lift holes shall be plugged with an approved grout prior to testing. All pipes entering the
manhole shall be plugged and bracing installed to prevent the plug from being drawn into the
manhole. The test head shall be placed inside the top of the cone section and the seal inflated in
accordance with the manufacture's recommendations. A vacuum of 10 inches of mercury shall be
drawn. The time shall be measured for the vacuum to drop 9-inches. The manhole shall pass the
test if the time taken for the drop is greater than 60 seconds. If the manhole fails the test,
necessary repairs shall be made and the test repeated until acceptable results are obtained. The
leak(s) shall be located and repaired, according to the type of leak, with material-in-kind.
3.4 PULL-TESTING OF PVC-LINED MANHOLES
At the Engineers request, PVC-lined manholes shall have field-welded joints pull tested. Field
welds shall withstand a pull test of at least 100 pounds per linear inch applied perpendicularly to
the concrete surface for a period of one-minute without evidence of cracks or separation. This
test shall be conducted at a temperature of 70°F to SOT, inclusive.
3.5 HOLIDAY TESTING OF PVC-LINED MANHOLES
PVC-lined surfaces shall be holiday tested with an electrical holiday detector as manufactured by
Tinker and Rasor (model No. AP-W with power pack) with the instrument set at 20,000 volts and
used as directed by the Engineer. All imperfections identified on the PVC lining shall be repaired
and the test shall be repeated until no holidays are evident.
SECTION 03460
JUNE 2008 5 of 6 Precast Concrete Sewer Manholes
3.6 MANHOLE ABANDONMENT
Sewer manholes shall have the cover and frame, concrete ring, grade rings and cone section
removed. Inlet and outlet piping shall be plugged with concrete, manhole void shall be filled with
sand, and a 12" thick, reinforced concrete slab shall be poured over the top of remaining
manhole. The Contractor shall backfill the hole to ground surface with compacted select fill.
END OF SECTION
SECTION 03460
JUNE 2008 6 of 6 Precast Concrete Sewer Manholes
SECTION 04200
CONCRETE MASONRY UNITS
PART 1 - GENERAL
1.1 DESCRIPTION
A. Section Includes: Provision of concrete masonry work, including but not limited to, masonry
units, mortar, grout, reinforcing steel, control joints, testing and inspection.
B. Related Sections:
1. Section 03200 - Concrete Reinforcement
2. Section 03300 - Cast-in-Place Concrete
3. Section 05120-Structural Steel
1.2 REFERENCES
A. Requirements of the GENERAL CONDITIONS and DIVISION NO. 1 apply to all Work in this
Section.
B. Published specifications, standards, tests or recommended methods of trade, industry or
governmental organizations apply to Work in this Section where cited by abbreviations noted
below (latest editions apply).
1. California Building Code (CBC), 2007 Edition.
2. American Concrete Institute's "Manual of Standard Practice for Detailing Reinforced
Concrete Structures" (ACI 315).
3. American Society for Testing and Materials (ASTM).
4. "Specifications for Masonry Structures", ACI 530.1/ASCE6/TMS602.
1.3 QUALITY ASSURANCE
A. All masonry work shall comply with the standards and requirements of the above references.
Where discrepancies exist between the references and the Contract Documents, the
requirements of the Contract Documents shall govern.
B. Allowable Tolerances:
1. Unit masonry shall be placed within 1/8-inch of dimensions noted.
2. The maximum variation from plumb of walls shall be 1/8" in 20 feet.
3. Joints shall have a uniform thickness of 3/8" unless otherwise noted. Joints shall not
vary more than 1/16" in adjacent courses within two feet and shall not be less than 5/16"
thick and not greater than 7/16" thick.
C. Reinforcing Steel:
1. Reinforcing steel shall not be permitted to rust where there is danger of staining
exposed surfaces of adjacent concrete.
2. The Contractor shall replace rust-stained concrete and/or masonry at his expense.
D. Examination Criteria: All examinations, selections and approval shall be for the purpose of
achieving a final installation of the unit masonry with the greatest possible uniformity of
appearance and structural integrity based on the following criteria:
1. Testing and quality assurance measures outlined in this specification.
2. Color and texture shall match the approved sample for range, random variation and
finish. The quality of construction shall match the approved mock-up.
3. Conformance to the contract documents and approved shop drawings within specified
dimensions and tolerances.
Carlsbad Joint First Responders Training Facility Concrete Masonry Units
Specifications 04200 -1
4. Only one source for concrete masonry units shall be used throughout the work.
5. Other criteria as specified in this Section.
6. Non-conformance with any or all of the above criteria shall be grounds for removal and
replacement of the work without expense to the Owner. The Architect shall determine if
the work complies with the above criteria.
1.4 QUALITY ASSURANCE
A. The Owner's Testing Agency will:
1. Collect plant certificates from the Contractor for concrete masonry units, stating that all
units have been properly cured before shipment and that they conform to all the
requirements of these specifications. All masonry units shipped without certification will
be rejected.
2. Field test masonry unit moisture content prior to block installation. See Section 3.7, Field
Quality Assurance.
1.5 SUBMITTALS
A. Manufacturer's literature: Submit manufacturer's literature describing products, including mix
designs, history of compression tests, and! mixing requirements as they apply to each different
masonry unit, accessory and other manufactured product to be used in the unit masonry
construction. Literature shall include, but not be limited to, preformed rubber control joints and
all additives.
B. Certificates:
1. Submit material certificates for the following signed by the manufacturer and the
Contractor certifying that each material complies with requirements designated.
a. Each material and grade of reinforcing bars. See Section 03200, Concrete
Reinforcement.
b. Each type and size of anchors, inserts, ties and accessories.
2. The Contractor shall submit a certificate of compliance with the standards designated.
3. Submit plant certificates for all concrete masonry units to the Owner's Testing Agency
and Architect, stating that all units have been properly cured before shipment and that
they conform to all requirements of these specifications, including but not limited to,
requirements for moisture content per ASTM C90 Type 1 units.
C. Mix Designs: Submit mix designs for mortar and grout, and history of compression tests.
Submit manufacturer's literature for grout admixtures.
D. Unit Samples: Submit sample concrete masonry units in each color and texture combination
specified.
E. Samples: Submit samples of all accessories embedded in masonry.
F. Mill Test: Submit mill test reports for all reinforcing steel.
G. Extreme Weather Procedures: Submit cold and hot-weather construction procedures
evidencing compliance with requirements specified in ACI 530.1 and these specifications.
H. Shop Drawings: Coordination and shop drawings for all concrete masonry unit walls. Drawings
shall consist of elevations and sections indicating materials and assembly, color surface finish,
courses and reinforcing.
Carlsbad Joint First Responders Training Facility Concrete Masonry Units
Specifications 04200 - 2
1. The shop drawings shall illustrate detailing, fabrication, bending and placement of unit
masonry reinforcing bars. Comply with ACI 315 showing bar schedules, stirrup spacing,
diagrams of bent bars and arrangements of masonry reinforcement. The shop drawings
shall also indicate the location of all conduit, plumbing and other items embedded in unit
masonry walls and coordinate this work with the placement of the unity masonry
reinforcement.
2. All shop drawings shall be drawn to scale.
I. Test Reports: Submit material test reports indicating and interpreting test results relative to
compliance with the tests described in this Section and Section 3.7 Field Quality Assurance.
1.6 PRODUCT DELIVERY, STORAGE AND HANDLING
A. Deliver and store packaged material in original containers with seals unbroken and labels intact
until time of use.
B. At the time of delivery to the site, masonry units shall conform to the moisture requirements of
ASTM C90 Type I, Table 1. In addition, masonry units shall also meet the moisture
requirements during laying of units and grouting until the wall is complete.
C. Unload and inspect each masonry unit carefully and store on raised platform protected from
weather so as to meet ASTM C90 Type I requirements at the time of laying and grouting.
Reject and remove from the site all material not conforming to specification requirements. In
addition to lack of conformance to manufacturers' specifications, masonry units shall be
rejected if:
1. The color or texture of the concrete masonry units deviates from the range of colors and
textures displayed on approved mock-up, as determined by the Architect.
2. Concrete masonry units that are chipped, crack or otherwise damaged.
D. Protect cementious materials against exposure to moisture.
1. Use of cementious or other materials that have become caked and hardened from
absorption of moisture will not be permitted.
E. Prior to installation, unload concrete masonry units onto working pallets as described in Section
3.2, D.
1.7 JOB CONDITIONS
A. Environmental Conditions:
1. Do not place unit masonry when temperature is below 40 degrees Fahrenheit, unless
the Architect approves and the Contractor provides means for preventing damage from
freezing before and after placement.
B. Protection:
1. Protect surrounding work as required against damage from masonry work.
2. Clean satisfactorily and correct damage to surrounding work resulting from masonry
work.
3. The contractor shall take all means and precautions necessary to protect masonry units
from moisture absorption during shipping, storage on site, placement prior to grouting of
wall, during wall construction until the masonry wall is completed and water repellant
coating is applied.
Carlsbad Joint First Responders Training Facility Concrete Masonry Units
Specifications 04200 - 3
PART 2 - PRODUCTS
2.1 MATERIALS
A. Hollow Load-Bearing Concrete Masonry Units: As manufactured by Angelles, Oreo, Basalite,
Calstone or approved equal. Medium weight open end type concrete block conforming to
ASTM C90, Type I (0.060 maximum allowable linear shrinkage with a maximum moisture of
35%, as a percentage of total absorption). Provide compressive strength indicated on
drawings.
1. Type A - Precision Face.
a. Color 1 - Cool Gray
b. Color 2 - Slate
c. Color 3 - Midnight
B. Portland Cement: ASTM C150, Type II.
C. Aggregates:
1. For Mortar: ASTM C144.
2. For Grout: ASTM C404.
D. Hydrated Lime; ASTM C207, Type S.
E. Quick Lime: ASTM C5.
F. Reinforcing Bars:
1. Bars: New billet steel, ASTM A615, Grade 60.
2. Tie Wires: ASTMA82.
3. Comply with the requirements of Section 03200, Concrete Reinforcement.
G. Water: Clean and potable, free from impurities detrimental to mortar and grout.
H. Control Joints: Preformed rubber in profiles required or shown. Same as Sonneborn-
Contech's "Masonry Control Joints"; Dur-O-Wal National Inc.'s "Rapid Control Joint"; or equal
product substituted per Section 01630.
I. Mortar Coloring: Mineral oxide type.
a. Natural Gray
b. Slate
J. Additives and Admixtures: Required in all grout to reduce early water loss to the masonry units
and produce expansive action in the plastic grout to offset the initial shrinkage and promote
bonding of grout to the interior masonry unit surfaces. Use Grout Aid by W.R. Grace or
approved equal. Obtain approval of admixture by Architect, Structural Engineer and Owner's
Testing Agency.
K. Water Repellant Coating: As specified in Section 07190, Water Repellant Coating.
2.2 FABRICATION
A. Concrete Masonry Units: Blocks shall have been air cured for not less than 28 days.
B. Reinforcement:
1. Shop-fabricate to comply with Drawings.
2. Conform with requirements of ACI 315 where specific details are not shown or where
Drawings and Specifications are not more demanding.
Carlsbad Joint First Responders Training Facility Concrete Masonry Units
Specifications 04200 - 4
2.3 MIXES AND MIXING
A. Mortar:
1. Conform to ASTM C270, Type M or S, per plans.
a. Compressive Strength: Minimum 3,700 psi after 28 days.
b. Proportions by Volume: One part Portland cement, one-quarter to one-third part
hydrated lime, and two and three quarters parts aggregate.
2. Mix in batch mechanical mixer permitting accurate control of water amounts. Place
approximately half of the required water and sand into the mixer while turning. Add
cement and remainder of the sand and water into mixer in that order and mix materials
for at least three minutes with minimum of water to produce workable consistency. Site
mixing of mortar shall not be permitted without review and acceptance of Contractor's
procedure by the Owner's Testing Agency and the Structural Engineer.
3. Add lime and continue mixing as long as required to secure a uniform mass.
4. Total mixing time may not be less than 3 minutes or more than 10 minutes.
5. Use and place mortar in final position within 2% hours after mixing.
a. Mortar that have stiffened as a result of evaporation of water may be re-tempered
with water as frequently as required to restore required consistency during this
time period.
B. Grout: Site mixing of grout shall not be permitted without review and acceptance by the
Structural Engineer.
1. Compressive Strength: Minimum 3,700 psi after 28 days.
2. Slump: 9-to 10-inches.
3. Proportions by Volume: Shall be per CBC 2103.13 or Table 2103.12.
4. Use grout aid in all grout to reduce early water loss to the masonry units and produce an
expansive action in the grout sufficient to offset initial shrinkage. Mix grout admixture in
accordance with the manufacturer's recommendations and requirements.
5. Grout to comply with requirements of CBC 2103.12 for materials and mix requirements.
6. Use sufficient water to make a workable mix that will flow into all joints of the masonry
units with typical rates of absorption for ASTM C90 Type I units. The slump of the grout
should be approximately 9 to 10 inches depending on temperature and humidity
conditions.
C. General Mixing Requirements:
1. Measure materials accurately.
2. Shovel measurements will not be permitted.
3. Use mechanical mixer of at least one-sack capacity.
4. Completely empty drum before charging succeeding batch of materials.
5. Exercise extreme care in measuring ingredients for partial batches.
2.4 SOURCE QUALITY CONTROL
A. The Owner's Testing Agency will:
1. Collect mill test reports for reinforcements under Section 1.4.
2. Sample and test concrete masonry units for compressive strength, unit weight,
absorption and moisture content in accordance with ASTM C140.
a. Compressive strength tests of units shall also comply with CBC 2105.2.2.1.
3. Test for moisture content and drying shrinkage in accordance with ASTM C426.
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PART 3 - EXECUTION
3.1 INSPECTION
A. Examine areas to receive masonry and verify the following:
1. Foundation surface is level to permit bed joint within range of 1/4- to 3/4-inch.
2. Edge is true to line to permit projection of masonry to less than 1/4-inch:
3. Projecting dowels are free from loose scale, dirt, concrete, or other bond-inhibiting
substances and properly located.
B. Do not begin before unsatisfactory conditions have been corrected.
3.2 PREPARATION
A. Clean concrete surfaces to receive masonry.
B. Remove laitance or other foreign material lodged in surface by sandblasting or other means as
required.
C. Ensure masonry units are clean and free from dust, dirt, or other foreign materials before
laying.
D. Roughen concrete below walls to expose aggregate; remove loose particles and in hot
weather, dampen concrete surfaces before laying blocks. Contact surfaces of all foundations
and floors that are to receive masonry work are to be mechanically roughened to 1/4"
amplitude.
3.3 REINFORCEMENT
A. Place bars where noted in accordance with ACI 315 and do not disturb after start of masonry
placement.
B. All horizontal reinforcement shall be laid in bond beam units.
C. Minimum clearance between bar and CMU is 1/2-inch and between parallel bars is 1-inch.
D. Horizontal and vertical reinforcing shall be held in position by wire positioners or spacing
devices near ends and at intervals not to exceed 200 bar diameters, and as required to prevent
displacement by construction loads or placement of grout beyond the tolerances allowed by
CBC 2104.1.
3.4 PLACEMENT
A. General Requirements:
1. Ensure masonry units are sound, clean and free of cracking, chipping and broken edges
at time of placement.
2. Accurately cut and fit units as required to accommodate other work using masonry
saws.
3. Lay masonry units plumb, true to line, with level courses accurately placed.
4. Adjust unit to final position while mortar is soft and plastic.
5. Align vertical cells accurately.
6. Remove units disturbed after stiffening of mortar, clean joints, and relay unit with fresh
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Specifications 04200 - 6
mortar.
7. In hot weather, moisten contact surfaces of the masonry units to receive mortar
immediately before laying to prevent excessive drying of mortar.
8. Do not lay up one tier of wall more than 16-inches ahead of other tier.
9. Where necessary to stop longitudinal run, rack back one-half block length in each
course.
10. Do not attach construction supports to walls, except where permitted by the Architect.
11. Install anchors, bolts, and other embedded items accurately as work progresses and
prior to grouting.
12. Masonry installer and reinforcing steel installer shall meet and coordinate placement of
reinforcing steel prior to placement of concrete or grout.
B. Joints:
1. Fill joints to thickness noted: ensure full coverage of face shells in both horizontal and
vertical joints and on webs.
2. Tool joints as specified on the drawings and achieve solid, smooth, watertight,
compacted joints.
3. Joints Exposed to Weather: Point with pointing tools making solid, smooth, watertight
joint well bonded to masonry at edges.
4. Immediately fill holes made by line pin with mortar when pin is withdrawn.
5. Remove surplus mortar from joints.
C. Cold Weather Requirements:
1. When daily temperature is below 40 degrees F., ensure reinforcing, masonry units, etc.,
contacting mortar, and grout are free of frost.
2. Protect all mortar and grout from freezing for at least 48 hours after installation
whenever temperature falls below 40 degrees F.
3. Maintain mortar and grout at temperature no lower than 50 degrees F., while being used
and until installed.
4. In freezing or near freezing weather, provide equipment of adequate size for heating of
mortar and grout.
5. Do not add water to mix at temperature greater than 140 degrees F.
D. Hot Weather Requirements:
1. Implement the requirements of approved Hot Weather construction procedures when
ambient air temperature exceeds 100 degrees F or 90 degrees F with a wind velocity
greater than 8 mph.
E. Protection:
1. Protect face materials against staining.
2. Remove misplaced grout or mortar immediately.
3. Protect sills, ledges, offsets, and similar items from mortar drippings or other damage
during construction.
F. Requirements for Walls to be Grouted by High-Lift Method:
1. Lay up walls full story prior to grouting. Brace walls adequately to resist wind lateral and
other forces.
2. Build vertical grout barriers or dam of solid masonry across grout space at no more than
25-feet on centers to control horizontal flow of grout.
3. Provide cleanouts by leaving out every other unit in bottom course; seal after inspection
and before grouting. Face shell plugs shall have a 24 hour cure time and be adequately
braced to resist grout pressure.
4. During laying up, remove mortar fins and other foreign matter from grout space with
stick and compressed air.
5. Grout shall be a high slump workable mix placed by pumping.
6. Use mechanical vibrators for consolidation.
7. Grout is to be reconsolidated after it has taken on a plastic consistency but prior to
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Specifications 04200 - 7
taking on initial set.
8. A "pour" is considered as the entire height of grout fill placed in one day and is
composed of a number of successive placed grout lifts. A "lift" is the layer of grout
placed in a single continuous operation.
9. Maximum height of pour will be twelve feet for eight inch walls, sixteen feet for twelve
inch walls.
G. Concrete Masonry Units:
1. Bond: Running bond, unless specifically noted otherwise.
2. Joint Thickness: 3/8-inch, both vertically and horizontally.
3. Joint Treatment:
a. Where exposed, all mortar joints shall be tooled joints.
b. Where concealed, cut off mortar flush with face of work using trowel.
4. Use proper units to provide for windows, doors, bond beams, lintels, pilaster, etc., in
order to minimize cutting.
5. Do not wet units.
6. Align vertical cells to provide continuous, unobstructed opening for grouting.
7. Corners: Provide standard masonry bond by overlapping units.
3.5 GROUTING
A. General Requirements:
1. Use high-lift or low-lift grouting, at the Contractor's option. Do not pour grout until mortar
has set and cured, 36 hours minimum. Grout walls as soon as possible after mortar has
cured.
2. Grout voids between wythes and cells of concrete block.
3. Ensure grout flows into voids and completely surrounds reinforcing steel.
4. Stop grout approximately 1-1/2 inches below top of last course (1/2" at bond beams with
horizontal steel), except at top course, bring grout flush with top of block.
5. Grout from inside face of masonry wherever possible.
6. Where necessary to stop longitudinal run, provide suitable dam to retain grout in place.
7. Do not wet down grout spaces prior to grouting.
B. Low-Lift Grouting:
1. Pour grout to a maximum height of 4-feet, stopping 1-1/2-inches below top of unit except
at bond beam units with horizontal steel the grout shall be stopped 1/2-inch below top of
unit.
2. Delay 3 to 5 minutes allowing the excess of water to be absorbed by the masonry unit,
then consolidate by vibrating.
3. Layup and grout next 4-feet of walls.
C. High Lift Grouting
1. Ensure cleanout has been sealed before grouting.
2. Pour first lift to a depth not in excess of 4 feet, with a waiting period between subsequent
lifts of thirty to sixty minutes, sufficient to permit grout to become plastic but not set.
3. Place the first lift of grout to a uniform height, wait 3 to 5 minutes, and mechanically
vibrate thoroughly to fill all voids. Subsequent lifts should be poured and alternate cells
vibrated twelve inches to eighteen inches into the preceding lift.
4. Complete pour in sequence with other lifts not in excess of 4 feet.
5. If grout pour is 6-feet or less, it may be placed in one lift. If total pour exceeds 6-feet,
the grout shall be placed in 4-foot lifts.
6. Grouting operations shall be conducted such that pours are limited to successive lifts
which can be placed within one hour of the preceding lift.
7. Reconsolidate the top lift after the required waiting period to fill any space left by
settlement and shrinkage.
8. Repeat the waiting, pouring, and reconsolidation steps until the top of the day's pour is
reached.
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Specifications 04200 - 8
9. Construction Joints: In the high lift grouting method, intermediate horizontal construction
joints are not permitted. Plan the work for one continuous pour of grout to the top of the
wall in four foot layers or lifts in the same working day. Should a blow-out, equipment
breakdown, or any other emergency occur, cease the grouting operation. An alternate
procedure may be used with the approval of the Architect or Structural Engineer.
10. The section of wall to be grouted in any one pour is limited to a length in which
successive lifts can be placed within one hour of the preceding lifts. Vertical control
barriers shall be placed between pour sections in locations approved by the Architect or
Structural Engineer.
3.6 POINTING AND CLEANING
A. Point holes or defective mortar joints upon completion of work; where necessary, cut out and
repoint defective joints.
B. At end of work day, fiber-brush new surfaces to remove mortar splotches, clean with mild
detergent or enzymes, and rinse with clean water.
C. Do not use acid solution to remove green stain or efflorescence resulting from salts; follow
recommendations of manufacturer for removal of such stains.
D. Upon completion of work, remove from site surplus materials, rubbish, and debris resulting from
this work.
3.7 SANDBLASTED TEXTURE ASSURANCE
Sample Panels: Construct an approximate 6 feet (1.8288 m) long by 4 feet (1.2192 m) high panel
for representation of completed masonry, joint tooling, design details, and workmanship. Comply
with requirements in Section 01400 - Quality Requirements for mockups.
The following to include in the sample panel for design purposes are three different levels
of sandblasted textures:
a. At an area on the site where approved by the Architect, construct one mock-up
precision masonry wall using 8" Wide Standard (8x8x16) concrete masonry unit at
6 feet (1.8288 m) long by 4 feet (1.2192 m) high for each concrete unit masonry color
sample with color mortar.
b. For each color samples, apply three different level sandblasting textures in uniform
and consistent texture surface at 2 feet (.6096 m) wide identifying
a) Light - Sandblasted Texture
b) Medium - Sandblasted Texture
c) Heavy - Sandblasted Texture
c. Revise as necessary to secure the Architect's approval per sandblast texture in
uniform and consistent texture finish to precision masonry wall surface finish.
d. The mock-up precision masonry wall to be used as datum points for comparison with
the remainder of the Work of this Section for the purpose of acceptance or rejection.
Mock-up precision masonry wall are not part of the finished work, completely demolish
and remove them from the job site upon completion and acceptance of the Work of
this Section.
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3.8 FIELD QUALITY ASSURANCE
A. Special Inspection:
The Owner shall employ an approved, qualified masonry inspector to perform continuous
masonry inspection per CBC 1704. Acceptance by a State or Municipality having a program of
examining and certifying masonry inspectors will be considered adequate qualifications. The
masonry inspector shall be at the site during all masonry construction and perform the following
duties:
1. Review plans and specifications and meet with the Contractor to discuss requirements
before work commences.
2. Before masonry work commences, meet with the Contractor and the Architect in a joint
meeting to review the requirements for surveillance and quality control of the masonry
work.
3. Check brand and type of cement, lime (if used) and source of sand.
4. Inspect the foundation or slab to ascertain that it is clean and ready to receive units.
5. Check reinforcing steel dowels for straightness, proper alignment, spacing, size and
length.
6. Observe manner in which units are laid up to ensure that joints are full of mortar and
kept tight during work. Inspect cells to assure that fins will not interfere with grouting or
foaming. Instruct masons to keep cells clean of mortar droppings and inspect to
determine compliance.
7. Observe placing of grout continuously.
8. Perform or supervise performance of required sampling and field testing as specified.
9. Keep complete record of inspection of work. Report daily to the Owner's Representative
the progress of the masonry inspection.
B. Prism Test: The Owner's Testing Agency will perform prism testing in accordance with CBC
Section 2105. Prior to construction, a set of 5 masonry prisms shall be built and tested using
materials taken from those specified for this project. During construction test 3 prisms for each
5,000 sq. ft. of wall area and as additionally required by the Architect.
C. Mortar and Grout Testing: The Owner's Testing Agency shall verify that mortar complies with
the requirements of CBC 2103.8 and CBC Table 2103.8. - compressive strength tests shall be
performed on grout, one test for each 5,000 square feet of wall area. Test mortar and grout in
accordance with CBC 2105.2.
D. Masonry Core Tests: When required by the Owner or Architect, the Owner's Testing Agency
shall take and test masonry cores in accordance with CBC. Take cores in locations designated
by the Architect. Contractor shall restore walls with whole face shells or complete units as
approved by the Architect. One half of the cores shall be tested for bond strength at the joint
between the masonry and the grout.
3.9 JOBSITE SANDBLASTING
A. Sandblast for textural effects as indicated on the drawings.
B. Apply sandblasting to precision masonry walls as demonstrated on approved samples, in
uniform and consistent texture per Article 1.4 QUALITY ASSURANCE under Section B.1.C.
3.10 WATER REPELLENT APPLICATION
A. Cleaning shall be complete and accepted by the Architect, and wall surfaces shall be thoroughly
dry.
B. Apply water repellent in strict accordance with Section 071900 and the water repellent
manufacturer's instructions.
END OF SECTION
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Specifications 04200-10
SECTION 04816
MASONRY VENEER
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Concrete Block Veneer.
B. Mortar and Grout.
1.02 RELATED REQUIREMENTS
A. Section 03200 - Concrete Reinforcement
B. Section 03300 - Cast-in-Place Concrete
C. Section 05120-Structural Steel
1.03 REFERENCE STANDARDS
A. Published specifications, standards, tests or recommended methods of trade, industry or
governmental organizations apply to Work in this Section where cited by abbreviations noted
below (latest editions apply).
1. California Building Code (CBC), 2007 Edition.
2. American Concrete Institute's "Manual of Standard Practice for Detailing Reinforced
Concrete Structures" (ACI 315).
3. American Society for Testing and Materials (ASTM).
B. ACI 530/ASCE 5/TMS 402 - Building Code Requirements for Masonry Structures; American
Concrete Institute International; 2005.
C. ACI 530.1/ASCE 6/TMS 602 - Specification For Masonry Structures; American Concrete Institute
International; 2005.
D. ASTM C 90 - Standard Specification for Loadbearing Concrete Masonry Units; 2006b.
E. ASTM C 150 - Standard Specification for Portland Cement; 2007.
F. ASTM C 207 - Standard Specification for Hydrated Lime for Masonry Purposes; 2006.
G. ASTM C 270 - Standard Specification for Mortar for Unit Masonry; 2007a.
H. ASTM C 979 - Standard Specification for Pigments for Integrally Colored Concrete; 2005.
1.04 SUBMITTALS
A. See Section 01300 - Administrative Requirements, for submittal procedures.
1.05 QUALITY ASSURANCE
A. Comply with provisions of ACI 530/ASCE 5/TMS 402 and ACI 530.1/ASCE 6/TMS 602, except
where exceeded by requirements of the contract documents.
B. All masonry work shall comply with the standards and requirements of the above references.
Where discrepancies exist between the references and the Contract Documents, the
requirements of the Contract Documents shall govern.
1. Allowable Tolerances:
a. Unit masonry shall be placed within 1/8-inch of dimensions noted.
b. The maximum variation from plumb of walls shall be 1/8" in 20 feet.
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Specifications 04816-1
c. Joints shall have a uniform thickness of 3/8" unless otherwise noted. Joints shall not
vary more than 1/16" in adjacent courses within two feet and shall not be less than 5/16"
thick and not greater than 7/16" thick.
