SECTION 05100
STRUCTURAL METALS
PART 1 -- GENERAL
1.01
DESCRIPTION
This section specifies structural metals consisting of standard shapes, fasteners, rods and
plates that are used in structural supports and connections.
1.02
QUALITY ASSURANCE
A.
GENERAL:
Structural assemblies and shop and field welding shall meet the requirements of the AISC
Manual of Steel Construction.
The use of salvaged, reprocessed or scrap materials shall not be permitted.
B.
REFERENCES:
This section contains references to the following documents. They are a part of this section
as specified and modified. Where a referenced document contains references to other standards,
those documents are included as references under this section as if referenced directly. In the event
of conflict between the requirements of this section and those of the listed documents, the
requirements of this section shall prevail.
Unless otherwise specified, references to documents shall mean the documents in effect at
the time of Advertisement for Bids or Invitation to Bid (or on the effective date of the Agreement if
there were no Bids). If referenced documents have been discontinued by the issuing organization,
references to those documents shall mean the replacement documents issued or otherwise identified
by that organization or, if there are no replacement documents, the last version of the document
before it was discontinued. Where document dates are given in the following listing, references to
those documents shall mean the specific document version associated with that date, regardless of
whether the document has been superseded by a version with a later date, discontinued or replaced.
Reference
Title
AISC Manual of Steel
Construction
American Institute of Steel Construction, Manual of Steel
Construction, Allowable Stress Design - 9th Edition
ASTM A36/A36M
Structural Steel
ASTM A992/A992M
Structural Steel Shapes
ASTM A325
Standard Specification for Structural Bolts, Steel, Heat
Treated, 120/105 ksi Minimum Tensile Strength
DECEMBER 2014
PWS CONTRACT NO. 13-40UTIL
STRUCTURAL METALS
05100-1
Reference
1.03
Title
ASTM A53
Pipe, Steel, Black and Hot-Dipped, Zinc-Coated Welded
and Seamless
ASTM A283/A283M
Low and Intermediate Tensile Strength Carbon Steel
Plates, Shapes and Bars
ASTM A307
Carbon Steel Externally Threaded Standard Fasteners
ASTM A320/A320M
Alloy-Steel Bolting Materials for Low Temperature
Service
ASTM A500
Cold-Formed Welded and Seamless Carbon Steel
Structural Tubing in Rounds and Shapes
ASTM A666
Austenitic Stainless Steel, Sheet, Strip, Plate and Flat Bar
for Structural Applications
ASTM B308
Aluminum-Alloy Standard Structural Shapes, Rolled or
Extruded
AWS-B3.0
Welding Procedures and Performance Qualifications
AWS-Dl.1
Structural Welding Code--Steel
SPECIAL INSPECTION
A.
GENERAL:
Special Inspection of structural steel work shall be performed by the Special Inspector under
contract with the Owner and in conformance with IBC Chapter 17. Special Inspector(s) and
laboratory shall be acceptable to the Owner in their sole discretion. Special Inspection of concrete is
in addition to, but not replacing, other inspections and quality control requirements herein. Where
sampling and testing required herein conforms to Special Inspection standards, such sampling and
testing need not be duplicated.
B.
STEEL WORK TO RECEIVE SPECIAL INSPECTION:
All structural steel work shall receive Special Inspection in accordance with IBC Section
1704, including Sub-section 3, Steel Construction. Structural steel includes all steel elements that
resist code-defined loads and whose failure would affect life safety. Items to be inspected include,
but are not limited to mechanical/electrical supports, beams, stringers, columns, access walkways
and stairways.
STRUCTURAL METALS
05100-2
PWS CONTRACT NO. 13-40UTIL
DECEMBER 2014
PART 2 -- PRODUCTS
2.01
MATERIALS
A.
STEEL:
Materials for structural metals shall be as specified in Table A.
Table A, Steel Materials
Material
B.
Specification
Standard rolled steel sections
ASTM A36
Pipe columns
ASTM A53, Grade B
Structural steel tubing
ASTM A500, Grade B
Structural bars, plates and similar items
ASTM A36 or A283
Stainless steel
ASTM A666, Grade A, Type 304
Stainless steel bolts, nuts and washers
ASTM A320, Type 304
Steel bolts
ASTM A307, Grade A
ALUMINUM:
Unless otherwise specified, aluminum shall be extruded from 6061-T6 or 6063-T6 alloy,
conforming to ASTM B308.