2. Reinforcing Steel:
a. Reinforcing steel shall not be permitted to rust where there is danger of staining
exposed surfaces of adjacent concrete.
b. The Contractor shall replace rust-stained concrete and/or masonry at his expense.
1.06 REGULATORY REQUIREMENTS
A. The Owner's Testing Agency will:
1. Collect plant certificates from the Contractor for concrete masonry unit veneers, stating that
all units have been properly cured before shipment and that they conform to all the
requirements of these specifications. All masonry unit veneers shipped without certification
will be rejected.
2. Field test masonry unit veneer moisture content prior to block installation. See Section 3.7,
Field Quality Assurance.
1.07 SUBMITTALS
A. Manufacturer's literature: Submit manufacturer's literature describing products, including mix
designs, history of compression tests, and mixing requirements as they apply to each different
masonry unit veneer, accessory and other manufactured product to be used in the unit masonry
veneer construction. Literature shall include, but not be limited to, preformed rubber control joints
and all additives.
B. Certificates:
1. Submit material certificates for the following signed by the manufacturer and the Contractor
certifying that each material complies with requirements designated.
a. Each material and grade of reinforcing bars. See Section 03200, Concrete
Reinforcement.
b. Each type and size of anchors, inserts, ties and accessories.
2. The Contractor shall submit a certificate of compliance with the standards designated.
3. Submit plant certificates for all concrete masonry unit veneers to the Owner's Testing
Agency and Architect, stating that all units have been properly cured before shipment and
that they conform to all requirements of these specifications, including but not limited to,
requirements for moisture content per ASTM C90 Type 1 units.
C. Mix Designs: Submit mix designs for mortar and grout, and history of compression tests. Submit
manufacturer's literature for grout admixtures.
D. Unit Samples: Submit sample concrete masonry unit veneers in each color and texture
combination specified.
E. Samples: Submit samples of all accessories embedded in masonry unit veneers.
F. Mill Test: Submit mill test reports for all reinforcing steel.
G. Extreme Weather Procedures: Submit cold and hot-weather construction procedures
evidencing compliance with requirements specified in ACI 530.1 and these specifications.
H. Shop Drawings: Coordination and shop drawings for all concrete masonry unit veneer walls.
Drawings shall consist of elevations and sections indicating materials and assembly, color
surface finish, courses and reinforcing.
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Specifications 04816 - 2
1.08 MOCK-UP
A. Construct a masonry wall veneer as a mock-up panel sized 8 feet (2.4 m) long by 6 feet (1.8 m)
high; include mortar and accessories and structural backup in mock-up.
B. Mock-up may remain as part of the Work.
1.09 DELIVERY, STORAGE, AND HANDLING
A. Deliver, handle, and store masonry units by means that will prevent mechanical damage and
contamination by other materials.
1.10 FIELD CONDITIONS
A. Cold and Hot Weather Requirements: Comply with requirements of ACI 530.1/ASCE 6/TMS 602
or applicable building code, whichever is more stringent.
PART 2 PRODUCTS
2.01 CONCRETE MASONRY UNITS
A. Concrete Block: Comply with referenced standards and as follows:
1. Size: Standard units with nominal face dimensions of 16 x 8 inches (400 x 200 mm) and
nominal depth of 4 inches (100 mm).
2. Color: Color 2 - Slate
3. Load-Bearing Units: ASTM C 90, normal weight,
a. Hollow block, as indicated.
2.02 MORTAR AND GROUT MATERIALS
A. Portland Cement: ASTM C 150, Type I.
B. Aggregates:
1. Mortar: ASTM C144.
2. Grout: ASTM C404.
C. Quick Lime: ASTM C5
D. Hydrated Lime: ASTM C 207, Type S.
E. Pigments for Colored Mortar: Pure, concentrated mineral pigments specifically intended for
mixing into mortar and complying with ASTM C 979.
1. Natural Gray
2. Slate
F. Reinforcing Bars:
1. Bars: New billet steel, ASTM A615, Grade 60.
2. Tie Wires: ASTM A82.
3. Comply with the requirements of Section 03200, Concrete Reinforcement
G. Additives and Admixtures: Required in all grout to reduce early water loss to the masonry unit
veneers and produce expansive action in the plastic grout to offset the initial shrinkage and
promote bonding of grout to the interior masonry unit surfaces. Use Grout Aid by W.R. Grace or
approved equal. Obtain approval of admixture by Architect, Structural Engineer and Owner's
Testing Agency.
H. Control Joints: Preformed rubber in profiles required or shown. Same as Sonneborn-Contech's
"Masonry Control Joints"; Dur-O-Wal National Inc.'s "Rapid Control Joint"; or equal product
substituted per Section 01630.
I. Water: Clean and potable.Free from impurities detrimental to mortar and grout.
J. Water Repellant Coating: As specified in Section 07190, Water Repellant Coating.
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Specifications 04816 - 3
2.03 MORTAR AND GROUT MIXES
A. Mortar for Unit Masonry: ASTM C 270, Proportion Specification.
1. Masonry below grade and in contact with earth: TypeS.
2. Exterior, non-load bearing masonry: Type N.
B. Mix in batch mechanical mixer permitting accurate control of water amounts. Place approximately
half of the required water and sand into the mixer while turning. Add cement and remainder of
the sand and water into mixer in that order and mix materials for at least three minutes with
minimum of water to produce workable consistency. Site mixing of mortar shall not be permitted
without review and acceptance of Contractor's procedure by the Owner's Testing Agency and the
Structural Engineer.
C. Add lime and continue mixing as long as required to secure a uniform mass.
D. Total mixing time may not be less than 3 minutes or more than 10 minutes.
E. Use and place mortar in final position within 21/z hours after mixing.
1. Mortar that have stiffened as a result of evaporation of water may be re-tempered with water
as frequently as required to restore required consistency during this time period.
F. Grout: Site mixing of grout shall not be permitted without review and acceptance by the
Structural Engineer.
1. Compressive Strength: Minimum 3,700 psi after 28 days.
2. Slump: 9- to 10-inches.
3. Proportions by Volume: Shall be per CBC 2103.13 or Table 2103.12.
4. Use grout aid in all grout to reduce early water loss to the masonry units and produce an
expansive action in the grout sufficient to offset initial shrinkage. Mix grout admixture in
accordance with the manufacturer's recommendations and requirements.
5. Grout to comply with requirements of CBC 2103.12 for materials and mix requirements.
6. Use sufficient water to make a workable mix that will flow into all joints of the masonry units
with typical rates of absorption for ASTM C90 Type I units. The slump of the grout should
be approximately 9 to 10 inches depending on temperature and humidity conditions.
G. General Mixing Requirements:
1. Measure materials accurately.
2. Shovel measurements will not be permitted.
3. Use mechanical mixer of at least one-sack capacity.
4. Completely empty drum before charging succeeding batch of materials.
5. Exercise extreme care in measuring ingredients for partial batches.
PART 3 EXECUTION
3.01 EXAMINATION
A. Verify that field conditions are acceptable and are ready to receive masonry.
B. Verify that related items provided under other sections are properly sized and located.
C. Verify that built-in items are in proper location, and ready for roughing into masonry work.
3.02 COURSING
A. Establish lines, levels, and coursing indicated. Protect from displacement.
B. Maintain masonry courses to uniform dimension. Form vertical and horizontal joints of uniform
thickness.
C. Concrete Masonry Unit Veneers:
1. Coursing: One unit and one mortar joint' to equal 8 inches (200 mm).
2. Mortar Joints: Concave.
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Specifications 04816-4
3.03 PLACING AND BONDING
A. Lay solid masonry units in full bed of mortar, with full head joints, uniformly jointed with other work.
B. Buttering corners of joints or excessive furrowing of mortar joints is not permitted.
C. Remove excess mortar as work progresses.
D. Interlock intersections and external corners.
E. Do not shift or tap masonry units after mortar has achieved initial set. Where adjustment must be
made, remove mortar and replace.
F. Perform job site cutting of masonry units with proper tools to provide straight, clean, unchipped
edges. Prevent broken masonry unit corners or edges.
G. Isolate top joint of masonry veneer from horizontal structural framing members or support angles
with compressible joint filler.
3.04 WEEPS/CAVITY VENTS
A. Install weeps in veneer walls at 24 inches (600 mm) on center horizontally above through-wall
flashing, above shelf angles and lintels, and at bottom of walls.
B. Install cavity vents in veneer walls at 32 inches (800 mm) on center horizontally below shelf
angles and lintels and at top of walls.
C. Install cavity mortar diverter at base of cavity as recommended by manufacturer to prevent mortar
droppings from blocking weep/cavity vents.
D. Do not permit mortar to drop or accumulate into cavity air space or to plug weep/cavity vents.
3.05 REINFORCEMENT AND ANCHORAGE - MASONRY VENEER
A. Install horizontal joint reinforcement 16 inches (400 mm) on center.
B. Place masonry joint reinforcement in first and second horizontal joints above and below openings.
Extend minimum 16 inches (400 mm) each side of opening.
C. Place continuous joint reinforcement in first and second joint below top of walls.
D. Lap joint reinforcement ends minimum 6 inches (150 mm).
E. Masonry Back-Up: Embed anchors to bond veneer at maximum 16 inches (400 mm) on center
vertically and 36 inches (900 mm) on center horizontally. Place additional anchors at perimeter of
openings and ends of panels, so maximum spacing of anchors is 8 (200 mm) on center.
3.06 MASONRY FLASHINGS
A. Whether or not specifically indicated, install masonry flashing to divert water to exterior at all
locations where downward flow of water will be interrupted.
3.07 CONTROL AND EXPANSION JOINTS
A. Do not continue horizontal joint reinforcement through control and expansion joints.
B. Install preformed control joint device in continuous lengths. Seal butt and corner joints in
accordance with manufacturer's instructions.
3.08 TOLERANCES
A. Maximum Variation From Unit to Adjacent Unit: 1/16 inch (1.6 mm).
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Specifications 04816-5
B. Maximum Variation from Plumb: 1/4 inch (6 mm) per story non-cumulative; 1/2 inch (13 mm) in
two stories or more.
C. Maximum Variation from Level Coursing: 1/8 inch in 3 ft (3 mm/m) and 1/4 inch in 10 ft (6 mm/3
m); 1/2 inch in 30 ft (13 mm/9 m).
3.09 CUTTING AND FITTING
A. Cut and fit for pipes and conduit. Coordinate with other sections of work to provide correct size,
shape, and location.
3.10 CLEANING
A. Remove excess mortar and mortar smears as work progresses.
B. Replace defective mortar. Match adjacent work.
C. Clean soiled surfaces with cleaning solution.
D. Use non-metallic tools in cleaning operations.
3.11 PROTECTION
A. Without damaging completed work, provide protective boards at exposed external corners that
are subject to damage by construction activities.
END OF SECTION
Carlsbad Joint First Responders Training Facility MASONRY VENEER
Specifications 04816 - 6
SECTION 05120
STRUCTURAL STEEL
PART 1 - GENERAL
1.1 DESCRIPTION
A. Section Includes: Provision of structural steel as indicated on the Contract Drawings. Work
includes but is not necessarily limited to the following:
1. Structural steel framing, including all structural steel shown on the structural drawings
and all standard shapes, plates and rods shown on the Architectural, Mechanical and
Electrical drawings that connect to the building structure.
2. Elevator rail bracing.
3. Welded stud connectors for composite construction, concrete engagement, and
attachment of building components.
4. Anchor rods.
5. Shop painting.
6. Bent plate deck closures.
B. Related Sections:
1. Section 03200 - Concrete Reinforcement
2. Section 03300 - Concrete
3. Section 05310 - Steel Decking
4. Section 05500 - Metal Fabrications
5. Section 05510-Metal Stairs
6. Section 09900 - Paints and Coatings
7. Section 14210 - Elevators
1.2 REFERENCES
A. Requirements of GENERAL CONDITIONS and DIVISION NO. 1 apply to all Work in this
Section.
B. Published specifications, standards, tests, or recommended methods of trade, industry, or
governmental organizations apply to Work of this Section where cited by abbreviations noted
below (latest editions apply).
1. California Building Code (CBC), 2007 Edition.
2. American Society for Testing and Materials (ASTM).
3. American Institute of Steel Construction:
a. "Specification for Structural Steel Buildings, March 9, 2005" (AISC 360).
b. "Specification for Structural Joints Using ASTM A325 or A490 Bolts, June 30,
2004" (AISC 348).
c. "Code of Standard Practice for Steel Buildings and Bridges, March 18, 2005"
(AISC' 303).
i. No provision of AISC 303 shall be effective to change the duties and
responsibilities of the Owner, Contractor or Structural Engineer from
those set forth in these Contract Documents,
ii. Where discrepancies exist between the requirements of the Contract
Documents and AISC 303, the requirements of the Contract Documents
shall govern.
d. "Seismic Provisions for Structural Steel Buildings, Including Supplement Number
1, March 9, 2005" (AISC 341).
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e. "Prequalified Connections for Special and Intermediate Moment Frames for
Seismic Applications," December 13, 2005 (AISC 358).
4. American Welding Society's:
a. "Structural Welding Code - Steel" (AWS D1.1), 2002.
b. "Seismic Welding Supplement" (AWS D1.8), 2005.
c. "Standard Symbols for Welding, Brazing and Nondestructive Examination (AWS
A2.4).
d. "Filler Metal Specifications" (AWS A5).
e. "Criteria for Describing Oxygen-Cut Surfaces and Oxygen Cutting Surface
Roughness Gauge" (AWS C4.1).
f. "Standard for AWS Certification of Welding Inspectors" (AWS QC1).
5. American National Standards Institute's:
a. "Plain Washers" (ANSI B18.22.1).
b. "Beveled Washers" (ANSI B18.22.1).
6. Society of Protective Coatings':
a. Solvent Cleaning (SSPC-SP 1).
b. Hand Tool Cleaning (SSPC-SP 2).
c. Brush-Off Blast Cleaning (SSPC-SP 7).
7. American Society of Non-Destructive Testing's:
a. ASNT Standard for Qualification and Certification of Nondestructive Testing
Personnel (ANSI/ASNT CP-189-2001).
b. Personnel Qualification and Certification in Nondestructive Testing, 2001 (ASNT
Recommended Practice No. SNT-TC-1A).
1.3 DEFINITIONS
A. Demand-Critical Welds: Demand-Critical Welds are designated on the structural drawings. All
Demand-Critical Welds are part of the Seismic-Load-Resisting System.
B. Extra Smooth: Surfaces noted herein as "Extra Smooth" require a finish with surface variation
of 500 micro-inches or less (AWS C4.1-77, Sample #4).
C. Gouge: any depression deeper than the overall surface roughness.
D. Heavy Sections: Rolled and built-up sections as defined below.
1. ASTM A6 shapes with flanges thicker than 1 1/2".
2. Welded built-up members with plates exceeding 2" in thickness,
3. Column base plates exceeding 2" in thickness.
E. Nondestructive Testing: Nondestructive testing (NOT) includes magnetic particle testing (MT),
penetrant testing (PT), radiographic testing (RT), and ultrasonic testing (UT).The terms
nondestructive examination (NDE) and nondestructive testing (NOT) are synonymous.
F. Protected Zone: The Protected Zone is defined as structural members, or portions thereof, to
which connections of structural and non-structural elements are limited. The Protected Zone is
designated on the structural drawings.
G. Quality Assurance Plan: The Quality Assurance Plan is set of the written requirements
containing the set of procedures that are to be followed by the Owner's Testing Agency to
confirm compliance with these requirements.
H. Seismic-Load-Resisting System (SLRS): The Seismic-Load-Resisting System (SLRS) is
defined as all items designated "SLRS" on the Structural Drawings, including columns, beams,
and braces, and their connections along grid lines denoted "SLRS" on the framing plans.
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1.4 QUALIFICATIONS
A. Steel Fabricator's Qualifications: Fabricator shall have had not less than 5 years' experience in
fabrication of structural steel and be able to furnish evidence of his ability, facilities, proficiency
of his personnel and completed projects. Fabricator shall be a City of Carlsbad Approved
Licensed Fabricator.
B. Steel Erector's Qualifications: Erector shall have had not less than 5 years' experience in
erection of structural steel and be able to furnish evidence of his ability, facilities, proficiency of
his personnel and completed projects.
C. Welder Qualifications: Welders, welding operators, and tackers shall be qualified in
accordance with AWS D1.1.
1. Welders shall have a valid Welding Performance Qualification Record (WPQR) for each
welding procedure to be performed.
2. Welders whose work fails to pass inspection shall be requalified before performing
further welding.
3. Supplemental Welding Personnel Testing: Welders and welding operators performing
work on bottom-flange Demand-Critical Welds shall pass Supplemental Welder
Qualification Testing, as required by AWS D1.8, Section 5.1. FCAW-S and FCAW-G
shall be considered separate processes for welding personnel qualification
4. Qualification Period: Personnel who have not welded for a period of three or more
months shall be requalified. Welding personnel required to be tested using the
Supplemental Welding Personnel Testing shall be qualified by test within 12 months
prior to beginning welding on the project.
5. The Contractor shall pay costs of certifying qualifications and requalifications.
1.5 QUALITY ASSURANCE
A. Welding Inspector Qualifications:
1. All Welding Inspectors shall be trained and thoroughly experienced in inspecting welding
operations, and qualified as Certified Welding Inspectors (CWI) in accordance with AWS
D1.1 andAWSQCl
2. NOT Personnel Qualifications
a. NOT personnel shall be qualified under one of the ASNT documents referenced
in this specification. NOT performed by NOT Level I personnel shall be under the
close, direct supervision of an NOT Level II.
b. Demand-Critical Welds: UT may be performed only by UT technicians certified as
Level II by their employer, or as ASNT Level III certified by examination by the
ASNT. Ultrasonic testing technicians who perform flaw detection or sizing shall
be trained in applicable UT procedure and shall demonstrate their competence
through testing as prescribed in AWS D1.8, Annex E.
B. Bolting Inspector Qualifications: Competency shall be demonstrated through the administration
of a written examination and through the hands-on demonstration by the Inspector of the
methods to be used for bolt installation and inspection.
C. Submittals: The Owner's Testing Agency will submit the following items:
1. Quality Assurance Plan: The Quality Assurance Plan shall contain the Quality
Assurance and Inspection items contained in this Section.
2. Qualifications of Owner's Testing Agency management and personnel designated for
the project.
3. Qualification records for Owner's Testing Agency's Inspectors and NOT technicians
designated for the project.
4. Owner's Testing Agency's Quality Control Plan for the monitoring and control of the
Agency's operations.
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Specifications 05120 - 3
5. Written Practice for Owner's Testing Agencies: The Owner's Testing Agency shall
maintain a Written Practice for the selection and administration of inspection personnel,
describing the training, experience and examination requirements for qualification and
certification of inspection personnel, including those of subcontracting agencies. The
Written Practice shall also describe the Agency's procedures for determining the
acceptability of the structure in accordance with the applicable codes, standards, and
specifications. The Written Practice shall also describe the Agency's inspection
procedures, including general inspection, material controls, visual welding inspection,
and bolting inspection.
a. Bolting Inspection Procedures: Comply with AISC 348 and the Quality
Assurance Plan.
b. Welding Inspection Procedures: Meet the requirements of the AWS D1.1 and
the Quality Assurance Plan.
c. Nondestructive Testing Procedures: The Written Practice shall describe the
responsibility of each level of certification for determining the acceptability of
material and welds in accordance with the applicable codes, standards,
specifications and procedures.
1.6 SUBMITTALS
A. The following items shall be submitted to the Architect for review. One reproducible copy will be
returned. Do not fabricate material prior to obtaining final review of submittals.
1. Manufacturer's test reports and literature describing products, including but not limited to
the following, and excluding those listed in Section 1.6B:
a. Manufacturer's Certifications for electrodes, fluxes and shielding gasses to be
used. Certifications shall satisfy AWS A5 requirements. In addition submit a
Certificate of Compliance from the Contractor supplying the materials. Submit
certifications that the product meets any additional requirements of the project.
b. Manufacturer's product data sheets for all welding material to be used. The data
sheets shall describe the product, limitations of use, recommended welding
parameters, and storage and exposure requirements, including baking and
rebaking.
2. Plans of all levels showing dimensioned location of edge of slab, deck, and openings.
Submit prior to Shop and Erection drawings.
3. Shop and Erection Drawings. Prior to the start of fabrication and erection, submit
detailed shop and erection drawings for all structural steel showing:
a. Size and location of all structural members and connection material.
b. Type, size and location of bolts and welds.
c. Identification of high-strength bolted joints as snug-tight, pretensioned or slip-
critical, as required by the Contract Documents.
d. Locations where the Construction Documents require backing bars to be
removed.
e. Locations where the Construction Documents require supplemental fillet welds
where backing is permitted to remain.
f. Locations where the Construction Documents require weld tabs to be removed.
g. Identification of members and connections of the Seismic-Load-Resisting
System.
h. Location and dimensions of the Protected Zone,
i. Identification of welds in the Seismic-Load-Resisting System,
j. Identification of Demand-Critical Welds,
k. Shop and erection drawings shall clearly identify revisions and revision dates in
accordance with AISC 303.
I. Other items as required by AISC 303 or AISC 341, Section 5.
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Specifications 05120-4
m. Shop drawings shall include the following additional information:
i. Complete information necessary for the fabrication of members including
cuts, copes, holes, doubter plates, stiffeners, and camber.
Surface preparation and finishes, including both painting and grinding.
Material grades of all members, connection material, fasteners, and weld
filler metal.
iv. Connection details drawn to scale for members of the Seismic-Load-
Resisting System,
v. With each set of shop drawings include corresponding erection plans or
elevation drawings identifying pieces.
n. Erection drawings shall include the following additional information:
i. Identification mark of members.
ii. Orientation and relation of members to appropriate grid lines,
iii. Setting elevations for column bases,
iv. Standard and special details for field connections,
v. Identification of joints or groups of joints in which a specific assembly
order, welding sequence, welding technique, or other special precautions
are required.
o. Samples: Material samples shall be provided as requested by the Structural
Engineer or Owner's Testing Agency.
B. The following items shall be submitted to the Architect and Owner's Testing Agency. Submittal
to the Architect is for record purposes only, and will not be reviewed. No copies will be
returned.
1. Manufacturer's test reports and literature describing products:
a. Structural Steel: Material test reports (MTRs), also called mill test reports, for all
structural steel. MTRs shall comply with the requirements of ASTM A6. MTRs
shall be accompanied by a Certificate of Compliance from the fabricator.
Structural steel shall be identified in accordance with CBC Section 2203.
Submittal of mill test reports is required prior to start of steel fabrication.
b. Fastening Material: Manufacturer's Certifications for fastener components,
including bolts, nuts, washers, and direct tension indicators (if used),
accompanied by a Certificate of Compliance from the Contractor. Manufacturer
certifications shall contain:
i. Heat analysis, heat number, and a statement certifying that prohibited
elements were not added to produce the bolts,
ii. Results of hardness, tensile, and proof load tests, as required and
performed,
iii. If galvanized, measured zinc coating weight or thickness, and the results
of rotational capacity tests, including test method used (solid plate or
tension measuring device) and lubricant present,
iv. Results of visual inspection for bursts.
v. Statement of compliance with dimensional and thread fit requirements,
vi. Lot number and purchase order number,
vii. For A490 bolts, only the Production Lot Method of testing and
certification is acceptable. Shipping Lot Method is not acceptable.
c. Welded Stud Connectors: Submit the following items:
i. Manufacturer's Certification that the studs, as supplied, meet the
requirements of AWS D1.1.
ii. Certified copies of the stud manufacturer's test reports covering the last
completed set of in-plant quality control mechanical tests for the diameter
supplied,
iii. Certified material test reports from the steel supplier. The Manufacturer's
Certification shall be accompanied by a Certificate of Compliance from
the Contractor.
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Specifications 05120-5
2. Bolting and Welding Procedures: Procedures shall assign responsibility to a person or
position and shall contain enough detail to be useful to the workforce without reference
to governing specifications. The procedures need not act as work instructions.
Procedures shall be dated and indicate the person or position that has the authority to
maintain the procedure.
a. Fastener Installation Procedures: Submit written procedures for the pre-
installation testing, installation, snugging, pre-tensioning, and post-installation
inspection of high strength fasteners.
b. Welding Procedure Specifications (WPSs): Welding Procedure Specifications
(WPSs) shall conform to the requirements of AWS D1.1. Submit Welding
Procedure Specifications (WPSs) and Procedure Qualification Records (PQR) as
required by AWS D1.1, to be used on the project to the Owner's Testing Agency.
c. Use forms provided in Annex E of AWS D1.1 or equivalent.
d. Weld Sequence Procedures: Submit written procedures indicating field welding
sequences for each type of connection with multiple field-welded joints, and the
sequence of such connections to be field-welded at each level.
e. Weld Shrinkage and Distortion Control Plan: Where shrinkage is likely to cause
distortion or other problems, submit a mitigation plan. The contractor is
responsible for determining conditions requiring a Weld Shrinkage and Distortion
Control Plan.
3. Welding Performance Qualification Records (WPQRs): Written Welding Performance
Qualification Records (WPQRs), in accordance with AWS D1.1, for all welders on the
project. Submit documentation that the welder has passed all designated supplemental
welder qualification testing required for the types of welding to be performed. Submit
documentation showing that the welder continued to use the applicable welding process
on an ongoing basis since the WPQR test was conducted.
1.7 STRUCTURAL STEEL PRE-CONSTRUCTION CONFERENCE
When requested by structural engineer and prior to performing any fabrication or erection work,
the Owner's Representative, Architect, Structural Engineer, and Owner's Testing Agency,
together with Steel Fabricator personnel and Steel Erector personnel supervising the shop, field
and Quality Control work shall hold a Pre-construction Conference to review submittal
requirements, welding procedures, bolting procedures, fabrication and erection issues, and
inspection requirements for all structural steel operations.
1.8 PRODUCT DELIVERY, STORAGE AND HANDLING
A. Deliver, store, and handle packaged materials in original containers with seals unbroken and
labels intact until time of use.
B. Structural steel shall be stored and handled in a manner that prevents damage or distortion.
Discharge materials carefully; do not dump onto ground.
C. Do not store materials on the structure in a manner that might cause distortion or damage to
members of the supporting structure.
D. Store structural steel members, whether on or off site, above ground on platforms, skids, or
other support; store other materials in weather-tight, dry place until use.
E. Store materials to permit easy access for inspection and identification.
F. Electrode Requirements:
1. Packaging of weld filler metals shall conform to the requirements of AWS D.1.1. FCAW
electrodes shall be received in undamaged moisture-resistant containers. They shall be
protected against contamination and injury during shipment and storage. When removed
from protective packaging and installed on machines, care shall be taken to protect the
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Specifications 05120-6
electrodes and coatings from deterioration or damage.
2. Modification or lubrication of an electrode after manufacture is not permitted, except that
drying shall be permitted when recommended by the manufacturer.
3. Electrode Storage and Exposure Limits for Demand-Critical Welds: The exposure time
limit for electrodes shall be in conformance with AWS D1.8 Section 6.4.
G. Fasteners shall be stored in a protected place. Except for ASTM F1852 "twist-off" type
assemblies, clean and relubricate bolts, nuts and washers that become dry or rusty before use.
F1852 fastener components may be relubricated following the manufacturer's written
instructions, and must be retested after relubrication and prior to use to verify suitability for
installation.
1.9 JOB CONDITIONS
A. Provide the Owner's Testing Agency with free access to places on and off job site where
materials are stored or fabricated, to places where equipment is stored or serviced, and to job
site.
B. Sequencing, Scheduling:
1. Notify the Architect and Owner's Testing Agency in sufficient time prior to shop or field
fabrication and erection to permit testing and inspection without delaying Work.
2. Ensure timely delivery of items to be embedded in work of other sections; furnish setting
drawings and directions for installation
3. Provide templates for setting of anchor rods, one per location.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Steel Shapes, Plates, Tube, Pipe, and other sections: As noted on drawings.
1. All HSS shapes shall be manufactured (rolled and seam welded) in the United States.
Alternatively, HSS shapes from outside the United States shall have all seam welds
tested by ultrasonic examination. Costs of tests and repairs, if any, shall be borne by
the contractor.
B. Heavy Sections:
1. Heavy Sections in the Seismic-Load-Resisting System shall be supplied with Charpy V-
notch (CVN) testing in accordance with AISC 341 requirements.
2. Plates and Flanges in Heavy Sections shall be free of laminations within 3" of areas to
be welded with complete-joint-penetration welds.
C. Standard Threaded Fasteners:
1. Machine Bolts and Nuts: ASTM A307, Grade A.
2. Plain Washers: ASTM F844.
3. Beveled Washers: ANSI B18.23.1.
D. High Strength Bolts:
1. ASTM A325-N, snug-tight, unless otherwise noted.
2. Bolted joints in the Seismic-Load-Resisting System shall be Slip-Critical, with
pretensioned high-strength bolts and a Class A faying surface or better.
3. Twist-off-Type Tension-Control Bolt Assemblies: ASTM F1852.
4. Direct Tension Indicators: Load Indicator Washers: ASTM F959
5. Nuts for High Strength Bolts: ASTM A563.
6. Washers for High Strength Bolts: ASTM F436.
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E. Welding materials:
1. Comply with AWS D1.1 with a nominal 70 ksi tensile strength.
2. Supplemental Requirements for the Seismic-Load-Resisting System: Welds shall meet
the requirements of AWS D1.8, Section 6.
F. Welded Stud Connectors:
1. Headed Shear Studs: AWS D1.1 "Type B " automatic end-welded headed studs made
from ASTM A108, Grade 1015 or 1020.
2. Threaded Studs: Automatic end-welded threaded studs made from ASTM A108,
Grades 1010 through 1020.
G. Anchor Rods and Nuts: ASTM F1554; Grade as noted on drawings.
1. Grade 55 shall be weldable per supplement S1.
2. Grades 55 shall have a minimum CVN toughness of 15 ft-lbs at 40° F per supplement
S4.
3. Grade 105 shall have a minimum CVN toughness of 15 ft-lbs at -20° F per supplement
S5.
H. Threaded Rods: As noted on drawings.
I. Clevises and Turnbuckles: AISI C-1035; in addition clevises and turnbuckles shall have design
strengths corresponding to the 2005 AISC Steel Construction Manual with ultimate capacities
at least 200% of the tabulated LRFD values.
J. Primer
1. Interior steel: primer shall conform to SSPC Paint Specification No. 13.
2. Exterior steel: primer shall conform to SSPC Paint Specification No. 20 (Zinc-Rich
Primer)
3. Primers shall contain no lead or chromates.
4. Contractor shall verify compatibility with finish paint where applicable.
K. Zinc-Rich Coating for Repair of Galvanized Surfaces: Zinc-rich coatings shall meet the
requirements of ASTM A780.
2.2 FABRICATION
A. General Requirements:
1. Fabricate structural steel in accordance with AISC 360 (Chapter M and Section J2),
AISC 303, and AWS D1.1 as applicable to Statically Loaded Structures, except as
otherwise noted herein.
a. Assume all thermally cut edges are subject to tension stresses.
b. Delete paragraphs M4.6 and M5.1 from Chapter M of AISC 360.
2. Fabricate and assemble work in shop to greatest extent possible.
3. Where possible, use procedures that do not require Architect's approval. Such approval
may not be given in some circumstances.
4. Coordinate as required for attachment of other work to structural steel.
5. Drill or punch holes for passage of reinforcing steel shapes, sections, plates, or bars as
indicated on Contract Drawings. Notify Architect of conditions not shown or noted.
6. Allowable Tolerances: Comply with AISC 360, Chapter M, and AISC 303, Section 6.
Where more
restrictive tolerances are necessary to properly install other building systems and
components then adopt the more restrictive tolerances.
7. Holes and attachments to structural steel in areas designated as the Protected Zone are
not allowed except as explicitly shown or noted on structural drawings.
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B. Connections:
1. Shop Connections: Bolted or welded as noted.
2. Field Connections: Locate splices only where noted or approved by Architect.
3. To the extent possible, assemble structural steel in the shop prior to galvanization.
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Specifications 05120-9
C. Bolted Joints:
1. Punch or drill holes 1/16" larger than bolt size. Material having thickness in excess of
connector diameter plus V8" shall be drilled rather than punched.
2. Ream unfair holes, but only up to next larger bolt size and install a bolt corresponding to
the new hole size. Where unfairness exceeds maximum, weld hole in base material
solid and drill hole of proper size.
3. Remove burrs that would prohibit solid seating of connected parts.
4. Mark completely tightened bolts with identifying symbol.
5. Provide hardened washers over slotted holes.
6. Draw up tight, check threads with chisel or provide approved lock washers where bolts
are not pretensioned.
7. Assembly with Standard Threaded Fasteners: Provide beveled washers under bolt
heads or nuts resting surfaces exceeding five percent slope with respect to head or nut.
8. Assembly of High-Strength Structural Bolted Joints:
a. Meet requirements of AISC 348.
b. Seismic-Load Resisting System joints shall be slip-critical (friction-type) as
defined in AISC 348 with Class A or better faying surfaces.
c. Provide hardened washers under provided under the element turned in the
tightening procedure of high strength bolts.
d. Direct tension indicator washers, where used, shall be provided under the head
of slip-critical high strength bolts.
D. Welded Construction: (shop and field)
1. Weld in accordance with AISC 360, AWS D1.1, and CBC Chapter 22.
2. Welding shall be performed in accordance with the WPS for the joint.
3. Welds that will be permanently exposed to view shall have burrs, flux, welding oxide air
spots, and discolorations removed. Surfaces of such welds shall be reasonably smooth
and uniform.
4. Exterior welds shall be watertight.
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 weld completed.
Stamps, if used, shall be the low-stress type.
6. Before testing, all welds to be subjected to ultrasonic testing (UT) shall be given a visible
mark, "for UT," accurately placed on the steel a distance of 4" away from the root of the
edge preparation.
7. Groove welds shall be complete-joint-penetration welds, unless specifically designated
otherwise.
8. WPSs shall be available to welders and inspectors prior to and during the welding
process. Prior to welding, joint fit-up shall be verified by the welder for conformance with
the WPS and AWS D 1.1.
9. Supplemental Welding Requirements
a. Maximum Preheat and Interpass Temperature: The maximum preheat and
maximum interpass temperature permitted is 550° F, measured at a distance of
1" from the point of arc initiation. This maximum temperature may not be
increased by the WPS, regardless of qualification testing.
b. Nonfusible Backing: The use of nonfusible backing materials, including ceramic
and copper, is permitted only with satisfactory welder qualification testing
performed using the type of backing proposed for use and using the test plate
shown in AWS D1.1, Figure 4.21, except that groove dimensions shall be as
provided in the WPS and PQR. For nonfusible weld tabs and short segments of
nonfusible backing bars used at the ends of welds between shear plates and
column faces, or at the ends of continuity plate welds, special welding personnel
and welding procedure qualification testing is not required.
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c. Peening, Controlled Cooling, and Post-Weld Heat Treatment (PWHT): If peening,
controlled cooling, or PWHT are used, they shall be performed in accordance
with AWS D1.1 and a written procedure for their performance shall be
incorporated into the appropriate WPS.
i. If insulating blankets are used to control cooling a written procedure and
temperature measurements are not required,
ii. The application of heat immediately following completion of a joint to
maintain a nominal temperature at or below 550° F is not considered
PWHT.
d. Intermix of Filler Metals: For Demand-Critical Welds in which different weld filler
metals are used, supplemental toughness testing shall be conducted as
prescribed in FEMA 353, Part I, Appendix C.
e. Wind Velocity Limits: In the Seismic-Load-Resisting-System, in lieu of the wind
speed limitations in AWS D1.1, welds using GMAW, FCAW-G, GTAW and EGW
methods shall not be performed when the wind velocity in the immediate vicinity
of the weld exceeds three miles per hour. Welding performed within an enclosed
area, and not subject to drafts may be deemed to satisfy this requirement. For
SMAW, FCAW-S, and SAW processes wind shall not affect the appearance of
the molten weld puddle.
10. Welded joints of the Seismic-Load-Resisting-System shall conform to AWS D1.8,
Section 6.
11. Welded Joint Details:
a. Backing bars: The use of backing bars shall be in accordance with AWS D1.1.
Backing bars shall be removed where required by the Contract Documents or
AWS DLL
i. Heavy Section Splices Requiring Removal of Backing Bars: All welded
splices of Heavy Sections, shall have the backing bars removed. Where
fusible backing material is used, the root pass area shall be backgouged
after backing bar removal, and backwelded until flush or with slight
reinforcement. The surface shall then be ground Extra Smooth.
ii. Beam-Column Connection Joints Requiring Removal of Backing Bars:
Following removal of backing, remove un-sound weld metal at the root
area and any excessive weld discontinuities, and backweld. Minimize
gouging and removal of base metal. A reinforcing fillet weld with a
minimum leg size of 5/16" or the root opening plus V16", whichever is larger,
shall be provided. Perform MT on the fillet weld and the immediately
adjacent area.
iii. If groove weld backing is permitted to remain, the backing shall not exceed
3/8" thickness. For connections of the seismic-load-resisting system in
which backing is not removed, backing shall be attached to the member or
plate that does not have its surface prepared for the groove weld.
Attachment shall be by either a %" fillet or 1/8" groove weld along the
complete bar length on the side of the bar opposite the groove weld.
b. Weld dams are not allowed.
c. Weld Tabs:
i. Use of Weld Tabs: Welds shall be terminated at the end of a joint in a
manner that will ensure sound welds. Whenever necessary, this shall be
done by use of weld tabs.
1. Weld tabs shall extend beyond the edge of the joint a distance equal
to a minimum of the part thickness, but not less than 1".
2. Weld tabs shall be oriented parallel to the joint preparation and to the
weld direction.
3. Nonfusible weld tabs may be used in applications and locations
where qualified in accordance with AWS D1.1, Section 4.
ii Heavy Section Joint Weld Tab Removal and Finish: All welded tension
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splices in Heavy Sections, shall have the weld tabs removed and ground
Extra Smooth,
iii SIRS Beam-Column Connection Weld Tab Removal and Finish:
1. Weld tabs of SIRS connections shall be removed. Removal may
be performed by air carbon arc cutting (CAC-A), grinding, chipping,
or thermal cutting to within 1/8" of the base metal surface. For
continuity plate weld tabs, removal within %" of the plate edge is
adequate. The process shall be controlled to minimize removal of
base metal except for that material immediately adjacent to the
weld. The edges where the weld tabs have been removed shall be
finished Extra Smooth.
2. In SIRS connections, gouges deeper than 1/16" at locations of
removal of weld tabs shall be repaired by welding according to the
requirements of this Specification for Deep Gouges. Weld filler
metal requirements for Demand-Critical Welds apply. The contour
of the weld at the ends shall provide a smooth transition, free of
gouges and sharp corners. A minimum radius at the corner need
not be provided.
3. Following weld tab removal, finishing, and completion of any
necessary repairs, the exposed ends of the weld shall be
inspected using magnetic particle testing (MT).
d. Weld toes: Weld toes, whether for groove welds or fillet welds, shall provide a
smooth transition between the weld and base metal. The as-welded profile is
adequate provided it satisfies the criteria of AWS D1.1, Section 5.24.
e. Weld access holes:
i. Weld access holes shall meet the dimensional, surface finish, and testing
requirements of AISC 360 Chapter J1.6 and AWS D1.1, except as
otherwise required by the Contract Documents,
ii. Where the height of the weld access hole exceeds the quantity k-tf+11/2" or
where the length of the weld access hole exceeds 4 tf (where k and tf are
defined in AISC 360), welded reinforcement is required. Notify the Architect
for specific instruction,
iii. At welded flange joints that are part of the Seismic Load Resisting System,
the weld access hole detail shown in Figure 6.2 of the AWS D1.8 shall be
used unless the section is a Heavy Section.
iv. The SIRS access hole shall conform to AWS D1.8, Section 6.9.2.
v. SIRS weld access holes shall be inspected using magnetic particle testing
(MT) or liquid penetrant testing (PT) and shall be free of cracks. If a welded
gouge repair has been performed, magnetic particle testing (MT) shall be
performed.
f. Web weld details: A minimum clear distance of Va" shall be provided between the
weld access hole and fillet welds connecting the shear plate and beam web.
g. Welding for Moment Connection of Bottom Beam Flange shall be sequenced so
as to minimize residual stresses in the joint
h. Weave Passes: Weave passes are not permitted in groove welds in the
SIRS.Column continuity plate details:
i. Column continuity plate details:
1. If backing bars are used and remain in place, they shall receive a
reinforcing fillet weld between the backing bar and column flange. No fillet
weld should be placed between backing bar and continuity plate.
2. Weld terminations near the end of the column flange tips may be
completed using weld tabs. Weld tabs shall be removed. Conform to AWS
D1.8 Sections 6.10.3 and 6.10.4. Following finishing, the edge shall be
inspected using MT. Fillet weld terminations between the continuity plate
and column web shall be approximately %" from each end of the joint.
Carlsbad Joint First Responders Training Facility Structural Steel
Specifications 05120-12
j. Tack Welds in the SIRS Protected Zones: Tack welds in the SIRS Protected
Zones are permitted only if they are incorporated into a required weld.
E. Heavy Sections:
1. General: See AISC 360 Chapter A3.1 c for materials requirements.
2. Applicability of Provisions: All requirements of AISC 360 for Group 4 and 5 shapes shall
apply to Heavy Sections as defined in this Specification.
3. Access Hole Requirements: Access holes shall conform to the requirements of AISC
360, Chapter J1.6. Weld access holes must be preheated to a minimum of 150° F prior
to thermal cutting, ground to an Extra Smooth finish. Inspect holes for cracks using
either penetrant testing (PT) or magnetic particle testing (MT). Optionally, weld access
holes may be made by drilling and saw-cutting without grinding, but PT or MT of the cut
surface is still required.
4. Welding: The minimum preheat and interpass temperature shall be as specified by
AISC 360, Chapter J2. Weld tabs and backing bars shall be removed, ground to an
Extra Smooth finish, with reinforcement not to exceed V8", at a transition slope not to
exceed 1:10. See AISC 360 J2 for preheat requirements and J1.5 for weld tab and
backing bar removal requirements.
5. Splices shall conform to the requirements of AISC 360, Chapter J1.5
F. Camber: Provide camber as indicated on contract drawings in accordance with AISC 360
Chapter M2.1.
G. Welded Connectors: Install in accordance with AWS D1.1 and manufacturer's
recommendations. There shall be no porosity or evidence of lack of fusion between the end of
the stud and the steel member.
H. Repair of Discontinuities in Protected Zone of Seismic-Load-Resisting System.
1. Tack Welds: Tack welds are permitted only if they are incorporated into a required weld.
2. Repair of Discontinuities: If erection aids within the Protected Zone cannot be avoided,
the Structural Engineer's approval of the aid's placement, use, and the repair method is
required. Conform to AWS D1.8 Section 6.15.4.
3. Air Carbon Arc Cutting and Thermal Cutting: Air carbon arc cutting (CAC-A) and
thermal cutting is permitted in the Protected Zone with the prior approval of the
Structural Engineer for the removal of backing bars and weld tabs, as specified in these
documents.
4. Gouges in members and connections in the Seismic-Load-Resisting System shall be
repaired according to the requirements of this Specification. Weld filler metal
requirements for the Seismic-Load-Resisting System apply, unless otherwise noted.
I. Surface Finish
1. Flush Surfaces: Welds in butt joints required to be flush shall be finished so as to not
reduce the thickness of the thinner base metal or weld metal by more than 1/16", or 5% of
the material thickness, whichever is less. Remaining reinforcement shall not exceed 1/32"
in height. However, all reinforcement shall be removed where the weld forms part of a
faying or contact surface. All reinforcement shall blend smoothly into the plate surfaces
with the transition areas free from undercut.
2. Finish Methods and Values: Chipping and gouging may be used, provided these
methods are followed by grinding. Where surface finishing is required, surface shall be
Extra Smooth, unless otherwise noted or specified in this document. Measurement of
surface finish values by visual appearance or tactile comparison is acceptable.
J. Repair of Gouges: Gouges are not permitted in areas requiring an Extra Smooth finish surface,
or where specifically prohibited by AWS D1.1 or this Specification. Repair of gouges meet the
following requirements, unless otherwise noted:
1. Shallow Gouges: Gouges up to 3/16" deep shall be removed by grinding as per D1.1, or
Carlsbad Joint First Responders Training Facility Structural Steel
Specifications 05120 -13
to a radius of not less than 3/8".
Carlsbad Joint First Responders Training Facility Structural Steel
Specifications 05120-14
2. Deep Gouges: Gouges deeper than 3/16" shall be repaired by welding. Prior to welding,
gouges shall be ground to provide an Extra Smooth contour with a radius not less than
/8". The repair area shall be preheated to a temperature between 400° F and 550° F,
measured at the point of welding approximately one minute after removal of the heating
source, or shall be preheated in accordance with AWS D1.1 Annex XI for high restraint.
A written repair WPS for the application shall be followed. Following completion of
welding, the area shall be ground Extra Smooth, with fairing of the welded surface to
adjoining surfaces where applicable, and shall be inspected using magnetic particle
testing (MT).
3. The transitional slope after gouge removal shall not exceed 1:5.
K. Weld Acceptance Criteria shall be in accordance with AWS D1.1. Regions of welds that cannot
be inspected shall be identified and recorded, and the Structural Engineer shall be notified.
2.3 FINISHES
A. Prime Painting
1. Surfaces to be painted:
a. Apply one coat of exterior primer to structural steel surfaces permanently
exposed to weather.
b. Apply one coat of primer to interior structural steel surfaces.
c. Do not prime paint following surfaces:
1. Surfaces to be encased in concrete except initial 2".
2. Surface to be field welded.
3. Surface to receive sprayed-on fireproofing.
4. Contact surfaces joined by high-strength bolts.
2. Preparation of Surfaces:
a. Thoroughly clean mill scale, rust, dirt, grease, and other foreign matter from steel
prior to painting.
b. Where hand-cleaning methods are inadequate, clean in accordance with SSPC-
SP1, SSPC-SP 2, or SSPC-SP 7, as required.
3. Painting:
a. Apply primer in accordance with manufacturer's specifications to provide
minimum dry film thickness of 1.0 mils per coat.
b. Permit thorough drying before shipment.
c. Do not prime in temperatures lower than 45 degrees Fahrenheit.
B. Galvanization
1. Galvanize steel where required by the Drawings or by other sections of the
Specification.
2. Galvanize Shapes in accordance with ASTM A153, ASTM A123 / A123M.
3. Galvanize Fasteners in accordance with ASTM B695, Class 40 minimum.
4. Paint Color: ICI Dulux A2014 "Obsidian Glass" - # OONN13/000 for all exposed structural
members.
2.4 SOURCE QUALITY ASSURANCE
A. The Owner's Testing Agency will:
1. Review ladle analysis and certificates of compliance. Where certification is questionable,
test material to verify compliance.
2. Inspect shop fabrication.
3. Provide the management, personnel, equipment, and services required to perform the
quality assurance functions required below.
4. Verify that no improper attachments to the Protected Zone have been made.
Carlsbad Joint First Responders Training Facility Structural Steel
Specifications 05120-15
5. Inspect Heavy Sections:
a. Heavy Section flanges shall be ultrasonically examined at locations to be groove-
welded, for evidence of laminations, inclusions, or other discontinuities, in
accordance with ASTM A898, Straight Beam Ultrasonic Examination of Rolled
Steel Structural Shapes. Examination shall include entire area within 3" of such
joints. For plates, ultrasonically examine in accordance with ASTM A435, Straight
Beam Ultrasonic Examination of Steel Plates. Any discontinuity causing a total
loss of back reflection that cannot be contained within a circle with a diameter of
the greater of 3" or one-half the plate thickness, shall be rejected.
6. Forward copies of all product and procedure certificates, data sheets, and test and
inspection reports to the Owner, Architect, Structural Engineer, and, Contractor, and the
Building Department.
B. Welding Inspection: The Welding Inspector shall perform the tasks indicated in the following
list. This list shall not be considered exclusive of any additional inspection tasks that may be
necessary to meet the requirements of AWS D1.1, CBC, and the Quality Assurance Plan
1. Review and understand the applicable portions of the specifications, the Contract
Documents and the shop drawings for the project.
2. Verify that all applicable welder qualifications, welding operator qualifications and tack
welder qualifications are available, current, accurate, and in compliance with these
specifications.
3. Verify welder identification and qualification. Verify that any required supplemental
welder qualification testing, if required for the joint, has been executed and that the
welder has passed.
4. Verify that each welder has a unique identification mark or die stamp to identify welds.
5. Verify that all applicable Welding Procedure Specifications (WPSs), with Procedure
Qualification Records (PQRs) as needed, are available, current and accurate, and
comply with AWS D1.1 and this specification.
6. Verify that an approved Welding Procedure Specification (WPS) has been provided and
that each welder performing the weld has reviewed the WPS. A copy of the appropriate
WPS shall be available for each joint, although need not be present at each joint
location.
7. Review mill test reports for all main member and designated connection base material
for compliance with the project requirements.
8. Verify base material identification with the contract documents.
9. Verify the electrode, flux and shielding gas certifications for compliance with the
Contract Documents.
10. Verify welding consumables with the approved WPSs.
11. Verify that electrodes are used only in the permitted positions and within the welding
parameters specified in the WPS.
12. Verify that electrodes and fluxes are properly stored, and that exposure limits for the
welding materials are satisfied.
13. At suitable intervals, observe joint preparation, assembly practice, preheat
temperatures, interpass temperatures, welding techniques, welder performance and any
post-weld controlled cooling and heat treatment to ensure that the requirements of the
WPS and AWS D1.1 are satisfied.
14. At suitable intervals, verify current and voltage of the welding equipment in application of
the WPS, if needed, by a calibrated amp and voltmeter. Current and voltage shall be
measured near the arc with this equipment.
15. Inspect the work to ensure compliance with AWS D1.1 and the specified weld
acceptance criteria.
16. Schedule NOT technicians in a timely manner, after the visual inspection is complete
and the assembly has cooled. The final NOT on a specific weld shall be performed at
least 24 hours after the welding has been completed.
Carlsbad Joint First Responders Training Facility Structural Steel
Specifications 05120 -16
17. Mark the welds, parts, and joints that have been inspected, and accepted, with a
distinguishing mark or die stamp, or maintain records indicating the specific welds
inspected and accepted by each inspector.
18. Document the accepted and rejected items in a written report. Transmit the report to the
designated recipients in a timely manner.
C. Nondestructive Testing of Welded Joints
1. Magnetic Particle Testing: Magnetic Particle Testing (MT) shall be conducted by the
Owner's Testing Agency at the frequency designated in Table 2-1. MT shall be
performed in accordance with AWS D1.1, and AWS D1.8 Annex F.
2. Ultrasonic Testing: Ultrasonic testing (UT) shall be conducted by the Owner's Testing
Agency for the percentage of joints designated in Table 2-1. UT shall be performed in
accordance with AWS D1.1.
3. Weld Acceptance Criteria shall be in accordance with AWS D1.1. Regions of welds that
cannot be inspected shall be identified and recorded, and the Structural Engineer shall
be notified.
4. K-Area Welding Inspection: After welds of continuity plates and doubler plates have
cooled to ambient temperature, test column webs for cracking using liquid penetrant
(PT) or magnetic particle testing (MT) over a zone 3" above and below each weld.
Table 2-1. Nondestructive Testing Requirements
Weld Category
Welds not described
below
SIRS welds not described
below
Top-flange joints at
cantilever beam
connections3
Demand-Critical Welds;
Butt joints in column
splices
Nondestructive Testing Requirements
Complete-Joint-
Penetration Welds1
No NDT required unless
otherwise noted
MT 25% of joints, full lenath'1
UT 25% of joints, full lenath2
MT 100% of joints, full length
UT 100% of joints, full length
MT 100% of joints, full length
UT 100% of joints, full length4
Partial-Joint-Penetration Welds
and Fillet Welds
No NDT required unless otherwise
noted
MT 25% of joints.
6" soot at random2
MT 100% of joints, full length
MT 100% of joints, full length
Notes:
1.
2.
3.
4.
UT is required only when the weld thickness is 5/i6" or greater.
If any joint fails testing, test 100% of joints until 40 consecutive welds pass. The testing
rate may then be reduced to 25%.
Test joint on each side of cantilever beam support.
Reduce the rate of UT to 25% if after 40 welds have been inspected, an individual
welder's reject rate is less than 5%.
PART 3 - EXECUTION
3.1 INSPECTION
A. Examine units of Work to be placed and verify that all anchor rods have been installed properly
and have sufficient bolt and thread elevation.
B. Do not begin erection before unsatisfactory conditions have been corrected.
Carlsbad Joint First Responders Training Facility
Specifications
Structural Steel
05120-17
3.2 ERECTION
A. General Requirements:
1. Erect structural steel in accordance with AISC 360 Chapter M, AISC 303, and AWS
D1.1 Structural Steel Welding Code as applicable to Statically Loaded Structures.
2. Requirements for bolted and welded joints specified in Part 2 of this Specification shall
also apply to field connections unless otherwise noted.
3. Erection Tolerances: Do not exceed the erection tolerances specified in AISC 303,
Section 7. Where more restrictive tolerances are necessary to properly install other
building systems and components then adopt the more restrictive tolerances.
4. Where erection requires performing work of fabrication on site, conform to applicable
standards for fabrication.
B. Field Cutting or Alteration: There shall be no field cutting, alteration, or repair of structural steel
members or of connections without prior review and approval by the Structural Engineer.
Structural elements with fabrication errors or that do not satisfy tolerance limits shall be
repaired. Submit drawings showing reasons for, and details of, proposed corrective work.
C. Anchor rods shall be set in conformance with Section 7.5 of AISC 303.
D. Temporary Shoring and Bracing: Provide shoring and bracing as needed until permanent
lateral-support is in place and complete. Contractor is responsible for identifying the need for
temporary shoring and bracing.
E. Erection Procedures: Control erection procedures and sequences to avoid problems caused
by temperature differentials and weld shrinkage, and other sources of expansion and
contraction.
F. Field Assembly:
1. Clean bearing surfaces and surfaces to be in permanent contact before assembling
members.
2. Do not fasten splices of columns and other members with bearing joints designated on
the drawings before abutting surfaces have been brought completely into contact.
3. Bolted Construction:
a. Installation of high-strength bolts shall conform to ASTM A325 for slip-critical or
snug-tightened type joints, as applicable, in accordance with AISC 348. Provide
washer under head or nut of high strength bolts. Washer shall be provided under
the element being turned during tightening. Bolts in welded connections shall be
tensioned after completion of welding.
b. At bolted joints designated as Slip-Critical or that require Pretension, use Twist-
off-Type Tension-Control bolt assemblies or Direct Tension Indicators.
c. Do not use flame cutting to align bolt holes except as permitted by AISC 348
specifications. Ream holes that must be enlarged to admit bolts. Do not enlarge
holes to a diameter greater than 1". When reaming beyond 1/32", drill or ream to
the next larger hole size and use the next larger size bolt.
4. Mill scale shall be removed from the column in the area where the beam flanges will be
welded to the column.
G. Gas Cutting: Use of flame cutting torch will be permitted only after the Architect's prior written
approval and only where metal cut will not carry stress during cutting, and cut surfaces will not
be visible. When thermal cutting is permitted, cutting shall be done with a mechanically guided
torch or a torch controlled using a guide bar.
H. Field Touch-Up Painting: After erection, touch-up paint field connections and abrasions
resulting from the Work of this Section with same paint used for shop prime painting.
Carlsbad Joint First Responders Training Facility Structural Steel
Specifications 05120-18
I. Remove and repair galvanized surface as required for field welding in accordance with ASTM-
A780, A2; required thickness is 100 micro-inches. Touch up with zinc-rich coating. Repair
material shall extend at least three inches beyond edges of damaged areas.
J. Protected Zone: Attachments to structural steel in the Protected Zone, other than spot welding
of metal deck to beams and welding of metal studs to braces as shown on structural drawings,
are not allowed
3.3 CLEANING
A. After erection, thoroughly clean surfaces of foreign or deleterious matter such as dirt, mud, oil,
or grease that would impair bonding of fireproofing, concrete, or other finishes as applicable.
3.4 FIELD QUALITY ASSURANCE
The Owner's Testing Agency shall:
A. Verify proper anchor rod group location, elevation, and orientation prior to placement of
concrete foundations.
B. Verify proper anchor rod group location, elevation, and orientation subsequent to placement of
concrete foundations prior to arrival of structural steel.
C. Perform field welding inspection and testing in accordance with the requirements in Part 2 of
this Specification for shop fabrication, unless otherwise noted.
D. Inspect and test high strength bolted joints in accordance with AISC 348.
E. Sample and test bolt assemblies that include direct tension indicators, on a daily basis to verify
proper indication of deformation with required bolt tension for each size and lot.
F. Inspect erected structural steel as required to establish conformity of Work with reviewed shop
drawings and Contract Drawings.
G. Perform testing and inspection of welded stud connectors in accordance with requirements of
AWS D1.1. After the bend test, the weld section shall not exhibit any tearing or cracking.
H. Inspect structural steel to verify that the Protected Zones of members of the Seismic-Load-
Resisting System are free of damage and attachments not approved by the Structural
Engineer.
I. Forward copies of all test and inspection reports to the Owner, Architect, Structural Engineer,
and, Contractor, and the Building Department.
END OF SECTION
Carlsbad Joint First Responders Training Facility Structural Steel
Specifications 05120-19
SECTION 05310
STEEL DECKING
PART 1 - GENERAL
1.1 DESCRIPTION
A. Section Includes: Provision of steel decking as indicated in Contract Drawings with directly
attached accessory items as noted or required for complete installation. Accessory items
include but are not necessarily limited to following:
1. Closure strips.
2. Gauge metal and reinforcing items.
3. All accessories associated with metal deck.
4. Shoring of the decking as needed.
5. Metal decking at trash enclosure roof.
B. Related Sections:
1. Section 03300 - Cast-in-Place Concrete
2. Section 05120 - Structural Steel
3. Section 05400 - Cold Formed Metal Framing
1.2 REFERENCES
A. Requirements of GENERAL CONDITIONS and DIVISION NO. 1 apply to all Work in this
Section.
B. Published specifications, standards, tests or recommended methods of trade, industry or
governmental organizations apply to Work of this Section where cited by abbreviations noted
below.
1. California Building Code (CBC), 2007 Edition.
2. American Society for Testing and Materials (ASTM).
3. American Iron and Steel Institute's "Specifications for the Design of Cold Formed Steel
Structural Members" (AISI).
4. Steel Deck Institute's "Steel Roof Deck Design Manual" (SDI).
5. American Welding Society's "Structural Welding Code-Sheet Steel" (AWS D1.3).
1.3 QUALITY ASSURANCE
A. Welder's Qualifications:
1. Welders shall be qualified for horizontal, vertical, and overhead positions in accordance
with AWS D1.3.
B. Testing Agency Qualifications: Testing Agency for fire-resistive rating shall have approval of
ultimate enforcing authority and provide re-examination services.
C. Requirements of Regulatory Agencies:
1. Decking shall have been tested and approved by testing agency as component in
composite construction having one-hour fire-resistive rating without applied fireproofing.
1.4 SUBMITTALS
A. Manufacturer's literature describing products.
B. Samples: Only as requested.
Carlsbad Joint First Responders Training Facility Steel Decking
Specifications 05310-1
C. Shop Drawings:
1. Show deck type, location, orientation and laps. Show type, location and sequence of
welds. Show large scale details of connections, methods of attachment and accessory
items. One reproducible copy will be returned.
2. Prior to submission of structural steel erection plans, submit deck plans showing
dimensioned locations of edge of deck and deck openings.
D. Certificates:
1. Certify that materials meet requirements specified.
1.5 PRODUCT DELIVERY, STORAGE AND HANDLING
A. Deliver, store and handle decking in manner to prevent damage or deformation.
B. Discharge materials carefully, store on platform or pallets, and cover with tarpaulins or other
suitable weathertight covering. Do not dump onto ground.
C. Do not overload decking during construction period and do not use decking for storage or
working platform prior to welding in position.
1.6 JOB CONDITIONS
A. Provide the Owner's Testing Agency with free access to places whether on or off the job site
where materials are stored or fabricated, to places where equipment is stored or serviced, and
to job site during times of installation.
B. Sequencing, Scheduling: Notify the Architect in sufficient time prior to fabrication, field welding
or installation to permit testing and inspection without delaying work.
PART 2 - PRODUCTS
2.1 STEEL DECKING TYPES
A. General Requirements:
1. Steel decking shall be designed in accordance with SDI unless specifically noted
otherwise.
2. Section design properties shall be computed in accordance with applicable requirements
ofAISI.
3. Steel decking shall be ICBO-approved for lateral shear resistance.
B. By Verco Manufacturing Company or equal product substituted per Section 01600. See
Contract Drawings for gauge, configuration and section properties.
2.2 MATERIALS
A. Sheet Steel: ASTM A653, Grade A (min. Fy = 38 ksi), zinc galvanized coating in accordance
with ASTM A653, Coating Designation G60.
B. Miscellaneous Steel Shapes: ASTM A36.
C. Touch-Up Paint: For Abraded Galvanizing: Zinc oxide or zinc dust primer for galvanized metal.
D. Welding Electrodes: Low-hydrogen electrodes in accordance with AWS D1.1 and D1.3.
Carlsbad Joint First Responders Training Facility Steel Decking
Specifications 05310-2
2.3 FABRICATION
A. Preparation:
1. Coordinate with other work supporting, contacting or adjoining metal decking and verify
requirements for cutting out, fitting, and attaching.
2. Verify dimensions and locations at site whenever construction progress permits.
B. General Requirements:
1. Fabricate in accordance with SDI unless specifically noted otherwise.
2. Shop- or field-cut units to fit around openings, along building perimeter, and around
columns.
3. Provide in lengths to be continuous for not less than three spans and to rest on
minimum of four supports where structural steel layout permits.
C. Closure Strips: Provide for installation at ends, edges and round openings as required to
prevent leakage of concrete.
D. Vents: Provide venting at decks with insulating and conventional concrete fills.
2.4 FINISHES
A. Galvanizing: Where items have not been fabricated from galvanized steel sheet, hot-dip
galvanize after fabrication in accordance with ASTM A153, A385 or A123 as applicable.
2.5 SOURCE QUALITY CONTROL
A. The Owner's Testing Agency will:
1. Review mill analysis and certificates of compliance.
2. Test samples of thickness of base metal and thickness of galvanized coating as required
by applicable ASTM Standards.
PART 3 - EXECUTION
3.1 INSPECTION
A. Examine construction to support decking and verify that:
1. Dimensions are correct.
2. Setting conditions are proper.
3. Means of attachment integral with support is correct.
B. Do not start installation until unsatisfactory conditions have been corrected.
3.2 INSTALLATION
A. General Requirements:
1. Install decking in accordance with contract documents.
2. Provide flashings, closure strips, closure plates, reinforcing and fastenings as required.
3. Perform shaping, cutting, drilling and fitting in manner to equal workmanship of shop
fabrication.
4. Button-punching or crimping in lieu of welding will not be permitted.
B. Layout:
1. Place and adjust units in final position prior to permanent fastening.
Carlsbad Joint First Responders Training Facility Steel Decking
Specifications 05310 - 3
2. Install in straight, continuous rows with ribs at right angles to supporting members.
3. Align ribs to be straight within 1/4 inch in overall length of decking.
4. Locate butted ends tight at center line of structural support with positive, solid, complete
bearing over full width of panel without deforming units. Ensure not less than one-inch
bearing on support.
5. Locate extreme ends and edges over structural supports with positive, solid complete
bearing over full width of support for full width or length of panel without deforming units.
C. Welding Procedure:
1. Perform welding in accordance with AISI and AWS D1.3.
2. Ensure surfaces to receive weld metal are clean and dry.
3. Weight units with sand bags near welding points to secure firm contact of surfaces
welded.
4. Surfaces with temperature Below 32 Degrees Fahrenheit: Preheat to minimum 70
degrees Fahrenheit and maintain during welding.
5. Maintain long arc while electrode is moved in circular direction until proper hole size is
burned in sheet metal. Shorten arc and deposit weld metal around complete
circumference of hole.
6. Clean all welds immediately by wire brushing and touch-up with paint before covering
with succeeding panel.
7. Take special care to secure solid welds where unit is warped or curved or meets
supporting member at angle.
D. Reinforcing:
1. Reinforce opening as shown on drawings:
2. Provide reinforcing wherever else structurally required.
E. Closure Strips: Attach to decking with tack welds.
3.3 CLEANING AND PAINTING
A. Touch-Up Painting
1. Galvanized Surfaces and Field Welds: At field welds and at galvanized surfaces that
have been damaged in handling or burned off in welding, repair in accordance with
ASTM A780.
2. Prime-Coated Structural Steel Framing: Where welding metal decking to structural steel
has burned off prime-coat or resulted in other damage, apply paint as required to restore
coverage.
B. Prepare surfaces as necessary for proper application of structural concrete.
3.4 FIELD QUALITY CONTROL
A. The Owner's Testing Agency will:
1. Provide continuous inspection of welding, including prior fit-up, welding equipment, weld
quality and welder certification.
2. Provide continuous inspection during installation as required to establish conformity of
work with requirements.
END OF SECTION
Carlsbad Joint First Responders Training Facility Steel Decking
Specifications 05310-4
SECTION 05500
METAL FABRICATIONS
PART 1 - GENERAL
1.1 DESCRIPTION
A. Section Includes: Provision of all items of miscellaneous metal and related accessories
and fasteners as indicated in Contract Drawings including but necessarily limited to the
following:
1. Steel pipe railing, handrails, guardrails and brackets.
2. Steel stairs.
3. Continuous inserts for pipe and conduit supports.
4. Ladders.
5. Backing and mounting plates for equipment items.
6. Ceiling support system.
7. Metal grating with frames and ledger angles.
8. Anchor bolts.
9. Sun shade framing.
10. Seismic joints.
11. Auxiliary angles brackets.
12. Stainless steel countertops.
13. Miscellaneous metal work as shown on the Drawings.
B. Related Sections:
1. Section 05120 - Structural Steel
2. Section 05510 - Metal Stairs
3. Section 14201 - Elevators
1.2 REFERENCES
A. Requirements of GENERAL CONDITIONS and DIVISION NO. 1 applies to all Work in
this area.
B. Published specifications, standards, tests, or recommended methods of trade, industry,
or governmental organizations apply to Work of this Section where cited by abbreviations
noted below (latest additions apply).
1. California Building Code (CBC), 2007 Edition.
2. American Society for Testing and Materials (ASTM).
3. Federal Specifications (FS).
4. American Institute of Steel Construction's "Specification for Structural Steel
Buildings."
5. American Welding Society's "Structural Welding code" (AWS D1.1).
6. American Iron and Steel Institute's "Specifications for Design of Light Gauge
Cold-Formed Stainless Steel Structural Members".
7. National Association of Architectural Metal Manufacturer's: "Metal Stairs"
(NAAMM-MS).
8. Steel Structures Painting Council's "Painting Manual":
a. Solvent Cleaning (SSPCC-SP 1).
b. Hand Tool Cleaning (SSPC-SP 2).
c. Brush-Off Blast Cleaning (SSPC-SP 7).
d. Hot Phosphate Surface treatment (SSPC-PT 4).
9. American Hot Dip Galvanizers Association, Inc. (AHDGA):
a. Inspection manual for hot dip galvanized products.
Carlsbad Joint First Responders Training Facility Metal Fabrications
Specifications 05500 -1
1.3 QUALITY ASSURANCE
A. Welded Qualifications: Welders shall be qualified in accordance with AWS D1.1.
B. Design criteria:
1. Work shall be designed to support normally imposed loads and conform to AISC
requirements.
2. Built-up parts shall not exhibit warp.
1.4 SUBMITTALS
A. Manufacturer's literature describing products including details and dimensions.
B. Shop Drawings (one reproducible copy will be returned):
1. Show a large scale construction of various parts, methods of joining, thickness of
metals, profiles of surfaces, reinforcing, anchorage, and structural supports.
Include information regarding concealed and exposed joints, welds, and
fastenings.
2. Where welded connectors and concrete inserts are required to receive work,
show size and locations required.
C. Samples: Only as requested by the Architect.
1.5 PRODUCT DELIVERY, STORAGE AND HANDLING
A. Deliver, store, and handle packaged materials in original containers with seals unbroken
and labels intact until time of use.
B. Discharge materials carefully and store on clean concrete surface or raised platform in
safe, dry area.
1.6 JOB CONDITIONS
A. Scheduling, Sequencing:
1. Ensure timely fabrication of items to be embedded or enclosed by other work.
2. Furnish information and assistance required for locating embedded items and be
responsible for proper locations.
PART 2 - PRODUCTS
2.1 BASIC MATERIALS AND ACCESSORIES
A. Ferrous Metals:
1. Structural Steel Shapes:
a. WF and WT Shapes: ASTM A992
b. Channels, Angles: ASTM A36
2. Architectural and Miscellaneous Steel Items: ASTM A283.
3. Steel Sheets: ASTM A446, Grade A.
4. Steel Pipe: ASTMA53.
5. Steel Bars: ASTM A36.
6. Steel Tubing: ASTM A500, Grade A.
7. Steel Plate: ASTMA36.
8. Checker Plate: FS QQ-F461c, flat back carbon steel, Pattern 15 or 16.
9. Zinc for galvanizing: ASTM B06 as specified in ASTM A123.
10. Welding electrodes: E-70XX.
Carlsbad Joint First Responders Training Facility Metal Fabrications
Specifications 05500 - 2
11. Grout: Embeco "636" or equal product.
12. Stair Treads: Irving, Reliance, or equal with abrasive metal nosing.
13. Grating: Irving, Reliance or equal typical 1-inch X 3/16-inch beaming bars at 1-
3/6-inch centers with 1/4-inch twisted cross bars welded at 4-inch centers,
galvanized with bolted anchorage.
B. Fastenings:
1. Typical Unfinished Bolts, Nuts, and Washers: Low carbon steel standard
fasteners, externally and internally threaded, ASTM A307 Grade A; malleable
washers.
2. Expansion Bolts: Same as Hilti's "Kwik-Bolt Concrete Anchors"; Wej-lt Expansion
Products, Inc.'s "Wej-lt Concrete Anchors"; or equal product substituted.
C. Primer: Zinc-chromate type. Same as manufactured by Fuller-O'Brien Corp.'s Ne. 121-
00; The Glidden Co.'s No. 4570; Sinclair paint Co.'s 20; or equal product substituted.
2.2 SPECIALTY FABRICATED PRODUCTS
A. Preparation:
1. Coordinate with other work supporting or adjoining miscellaneous metal and
verify requirements for cutting out, fitting, and attaching.
2. Verify sizes, designs, and locations of items; do so at site whenever construction
progress permits.
B. General Requirements
1. Fabricate items from materials noted and make true to profiles shown. Obtain
the Architect's approval of proposed variations.
2. Miter corners and angles of frames and moldings unless otherwise noted.
3. Perform cutting, shearing, drilling, punching, threading, tapping as required for
items or their adjacent work.
4. Drill or punch holes; do not use cutting torch.
5. Ensure shearing and punching leaves true lines and surfaces.
6. Items to be Galvanized: Fabricate in accordance with recommended practices of
ASTM A385 and A386 unless specifically noted otherwise.
7. Fabricate exterior items for assembly and installation on site without field-welding
of joint.
8. Ensure metal thickness and assembly details provide ample strength and
stiffness.
9. Size sleeves for approximately 1/4-inch clearance all around.
C. Fastening:
1. Provide fasteners and anchor assemblies required for complete fabrication, field
assembly, and erection.
2. Conceal fastenings wherever practicable.
3. Size internally threaded diameters to accommodate galvanized threaded bolts
where galvanizing is required.
4. Permanent connections in Ferrous Metal Items: Employ welding wherever
practicable; avoid bolts and screws.
D. Welding:
1. Use electric shielded-arc process according to AWS D1.1.
2. Maintain shape and profile of item welded.
3. Prevent heat blisters, run-throughs, and surface distortions.
4. Welds Normally Exposed to View in Finished Work: Make uniform and grind
smooth.
5. Exposed Welds: Remove burrs, flux, welding oxide, air spots and discoloration;
grind smooth, polish, or otherwise finish to match material welded.
Carlsbad Joint First Responders Training Facility Metal Fabrications
Specifications 05500 - 3
E. Bolted and Screwed Connections:
1. Use bolts for field connections only, and then only as noted. Countersink heads;
finish smooth and flush.
a. Provide washers under heads and nuts bearing on wood.
b. Draw nuts tight and prevent loosening of permanent connections by
nicking threads.
c. Use beveled washers where bearing is on sloped surfaces.
2. Where necessary to use screws for permanent connections in ferrous metal, use
flat head type, countersink, fill screw slots, and finish smooth and flush.
3. Evenly space exposed heads.
F. Steel Stairs: Fabricate in accordance with NAAMM-MS standards from steel sections as
noted.
G. Ferrous metal Pipe Railings:
1. Fabricate in largest sections practicable.
2. Weld shop joints; fit field joints with concealed pins and sleeves.
3. Flush fittings may be used for crosses and tees.
4. Return rails to wall as noted.
5. Close ends with welded cap and ease edges.
H. Handrail Bracket for Pipe Railings: Fabricate according to details.
2.3 FINISHES
A. Preparations of Surfaces:
1. Thoroughly clean mill scale, rust, dirt, grease, and other foreign matter from
ferrous metal prior to galvanizing, hot phosphate treatment or painting.
2. Where hand cleaning methods are not adequate, clean in accordance with
SSPC-SP 1, SSPC-SP 2, or SSPC-SP 7 as required.
3. Completely eliminate burrs, rough spots and pitting from normally exposed
ferrous metal items.
B. Galvanizing:
1. Galvanize items after fabrication in largest sections practicable unless otherwise
permitted or recommended by ASTM A384 and A385.
2. Where galvanizing is removed by welding or other assembly procedures, touch
up abraded areas with molten zinc or zinc-rich paint.
3. Where ferrous metal item is noted to be galvanized, perform galvanizing in
accordance with following standards as applicable to item:
a. Hardware items Including Fasteners: ASTM A153.
b. Items Both under 1/8-inch Thickness and Fabricated from Rolled,
Pressed, and Forged Shapes, Plates, Bars, and Strips: ASTM A383.
c. Other Fabricated items: ASTM A123.
C. Finish Schedule: Unless noted otherwise in Materials or Standard Catalog Products
Articles.
1. Ferrous Metal, Interior Items:
a. Concealed: Clean, chemically etch, and shop-apply one prime coat.
b. Exposed: Clean, treat with hot phosphate, chemically etch, and shop-
apply one prime coat.
2. Ferrous metal, Exterior Items:
a. Concealed: Clean and hot-dip galvanize in accordance with galvanizing
standards.
b. Exposed: Clean, then hot-dip galvanize in accordance with galvanizing
standards, chemically etch, and shop-apply one prime coat.
Carlsbad Joint First Responders Training Facility Metal Fabrications
Specifications 05500 - 4
3. Special Ferrous metal Items as Noted Below: Clean and hot-dip galvanize in
accordance with galvanizing standards. Do not prime coat.
a. Miscellaneous metal items in Penthouses such as stairs and railings.
4. Items Noted as Chrome-Plated: Same as US26D finish.
5. Hardware Including Fasteners (Bolts, Nuts, Washers, Etc.):
a. Finish to match items fastened.
b. Where galvanizing is required, hot-dip galvanize according to ASTM
A153.
6. Training Building: All exposed finishes to be galvanized.
2.4 STAINLESS STEEL COUNTERTOPS
A. For stainless steel countertops, provide 18 gauge sheet stainless steel with minimum seams and
6 inch splash unless noted otherwise on the Drawings.
2.5 SOURCE QUALITY CONTROL
A. Test and Inspections: The owner will employ testing laboratory to test welds per CBC
Section 1704.
PART 3 - EXECUTION
3.1 INSPECTION
A. Examine areas to receive work and verify that: Setting conditions and dimensions are
correct to receive items.
B. Do not start installation until unsatisfactory conditions have been corrected.
3.2 INSTALLATION
A. Install work plumb, true, rigid, and neatly trimmed out.
B. Do not tighten fastener through finish alone without spacer washers.
C. Provide concrete inserts or predrilled expansion bolts in fastening items into concrete.
D. Protect dissimilar metals from contact with each other or with other materials causing
corrosion.
E. Fasten work tightly to prevent rattle or vibration except where expansion-contraction
tolerances are required.
F. Use non-shrink grout mixed in accordance with manufacturer's direction for setting
frames, plates, sills, bolts and similar items.
G. Set items shown or required to be installed in sleeves with quick-setting anchor cement
unless otherwise noted.
H. Protect metal from damage to surface, profile and shape.
3.3 CLEANING
A. Remove protective devices only when items will be safe from other construction
operations or removal is required to permit related work.
B. Clean prime-coated items as required for finish painting.
Carlsbad Joint First Responders Training Facility Metal Fabrications
Specifications 05500 - 5
END OF SECTION
Carlsbad Joint First Responders Training Facility Metal Fabrications
Specifications 05500 - 6
SECTION 05505
METAL FABRICATIONS
PART 1 - GENERAL
1.01 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 1 Specification Sections, apply to this
Section.
1.02 SUMMARY
A. General: Furnish all labor, supervision, materials, tools, equipment, appliances
and services necessary for the fabrication, delivery and installation of all
miscellaneous metal items. All work shall be as shown or indicated on the
drawings and as specified in this section.
B. Scope of Work:
1. Embedded angles and plates
2. Ladders
3. Miscellaneous metal work and related items.
4. AR 500 steel, as shown on drawings and related to Range Equipment in
Section 11890.
5. Metal fabrications, hanging and bracing systems for ballistic baffle systems
and ballistic tile wall protection in Section 11890.
C. Related Documents: The Contract Documents, as defined in Section 01110 -
Summary of Work, apply to the Work of this Section. Additional requirements and
information necessary to complete the Work of this Section may be found in other
Documents.
1.03 QUALITY ASSURANCE
A. Design Criteria and Calculations: Structural engineering calculations shall be
provided with shop drawing submissions for connections, attachments and
assemblies as described in 2.03.
B. Welding shall conform to American Welding Society's Standard Code for Arc and
Gas Welding in Building Construction. Welding shall be continuous along entire
area of contact, except where tack welding is specifically shown or specified.
Grind all exposed welds.
C. Provide quality control inspection of attachment and suspension connections to
assure full compliance with code requirements.
1.04 SUBMITTALS
A. Section 01310 - Submittals: Procedures for submittals.
B. Shop drawings based on the Contract Documents shall be submitted to the
Architect for review prior to ordering of materials.
C. Failure by the contractor to submit shop drawings, test reports, etc. required above
shall release the Architect and the Engineer from any liabilities due to the
negligence on the part of the contractor to comply with the construction documents.
D. Approval will cover size and arrangement of members, character of construction,
but not dimensions.
E. Contractor shall verify actual dimensions at the construction site.
F. Structural calculations and drawings for anchorage of ballistic baffles and ballistic
tile wall protection to ceilings, roof and walls in Section 11890.
Carlsbad Joint First Responders Training Facility Metal Fabrications
Specifications 05505 -1
PART 2 - PRODUCTS
2.01 MATERIALS
A. Comply with the following standards, as pertinent:
1. Steel plates, shapes, and bars: ASTM A36;
2. Steel plates to be bent or cold-formed: ASTM A283; grade C;
3. Steel tubing (hot-formed, welded, or seamless): ASTM A500; grade B;
4. Steel bars and bar-size shapes: ASTM A306; grade 65, or ASTM A36;
5. Cold-finished steel bars: ASTM A108!
6. Cold-rolled carbon steel sheets: ASTMA336;
7. Galvanized carbon steel sheets: ASTM A526, with G90 zinc coating in
accordance with ASTM A525;
8. Stainless steel sheets: AISI type 302 or 304, 24 ga. with number 4 finish;
9. Gray iron castings: ASTM A48, class 10;
10. Malleable iron castings: ASTMA47;
11. Steel pipe: ASTM A53, grade A, schedule 40, black finish unless otherwise
noted;
12. Concrete inserts:
a. Threaded or wedge-type galvanized ferrous castings of malleable iron
complying with ASTM A27.
b. Provide required bolts, shims, and washers, hot-dip galvanized in
accordance with ASTM A153.
13. Bolts and nuts: Provide hexagon-head regular type complying with ASTM
A307, grade A.
14. Lag bolts: Provide square-head type complying with Fed Spec FF-B-561;
15. Machine screws: Provide cadmium plated steel type complying with Fed
SpecFF-S-111.
B. Castings shall be made from the best grade of soft pig iron cast in stove place
molding sand to a uniform thickness. Castings shall be free of defects impairing
strength or appearance.
C. Accessories: Provide all anchors bolts, anchor straps, hangers and other related
fittings, fastener and accessories required for proper and secure installation of all
miscellaneous metal. Fasteners for exterior use shall be zinc coated. Generally,
the sizes, shapes and spacing of items are shown or specified; where not shown or
specified, accessories shall be adequate for the required services, subject to
approval.
2.02 SHOP PAINTING
A. All Iron and Steel Work: Unless otherwise specified, power tool clean all surfaces
to remove mill scale. Work shall receive a shop coat of paint before leaving the
factory or being exposed to the weather. Aluminum work contacting dissimilar
metals shall receive a protective coating preventing galvanic action.
B. Shop Paint: Shop paint shall be Fabricator's standard, fast curing, lead free,
"universal" primer, compatible with finish paint system indicated and for capability
to provide sound foundation for field applied topcoats.
C. Aluminum surfaces to be in direct contact with concrete and masonry shall be shop
coated with zinc chromate primer.
2.03 ITEMS TO BE PROVIDED
A. Lintel Angles: Galvanized steel in sizes indicated on drawings. Extend loose lintel
angles 8" on each side of opening.
Carlsbad Joint First Responders Training Facility Metal Fabrications
Specifications 05505 - 2
B. Miscellaneous Steel Shapes: Channels, angles, plates, tubing, connections and
bolts provided where shown and detailed on drawings. AR 500 steel provided
where noted and shown.
C. AR 500 Steel Plate Redirective Guards and Ductwork Enclosures: Provide AR 500
Steel plates, in either 1/4" or 3/8" thickness, as noted on drawings, with steel angle
and channel framing, welded threaded studs and all miscellaneous metal
fabrications for hanging from structure, and for supporting of blocking and cladding,
as required by shop drawings.
a. Miscellaneous Hardware: Provide turnbuckles, S-hooks, eyebolts,
cables, chains, seismic bracing, and other miscellaneous hardware as
required for a complete installation. All members that are suspended
from above by chain or cable shall be spaced so that the loading does
not exceed 50% of the chain or cable manufacturer's specified capacity.
Such chains or cables shall be attached to the anchorage in the roof
structure. Chains or cables shall fall essentially straight. Any bridging
members required for such placement of the chains shall be provided
by the steel baffle manufacturer. Anchorage used shall be standard
products rated by their manufacturers at 300% minimum load greater
than the suspended load. All eyebolts, S-hooks and turnbuckles shall
be rated at 300% minimum load greater than the suspended load.
D. AR 500 Steel Plate Wall Fairings: Provide AR 500 Steel plates, in thickness as
noted on drawings, with welded threaded studs for attaching to brackets as
detailed.
E. Rolling Ladder: Provide M - 2000 series rolling ladder as manufactured by
Putnam Rolling Ladder Co., Inc., New York, NY (212) 226-5147, or equal. Ladder
to have foot pedal activated lockstep, be 24" wide with (8) vertical steps and have a
21" deep top step (DTS). Provide to California OSHA specifications. Ladder to be
shipped knocked down and assembled by Contractor in place after Bullet Trap
installation. Ladder shall be equal to Model* 083214. Provide two ladders; one
behind each Bullet Trap.
F. Folding & Rolling Ladder: For filter access on the main range floors, provide a fold
& roll ladder with the top step at 90" above finish floor, equal to Model* LAD-RF-9-
P-EZ, as manufactured by Vestil Manufacturing, N. Wayne Street, Angola, IN (800)
348-0868.
PART 3 - EXECUTION
3.01 FABRICATION
A. Contractor shall secure and be responsible for all field measurements required for
the proper and accurate fabrication and installation of the items included under this
section; field alterations will not be permitted except upon specific authorization of
the Architect.
B. All work shall be assembled in the most substantial manner and reinforced where
necessary with structural shapes, using concealed screws, bolts or similar
fastenings. Make welds of adequate strength and durability, jointing tight, clean
and smooth, flush and in true plane with base metals.
C. All screws or rivets shall be countersunk, unless otherwise noted. Provide lock
washers for all bolts.
D. All steel to which wood blocking is connected shall be properly punched for
anchoring blocking.
E. Exposed steel shapes with marred surfaces shall be ground or draw-filled to a fine
grain finish, as approved before applying shop coat of paint.
Carlsbad Joint First Responders Training Facility Metal Fabrications
Specifications 05505 - 3
F. Assembled work shall be completely constructed in the shop, accurately finished
and the pieces match-marked for erection. Form exterior joints to exclude water,
grind connections in exposed pieces smooth and polish.
G. The Contractor shall do all drilling, cutting, tapping and fitting of work to
accommodate other work coming in contact with it, and shall furnish all taps, bolts
and other fittings in connection therewith.
H. Except where otherwise noted, fastening to concrete, solid masonry or hollow
masonry shall be with appropriate anchorage. Fastening to wood plugs will not be
permitted. Toggle may be used only when approved by the Architect.
3.02 INSTALLATION
A. All work included in this Contract shall be installed by the Contractor at the proper
time and as rapidly as the progress of the adjacent and connecting work will
permit.
B. All work shall be installed plumb, level, square and true to line in all cases.
C. Grind exposed welds smooth and touch-up shop prime coats.
D. Do not cut, weld or abrade surfaces which have been hot-dip galvanized after
fabrication and which are intended for bolted or screwed field connections.
E. Loose lintel angles shall bear 8" on each side of opening.
F. Immediately after erection, clean the field welds, bolted connections, and abraded
areas of shop priming. Paint the exposed areas with same material used for shop
priming.
G. Install seismic bracing for baffles, enclosures, and range equipment as per
engineering calculations referenced in 1.03.A.
END OF SECTION
Carlsbad Joint First Responders Training Facility Metal Fabrications
Specifications 05505 - 4
SECTION 05510
METAL STAIRS
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes: Steel stairs and landings, with stair handrails, and including plates, angles,
hangers and struts for securing to building structure.
1. Provide additional steel as required for support of stairs and not otherwise indicated on
Architectural or Structural Drawings.
B. Related Work:
1. Section 05500: Metal Fabrications.
1.2 SYSTEM DESCRIPTION
A. Design Requirements: Design stairs and railings to support following minimum loads.
1. Shooting Range / Classroom Building:
a. Stairs: 100 Ibs./sq.ft. loads, with individual stair treads designed to support a 300
pound concentrated load placed in B position which would cause maximum stress.
b. Railings: Support a lateral force of 50 Ibs./lin. ft. uniform load and 200 Ibs. at any
single point without permanent set or damage; ASTM E935.
2. Burn Prop Buildings:
a. Stairs: 150 Ibs./sq.ft. loads, with individual stair treads designed to support a 450
pound concentrated load placed in a position which would cause maximum stress.
b. Railings: Support a lateral force of 75 Ibs./lin. Ft. uniform load and 300 Ibs. at any
single point without permanent set or damage; ASTM E935.
1.3 REFERENCES
A. American Welding Society (AWS): D1.1, Structural Welding Code.
B. National Association of Architectural Metal Manufacturers (NAAMM):
1. Metal Stairs Manual.
2. Pipe Rail Manual.
3. Heavy Duty Metal Bar Grating Manual.
1.4 SUBMITTALS
A. Product Data: Submit manufacturer's literature for products used in stair and rail fabrications,
including paint, grout, and rail brackets.
B. Shop Drawings: Submit for fabrication and erection of stairs and handrails, indicate profiles,
sizes, connection, reinforcing, and anchorage. One reproducible copy will be returned.
1. Provide templates for anchorage installation by others.
1.5 QUALITY ASSURANCE
A. Field Measurements: Take field measurements prior to preparation of shop drawings and
fabrication, where possible; do not delay job progress; allow for trimming and fitting where
necessary.
1. Verify clearances are sufficient, including code required head height clearances.
B. Regulatory Requirements:
1. Access: Comply with California Building Code and Americans with Disabilities Act
Accessibility Guidelines (ADAAG) requirements for access for persons with disabilities.
2. Building Codes: Comply with requirements of applicable codes for stair and railing
design, except where more restrictive codes are specified.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Steel Sections, Plates, Shapes and Bars: ASTM A36.
1. Steel Bar Grating: ASTM A36 or ASTM A1011.
B. Structural Steel Sheet: Hot rolled, ASTM A1011; or cold rolled, ASTM A1008, Class 1; or
grade required for design loading.
C. Steel Pipe: ASTM A53, Type S seamless, grade as selected by fabricator and as required for
design loading; minimum staindard weight, STD or Schedule 40.
D. Steel Tubing: Cold formed ASTM A500; or hot rolled, ASTM A501; minimum Grade B;
seamless where exposed.
E. Castings: Gray iron, ASTM A48, Class 30; malleable iron, ASTM A47.
Carlsbad Joint First Responders Training Facility Metal Stairs
Specifications 05510-1
F. Grout: Non-shrink meeting ASTM E827, non-metallic, pre-mixed, factory-packaged, non-
staining, non-corrosive; type specifically recommended by manufacturer as applicable to job
condition.
1. Manufactures:
a. Master Builders; Masterflow 713.
b. U.S. Grout Corp.; Five Star Grout.
c. Bostik Construction Products; Upcon Grout.
d. Protex Industries, Inc.; Propak.
e. Substitutions: Refer to Division 1.
G. Fasteners and Rough Hardware: Type required for specific usage; provide zinc-coated
fasteners for exterior use or where built into exterior walls.
H. Welding Materials: AWS D1.1, type required for materials being welded.
I. Paint: Provide primers as recommended by paint manufacturers for substrates and paints
specified in Section 09900 - Painting.
1. Galvanizing Repair Paint: High zinc-dust content paint for regalvanizing welds in
galvanized steel.
2.2 FABRICATION
A. Stairs: Comply with requirements of NAAMM "Metal Stair Manual", including components
required for proper anchorage of metal stairs.
1. Types of Stairs: Refer to Drawings.
2. Stair Class: NAAMM Architectural Class.
3. Treads and Landings: "Tread-Grip Flooring" and "Tread-Grip Stair Treads"; non-slip as
manufactured by McNichols, 19226 Cabot Blvd., Hayward CA, 94545-1143. Phone:
(510) 887-7778, email: sanfrancisco@mcnichols.com.
a. Provide with 2" wide contrasting color (to tread) stripe on each tread and landing in
locations as noted on Drawings.
4. Form risers of minimum 12 gage sheet stock.
B. Stair Railings: Comply with California and ADAAG access requirements and with NAAMM
"Pipe Railing Manual"; welded construction; cap exposed ends.
1. Handrail: Seamless steel tube, 1-1/2" outside diameter, continuous railings conforming
with applicable code and design requirements.
2. Wall Rail Brackets: Castings as approved by Architect.
3. Wall Returns: 90° elbow return with 1/4" maximum clearance unless otherwise indicated,
a. Provide wall plates only where indicated and where required by applicable codes.
C. Fabricate stairs, landings and component connections to support live loads specified.
1. Provide closed riser stairs with nosing joined flush to riser.
2. Maximum Allowable Deflection:
a. Standard: Maximum L/240.
3. Stringers: As indicated on Drawings.
4. Reinforce underside of landings.
D. Fabricate items with joints neatly fitted and properly secured.
E. Grind exposed welds continuous, smooth and flush with adjacent finished surfaces, and ease
exposed edges to approximate 1/32" uniform radius.
F. Exposed Mechanical Fastenings: Flush countersunk fasteners unobtrusively located,
consistent with design of structure.
G. Fit and shop assemble in largest practical sections for site delivery.
H. Make exposed joints flush butt type, hairline joints where mechanically fastened.
1. Fabricate joints exposed to weather in manner to exclude water or provide weep holes
where water could accumulate.
I. Supply components required for proper anchorage of metal stairs.
J. Fabricate anchorage and related components of same material and finish as metal stairs and
rails.
K. Thoroughly clean surfaces of rust, scale, grease and foreign matter prior to applying finish.
L. Supply components required for proper anchorage of metal fabrications; fabricate anchorage
and related components of same material and finish as metal fabrication.
M. Finishes: Thoroughly clean surfaces of rust, scale, grease and foreign matter prior to applying
finish. Do not shop prime surfaces in contact with concrete or requiring field welding; shop
prime in one coat.
Carlsbad Joint First Responders Training Facility Metal Stairs
Specifications 05510 - 2
1. Training Building - Interior Rails: Prime paint and galvanized finish.
2. Exterior Stairs and Rails: Hot dip galvanize and prime paint.
a. Provide minimum ASTM A123 or A924 and A653 G90 galvanized coating; iron and
steel hardware galvanized conforming with ASTM A153.
3. Prime Painting: Comply with requirements of Section 09900 - Paints and Coatings for
preparation and priming.
PART 3 - EXECUTION
3.1 ERECTION
A. Obtain Architect's review prior to site cutting or making adjustments which are not part of
scheduled work.
1. Perform necessary cutting and altering for installation of work of other sections.
B. Install steel stairs and railings square and level, plumb and free from distortion or defects
detrimental to appearance and performance.
C. Make provision for erection stresses by temporary bracing; keep work in alignment.
D. Ensure alignment with adjacent construction; coordinate with related work to ensure no
interruption in installation.
E. Field bolt and weld to match standard of shop bolting and welding; hide bolts and screws
whenever possible, where not hidden, use flush countersunk fastenings.
1. Perform field welding in accordance with AWS D1.1.
F. After installation, touch-up field welds and scratched and damaged surfaces; use primer
consistent with shop coat or recommended for galvanized surfaces, as applicable.
G. Replace items damaged in course of installation and construction.
END OF SECTION
Carlsbad Joint First Responders Training Facility Metal Stairs
Specifications 05510-3
SECTION 05515
LADDERS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Aluminum access ladders.
1.02 RELATED SECTIONS
A. Section 05500 - Metal Fabrications: Fasteners and installation requirements used to attach
ladders to structure.
B. Section 14201 - Elevators: For pit ladders.
C. Section 16010 - Basic Electrical Materials and Methods: For electrical grounding of ladders.
1.03 REFERENCES
A. AA - Aluminum Association.
B. ASTM B 209 - Standard Specification for Aluminum and Aluminum-Alloy Sheet and Plate.
C. ASTM B 221 - Standard Specification for Aluminum and Aluminum-Alloy Extruded Bars, Rods,
Wire, Profiles, and Tubes.
D. OSHA 1910.27 - Fixed Ladders.
1.04 SUBMITTALS
A. Submit under provisions of Section 01300.
B. Product Data: Manufacturer's data sheets on each product.
C. Shop Drawings:
1. Detail fabrication and erection of each ladder indicated. Include plans, elevations, sections,
and details of metal fabrications and their connections.
2. Provide templates for anchors and bolts specified for installation under other Sections.
3. Provide reaction loads for each hanger and bracket.
D. Qualification Data:
1. Refer to Quality Assurance provisions for submittal requirements evidencing experience,
certifications and resources.
E. Selection Samples: For each finish specified, two complete sets of color chips representing
manufacturer's full range of available colors.
F. Verification Samples: For each finish specified, two samples, minimum size 6 inches (150 mm)
square, represent actual product color.
1.05 QUALITY ASSURANCE
A. Manufacturer Qualifications: A firm experienced in producing aluminum metal ladders similar to
those indicated for this Project.
1. Record of successful in-service performance.
2. Sufficient production capacity to produce required units.
3. Professional engineering competent in design and structural analysis to fabricate ladders in
compliance with industry standards and local codes.
B. Installer Qualifications: Competent and experienced firm capable of selecting fasteners and
installing ladders to attain designed operational and structural performance.
C. Product Qualification: Product design shall comply with OSHA 1910.27 minimum standards for
ladders.
D. Mock-Up: Provide a mock-up for evaluation of surface preparation techniques and application
workmanship.
1. Install ladder in area designated by Architect.
2. Do not proceed with remaining work until workmanship and installation are approved by
Architect.
3. Rework mock-up as required to produce acceptable work.
1.06 DELIVERY, STORAGE, AND HANDLING
A. Store products in manufacturer's unopened packaging until ready for installation.
1.07 PROJECT CONDITIONS
A. Field Measurements: Verify dimensions by field measurement before fabrication.
1. Established Dimensions: Where field measurements cannot be made without delaying the
Work, indicate established dimensions on shop drawing submittal and proceed with
fabrication.
Carlsbad Joint First Responders Training Facility LADDERS
Specifications 05515-1
1.08 WARRANTY
A. Manufacturer has responsibility for an extended Corrective Period for work of this Section for a
period of 5 years from date of Substantial Completion against all the conditions indicated below,
and when notified in writing from Owner, manufacturer shall promptly and without inconvenience
and cost to Owner correct said deficiencies.
1. Defects in materials and workmanship.
2. Deterioration of material and surface performance below minimum OSHA standards as
certified by independent third party testing laboratory. Ordinary wear and tear, unusual
abuse or neglect excepted.
3. Within the warranty period, the manufacturer shall, at its option, repair, replace, or refund the
purchase price of defective ladder.
B. Manufacturer shall be notified immediately of defective products, and be given a reasonable
opportunity to inspect the goods prior to return. Manufacturer will not assume responsibility, or
compensation, for unauthorized repairs or labor. Manufacturer makes no other warranty,
expressed or implied, to the merchantability, fitness for a particular purpose, design, sale,
installation, or use, of the ladder; and shall not be liable for incidental or consequential damages,
losses of or expenses, resulting from the use of ladder products.
1.09 EXTRA MATERIALS
A. Furnish touchup kit for each type and color of paint finish provided.
PART 2 PRODUCTS
2.01 2.1 MANUFACTURERS
A. Acceptable Manufacturer: O'Keeffe's, Inc.; 325 Newhall St. San Francisco, CA 94124. ASD. Toll
Free Tel: (888) 653-3333. Tel: (415) 824-4900. Fax: (415) 824-5900. Email: info@okeeffes.com.
Web: http://www.okeeffes.com.
B. See Section 01310 - Administrative Requirements, for submittals procedures.
C. Requests for substitutions will be considered in accordance with provisions of Section 01600.
2.02 APPLICATIONS/SCOPE
A. Fixed Access Ladder:
1. Heavy Duty Tubular Rail
Fixed Access Aluminum Ladder - Model # 501
Manufactured by O'Keeffe's Inc.
Building # Room# Room Name
a. Shooting Range/Classrooms 126 Range Equipment Storage II
b. Shooting Range/Classrooms 128 Fire Training Storage
c. Shooting Range/Classrooms 202 Classroom Storage
2. Tubular Rail High Parapet Access Ladder
Aluminum Ladder with Platform and Return - Model # 503
Manufactured by O'Keeffe's Inc.
Building # Room Name
a. Shooting Range/Classrooms Exterior Side of East face of the bullet trap at
the end of the 25-yd shooting range
B. Ship Ladder:
1. Aluminum Ships Ladder
Access to Roof Hatch - Model # 523-75 Degree
Manufactured by O'Keeffe's Inc.
Building # Room# Room Name
a. Burn Prop - Commercial 104 Stair (4th Floor to Roof Floor)
C. Cage Ladder:
1. Heavy Duty Tubular Rail Aluminum Cage Ladder
High Parapet Access with Platform & Return - Model # 533
Manufactured by O'Keeffe's Inc.
Building # Room Name
a. Burn Prop - Commercial Exterior Side of West face of Commercial Burn
Prop Building
Carlsbad Joint First Responders Training Facility LADDERS
Specifications 05515-2
2.03 FINISHES
A. Mill finish. As extruded.
B. Clear Anodic Finish: AA-M10C22A41 Mechanical finish as fabricated. Architectural Class I, clear
coating 0.018 mm or thicker.
2.04 MATERIALS
A. Aluminum Sheet: Alloy 5005-H34 to comply with ASTM B209.
B. Aluminum Extrusions: Alloy 6063-T6 to comply with ASTM B221.
2.05 FABRICATION
A. Rungs: Not less than 1-1/4 inches (32 mm) in section and 18-3/8 inches (467mm) long, formed
from tubular aluminum extrusions. Squared and deeply serrated on all sides.
1. Rungs shall withstand a 1,500 pound (454 kg) load without deformation or failure.
B. Channel Side Rails: Not less than 1/8 inch (3 mm) wall thickness by 3 inches (76 mm) wide.
C. Heavy Duty Tubular Side Rails: Assembled from two interlocking aluminum extrusions no less
than 1/8 inch (3 mm) wall thickness by 3 inches (76 mm) wide. Construction shall be self-locking
stainless steel fasteners, full penetration TIG welds and clean, smooth and burr-free surfaces.
D. Ship Ladders: Not less than 1-1/4 inches (32mm) high, 4-1/8 inch (105 mm) deep and 2 feet (610
mm) wide; tread spacing shall be 1 foot (305 mm) on center. Handrails shall be aluminum pipe,
not less than 1-1/2 inches (38 mm) in diameter with hemispheric end caps.
E. Walk-Through Rail and Roof Rail Extension: Not less than 3 feet 6 inches (1067 mm) above the
landing and shall be fitted with deeply serrated, square, tubular grab rails.
F. Landing Platform: 1-1/2 inches (38 mm) or greater diameter, tubular aluminum guardrails and
decks of serrated aluminum treads.
G. Security Doors: Formed 1/8 inch (3 mm) thick aluminum sheet. Security panels shall extend on
both sides, perpendicular to the door face, to within 2 inches (51 mm) of the wall. Security door
shall be furnished with continuous aluminum piano hinge and heavy duty forged steel locking
hasps.
H. Ship Ladder Seismic Bottom Support: Manufacturer's standard; two isolation bearings per
stringer.
I. Ladder Safety Post: Retractable hand hold and tie off.
J. Rail and Harness Fall Arrest System: Supplied where specified as alternate to safety cage and
landing platforms, in accordance with OSHA regulation 1910.27; permanently mounted to ladder
rungs and complete with necessary components.
K. Safety Cages:
1. Fabricate ladder safety cages to comply with authority having jurisdiction. Assemble by
welding. Spacing of primary hoops, secondary hoops and vertical bars shall not exceed that
required by code.
2. Safety cage hoops and vertical bars: 3/16 inch (5 mm) by 2 inches (51 mm) aluminum bar.
PART 3 EXECUTION
3.01 3.1 EXAMINATION
A. Coordinate anchorages. Furnish setting drawings, templates, and anchorage structural loads for
fastener resistance.
B. Do not begin installation until supporting structure is complete and ladder installation will not
interfere with supporting structure work.
C. If supporting structure is the responsibility of another installer, notify Architect of unsatisfactory
supporting work before proceeding.
3.02 INSTALLATION
A. Install in accordance with manufacturer's instructions and in proper relationship with adjacent
construction.
3.03 PROTECTION
A. Protect installed products until completion of project.
B. Touch-up, repair or replace damaged products before Substantial Completion.
END OF SECTION
Carlsbad Joint First Responders Training Facility LADDERS
Specifications 05515 - 3
SECTION 05520
HANDRAILS AND RAILINGS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Wall mounted handrails.
B. Stair railings and guardrails.
C. Free-standing railings at steps.
D. Balcony railings and guardrails.
1.02 REFERENCE STANDARDS
A. ASTM A 53/A 53M - Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated,
Welded and Seamless; 2007.
B. ASTM E 935 - Standard Test Methods for Performance of Permanent Metal Railing Systems and
Rails for Buildings; 2000 (Reapproved 2006).
C. ASTM E 985 - Standard Specification for Permanent Metal Railing Systems and Rails for
Buildings; 2000 (Reapproved 2006).
1.03 SUBMITTALS
A. See Section 01300 - Administrative Requirements, for submittal procedures.
B. Shop Drawings: Indicate profiles, sizes, connection attachments, anchorage, size and type of
fasteners, and accessories.
C. Samples: Submit two, 24 inch (.6096 mm) long samples of handrail. Submit two samples of
elbow, wall bracket, and end stop.
D. Product Data: Submit manufacturer's literature for products used in handrail and guardrail
fabrications, including paint, and rail brackets.
E. Certificates: Submit certification signed by California registered civil or structural engineer
indicating compliance with Contract Documents and code requirements.
1.04 QUALITY ASSURANCE
A. Field Measurements: Take field measurements prior to preparation of shop drawings and
fabrication, where possible; do not delay job progress; allow for trimming and fitting where
necessary.
1. Verify clearances are sufficient, including code required head height clearances.
B. Regulatory Requirements:
1. Access: Comply with California Building Code and Americans with Disabilities Act
Accessibility Guidelines (ADAAG) requirements for access for persons with disabilities.
2. Building Codes: Comply with requirements of applicable codes for stair and railing design,
except where more restrictive codes are specified.
PART 2 PRODUCTS
2.01 RAILINGS - GENERAL REQUIREMENTS
A. Design, fabricate, and test railing assemblies in accordance with the most stringent requirements
of ASTM E 985 and applicable local code.
B. Design railing assembly, wall rails, and attachments to resist lateral force of 75 Ibs (333 N) at any
point without damage or permanent set. Test in accordance with ASTM E 935.
C. Allow for expansion and contraction of members and building movement without damage to
connections or members.
D. Coordinate with Section 05510 Metal Stairs per 2.2. B. Stair Railings.
D. Dimensions: See drawings for configurations and heights.
1. Top Rails and Wall Rails: 1-1/2 inches (38 mm) diameter, round.
2. Intermediate Rails: 2 inch by 2 inch (50.8 by 50.8 mm) square.
3. Posts: 2 inches (50.8 mm) square.
4. Infill: Guard Rail Panels:
a. Panel Thickness: 2 Gauge (.25 inches).
b. Type of Aluminum: 7075 Alumnium (Heat-Treatable Alloys).
c. Strength of Aluminum: 1.818 Ibs./square foot.
d. 1/4 inches diameter round holes X 45 degree staggered X 3/8 inches on center.
e. Apply clear anodized after perforating round holes.
E. Provide anchors and other components as required to attach to structure, made of same
Carlsbad Joint First Responders Training Facility HANDRAILS AND RAILINGS
Specifications 05520 -1
materials as railing components unless otherwise indicated; where exposed fasteners are
unavoidable provide flush countersunk fasteners.
1. For anchorage to concrete, provide inserts to be cast into concrete, for bolting anchors.
2. For anchorage to masonry, provide brackets to be embedded in masonry, for bolting
anchors.
3. For anchorage to stud walls, provide backing plates, for bolting anchors.
F. Provide slip-on non-weld mechanical fittings to join lengths, seal open ends, and conceal exposed
mounting bolts and nuts, including but not limited to elbows, T-shapes, splice connectors, flanges,
escutcheons, and wall brackets.
2.02 STEEL RAILING SYSTEM
A. Steel Pipe: ASTM A 53/A 53M, Grade B Schedule 40, black finish.
B. Non-Weld Mechanical Fittings: Slip-on, galvanized malleable iron castings, for Schedule 40
pipe, with flush setscrews for tightening by standard hex wrench, no bolts or screw fasteners.
C. Exposed Fasteners: No exposed bolts or screws.
2.03 FABRICATION
A. Accurately form components to suit specific project conditions and for proper connection to
building structure.
B. Fit and shop assemble components in largest practical sizes for delivery to site.
C. Fabricate components with joints tightly fitted and secured. Provide spigots and sleeves to
accommodate site assembly and installation.
PART 3 EXECUTION
3.01 EXAMINATION
A. Verify that field conditions are acceptable and are ready to receive work.
3.02 PREPARATION
A. Clean and strip primed steel items to bare metal where site welding is required.
B. Supply items required to be cast into concrete or embedded in masonry with setting templates, for
installation as work of other sections.
3.03 INSTALLATION
A. Obtain Architect's review prior to site cutting or making adjustments which are not part of
scheduled work.
1. Perform necessary cutting and altering for installation of work of other sections.
B. Make provision for erection stresses by temporary bracing; keep work in alignment.
C. Ensure alignment with adjacent construction; coordinate with related work to ensure no
interruption in installation.
D. Install in accordance with manufacturer's instructions.
E. Install components plumb and level, accurately fitted, free from distortion or defects, with tight
joints.
F. Anchor railings securely to structure.
G. Field weld anchors as indicated on drawings. Touch-up welds with primer. Grind welds
smooth.
H. Conceal anchor bolts and screws whenever possible. Where not concealed, use flush
countersunk fastenings.
I. After installation, touch-up field welds and scratched and damaged surfaces; use primer
consistent with shop coat or recommended for galvanized surfaces, as applicable.
J. Replace items damaged in course of installation and construction.
3.04 TOLERANCES
A. Maximum Variation From Plumb: 1/4 inch (6 mm) per floor level, non-cumulative.
B. Maximum Offset From True Alignment: 1/4 inch (6 mm).
C. Maximum Out-of-Position: 1/4 inch (6 mm).
END OF SECTION
Carlsbad Joint First Responders Training Facility HANDRAILS AND RAILINGS
Specifications 05520 - 2
SECTION 05580
FORMED METAL FABRICATIONS
GENERAL
1.01 SUMMARY
A. Section Includes:
1. Perforated and fabricated architectural metals.
B. Related Sections:
1. Division 1 Section: Quality Control.
2. Division 1 Section: Closeout Submittals.
3. Division 3 Section: Cast-in-Place Concrete: Installation of Anchors.
4. Division 4 Section: Masonry Anchorage and Reinforcement: Installation of Anchors.
5. Division 5 Section: Metal Stairs and Ladders.
1.02 REFERENCES
A. ASTM International:
1. ASTM A167 Standard Specification for Stainless and Heat-Resisting Chromium-Nickel
Steel Plate, Sheet, and Strip.
2. ASTM A283M Standard Specification for Low and Intermediate Tensile Strength Carbon
Steel Plates.
3. ASTM A653M Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-
Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process.
1. ASTM A947M Standard Specification for Textured Stainless Steel Sheet.
4. ASTM B122M Standard Specification for Copper-Nickel-Tin Alloy, Copper-Nickel-Zinc
Alloy (Nickel Silver), and Copper-Nickel Alloy Plate, Sheet, Strip, and Rolled Bar.
5. ASTM B152M Standard Specification for Copper Sheet, Strip, Plate, and Rolled Bar.
6. ASTM B248 Standard Specification for General Requirements for Wrought Copper and
Copper-Alloy Plate, Sheet, Strip, and Rolled Bar.
7. ASTM B265 Standard Specification for Titanium and Titanium Alloy Strip, Sheet, and
Plate.
8. ASTM B370 Standard Specification for Copper Sheet and Strip for Building Construction.
1.03 SUBMITTALS
A. General: Submit listed submittals in accordance with Conditions of the Contract and Division 1
Submittal Procedures.
B. Product Data: Submit manufacturer's product data and installation instructions for custom
perforated metal architectural designs, including manufacturer's SPEC-DATA® product sheet.
Include material, finish, available thicknesses and opening sizes.
C. Drawings:
1. Submit shop drawings detailing installation procedures, including layout, dimensions,
anchorage, reinforcement, connections, supports and support placement.
D. Samples:
1. Submit selection and verification samples for finishes, colors and textures in accordance
with Division 1 Submittal Procedures.
E. Quality Assurance:
1. Certificates: Product certificates signed by manufacturer certifying materials comply with
specified performance characteristics and criteria and physical requirements.
2. Manufacturer's Instructions: Manufacturer's installation instructions.
F. Manufacturer's Field Reports: Indicate and interpret test results for compliance with
performance requirements.
G. Closeout Submittals: Submit the following:
1. Warranty: Warranty documents specified herein.
2. Operation and Maintenance Data: Operation and maintenance data for installed products
in accordance with
3.
Carlsbad Joint First Responders Training Facility Formed Metal Fabrication
Specifications 05580 -1
1.04 QUALITY ASSURANCE
A. Qualifications:
1. Fabricator Qualifications: Fabrication performed in quality controlled manufacturing
environment by experienced fabricators with references indicating multiple satisfactory
experiences fabricating perforated metals as required for this project.
1.05 DELIVERY, STORAGE & HANDLING
A. General: Comply with Division 1 Product Requirements.
B. Ordering: Comply with manufacturer's ordering instructions and lead time requirements to
avoid construction delays.
C. Delivery, Storage and Protection:
1. Deliver materials in original sealed manufacturer's packaging.
2. Store materials in dry, secure location.
3. Store in accordance with manufacturer's written instructions.
1.06 WARRANTY
A. Project Warranty: Refer to Conditions of the Contract for project warranty provisions.
PRODUCTS
1.07 PERFORATED ARCHITECTURAL METALS
A. Manufacturer: Hendrick Manufacturing Co., 1 Seventh Ave., Carbondale, PA 18407;
Telephone: (800) 225-7373, (570) 282-1010; Fax: (570) 282-1506; E-mail:
sales@hendrickmfg.com: website: www.hendrickmfq.com. www.perfscreen.com.
B. Material:
1. Aluminium: 7075 Aluminium (Heat-Treatable Alloys)
a. Thickness: 2 gauge (0.25 inch)
b. Sheet Size: 4 feet x 8 feet
c. Shape: Flat
d. Finish: Clear Anodized
C. Perforations:
1. Round: 0.250 inch diameter holes X .375 inches on center X 45 degree staggered.
2. End Pattern: Finished.
D. End Pattern: Finished.
E. Panel Edges: Edge margins 2 inches (.0508m).
F. Accessories:
1. Equip Panels With: Perimeter welded frames.
2. Fixing Device: Attachment brackets as detailed and indicated on shop drawings.
1.08 PRODUCT SUBSTITUTIONS
A. Substitutions: See Section 01300 - Administrative Requirements, for submittals procedures.
EXECUTION
1.09 MANUFACTURER'S INSTRUCTIONS
A. Compliance: Comply with manufacturer's written data, including product technical bulletins,
product catalog installation instructions, product carton installation instructions and Hendrick
Manufacturing Co.'s SPEC-DATA sheet.
1.01OEX AMI NATION
A. Site Verification of Conditions:
1. Verify substrate conditions are acceptable for product installation in accordance with
manufacturer's instructions.
2. Examine area to receive architectural metalwork for compliance with installation
clearances.
Carlsbad Joint First Responders Training Facility Formed Metal Fabrication
Specifications 05580 - 2
1.011 INSTALLATION
A. Install in compliance with manufacturer's product data, including product technical bulletins,
application and installation instructions.
B. Erect metalwork square, plumb, straight and true.
C. Provide suitable means of anchorage as recommended by Hendrick Manufacturing Co.
D. Match exposed fastening devices to attached metalwork.
E. Provide components and setting templates to appropriate trades for placement in concrete or
masonry.
1.012FIELD QUALITY CONTROL
A. Have manufacturer of products supplied under this Section review Work involved in handling,
installation/application and protection of its produces], and submit written reports in acceptable
format to verify compliance of Work with Contract.
B. Protect installed product's finish surfaces from damage during construction.
1.013COMPLETION & CLEANUP
A. After installation and prior to final acceptance, inspect metalwork for any damage. Repair or
replace damaged installed products.
B. Clean installed products in accordance per manufacturer's instructions prior to Owner's
acceptance. Remove protective coverings.
C. On completion and verification of performance of installation, remove surplus materials, excess
materials, rubbish, tools and equipment.
END OF SECTION
Carlsbad Joint First Responders Training Facility Formed Metal Fabrication
Specifications 05580 - 3
SECTION 05810
EXPANSION JOINT COVER ASSEMBLIES
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Expansion joint assemblies for wall, soffit and exterior roof parapet & roof surfaces.
1.02 RELATED REQUIREMENTS
A. Section 04816 - Masonry Veneer: Placement of joint assembly frames in masonry.
B. Section 04200 - Concrete Masonry Veneer
C. Section 07620 - Sheet Metal Flashing and Trim: Roof control joints.
1.03 SUBMITTALS
A. See Section 01300 - Administrative Requirements, for submittal procedures.
B. Product Data: Provide joint assembly profiles, profile dimensions, anchorage devices.
C. Shop Drawings: Indicate joint and splice locations, miters, layout of the work, affected adjacent
construction, anchorage locations.
D. Manufacturer's Installation Instructions: Indicate rough-in sizes; provide templates for cast-in or
placed frames or anchors; required tolerances for item placement.
E. Maintenance Materials: Furnish the following for Owner's use in maintenance of project.
1. See Section 01600 - Product Requirements, for additional provisions.
1.04 QUALITY ASSURANCE
A. Exercise proper care in the handling of all work so as not to injure the finished surface, and take
proper precautions to protect the work from damage after it is in place.
B. Deliver materials to the job site ready for use, and fabricated in as large sections and assemblies
as practical. Assemblies shall be identical to submitted and reviewed shop drawings, samples
and certificates.
C. Store materials under cover in a dry and clean location off the ground. Remove materials that are
damaged or otherwise not suitable for installation from the job site and replace with acceptable
materials at no additional cost.
1.05 PROJECT CONDITIONS
A. Where necessary, check actual locations of walls and other construction to which work must fit, by
accurate field measurements before fabrication. Show recorded measurements on final shop
drawings and coordinate fabrication schedule with construction progress to avoid delay of work.
PART 2 PRODUCTS
2.01 MANUFACTURERS
A. Expansion Joint Cover Assemblies:
1. Construction Specialties, I nc;
Product: FWF-800 for wall joint cover.
SRJW-800 for roof joint cover:
www.c-sgroup.com.
P.O. Box 380 Muncy, PA,
2. Substitutions: See Section 01600 - Product Requirements.
2.02 MATERIALS
A. Aluminum: ASTM B 221, alloy 6063-T5 for extrusions; ASTM B 209, alloy 6061-T6, sheet and
plate.
1. Protect aluminum surfaces in contact with cementitious materials with heavy metal free high
solids primer or chromate conversion coating.
B. Stainless Steel - ASTM A167, Type 304 with 2B finish, unless indicated otherwise, for plates,
sheets and strips.
C. Extruded Preformed Seals - Single or multi-layered rubber extrusions as classified under ASTM
D2000, designed with or without continuous, longitudinal, internal baffles and formed to fit
compatible frames, in color indicated or if not indicated, as selected by architect from
manufacturer's standard colors.
D. Exterior Seals - Typically two single layered flexible extrusions, one interior PVC and one exterior
Santoprene 8000 series non-hydroscopic, thermoplastic rubber, as classified under ASTM
Carlsbad Joint First Responders Training Facility EXPANSION JOINT COVER ASSEMBLIES
Specifications 05810-1
D2000, retained in a set of compatible frames, in color indicated or if not indicated, as selected by
architect from manufacturer's standard colors.
E. Accessories - Manufacturer's standard anchors, fasteners, set screws, spacers, flexible vapor
seals and filler materials, drain tubes, adhesives, and other accessories compatible with material
in contact, as indicated or required for complete installations.
2.03 FABRICATION
A. General: Provide expansion joint cover assemblies of design, basic profile, materials, and
operation indicated. Select units comparable to those indicated or required to accommodate joint
size, variations in adjacent surfaces, and structural movement. Furnish units in longest
practicable lengths to minimize number of end joints. Provide hairline-mitered corners where joint
changes directions or abuts other materials. Include closure materials and transition pieces, tee
joints, corner, curbs, cross connections, and other accessories as required to provide continuous
joint cover assemblies.
B. Interior Expansion Joint Covers:
1. Flush Cover Assemblies: Provide continuous extruded aluminum frame assemblies of a
suitable profile to receive free floating cover plate of design indicated. Furnish colorable,
thermoplastic frame seal with rigid edges for positive attachment to frame and center plate
free from grooves or ridges. Seals to have flexible core of shore hardness 73 to allow
movement of joint width without gaps occurring between seal and cover assembly. Seals to
be replaceable without removal of center plate. All aluminum in contact with concrete to
receive heavy metal free/high solids primer, exposed aluminum to be mill finish.
C. Roof Covers:
1. Metal Roof Covers: Provide continuous extruded aluminum base frame sections fastened to
roof curb at 24" o.c. with aluminum cover formed from min. .078" thick aluminum sheet.
Frames sealed with continuous extruded PVC gasket and seated on continuous neoprene
waterstop. Frames to incorporate adjustable angle flange folded on site to cover adjacent
edge of roof membrane. All transitions and end caps to be factory fabricated to ensure
maximum weather tightness. All butt joints to be sealed with aluminum splice cover bedded
on caulk and fastened on one side only.
2.04 FINISHES
A. Metal Finishes
1. Comply with NAAM "Metal Finishes Manual" for finish designations and application
recommendations, except as otherwise indicated. Apply finishes in factory after products
are fabricated. Protect finishes on exposed surfaces with protective covering before
shipment.
2. Aluminum Finishes
a. Factory-Primed Concealed Surfaces: Protect concealed metal surfaces that will be in
contact with concrete and masonry surfaces when installed by applying a shop coat of
manufacturer's standard primer to contact surfaces. Provide minimum dry film
thickness of 2.0 mils.
PART 3 EXECUTION
3.01 EXAMINATION
A. Verify that joint preparation and dimensions are acceptable and in accordance with
manufacturer's requirements.
B. Make a thorough examination of all surfaces receiving the work of this section and before starting
the installation, notify the architect, in writing, of any defect which would affect the satisfactory
completion of the work of this section.
3.02 PREPARATION
A. Examine the contract drawings and specifications in order to insure the completeness of the work
required under this section.
B. Verify all measurements and dimensions at the job site and cooperate in the coordination and
scheduling of the work of this section with the work of related trades, with particular attention
given to the installation of items embedded in concrete and masonry so as not to delay job
progress.
C. Provide anchoring devices for installation and embedding under Section 04810.
1. Provide templates and rough-in measurements.
Carlsbad Joint First Responders Training Facility EXPANSION JOINT COVER ASSEMBLIES
Specifications 05810-2
3.03 INSTALLATION
A. Install components and accessories in accordance with manufacturer's instructions.
B. Align work plumb and level, flush with adjacent surfaces.
C. Rigidly anchor to substrate to prevent misalignment.
D. Provide anchorage devices and fasteners where necessary for securing expansion joint cover
assemblies to in place construction, including threaded fasteners with drilled in fasteners for
masonry and concrete where anchoring members are not embedded in concrete. Provide
fasteners of metal, type, and size to suit type of construction indicated and provide for secure
attachment of expansion joint cover assemblies.
E. Perform all cutting, drilling and fitting required for installation of expansion joint covers. Install joint
cover assemblies in true alignment and proper relationship to expansion joints and adjoining
finished surfaces measured from established lines and levels.
F. Allow adequate free movement for thermal expansion and contraction of metal to avoid buckling.
G. Locate anchors at interval recommended by manufacturer, but not less than 3 inches from each
end and not more than 24 inches on centers.
H. Maintain continuity of expansion joint cover assemblies with end joints held to a minimum and
metal members aligned mechanically using splice joints. Cut and fit ends to produce joints that will
accommodate thermal expansion and contraction of metal to avoid buckling of frames.
I. Installation of Exterior Seal Joint Assemblies
1. Seal all end joints within continuous runs and joints at transitions in accordance with
manufacturer's directions to provide a watertight installation.
2. Install exterior flexible seal in standard lengths.
3.04 PROTECTION
A. Do not permit traffic over unprotected joint surfaces.
B. Do not remove strippable protective material until finish work in adjacent areas is complete. When
protective material is removed, clean exposed metal surfaces to comply with manufacturer's
instructions.
END OF SECTION
Carlsbad Joint First Responders Training Facility EXPANSION JOINT COVER ASSEMBLIES
Specifications 05810 - 3
SECTION 06100
ROUGH CARPENTRY
PART 1 - GENERAL
1.1 DESCRIPTION
A. Section Includes: Provision of all lumber framing, rough hardware and blocking as
indicated in the contract drawings.
B. Related Sections:
1. Section 03100 - Concrete Framework
2. Section 06195 - Prefabricated Wood I Joists
1.2 REFERENCES
A. Requirements of GENERAL CONDITIONS and DIVISION NO. 1 apply to all Work in this
Section.
B. The following published specifications, standards, tests, or recommended methods of
trade, industry, or governmental organizations apply to Work in this Section (latest
editions apply).
1. California Code of Regulations. Title 24, 2007 edition, also known as California
Building Code (CBC).
2. (APA) - American Plywood Association, "Guide to Plywood Grades".
3. (PS) - United States Product Standard, PS-1 and PS-2 "Construction and
Industrial Plywood".
4. (UL) - Underwriters' Laboratories, Inc., "Fire Hazard Classification, FR-S".
5. (WCLIB) - West Coast Lumber Inspection Bureau, "Standard Grading Rules No.
16".
6. (WWPA) - Western Wood Products Association, "Grading Rules for Lumber".
7. (AWPA) - American Wood Preservers' Association Standards.
8. (AF&PA) - American Forest and Paper Association.
9. (ASTM) - American Society of Testing and Materials.
1.3 SUBMITTALS
A. Shop Drawings of all specially fabricated rough hardware.
B. Samples only as requested by the Architect.
1.4 PRODUCT DELIVERY, STORAGE AND HANDLING
A. Provide proper facilities for handling and storage of materials to prevent damage to
edges, ends, and surfaces.
B. Keep materials dry. Where necessary, stack materials off ground on level flat forms, fully
protected from weather.
1.5 JOB CONDITIONS
A. Environmental Requirements: Maintain uniform moisture content of lumber at not more
than 19-percent during and after installation.
B. Sequencing, Scheduling: Coordinate details with other Work supporting, adjoining or
fastening to rough carpentry Work.
PART 2 - PRODUCTS
Carlsbad Joint First Responders Training Facility Rough Carpentry
Specifications 06100-1
2.1 MATERIAL
A. Rough Carpentry:
1. Sills on Concrete: Pressure treated Douglas Fir.
2. Lumber (Wood Framing): Meet requirements of following minimum grades.
Item
Studs D.F. No. 2
Plates D.F. No. 2
Beams D.F. No. 1
Joists D.F. No. 1
Posts D.F. No. 1
Blocking D.F. No. 2
3. Plywood: Provide thickness, grade, and panel identification index shown on
drawings. For plywood thickness 15/32 or greater provide minimum of 5 ply.
B. Rough Hardware: All exterior hardware shall be hot-dipped galvanized.
1. Nails: Common wire, typical; hot-dipped galvanized at exposed conditions and
pressure-treated lumber.
2. Powder Driven Fasteners: Tempered steel pins with special corrosion-resistant
finish. Provide guide washers to accurately control penetration. Accomplish
fastening by low-velocity piston-driven powder-actuated tool. Pins and tool: Hilti
Fastening Systems.
3. Expansion Bolts: Reverse cone, self-wedging, expansion type, Tightening of nut
or increased tension on bolt shank shall act to force wedges outward to create
positive increased resistance to withdrawal, Hilti Kwik - Bolt II or equal product
substituted per Section 01630.
4. Metal Framing Connectors: Fabricate from hot-dipped galvanized steel (G90
coating). Connectors in contact with pressure treated lumber shall have G185
hot dipped galvanized coating per ASTM A653. Connectors shall be at least 16-
gauge material, 1/8-inch plate materials where welded, unless otherwise shown
or specified, punched for nailing. Nails and nailing shall conform to the
manufacturer's instructions, with a nail provided for each punched nail hole. Use
maximum nail size listed by manufacturer. Manufactured by Simpson Company
or equal product substituted per Section 01630.
5. Miscellaneous Hardware: Provide all common screws, bolts, fastenings,
washers and nuts required to complete rough carpentry Work.
6. Bolts and sill bolts in wood shall be ASTM A307 with standard cut threads; full
diameter bolts (no rolled or "upset" threads permitted) per ANSI/ASME standard
B18.2.1.
2.2 TREATMENTS
A. Fire-Retardant Treatment: Same as Koppers Co., Inc.'s "Non-Corn" J.H. Baxter and
Co.'s "Baco-Pyresote"; or equal product substituted per Section 01630.
B. Preservative Treatment: Furnish in accordance with AWPA. Preservatives with an
ammonia base, including Ammoniacal Copper Zinc Arsenate (ACZA) are not permitted.
2.3 FABRICATION
A. Preparation:
1. Verify measurements at job site.
2. Verify details and dimensions of equipment and fixtures integral with finish
carpentry for proper fit and accurate alignment.
3. Coordinate details with other work supporting, adjoining, or fastening to
casework.
B. Lumber:
Carlsbad Joint First Responders Training Facility Rough Carpentry
Specifications 06100-2
1. Air- or kiln-dry to maximum 19-percent moisture content at time of surfacing.
2. Furnish surfaced four sides, S4S, unless otherwise noted.
3. Size to conform with rules of governing standard. Sizes shown are nominal
unless otherwise noted.
C. Wood Treatments:
1. Fire-Retardant Treatment:
a. Fire-retardant treat only wood blocking supporting truss joists on steel
beams, unless otherwise noted.
b. Treat in accordance with AWPA C20 and approved manufacturer's
recommendations.
2. Preservative Treatment:
a. Treat lumber and plywood sheathing.
i. In contact with concrete and masonry less than six feet above the
ground.
ii. Exposed to weather permanently.
Hi. Where specified in the Contract Documents.
b. Lumber: Treat in accordance with AWPA C2
c. Plywood: Treat in accordance with AWPA C9
d. After Treatment and prior to shipping, air- or kiln-dry lumber to maximum
12-percent moisture content.
2.4 SOURCE QUALITY CONTROL
A. Lumber shall bear grade-trademark or be accompanied by certificate of compliance of
appropriate grading agency.
B. Plywood shall bear APA grade-trademark.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Examine areas to receive rough carpentry Work and verify following:
1. Completion of installation of building components to receive rough carpentry
Work.
2. That surfaces are satisfactory to receive Work.
3. That spacing, direction, and details of supports are correct to accommodate
installation of blocking, backing, stripping, furring and nailers.
4. That all anchor bolts and holdown bolts are properly installed.
3.2 INSTALLATION
A. Cutting: Perform all cutting, boring, and similar Work required.
B. Studs, Joists, Beams, and Posts: Install all members true to line. No wood shingle shims
are permitted. Place joists with crown up; maximum 1/4-inch crown permitted.
C. Nail joints in accordance with applicable requirements of the CBC Table 2304.9.1 unless
otherwise shown or specified. Predrill where nails tend to split wood. Nails into
pressure-treated lumber shall be hot-dipped galvanized.
D. Bolt holes to be 1/16-inch oversize. Threads shall not bear on wood. Use standard
malleable iron washers against wood unless noted otherwise on drawings. Carriage
bolts require washers under the nut only.
E. Provide blocking, nailers, stripping, and backing as shown and as required to secure
other Work.
Carlsbad Joint First Responders Training Facility Rough Carpentry
Specifications 06100 - 3
F. Maintain 1/8-inch gap between all plywood panel edges.
G. Do not use plywood sheets having a width smaller than 2-feet 0-inches.
H. Plywood flooring shall be field glued with adhesive meeting APA specification applied in
accordance with the manufacturer's recommendations. Apply continuous line of glue on
joists and in groove of tongue and groove panels.
I. Where wood is cut, sawed, planed, bored or marred after preservative or fire-retardant
treatment, apply two heavy brush coats of compatible material used in treatment.
J. Nail heads shall be driven flush with plywood surface. Overdriven nails (nails which
fracture the outer ply layer) shall be replaced one for one.
K. Screws (Wood or Lag): Screws shall be screwed and not driven into place. Screw holes
for un-threaded portion shall be predrilled to the same diameter and depth of shank.
Holes for threaded portion shall be predrilled less than or equal to the diameter of the root
of the thread. Provide standard cut washers under head of lag screws.
3.3 CLEANING AND ADJUSTING EXPOSED TIMBER
A. Remove damaged or otherwise disfigured portions and replace with new prior to the
Owner's acceptance.
B. Wash finished Work in strict accordance with product manufacturer's directions and
ensure that washed surfaces do not differ from clean unwashed surfaces. Any difference
will be considered unsatisfactory work.
3.4 FIELD QUALITY CONTROL
A. The Owner's Testing Agency shall:
1. Inspect erected timber framing as required to establish conformity of work with
Drawings.
2. Inspect all bolted connections.
3. Inspect all timber connectors per CBC.
4. Inspect roof diaphragm nailing for nail size, spacing and penetration at plywood
panel edges, and special nailing at collector and drag members.
5. Inspect shear wall nailing for nail size, spacing, edge distance and penetration at
plywood panel edges, and nailing at holdown posts.
END OF SECTION
Carlsbad Joint First Responders Training Facility Rough Carpentry
Specifications 06100-4
SECTION 06190
PREFABRICATED WOOD I-JOISTS
PART 1 - GENERAL
1.1 DESCRIPTION
A. Section Includes: Provision and installation of all prefabricated wood l-Joists, blocking
and accessories as shown on the drawings, herein specified and necessary to complete
the Work.
B. Related Sections:
1. Section 06100 - Rough Carpentry
1.2 REFERENCES
A. The GENERAL CONDITIONS, SPECIAL CONDITIONS, and DIVISION 1 shall apply to
work in this Section.
B. Published specifications, standards, tests or recommended methods of trade, industry or
governmental organizations apply to work in this section when cited by abbreviations
noted below (latest editions apply).
1. California Building Code (CBC), 2007 Edition.
2. American Society for Testing and Materials (ASTM): D5055, Establishing and
Monitoring Structural Capacities of Prefabricated Wood l-joists.
3. National Design Specification for Wood Construction (NDS) published by the
American Forest and Paper Association.
1.3 QUALITY ASSURANCE
A. Design: The l-joists shall be designed to fit the dimensions and loads indicated on the
plans. All designs shall be in accordance with allowable values and section properties
assigned and approved by the CBC. Manufacturer's registered professional engineer
shall supervise and be responsible for joist design.
B. Qualifications of Manufacturer: The "l"-joists shall be manufactured by Truss Joist (NES
Report No. NER-200), or equal manufacturer. Substitutions are subject to review by the
Structural Engineer. Manufacturer to have a minimum of 5 years experience. Fabricating
plant shall be approved by an independent ICBO certified testing agency.
C. Inspection: Fabrication of l-joists shall take place under the supervision of an
independent inspection agency.
D. l-joists shall be proven by testing and evaluation in accordance with ASTM D-5055.
E. l-joist shall have been tested by an approved testing agency and approved as a
component in roof and floor assemblies with a one-hour fire rating.
1.4 SUBMITTALS
A. Shop Drawings: Submit shop drawings of all materials to be furnished under this section.
Shop drawings shall include:
1. Plan layout of members and bridging, design loads and installation instructions.
2. Details of member connections, stiffeners, blocking and web openings.
3. Structural calculations stamped and signed by California Registered Civil
Engineer.
B. Certification of approval by ICBO of fabricating plant.
Carlsbad Joint First Responders Training Facility Prefabricated Wood l-Joists
Specifications 06190-1
1.5 DELIVERY, STORAGE AND HANDLING
A. Deliver members tagged, unloaded carefully, store in a vertical position and handle only
as recommended by the manufacturer; protect from adverse environmental conditions
until members are installed and protected by permanent means.
1.6 WARRANTY
A. The products delivered will be free from manufacturing errors or defects in workmanship
and material. The design of members shall be adequate to carry the loads specified on
drawings and in these specifications for the normal and expected life of the building.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Flanges: continuous laminated veneer lumber (LVL) proof loaded per ANSI A-190.1,
moisture content not to exceed 15 percent; Ft = 2000 psi, E = 2.0 x 10 psi.
B. Webs: CD Structural I plywood with exterior glue, grade marked by APA, in accordance
with Product Standard PSI-83 or other recognized equal which complies with APA
standards as substantiated by performance verification data and verified by an
independent testing agency.
C. Adhesive: Adhesives shall comply with ASTM D2559.
D. Web Stiffeners and Blocking Panels: Comply with details and dimensions as shown on
the drawings and as per manufacturer's instructions.
E. Metal Bridging: Metal bridging shall be 20 gauge "TB-tension bridging" (nail type) as
manufactured by Silver Metal Products, Inc. or Simpson Strong-Tie Company, Inc.
2.2 DESIGN CRITERIA
A. Wood l-Joists and their accessories shall be designed by a California licensed Civil
Engineer in accordance with the load and deflection criteria provided on the Drawings
and in these specifications.
B. l-joists shall be designed for a maximum live load deflection of span/360 unless noted
otherwise on drawings.
C. Where necessary, joist design shall be coordinated with stair manufacturer, window wall
manufacturer, skylights and elevator manufacturer.
D. l-joists shall be designed to allow web openings as specified on the drawings.
2.3 FABRICATION
A. Each joist shall be identified by a stamp indicating the joist type, NER report number,
manufacturer's name, plant identification and the independent inspection agency's logo.
B. l-joists shall be cambered to a 2250-foot radius unless otherwise noted in the Drawings.
C. Tolerances
1. Depth: ±1/16"
2. Flange Width: ±1/16"
Carlsbad Joint First Responders Training Facility Prefabricated Wood l-Joists
Specifications 06190-2
PART 3 - EXECUTION
3.1 ERECTION AND INSTALLATION
A. The l-joists are to be erected and installed in accordance with plans, and l-joist
manufacturer drawings and installation instructions and recommendations. Temporary
construction loads which cause stresses beyond design limits are not permitted. Erection
bracing, in addition to that specified, is; to be provided to keep the joist straight and plumb
as required. This bracing is also to assure adequate lateral support for the individual
joists and the entire system, until the sheathing material has been fully applied.
B. Hammering on inside of flanges (away from web) will not be permitted.
C. Nails or screws into the side of flange, for the purpose of supporting pipe or other loads
will only be permitted if detailed on shop drawings.
D. No cutting or notching of the flanges will be permitted.
E. Holes shall not be cut in the web unless such holes are specifically detailed and
dimensioned on the shop drawings.
3.2 QUALITY ASSURANCE
A. Contractor shall give notification to Architect and Project Inspector before enclosing I-
joists to provide for review of the installation.
END OF SECTION
Carlsbad Joint First Responders Training Facility Prefabricated Wood l-Joists
Specifications 06190 - 3
SECTION 06200
FINISH CARPENTRY
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Finish carpentry items.
B. Wood casings and moldings.
1.02 RELATED REQUIREMENTS
A. Section 06100 - Rough Carpentry: Support framing, grounds, and concealed blocking.
1.03 REFERENCE STANDARDS
A. AWPA U1 - Use Category System: User Specification for Treated Wood; American
Wood-Preservers' Association; 2007.
B. NHLA G-101 - Rules for the Measurement & Inspection of Hardwood & Cypress; National
Hardwood Lumber Association; 2007.
C. Wl (MAN) - Manual of Millwork; Woodwork Institute; 2003.
1.04 SUBMITTALS
A. See Section 01300 - Administrative Requirements for submittal procedures.
B. Shop Drawings: Indicate materials, component profiles, fastening methods, jointing details,
accessories, to a minimum scale of 1-1/2 inch to 1 ft (1:8).
C. Samples: Submit three samples of wood trim 4 inches long.
D. Samples: Submit staining samples for review and selection by Architect.
1.05 QUALITY ASSURANCE
A. Perform work in accordance with Woodwork Institute of California (WIC), current edition.
B. Grade materials in accordance with the following:
1. Softwood Lumber: In accordance with rules certified by ALSC; www.alsc.org.
2. Plywood: Certified by the American Plywood Association.
3. Hardwood Lumber: In accordance with NHLA Grading Rules; www.natlhardwood.org.
1.06 DELIVERY, STORAGE, AND HANDLING
A. Protect work from moisture damage.
PART 2 PRODUCTS
2.01 MATERIALS - GENERAL
A. Unless otherwise indicated provide products of quality specified by Woodwork Institute Manual of
Millwork for Premium grade.
2.02 WOOD-BASED COMPONENTS
A. Wood fabricated from old growth timber is not permitted.
B. All wood trims to be stain grade quality.
C. Provide the following products from World of Moulding, 714 556-7772.
1. Substitutions: See Section 01600 - Product Requirements
2.03 WOOD TREATMENT
A. Factory-Treated Lumber: Comply with requirements of AWPA U1 - Use Category System for
pressure impregnated wood treatments determined by use categories, expected service
conditions, and specific applications.
2.04 FABRICATION
A. Shop assemble work for delivery to site, permitting passage through building openings.
B. Shop prepare and identify components for book match grain matching during site erection.
C. When necessary to cut and fit on site, provide materials with ample allowance for cutting.
Provide trim for scribing and site cutting.
2.05SHOP FINISHING
A. Sand work smooth and set exposed nails and screws.
B. Apply wood filler in exposed nail and screw indentations.
C. On items to receive transparent finishes, use wood filler that matches surrounding surfaces and is
of type recommended for the applicable finish.
D. Prime paint surfaces in contact with cementitious materials.
E. Back prime woodwork items to be field finished, prior to installation.
PARTS EXECUTION
3.01 EXAMINATION
A. Verify adequacy of backing and support framing.
Carlsbad Joint First Responders Training Facility FINISH CARPENTRY
Specifications 06200 -1
B. Verify mechanical, electrical, and building items affecting work of this section are placed and
ready to receive this work.
3.02 INSTALLATION
A. Set and secure materials and components in place, plumb and level.
B. Carefully scribe work abutting other components, with maximum gaps of 1/32 inch (1 mm). Do
not use additional overlay trim to conceal larger gaps.
3.03 TOLERANCES
A. Maximum Variation from True Position: 1/16 inch (1.5 mm).
B. Maximum Offset from True Alignment with Abutting Materials: 1/32 inch (0.7 mm).
END OF SECTION
Carlsbad Joint First Responders Training Facility FINISH CARPENTRY
Specifications 06200 - 2
SECTION 06400
ARCHITECTURAL CASEWORK
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Custom casework fabricated from solid phenolic materials.
B. Custom cabinet fabricated from solid phenolic panels.
C. Hardware associated with casework.
1.02 RELATED SECTIONS
A. Section 06600 - Solid Surface Materials
1.03 REFERENCES
A. Woodwork Institute of California, Manual of Millwork, 11th Edition.
1.04 SUBMITTALS
A. See Section 01300 - Administrative Requirements, for submittal procedures.
B. Product Data: Provide material specifications, manufacturer's installation and maintenance
instructions.
C. Shop Drawings: Indicate:
1. Attachment details.
2. Dimensions, component sizes, fabrication details and coordination requirement of adjacent
work.
3. List materials, sizes, sections, elevations, construction details, assembly and installation in
locations indicated on the Drawings, hardware, noting all modifications tot he specified
W.I.C. construction types and grades as may be detailed or hereinafter specified.
4. Indicated grounds, backing, blocking, steel supports, utility penetration, mechanical items,
electrical work including under counter light fixture and other items required for casework
installations. Coordinate with other trades and submit any information pertinent to the
woodwork.
5. Identify all finishes and their locations.
6. Samples: Submit three samples, 4x4 inch in size, illustrating finish and colors selected,
a. Each sample chip shall bear the manufacturer's name, color, pattern or texture
designation.
1.05 QUALITY ASSURANCE
A. Work Quality: All casework, shelving and countertops to be manufactured and installed by
skilled craft persons in compliance with W.I.C. (Woodwork Institute of California) construction
types and grades hereinafter specified and detailed on the Drawings and on the reviewed Shop
Drawings. All such work to be accurately fabricated, fitted, joined and expertly finished in
accordance with measurements taken on the job-site.
1. Manufacturer must provide evidence demonstrating that they are a member of WIC and they
can issue WIC certified compliance certificate or they have arranged for inspection by a WIC
Inspector.
2. Defective Work: All work, not true to line, not in satisfactory operating condition, improperly
installed, damaged or marred will not be accepted. Remedy, remove or replace defective
work as directed by the Architect subject to his approval at no cost to the City.
3. Standards: All applicable Sections of the "Manual of Millwork" and current supplements
published by the Woodwork Institute of California (W.I.C.) for the construction types and
grades hereinafter specified. All modifications to such standards shown on the Contract
Drawings and reviewed Shop Drawings or specified shall govern.
4. Qualification of Manufacturer and Installers: Product shall be produced by manufacturers
regularly engaged in the manufacture of similar items and with a history of successful
production acceptable to the City. Use adequate numbers of skilled workers who are
thoroughly trained and experienced in the necessary crafts and completely familiar with the
specified requirements and methods needed for proper performance of the work of this
Section.
5. Certification: Before delivery to the job-site, Manufacturer shall issue a W.I.C. "Certified
Compliance Certificate" indicating that casework to be furnished for this project will fully meet
all specified requirements of W.I.C. grades.
a. All work shall bear the W.I.C. Certified Compliance Label.
Carlsbad Joint First Responders Training Facility ARCHITECTURAL CASEWORK
Specifications 06400 -1
6. Materials to carry the Greenguard label:
1.06 DELIVERY, STORAGE, AND PROTECTION
A. Protection:
1. Material to be stored at the job site in a safe dry place with all labels intact and legible at time
of installation.
2. Unload and store manufactured casework units and countertops in place where they would
be protected from direct sunlight, excessive heat, rain and moisture and damage before
installation.
3. Store flat on level surface in clean, dry, well ventilated area protected from sunlight.
4. Use all means to protect materials before, during, and after installation. Do not allow
products to become wet or damp.
5. Identification - All casework units and countertops delivered to the job-site for installation
shall be properly identified as to where they are to be located in the structure.
6. Replacements - In the event of damage, including water intrusion, immediately make all
repairs and replacements necessary to the approval of the Architect and at no additional cost
to the Owner.
1.07 WARRANTY
A. See Section 01780 - Closeout Submittals, for additional warranty requirements.
B. Solid phenolic casework materials to be warranted against delamination for ten (10) years. The
factory authorized cabinet fabricator, product installer and material manufacturer must sign the
Warranty documents and submit a copy to the Contractor.
C. Other materials and work quality covered in this section shall carry a one (1) year warranty from
date of Substantial Completion.
PART 2 PRODUCTS
2.01 MATERIALS
A. The design of the custom casework is based on solid phenolic panels manufactured by Trespa
North America, Ltd. (800-487-3772) as a standard of qualify. A list of approved fabricators that
provide products that comply with this specification section as judged and approved by the
Architect may be required from the above. Substitutions shall be considered under provision of
01300.
B. Solid phenolic custom casework to contain 15% (by weight) post industrial waste.
C. Solid phenolic custom casework to contain 70% rapidly renewable cellulose or wood fibers.
D. All wood based materials to use no urea-formaldehyde to meet Indoor Environmental Quality.
E. All products specified in this section to be provided by a single manufacturer.
F. General: In compliance with Sections of the W.I.C. Manual applicable to the Custom Grade,
Type I, Style A, casework construction as specified and noted on the Contract Drawings.
G. Total applied load (or weight) uniformly dispersed on an individual shelf shall not exceed 200 Ibs.
on any one shelf. Load capacity, 50 Ibs. per square foot for book shelving, shall be applied.
H. Cabinet Finish Hardware:
1. Hardware shall be furnished and installed as required to provide a complete casework
installation.
2. Interior shelving of cabinets to be manufacturer's standard black melamine cabinet liner as
approved by the Architect.
2.02 COLOR SCHEDULE
A. Color and Finish Schedule:
1. Carmine Red - Trespa Virtuon K12.3.7/silk
2. Pearl White - Trespa Athlon Polar E2-01/QZ
3. Zinc Grey - Trespa Athlon Construction E 25-03/QZ
4. Ashgrey - Trespa Athlon Construction E 25-013/QZ
2.03 HARDWARE
A. Locks shall be installed where indicated and keyed in accordance with keying schedules as
directed by Architect.
B. Hardware manufacturers shall be as listed below, or shall be equivalent products by Stanley,
Corbin, or equal.
Carlsbad Joint First Responders Training Facility ARCHITECTURAL CASEWORK
Specifications 06400 - 2
C. Miscellaneous hardware including, but not limited to the following: spikes, bolts, screws, lags,
shields, straps, angles, cleats and other related items for fabrication and installation.
D. Hinges: Blum 125, self-closing, steel arm, and nickel-plated #7115550.
E. Drawer Guides: Hettich #5632, %" extension 100 Ib. rated.
F. Pulls: Sugatsune/Lamp, #UTZ-130, integral, satin stainless steel.
G. Locks: National Cabinet Lock, C8173-26D or C81179-26D.
H. Shelf Pins: Sugatsune/Lamp #SS-323, ivory.
I. Countertop Bracket (exposed): Sugatsune/Lamp #ST-480, stainless steel, satin stainless steel
finish.
J. Grommets: 2" diameter opening, color to be black.
K. Coat Hooks: Ives, single #581, double #582.
L. Keying System
1. Cylinder locks shall be master keyed to key system and keying schedules as directed by
Architect. Cylinders shall be pinned and keys shall be cut at the lock company factory
where records shall be established.
2. Key Material: Provide keys of nickel silver only, stamp Keys "DO NOT DUPLICATE".
3. Furnish three (3) change keys for each cylinder lock, a maximum of ten (10) change keys for
keyed alike groups. Furnish five (5) master keys for each master group.
4. Contractor and Hardware Supplier shall meet with the Architect to finalize keying
requirements and obtain final instructions prior to starting work. Upon completion of the
work, Contractor shall properly identify all keys as to the project name and locations and
deliver all keys along with a duplicate copy of key listing to Architect.
2.04 CONSTRUCTION MATERIALS
A. Construction and design to develop maximum strength and rigidity in each sectional unit. Each
sectional unit to be completely fabricated ready for placement in the casework and equipment
assembly. Each cabinet to be a complete integral rigid unit within itself to permit relocation at
any subsequent time.
B. The cabinet shall incorporate full overlay design in which posts and rails are concealed behind the
doors and drawer heads. The door and drawer heads shall create a .125" horizontal reveal.
There shall be a .0625" vertical reveal at the edge of each cabinet creating a .125" vertical reveal
at the end of each cabinet when two cabinets are set in place next to each other.
C. Base cabinets to be constructed to achieve an industry standard height of 30" to 36" including the
countertop, and 24" deep. Refer to the Drawings for heights.
D. Each cabinet to be assembled incorporating mortise and tendon construction or 32mm dowel
construction. Vertical and horizontal members shall be keyed and then phenol seal bonded and
mechanically fastened. Exposed edges on cabinet components, doors and drawer heads to be
sanded and polished to a satin smooth finish. Underside of toe space shall be enclosed.
E. Component Thickness Schedule:
1. Cabinet sides and bottoms: 0.5" (12.7mm)
2. Door and drawer heads: 0.5" (12.7mm)
3. Horizontal rail supports: 0.5" (12.7mm)
4. Cabinet backs: 0.25" (3.18mm)
5. Wall cabinet backs: 0.25" (3.18mm)
6. Cabinet shelves: 0.5" (12.7mm)
7. Work surfaces: 0.75" (19mm)
8. Casework:
a. Each cabinet shall consist of drawers or doors or a combination thereof as shown in
drawings.
b. Each cabinet to be provided with an adjustable shelf. For shelves without doors, shelf
clips to engage shelf in such a way as to avoid slippage and movement of shelf.
c. Each base cabinet shall have 6" (101.6mm) high by 3" (76.2mm) deep toe space
members, unless otherwise noted on drawings.
d. Drawers shall have full box construction and be fabricated of 1/2" thick solid composite
phenolic resin material. Drawer bottoms shall be matching 1/4" material. Drawer
fronts shall be attached to drawer box using duel directional adjustment hardware.
9. Wall and floor storage cabinets and cases shall match in design and construction.
Carlsbad Joint First Responders Training Facility ARCHITECTURAL CASEWORK
Specifications 06400 - 3
10. Cap exposed edges with material or same finish and pattern at countertops.
11. Exposed shelving is to be finished to match cabinet face.
12. Provide scribe trim as required to provide a complete close off.
13. Finish all exposed surfaces with panel to match.
14. Upper cabinets to be 15" deep unless otherwise noted.
2.05 SOURCE QUALITY CONTROL
A. Panels shall be of material specifically designed for laboratory work surfaces. Fabricated work
surfaces shall comply with all current codes and regulations. Tops and shelves shall have
uniform thickness (+0.03") and flatness (maximum difference of 0.03") for 10-foot span.
B. Panels to be U.L. registered and labeled for quality consistency.
C. Chemical Resistance: Evaluation of chemical resistance is based on SEFA's (Scientific
Equipment and Fixture Association) standard list of 49 chemicals / concentrations, their required
methods of testing and their minimum acceptable results as a means of establishing a minimum
acceptable level of performance for all exposed and semi-exposed surfaces.
D. Panels to have screw pull-out strength minirnums per following chart (Ibs.):
1. Screw depth: #6 #8 #10 #12 1/4" 5/16" 3/8" 7/16"
2. 1/4" panels: 120 150 170 200 230
3. 5/16" panels: 160 190 210 240 280 350
4. 3/8" panels: 190 220 260 290 340 420 510
5. 1/2" panels: 250 300 340 390 450 560 680 790
6. 5/8" panels: 310 370 430 490 560 710 850 990
7. 3/4" panels: 510 590 680 850 1,000 1,200
8. Uniform load to cause no more than %" deflection at center of the span:
a. Thickness: 12"x24" 12"x36" 12"x48" 24"x36"
b. 1/4" panels: 35 10 5 20
c. 5/16" panels: 85 25 10 50
d. 3/8" panels: 170 50 20 100
e. 1/2" panels 370 110 45 220
f. 5/8" panels: 690 210 85 410
g. 3/4" panels: 1,400 400 170 800
h. 1" panels: 2,600 780 330 1,500
9. Performance Requirements:
a. Modulus of Elasticity: 1,500,000 psi, minimum.
b. Shear Strength: 2,000 psi, minimum.
c. Compressive Strength: 24,000 psi, minimum.
d. Weight: 93 Ibs. per cubic foot, maximum.
e. Flame Spread (ASTM E-84) Class 1A (25) for 5/8" and thicker.
1) Class 1B (30) for 1/2"
2) Class 1 B (50) for 1/4" through 3/8"
3) Non-porous surface and edges.
4) Will not support micro-organic growth.
5) Water absorption: 3% maximum.
10. Decorative papers impregnated with melamine resin on faces with a clear
1/2"
900
1,100
1,400
protective
overcoat, and integrally compression molded with a core consisting of solid phenolic
impregnated kraft paper.
2.06 PREFABRICATED CUSTOM CABINETS
A. Prefabricated custom cabinets are based on the products of Design Tech/ The Young
1. Substitutions: See Section 01600 - Product Requirements.
2. Construction of cabinets:
Group.
a. Construction and design to develop maximum strength and rigidity in each sectional
unit. Each sectional unit to be completely fabricated ready for placement in the
casework and equipment assembly. Each cabinet to be a complete integral rigid unit
within itself to permit relocation at any subsequent time.
b. The cabinets shall incorporate full overlay design in which posts and rails are concealed
behind the doors and drawer heads. The door and drawer heads shall create a .125"
horizontal reveal. There shall be a 0.625" vertical reveal at the edge of each cabinet
Carlsbad Joint First Responders Training Facility ARCHITECTURAL CASEWORK
Specifications 06400 - 4
creating a .125" vertical reveal at the end of each cabinet when two cabinets are set in
place next to each other.
c. Cabinets to be constructed to achieve heights and widths as shown on the Drawings.
d. Each cabinet to be assembled incorporating mortise and tendon construction or 32mm
dowel construction. Vertical and horizontal members shall be keyed and then phenol
seal bonded and mechanically fastened. Exposed edges on cabinet , doors and
drawer heads to be sanded and polished to a satin smooth finish. Underside of toe
space shall be enclosed.
1) Side panels: 1/2" solid phenolic panels
2) Backs: 1/4" solid phenolic panels
3) End and filler panels: 1/2" solid phenolic panels
4) Horizontal rail supports: 1/2" solid phenolic panels
5) Shelves, tops, bottoms, sides: 1/2" thick particle board covered in white melamine.
e. Finish all exposed surfaces with panel to match.
3. Hardware:
a. Hinges: Blum #7175550, 125 degree, self-closing, steel arm and nickel plated.
b. Drawer Guides: Hettich #5632, 3/4" extension, 100 Ib. rated.
c. Pulls: Sugatsune/ Lamp, #UTZ-130 integral, satin stainless steel.
d. Shelf Pins: Sugastune/ Lamp #SS-323, ivory.
e. Coat Hooks: Ives, single #581; double #582.
f. Locks: Medeco, Kenstand, Master Lock or as recommended by manufacturer. Locks
to be keyed locks.
1) Cylinder locks shall be master keyed to key system and keying schedules as
directed by the Architect and Owner. Cylinders shall be pinned and keys shall be
cut at the lock company factory where records shall be established.
2) Provide keys of nickel silver only, stamp keys 'DO NOT DUPLICATE.'
3) Furnish three (3) change keys for each cylinder lock, a maximum of ten (10)
change keys for keyed alike groups. Furnish five (5) master keys for each master
group.
4) Contractor and hardware supplier shall meet with the Architect and Owner to
finalize keying requirements and obtain final instructions prior to starting work.
Upon completion of the work, Contractor shall properly identify all keys as to the
project name and locations and deliver all keys along with a duplicate copy of key
listing to Architect.
g. Miscellaneous hardware including, but not limited to the following: spikes, bolts,
screws, lags, shields, straps, angles, cleats and other related items for fabrication and
installation.
h. Hardware manufacturer's not specifically called out for shall be Stanley, Corbin or other
approved equals recommended by the manufacturer and approved by the Architect.
4. Nameplate: 20-gauge cold-rolled sheet metal to accept 2"H x 16" W custom printed page.
Nameplate to be custom engraved and laminated. Coordinate with Owner text for
nameplates.
2.07 OTHER MATERIALS
A. All other materials, anchorages and accessories not specifically described but required for a
complete and proper installation of solid phenolic custom casework, as recommended by the
manufacturer, subject to the approval of the Architect.
PARTS EXECUTION
3.01 SURFACE CONDITIONS
A. Inspection
1. Prior to installation of the work of this section, carefully inspect the installed work of all other
trades and verify that all such work is complete to the point where this installation may
properly commence.
2. Verify that solid phenolic custom casework may be installed in accordance with the approved
design, all pertinent codes and regulations, and the referenced standards.
3. Verify that substrate surfaces are smooth within a maximum variation of 1/8" in 10 feet and
are ready to receive work.
Carlsbad Joint First Responders Training Facility ARCHITECTURAL CASEWORK
Specifications 06400 - 5
4. Discrepancies
a. In the event of discrepancy, immediately notify the Architect.
b. Do not proceed with installation in areas of discrepancy until all such discrepancies
have been fully resolved.
3.02 GENERAL FABRICATION
A. General:
1. Work of this Section shall be fabricated in strict accordance with WIC Custom Grade, Type 1,
Style A Casework Construction and details indicated on the Contract Drawings and reviewed
Shop Drawings.
2. Shop fabricate casework units and countertops as complete sections of adequate size to
permit easy handling, access to installation areas for assembly or required for setting in
place and installing of closing pieces or components.
3. Make holes and/or cutouts necessary for mechanical and/or electrical work to be
incorporated into the casework units and countertops as detailed or specified.
4. Exposed or filled fasteners through exposed solid phenolic surfaces are not allowed.
5. A color matched waterproof caulk shall be used at all square butt joints including splashes
and return ends.
6. Caulking shall not exceed 1/16 inch.
7. Sink cut outs must be sealed with a water resistant sealer before sink rim is installed.
8. Casework:
a. Construction and design to develop maximum strength and rigidity in casework. Each
unit to be completely fabricated ready for placement. Each unit to be a complete
integral rigid unit within itself to permit relocation at any subsequent time.
b. Shop fabricate as complete units of adequate size to permit easy handling, access to
installation areas for assembly or required setting in place and installing of countertops
and closing pieces.
c. Semi-exposed casework interior to be white.
d. Casework hardware to be installed by the casework manufacturer in accordance with
reviewed Shop Drawings.
e. All upper and base casework to be open at corners to provide space for storage use.
3.03 INSTALLATION
A. General: All in accordance with reviewed Shop Drawings and Contract Drawings, to be installed
by casework manufacturer or by an experienced person under the casework manufacturer's
supervision.
B. Preparation Work: All grounds, backing, blocking, furring and other anchorages required for
casework installation which become an integral part of a floor, wall, partitions shall be in place
ready to receive the casework and countertops. Notify Inspector for inspection prior to wall
closure and casework installation.
C. Site Condition: Casework and countertop manufacturer or installer shall examine the areas and
conditions under which work of this Section will be installed.
1. Correct conditions detrimental to timely and proper installation of casework and countertops.
2. Do not proceed until detrimental conditions have been corrected at no added cost to the City.
3. Start of casework and countertop installation shall imply Contractor's acceptance of job
conditions.
4. Casework Installation:
a. All casework units delivered to the job-site shall bear W.I.C. grade stamp verifying
compliance with specified W.I.C. Construction types and grades.
b. Assembly: Joint, glue, nail or screw together casework in accordance with best practice
of casework. Anchor casework to wood framing, blocking, masonry and/or concrete as
detailed. Countersink and plug screw anchors as detailed. All fasteners to be
concealed.
c. Install casework units in rooms noted on the Contract Drawings, in plumb, square and in
aligned position with walls.
5. All base cabinet shall be fastened to stud walls with minimum 4 - #14x3", phillip truss head,
type 17 hard, zinc plated, self-taping, full thread screws concrete or masonry wails with
minimum 4-1/4"x3", slotted hex washer head, masonry/concrete screw head.
Carlsbad Joint First Responders Training Facility ARCHITECTURAL CASEWORK
Specifications 06400 - 6
6. Cleaning and Adjustment: See Subsection 1.3D herein before specified in this Section.
3.04 INSTALLATION OF CABINET HARDWARE
A. Fit hardware according to the manufacturer's instructions.
B. Install hinges and drawer guides according to the recommendations of the manufacturer.
Drawer pulls shall be centered on the drawers unless otherwise indicated.
C. Installer of finish hardware shall advise Contractor of final protection and maintain conditions
necessary to ensure that work will be without damage or deterioration at time of acceptance.
D. COMPLIANCE
1. Performance of Work: The City reserves the right to request and pay for an inspection by a
W.I.C. representative to determine that work of this Section has been performed in
accordance with the specified standards.
2. Non-Conforming Work: If the W.I.C. representative determines that work of this Section
does not comply, Contractor shall immediately remove non-conforming items and replace
them with complying items at no added cost to the City and reimburse the City for the cost of
the inspection.
3.05 CLEANING
A. Upon completion of the work, remove surplus materials, rubbish and debris resulting from the
solid phenolic custom casework installation. Leave areas in neat, clean, and orderly condition.
1. Repair or replace any damaged work.
2. Use manufacturer-recommended cleaning agents.
3. Contractor to leave all cutouts for Owner.
END OF SECTION
Carlsbad Joint First Responders Training Facility ARCHITECTURAL CASEWORK
Specifications 06400 - 7
SECTION 07110
MEMBRANE WATERPROOFING
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Waterproof membrane and flashing at metal standing seam roof.
B. Elastomeric sheet membrane waterproofing at window and door conditions and as shown on the
Drawings.
1.02 RELATED SECTIONS
A. Section 07411 - Preformed Metal Roof Panels
1.03 REFERENCES
A. ASTM C 177 - Test Method for Steady-State Heat Flux Measurements and Thermal Transmission
Properties by Means of the Guarded-Hot-Plate Apparatus
B. ASTM D 146 - Standard Test Methods for Sampling and Testing Bitumen-Saturated Felts and
Woven Fabrics for Roofing and Waterproofing
C. ASTM D 412 - Standard Test Methods for Vulcanized Rubber and Thermoplastic
Elastomers—Tension
D. ASTM D 570 - Standard Test Method for Water Absorption of Plastics
E. ASTM D 1621 - Standard Test Method for Compressive Properties Of Rigid Cellular Plastics
F. ASTM D 1644 - Standard Test Methods for Nonvolatile Content of Varnishes
G. ASTM D 1777 - Standard Test Method for Thickness of Textile Materials
H. ASTM D 3776 - Standard Test Methods for Mass Per Unit Area (Weight) of Fabric
I. ASTM D 3787 - Test Method for Bursting Strength of Textiles-Constant-Rate-of-Traverse (CRT)
Ball Burst Test
J. ASTM E 96 - Standard Test Methods for Water Vapor Transmission of Materials
K. ASTM E 154 - Standard Test Methods for Water Vapor Retarders Used in Contact with Earth
Under Concrete Slabs, on Walls, or as Ground Cover
L. Tile Council of America (TCA) - Guidelines for installation of membranes at tile locations.
1.04 SUBMITTALS
A. See Section 01300 - Administrative Requirements, for submittal procedures.
B. Product Data: Provide material specifications and manufacturer's installation instructions for
surface conditioner, flexible flashing, joint cover sheet and joint and crack sealants with
temperature range application of waterproof membranes.
1.05 QUALITY ASSURANCE
A. Installer Qualifications: Company specializing in performing the work of this section with
minimum 5 years of experience.
B. Single Source Responsibility: All products to be provided by the same manufacturer unless
noted otherwise.
1.06 WARRANTY
A. See Section 01780 - Closeout Submittals, for additional warranty requirements.
B. Correct defective Work within a five year period after Date of Substantial Completion.
PART 2 PRODUCTS
2.01 MEMBRANE WATERPROOFING
A. Manufacturer:
1. Products are based on systems and products manufactured by Grace Construction
Company. (800 444.6459) as a standard of quality. Substitutions shall be submitted under
provisions of Specification Section 01600.
B. Metal Standing Seam Roof Locations
1. Grace Roof Detail Membrane at ridges, roof flashings, crickets, curbs and as shown on the
Drwings
2. Accessories, primers and other products recommended for installation by manufacturer.
C. Window and Door Locations
1. Grace Vycor 40 Plus self-adhered flashing
2. Accessories, primers and other products recommended for installation by manufacturer
2.02 OTHER MATERIALS
A. All other materials, anchorages, and controls, not specifically described but required for a
complete and proper installation of membrane waterproofing, as recommended by the
Carlsbad Joint First Responders Training Facility MEMBRANE WATERPROOFING
Specifications 07110-1
manufacturer, subject to the approval of the Architect.
PARTS EXECUTION
3.01 SURFACE CONDITIONS
A. Inspection
1. Prior to installation of the work of this section, carefully inspect the installed work of all other
trades and verify that all such work is complete to the point where this installation may
properly commence.
2. Verify that membrane waterproofing may be installed in accordance with the approved
design.
3. Verify items which penetrate surfaces to receive waterproofing are rigidly installed.
4. Verify surfaces are free of cracks, voids, depressions, waves, or projections which may be
detrimental to successful installation.
5. Do not apply waterproofing to damp, frozen, dirty, dusty, or deck surfaces unacceptable to
manufacturer.
6. Beginning of installation means acceptance of existing surfaces.
B. Discrepancies
1. In the event of discrepancy, immediately notify the Architect.
2. Do not proceed with installation in areas of discrepancy until all such discrepancies have
been fully resolved.
3. Preparation
4. Protect adjacent surfaces not designated to receive waterproofing.
C. Seal cracks and joints with recommended material and sealant. Use proper depth-width ratio as
recommended by sealant manufacturer.
3.02 PREPARATION
A. Protect adjacent surfaces not designated to receive waterproofing.
B. Seal cracks and joints with recommended material and sealant. Use proper depth-width ratio as
recommended by sealant manufacturer.
C. Clean surfaces of foreign matter detrimental to installation of membrane.
D. Apply surface conditioner at a rate recommended by manufacturer.
3.03 INSTALLATION
A. Install membrane waterproofing in accordance with current manufacturer's instructions and the
Tile Council of America installation recommendations (where applicable). Membrane is to be
applied from the low point to the high point so that the laps shed water
B. Surfaces to be waterproofed are to be primed.
C. Roll out membrane. Minimize wrinkles and bubbles.
D. Remove release paper layer. Roll out on deck surface with hand roller to encourage full contact
bond.
E. Overlap edges and ends minimum two (2) inches.
F. Seal to adjoining surfaces.
G. Continue membrane up vertical surfaces minimum six (6) inches unless otherwise noted.
H. Sealing Edges: Bituthene Membrane shall be turned up on surrounding walls and terminated
into a reglet or under counter-flashing. Apply a troweled bead of Bituthene Mastic to all vertical
and horizontal terminations.
I. Corner Forming: Outside corners shall be free of sharp edges. Inside corners should receive a
fillet formed with liquid membrane LM2. Do not use pre-formed cants. Install a 12" minimum strip
of Bituthene membrane centered on the corner. Install Bituthene 12" membrane over the treated
inside and outside corners.
J. Seal items penetrating membrane with counterflashing membrane material. Apply a double
layer of Bituthene membrane around projections at least six (6) inches in all directions and seal all
terminations with Bituthene Mastic.
K. Install flashings. Seal watertight to membrane.
Carlsbad Joint First Responders Training Facility MEMBRANE WATERPROOFING
Specifications 07110 - 2
L. Reinforce membrane with multiple thickness of membrane material over joints, whether joints are
static or moving.
M. After completion of Bituthene waterproof testing and allowing for the membrane to dry, install
protection course on all horizontal surfaces
3.04 FIELD QUALITY CONTROL
A. Perform field testing in accordance with Section 01400.
B. On completion of installation of membrane, dam installation in preparation for flood testing.
Verify with Architect prior to testing that the structure will withstand the dead load of the water.
Start flood test one day after the completion of the membrane installation is complete.
C. Flood to minimum depth of two inches with clean water. After 24 hours, check for leaks.
D. If leaking is found, patch using new waterproofing materials when membrane is dry. Repeat
flood test. Repair damage to building.
E. When area is proved watertight, drain water and remove dam.
3.05 CLEANING and PROTECTION
A. Upon completion of the work, remove surplus materials, rubbish and debris resulting from the
membrane waterproofing installation. Leave areas in neat, clean, and orderly condition.
B. Use manufacturer-recommended cleaning agents.
C. Protect finished installation in place.
D. After installation, close off the area to prevent unauthorized traffic.
END OF SECTION
Carlsbad Joint First Responders Training Facility MEMBRANE WATERPROOFING
Specifications 07110-3
SECTION 07140
FLUID-APPLIED WATERPROOFING
PART ONE - GENERAL
1.1 DESCRIPTION
A. Provide all labor, materials, and equipment necessary for waterproofing where shown on
the contract drawings and specified herein including the following:
1. Waterproofing exterior concrete building walls below grade (hydrostatic pressure
of 6-foot head).
2. Waterproofing exterior concrete building walls below grade (hydrostatic pressure
of 12-foot head).
3. Waterproofing exterior concrete retaining walls below grade
B. Related Work:
1. Work of this Section shall comply with the Contract Documents including, but not
necessarily limited to, General Conditions and the General Requirements.
2. Section 02316-Fill and Backfill.
3. Section 02300 - Earthwork
4. Section 03300 - Cast-ln-Place Concrete
5. Section 04810 - Concrete Masonry Assembly
6. Section 07900 - Joint Sealers: Sealant for joints in substrates.
7. Section 15146 - Plumbing Specialties:
1.2 REFERENCE STANDARDS
A. ASTM C 836 - Standard Specification for High Solids Content, Cold Liquid-Applied
Elastomeric Waterproofing Membrane for Use with Separate Wearing Course; 2006.
B. ASTM D 412 - Standard Test Methods for Vulcanized Rubber and Thermoplastic
Elastomers-Tension; 2006
C. ASTM D 412 - Standard Test Method for Vulcanized Rubber and thermoplastic
Elastomers - Tension
D. ASTM D 1434 - Standard Test Method for Determining Gas Permeability Characteristics
of Plastic Film and Sheeting
E. ASTM D 6392 - Standard Test Method for Determining the Integrity of Nonreinforced
Geomembrane Seams Produced Using Thermofusion Methods
F. ASTM E 96 - Standard Test Method for Water Vapor Transmission.
G. California Department of Toxic Substance Control
H. ASTM D 3468 - Standard Specification for Liquid-Applied Neoprene and
Chlorosulfonated Polyethylene Used in Roofing and Waterproofing; 1999 (Reapproved
2006).
1.3 SUBMITTALS
A. See Section 01300 - Administrative Requirements, for submittal procedures.
B. Product Data: Provide data for membrane, manufacturer's product data and installation
instructions for specific application
C. Shop Drawings: Indicate special joint or termination conditions and conditions of
interface with other materials.
D. Samples: Submit three samples of each material to be used, three x three inch in size,
illustrating types of materials proposed for use.
E. Applicator: Submit letter to the Engineer stating that the applicator is approved by the
material manufacturer and that the work has been installed or applied in accordance with
manufacturer's instructions, as shown or noted on the Contract Drawings and as
hereinafter specified.
F. Manufacturer's Recommended Installation Procedures: When approved by the Engineer,
will become the basis for accepting or rejecting actual installation procedures used on the
work.
Carlsbad Joint First Responders Training Facility Fluid-Applied Waterproofing
Specifications 07140-1
G. Manufacturer's Specifications and other data needed to prove compliance with specified
requirements.
H. Materials List of items to be provided under this Section.
1.4 QUALITY ASSURANCE
A. Membrane Manufacturer Qualifications: Company specializing in waterproofing sheet
membranes with three years experience.
B. Installer Qualifications: Company specializing in performing the work of this section with
minimum three years experience.
1. Waterproof contractor/ installer shall be trained and approved by waterproof
membrane manufacturer.
C. Use an applicator currently approved in writing by the manufacturer of the waterproofing
system.
D. Technical Services: Contractor shall notify the manufacturer at least 72 hours prior to
start of work to provide required technical services. Equipment used to apply the
waterproofing material to be as prescribed by or meeting approval of the material
manufacturer.
E. Manufacturer's Certification: Prior to start of waterproofing operations of this Section and
during work progress, the manufacturer of the waterproofing material shall visit the job-
site to inspect and shall certify the following:
1. That the surfaces to which the material was applied were in a condition suitable
to receive the waterproofing materials.
2. That materials applied conform to the specified requirements.
3. That materials were applied in accordance with manufacturer's current
recommendations.
1.5 PRE-INSTALLATION MEETING
A. Convene at a time before starting work of this section. Include in meeting the Contractor,
installer, Architect, special inspector and Owner.
1.6 DELIVERY, STORAGE, AND PROTECTION!
A. Deliver materials to project site in original unbroken packages bearing manufacturer's
label showing brand, weight, volume and batch number.
B. Delivery and Storage:
1. Deliver waterproofing materials to the job-site in their unopened, sealed and
original containers with all labels intact and legible at time of use, with
manufacturer's name, brand name and batch number.
2. Store material where directed by the Engineer in a safe, clean and dry and
orderly area free from oily rags, waste and empty containers. Such materials
shall be handled and stored in a manner to prevent damage or contamination.
C. Protection: Use all means necessary to protect the materials of this Section before,
during and after installation and to protect the work and materials of all other trades.
D. Replacements: In the event of damage or contamination, immediately make all repairs
and replacements necessary to the Engineer's approval, at no added cost to the Owner.
1.7 FIELD CONDITIONS
A. Maintain ambient temperatures above 40 degrees F (5 degrees C) for 24 hours before
and during application and until cured.
B. Coordinate membrane installation with size, location and installation of service utilities.
C. Sequence installation to ensure utility connections are achieved in an orderly and
expeditious manner.
D. Protect all adjacent areas not to be waterproofed. Where necessary, apply masking to
prevent staining of surfaces to remain exposed wherever membrane abuts to other finish
surfaces.
E. Perform work only when existing and forecasted weather conditions are within
manufacturer's recommendations for the material and product used.
F. Minimum clearance required for application of product: 90 degree spray wand - two feet;
Conventional spray wand - four feet.
G. All plumbing, electrical, mechanical and structural items to be under or passing through
Carlsbad Joint First Responders Training Facility Fluid-Applied Waterproofing
Specifications 07140 - 2
the waterproof membrane shall be positively secured in their proper positions and
appropriately protected prior to membrane application.
H. Waterproof membrane shall be installed before placement of reinforcing steel.
I. Expansion joints must be filled with a conventional waterproof expansion joint material.
J. Surface preparation shall be per manufacturer's specification.
1.8 WARRANTY
A. See Section 01780 - Closeout Submittals, for additional warranty requirements.
B. Contractor shall correct defective Work within a five year period after Date of Substantial
Completion; remove and replace materials concealing waterproofing at no cost to Owner.
C. Provide five year manufacturer warranty for waterproofing failing to resist penetration of
water.
1.9 INSPECTION
A. Each applicator hereunder, in the company of the Engineer's representative, before
starting work, shall inspect and verify surfaces that are to receive waterproofing materials
are in the following condition to receive work of this Section:
1. Concrete to be dry, smooth, free from loose material, rough spots, sharp
projections and lumpy places, and that all pits, holes or cracks in concrete
surfaces are filled with cement mortar to provide solid surface.
2. Should any deficiency appear, the Engineer representative shall file a written
report of same to the Contractor for correction before such waterproofing work
commences.
1.10 CLEANING AND CLEAN-UP
A. Contractor shall not permit applicators to allow waste or debris to accumulate and shall
have same removed from the job-site at frequent intervals.
B. Upon completion of work of this Section, thoroughly clean all non-related surfaces of any
material splashed onto adjacent surfaces during work operations of this Section. Use
cleaning materials and methods recommended by the waterproofing or damproofing
material manufacturer. Remove all waste, debris, surplus materials, equipment, and
tools co-incident with the specified work. Leave the premises and the job-site in a clean
and orderly condition.
PART TWO - PRODUCTS
2.1 MATERIALS - Exterior concrete below grade building walls
A. Sheet Membrane Waterproofing System: Bituthene® System 4000 Membrane by Grace
Construction Products as a standard of quality; a self-adhesive, cold-applied composite sheet
consisting of a thickness of 1.4 mm (0.056 in.) of rubberized asphalt and 0.1 mm (0.004 in.)
of cross-laminated, high density polyethylene film specially formulated for use with water-
based surface conditioner. Provide rubberized asphalt membrane covered with a release
sheet which is removed during installation. No special adhesive or heat shall be required to
form laps.
B. Sheet Membrane Waterproofing :
PHYSICAL PROPERTIES FOR BITUTHENE SYSTEM 4000 MEMBRANE:
Property
Color
Thickness
Flexibility, 180° bend over
25 mm (1 in.) mandrel at
-43°C (-45° F)
Tensile Strength, Membrane
DieC
Tensile Strength, Film
Test Method
ASTM D 3767 Method A
ASTM D 1970
ASTM D 412 Modified 1
ASTM D 882 Modified 1
Typical Value
Dark gray-black
1.5 mm (0.060 in.) nominal
Unaffected
2240 kPa (325 lbs/in.2)
minimum
34.5 MPa (5,000 lbs/in.2)
minimum
Carlsbad Joint First Responders Training Facility
Specifications
Fluid-Applied Waterproofing
07140-3
Elongation, Ultimate Failure of
Rubberized Asphalt
Crack Cycling at -32°C (-
25°F), 100 Cycles
Lap Adhesion at Minimum
Application Temperature
Peel Strength
Puncture Resistance,
Membrane
Resistance to Hydrostatic
Head
Permeance
Water Absorption
ASTMD412Modified1
ASTM C 836
ASTMD1876Modified2
ASTM D 903 ModifiedS
ASTM E 154
ASTM D 5385
ASTM E 96,
Section 12 - Water Method
ASTM D 570
300% minimum
Unaffected
880 N/m (5 Ibs/in.)
1576N/m(9lbs/in.)
222 N (50 Ibs) minimum
70m (231 ft) of water
2.9 ng/m2sPa
(0.05 perms) maximum
0.1% maximum
Footnotes:
1. The test is run at a rate of 50 mm (2 in.) per minute.
2. The test is conducted 15 minutes after the lap is formed and run at a rate of 50 mm (2 in.)
per minute at -4°C (25°F).
3. The 180° peel strength is run at a rate of 300 mm (12 in.) per minute.
C. Prefabricated Drainage Composite: Hydroduct 220 and Hydroduct 660 Drainage Composite
by Grace Construction Products or equal. Drainage Composite shall be designed to promote
positive drainage while serving as a protection course.
D. Protection Board:
1. Expanded Polystyrene Protection Board: 25 mm (1 in.) thick for vertical applications with
the following characteristics. Adhere to waterproofing membrane with Bituthene
Protection Board Adhesive.
Normal Density: 16 kg/m3 (1.0 Ib/ft3)
Thermal Conductivity, K factor: 0.24 at 5°C (40°F), 0.26 at 24°C (75°F)
Thermal Resistance, R-Value: 4 per 25 mm (1 in.) of thickness.
2. Asphalt Hardboard: A premolded semi-rigid protection board consisting of bitumen,
mineral core and reinforcement. Provide 3 mm (0.125 in.) thick hardboard on horizontal
surfaces not receiving steel reinforced slab. Where steel reinforcing bars are to be used,
apply two layers of 3 mm (0.125 in.) thick hardboard or one layer of 6 mm (0.25 in.) thick
hardboard.
E. Miscellaneous Materials: Surface conditioner, mastic, liquid membrane, tape and
accessories specified or acceptable to manufacturer of sheet membrane waterproofing.
2.2 MATERIALS - Exterior concrete below grade slab on grade
A. Pre-applied Integrally Bonded Sheet Waterproofing Membrane Horizontal Application:
Preprufe 300R Membrane by Grace Construction Products as a standard of quality, a 1.2mm
(0.046 in) nominal thickness composite sheet membrane comprising 0.8 mm (0.030 in.) of
high density polyethylene film, and layers of specially formulated synthetic adhesive layers.
The membrane shall form an integral and permanent bond to poured concrete to prevent
water migration at the interface of the membrane and structural concrete. Provide membrane
with the following physical properties:
Carlsbad Joint First Responders Training Facility
Specifications
Fluid-Applied Waterproofing
07140 - 4
PHYSICAL PROPERTIES FOR PREPRUFE 300R MEMBRANE:
Property
Color
Thickness
Low Temperature
Flexibility
Elongation
Crack Cycling at -
23°C (-10T), 100
Cycles
Tensile Strength,
Film
Peel Adhesion to
Concrete
Lap Adhesion
Resistance to
Hydrostatic Head
Puncture
Resistance
Permeance
Water Absorption
Test Method
ASTM D 3767 Method A
ASTMD1970
ASTM D 41 2 Modified!
ASTM C 836
ASTM D 41 2
ASTM D 903 Modified2
ASTM D1 876 ModifiedS
ASTM D 5385 Modified4
ASTM E 154
ASTM E 96 Method B
ASTM D 570
Typical Value
White
1.2 mm (0.046 in.) nominal
Unaffected at -23°C(-10°F)
>300%
Unaffected
27.6 MPa (4,000 lbs/in.2)
minimum
880 N/m (5.0 Ibs/in.)
440 N/m (2.5 Ibs/in.)
>70 m (231 ft)
990 N (180 Ibs) minimum
<0.6 ng/m2sPa (0.01 perms)
<0.5%
Footnotes:
1. Elongation of membrane is run at a rate of 50 mm (2 in.) per minute.
2. Concrete is cast against the protective coating surface of the membrane and allowed
to cure (7 days minimum). Peel adhesion of membrane to concrete is measured at a
rate of 50 mm (2 in.) per minute at room temperature.
3. The test is conducted 15 minutes after the lap is formed as per manufacturer's
instructions and run at a rate of 50 mm (2 in.) per minute at -4°C (25°F).
4. Hydrostatic head tests are performed by casting concrete against the membrane with
a lap. Before the concrete sets a 3 mm (0.125 in.) spacer is inserted perpendicular to
the membrane to create a gap. The cured block is placed in a chamber where water
is introduced to the membrane surface up to a head of 70 m (231 ft) of water which is
the limit of the apparatus.
2.3 MATERIALS - Exterior concrete below grade retaining walls
B. Pre-applied Integrally Bonded Sheet Waterproofing Membrane Vertical
Application: Preprufe 160R Membrane by Grace Construction Products, a 1.0mm
(0.032 in) nominal thickness composite sheet membrane comprising 0.4 mm (0.016 in.)
of high density polyethylene film, and layers of specially formulated synthetic adhesive
layers. The membrane shall form an integral and permanent bond to poured concrete to
prevent water migration at the interface of the membrane and structural concrete.
Provide membrane with the following physical properties:
C. Pre-applied Integrally Bonded Tieback Cover: Preprufe Tieback Cover by Grace
Construction Products as a standard of quality, a two-part integral cover comprised of a
rigid ABS plastic base and Preprufe Integrally Bonded membrane. The membrane shall
form an integral and permanent bond to poured concrete to prevent water migration at
the interface of the membrane and structural concrete. Provide tieback cover in either
6" or 8" with the following physical properties:
Carlsbad Joint First Responders Training Facility
Specifications
Fluid-Applied Waterproofing
07140-5
PHYSICAL PROPERTIES FOR TIEBACK COVER ABS BASE
Property
Compression
Flexural strength
Flexural modulus
Impact
strength
(Notched
izod)
72°F, 50% RH
-20°F, 50% RH
Test Method
ASTM D695-02
ASTM D790-03
ASTM D790-03
ASTM D256 Method A
ASTM D256 Method A
Typical Value
7290 Ibs/in2
7910lbs/in2
286,000 Ibs/in2
4.5 ft-lbs/in
2.3 ft-lbs/in.
PHYSICAL PROPERTIES FOR TIEBACK COVER MEMBRANE
Property
Tensile, minimum
Elongation, minimum
Puncture resistance,
maximum
Thickness, minimum
Peel adhesion, minimum
Test Method
ASTM D412
ASTM D412
ASTM E154
ASTM D3767
ASTM D903 Modifiedl
Typical Value
2,000 Ibs/in2
1,000%
177 Ibs
25 mil
5 Ibs/in. -width
Footnotes:
1. Concrete is cast against the protective coating surface of the membrane cover and
allowed to properly cure (7 days minimum). Peel adhesion of membrane cover to
concrete is measured at a rate of 50 mm (2 in.) per minute at room temperature.
PART THREE - EXECUTION
3.1 SURFACE CONDITIONS
A. Examinations Required: All surfaces to receive waterproofing materials by the material
applicator, to be clean, free of dirt, foreign materials and surface defects which would
impair the proper application of materials. Comply with provisions hereinbefore specified
in Subsection 1.5 - Inspection of this Section.
B. Preparation of Surfaces: Perform or arrange for all remedial work to be executed prior
to start of work of this Section. Start of work of this Section shall imply Contractor's
acceptance of surface conditions as meeting requirements for the specified work.
C. Cast-ln-Place Concrete Substrates:
1. Do not proceed with installation until concrete has properly cured and dried
(minimum 7 days for normal structural concrete and minimum 14 days for
lightweight structural concrete).
2. Fill form tie rod holes with concrete and finish flush with surrounding surface.
3. Repair bugholes over 13 mm (0.5 in.) in length and 6 mm (0.25 in.) deep and
finish flush with surrounding surface.
4. Remove scaling to sound, unaffected concrete and repair exposed area.
5. Grind irregular construction joints to suitable flush surface.
D. Application:
1. Apply surface conditioner at rate recommended by manufacturer. Recoat areas
not waterproofed if contaminated by dust. Mask and protect adjoining exposed
finish surfaces to protect those surfaces from excessive application of surface
conditioner.
2. Delay application of membrane until surface conditioner is completely dry. Dry
time will vary with weather conditions.
Carlsbad Joint First Responders Training Facility
Specifications
Fluid-Applied Waterproofing
07140-6
3. Seal daily terminations with troweled bead of mastic.
4. Apply protection board and related materials in accordance with manufacturer's
recommendations.
3.2 COORDINATION
A. Required: Work of this Section shall be coordinated with other trades to assure proper
and adequate provisions in the work of those trades for interface with work of this
Section.
3.3 PROTECTION
A. Required: Below grade waterproof concrete and/or masonry wall surfaces prior to
backfilling operations.
B. Material: Install specified protection board against such vertical wall surfaces.
END OF SECTION
Carlsbad Joint First Responders Training Facility Fluid-Applied Waterproofing
Specifications 07140 - 7
SECTION 07190
WATER REPELLENTS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Water repellents applied to exterior masonry surfaces.
1.02 REFERENCE STANDARDS
1.03 SUBMITTALS
A. See Section 01300 - Administrative Requirements, for submittal procedures.
B. Product Data: Provide product description.
C. Manufacturer's Installation Instructions: Indicate special procedures and conditions requiring
special attention; cautionary procedures required during application.
D. Manufacturer's Certificate: Certify that products meet or exceed specified requirements.
1.04 QUALITY ASSURANCE
A. Manufacturer Qualifications: Company specializing in manufacturing the Products specified in
this section with minimum three years documented experience.
1.05 MOCK-UP
A. Prepare a representative surface 36 by 36 inch (1 by 1 m) in size using specified materials and
preparation and application methods on surfaces identical to those to be coated; approved
mock-up constitutes standard for workmanship.
1.06 FIELD CONDITIONS
A. Do not apply water repellent when ambient temperature is lower than 50 degrees F (10 degrees
C) or higher than 100 degrees F (38 degrees C).
PART 2 PRODUCTS
2.01 MANUFACTURERS
A. Silane/Siloxane Water Repellents:
1. PROSOCO, Inc; Product Sure Klean Custom Masonry Sealer: www.prosoco.com.
2. Substitutions: See Section 01600 - Product Requirements.
2.02 MATERIALS
A. Water Repellent: Non-glossy, colorless, penetrating, water-vapor-permeable, non-yellowing
sealer, that dries invisibly leaving appearance of substrate unchanged.
1. Applications: Vertical surfaces and non-traffic horizontal surfaces.
2. Number of Coats: Two.
PARTS EXECUTION
3.01 EXAMINATION
A. Verify existing conditions before starting work.
B. Verify joint sealants are installed and cured.
C. Verify surfaces to be coated are dry, clean, and free of efflorescence, oil, or other matter
detrimental to application of water repellent.
3.02 PREPARATION
A. Protection of Adjacent Work:
1. Protect adjacent landscaping, property, and vehicles from drips and overspray.
2. Protect adjacent surfaces not intended to receive water repellent.
B. Prepare surfaces to be coated as recommended by water repellent manufacturer for best results.
C. Do not start work until masonry mortar substrate is cured a minimum of 60 days.
D. Remove loose particles and foreign matter.
E. Remove oil and foreign substances with a chemical solvent that will not affect water repellent.
F. Scrub and rinse surfaces with water and let dry.
G. Allow surfaces to dry completely to degree recommended by water repellent manufacturer before
starting coating work.
3.03 APPLICATION
A. Apply water repellent in accordance with manufacturer's instructions, using procedures and
application methods recommended as producing the best results.
B. Apply two coats, minimum.
C. Remove water repellent from unintended surfaces immediately by a method instructed by water
repellent manufacturer.
END OF SECTION
Carlsbad Joint First Responders Training Facility WATER REPELLENTS
Specifications 07190-1
SECTION 07212
BOARD AND BATT INSULATION
PART1 GENERAL
1.01 SECTION INCLUDES
A. Batt insulation and vapor retarder in exterior wall, ceiling, and roof construction.
1.02 RELATED REQUIREMENTS
A. Section 06100 - Rough Carpentry: Supporting construction for batt insulation.
1.03 REFERENCE STANDARDS
A. ASTM E 84 - Standard Test Method for Surface Burning Characteristics of Building Materials;
2008.
1.04 SUBMITTALS
A. See Section 01300 - Administrative Requirements, for submittal procedures.
B. Product Data: Provide data on product characteristics, performance criteria, and product
limitations.
C. Manufacturer's Certificate: Certify that products meet or exceed specified requirements.
1.05 FIELD CONDITIONS
A. Do not install insulation adhesives when temperature or weather conditions are detrimental to
successful installation.
B. Materials specified in this section to carry the Greenguard label.
PART 2 PRODUCTS
2.01 BATT INSULATION MATERIALS
A. Roof Insulation (below): Foil faced batts, R-30. Provide roof insulation that has a vapor barrier
not exceeding 1 perm, located on the warm side of the attic insulation.
1. Class 'A' fire hazard classifiation.
2. Flame spread rating not exceeding 20.
3. Smoke development factor of 0.
4. Between Wood Roof Rafters: Staple insulation to the bottom face of the roof rafter at 8 to
12 inch intervals. Staple the first flange on inside face of roof rafter. Staple every 6-8" apart
with a staple within 1" of each end of the batt. Position batt in cavity and staple the other
flange to the adjoining rafter.
B. Roof Insulation (above): Glass fiber bonded rigid insulation board.
1. Product: CB300; R-13
C. Exterior and Furred Out Wall Insulation: Kraft faced batts, R-19.
D. Interior Sound Insulation (all interior walls): Fiberglass sound control batts, R-13 in thickness of
walls being insulated. At full height wall conditions provide sound insulation full height of wall.
PARTS EXECUTION
3.01 EXAMINATION
A. Verify that substrate, adjacent materials, and insulation materials are dry and that substrates are
ready to receive insulation and adhesive.
B. Verify substrate surfaces are flat, free of honeycomb, fins, irregularities, or materials or
substances that may impede adhesive bond.
3.02 BATT INSTALLATION
A. Install insulation in accordance with manufacturer's instructions.
B. Install in exterior wall and roof spaces without gaps or voids. Do not compress insulation.
C. Trim insulation neatly to fit spaces. Insulate miscellaneous gaps and voids.
D. Fit insulation tightly in cavities and tightly to exterior side of mechanical and electrical services
within the plane of the insulation.
END OF SECTION
Carlsbad Joint First Responders Training Facility BOARD AND BATT INSULATION
Specifications 07212-1
SECTION 07265
UNDER-SLAB VAPOR BARRIER
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Products Supplied Under This Section.
1. 1. Vapor barrier, seam tape, mastic, and pipe boots for installation under concrete slabs.
1.02 RELATED SECTIONS
A. Section 03300 Cast-in-place Concrete
1.03 REFERENCES
A. American Society for Testing and Materials (ASTM)
1. ASTM E 1745-97 (2004) Standard Specification for Plastic Water Vapor Retarders Used in
Contact with Soil or Granular Fill Under Concrete Slabs
2. ASTM E 154-99 (2005) Standard Test Methods for Water Vapor Retarders Used in Contact
with Earth Under Concrete Slabs
3. ASTM E 96-05 Standard Test Methods for Water Vapor Transmission of Materials
4. ASTM F1249-06 Standard Test Method for Water Vapor Transmission Rate Through Plastic
Film and Sheeting Using a Modulated Infrared Sensor
5. ASTM E 1643-98 (2005) Standard Practice for Installation of Water Vapor Retarders Used
in Contact with Earth or Granular Fill Under Concrete Slabs
a. American Concrete Institute (ACI)
1) ACI 302.1R-04 Vapor barrier component (plastic membrane) is not less than 10
mils thick.
1.04 SUBMITTALS
A. See Section 01300 - Administrative Requirements, for submittal procedures.
B. Product Data: Provide material specifications and manufacturer's installation instructions for
under-slab vapor barrier membranes.
1. Manufacturer's samples, literature
2. Manufacturer's installation instructions for placement, seaming and pipe boot installation
1.05 QUALITY ASSURANCE
A. Installer Qualifications: Company specializing in performing the work of this section with
minimum 5 years of experience.
B. Single Source Responsibility: All products to be provided by the same manufacturer unless
noted otherwise.
1.06 WARRANTY
A. See Section 01780 - Closeout Submittals, for additional warranty requirements.
PART 2 PRODUCTS
2.01 UNDER-SLAB VABOR BARRIER
A. Vapor Barrier must have all of the following qualities:
1. Permeance of less than 0.01 Perms [grains/(ft2 *hr * in.Hg)] per ASTM F 1249 or ASTM E
96
2. ASTM E 1745 Class A
B. Vapor Barrier Products:
1. Stego Wrap Vapor Barrier (15-mil) by Stego Industries LLC, (877) 464-7834 .
www.stegoindustries.com
2. Or equal product that meets all performance criteria.
2.02 OTHER MATERIALS
A. All other materials, anchorages, and controls, not specifically described but required for a
complete and proper installation of under-slab vapor barrier, as recommended by the
manufacturer, subject to the approval of the Architect.
PART 3 EXECUTION
3.01 SURFACE CONDITIONS
A. Inspection
1. Prior to installation of the work of this section, carefully inspect the installed work of all other
trades and verify that all such work is complete to the point where this installation may
properly commence.
Carlsbad Joint First Responders Training Facility UNDER-SLAB VAPOR BARRIER
Specifications 07265 -1
2. Verify that under-slab vapor barrier may be installed in accordance with the approved
design.
3. Verify items which penetrate surfaces to receive under-slab vapor barrier are installed.
4. Verify surfaces are free of cracks, voids, depressions, waves, or projections which may be
detrimental to successful installation.
5. Do not apply under-slab vapor barrier to damp, frozen, dirty, dusty, or deck surfaces
unacceptable to manufacturer.
6. Beginning of installation means acceptance of existing surfaces.
7. Discrepancies
a. In the event of discrepancy, immediately notify the Architect.
b. Do not proceed with installation in areas of discrepancy until all such discrepancies
have been fully resolved.
c. Protect adjacent surfaces not designated to receive under-slab vapor barrier.
3.02 PREPARATION
A. Protect adjacent surfaces not designated to receive under-slab vapor barrier.
B. Clean surfaces of foreign matter detrimental to installation of under-slab vapor barrier.
C. Ensure that subsoil is approved by Architect or Geotechnical Engineer.
1. Level and tamp or roll aggregate, sand or granular base.
3.03 INSTALLATION
A. Install vapor barrier in accordance with manufacturer's instructions and ASTM E 1643-98 (2005).
1. Unroll vapor barrier with the longest dimension parallel with the direction of the concrete
pour.
2. Lap vapor barrier over footings and/or seal to foundation walls.
3. Overlap joints 6 inches and seal with manufacturer's tape.
4. Seal all penetrations (including pipes) per manufacturer's instructions.
5. No penetration of the vapor barrier is allowed except for reinforcing steel and permanent
utilities.
6. Repair damaged areas by cutting patches of vapor barrier, overlapping damaged area 6
inches and taping all four sides with tape.
3.04 FIELD QUALITY CONTROL
A. Perform field testing in accordance with Section 01400.
3.05 CLEANING and PROTECTION
A. Upon completion of the work, remove surplus materials, rubbish and debris resulting from the
under-slab vapor barrier installation. Leave areas in neat, clean, and orderly condition.
1. Protect finished installation in place.
2. After installation, close off the area to prevent unauthorized traffic.
END OF SECTION
Carlsbad Joint First Responders Training Facility UNDER-SLAB VAPOR BARRIER
Specifications 07265 - 2