2.02
FABRICATION
Fabrication shall be in accordance with the AISC Manual of Steel Construction.
PART 3 -- EXECUTION
3.01
INSTALLATION
A.
GENERAL:
Measurements shall be verified at the job.
Holes shall be punched 1/16 inch larger than the nominal size of the bolts, unless otherwise
specified. Whenever needed, because of the thickness of the metal, holes shall be subpunched and
reamed or drilled. No drifting of bolts nor enlargement of holes will be allowed to correct
misalignment. Mismatched holes shall be corrected with new material.
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STRUCTURAL METALS
05100-3
Dissimilar metals shall be protected from galvanic corrosion by means of pressure tapes,
coatings or isolators. Aluminum in contact with concrete or grout shall be protected with a heavy
coat of bituminous paint.
Metalwork to be embedded in concrete shall be as specified in Section 03300. Metalwork
shall be placed accurately and held in correct position while the concrete is placed or, if specified,
recesses or blockouts shall be formed in the concrete after design strength is attained, and the
metalwork shall be grouted in place in accordance with Section 03300. The surfaces of metalwork
in contact with or embedded in concrete shall be thoroughly cleaned.
Structural steel completely encased in concrete shall not be galvanized or painted and shall
have a clean surface for bonding to concrete. Metalwork which is bent, broken or otherwise
damaged shall be repaired or replaced by the Contractor.
B.
WELDING:
Welding shall be done by operators who have been qualified by tests as prescribed by
AWS WI Sect. 7 to perform the type of work required. The quality of welding shall conform to
AWS Code for Arc Welding in Building Construction Section 4, Workmanship.
Unless otherwise specified, continuous welds shall be provided on all structural members
that are exposed to weather or submerged in water or wastewater, and continuous seal welds shall
be provided on both sides of all plates or structural shapes that are in contact with or submerged in
water or wastewater.
C.
BOLTED CONNECTIONS:
Bolted connections shall conform to AISC Framed Beam Connections and shall be bearing
type connections with threads excluded from shear planes.
3.02
CORROSION PROTECTION
Unless otherwise specified, all structural metal and structural steel, including that used in the
fabrication of process equipment, shall be coated in accordance with Section 09900. Surface
preparation shall be as specified in paragraph 09900-3.09 and applicable COATSPECS and shall
include the following operations:
1. Grind the exterior and interior edges of all flame-cut plates or members to a smooth
surface.
2. Grind all sharp edges off of the sheared plates and punched holes.
3. Grind uneven or rough welds with high beads to a smooth finish.
STRUCTURAL METALS
05100-4
PWS CONTRACT NO. 13-40UTIL
DECEMBER 2014
Application requirements shall be as specified in paragraph 09900-3.10 and applicable
COATSPECS.
3.03
CLEANING
After installation, damaged surfaces of shop primed metals shall be cleaned and touched up
with the same material used for the shop coat. Damaged surfaces of galvanized metals shall be
repaired as specified in Section 05910.
*** END OF SECTION ***
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PWS CONTRACT NO. 13-40UTIL
STRUCTURAL METALS
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STRUCTURAL METALS
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PWS CONTRACT NO. 13-40UTIL
DECEMBER 2014
SECTION 5101
PREFABRICATED STEEL TRUSS BRIDGE
PART 1 - GENERAL
1.01
DESCRIPTION
The work included under this item shall consist of furnishing, fully engineering,
fabricating, transporting, and erecting steel truss bridge superstructure(s) including bearings,
bridge deck, and below deck fiberglass walkway, as shown in the plans and described herein.
The intended usage is: pedestrian; bicycle; equestrian; occasional slow moving maintenance
vehicle, where vehicle size, specified hereinafter, can be regulated, and where less than 20,000
cycles are expected.
These specifications shall be regarded as minimum standards for design and construction.
1.02
DEFINITIONS
A.
OWNER:
The actual owner, or the engineer, person, or firm designated by the owner to represent
the owner.
B.
PLANS:
Any drawings included in the bid documents related to the specified work.
C.
CONTRACTOR:
The firm contracting and responsible for the specified work.
D.
BRIDGE MANUFACTURER:
Firm acting on behalf of the Contractor to manufacture the prefabricated steel truss bridge
superstructure.
1.03
QUALIFICATIONS
The Bridge Manufacturer shall be currently certified by the American Institute of Steel
Construction to have the personnel, organization, experience, capability, and commitment to
produce fabricated structural steel for Major Steel Bridges as set forth in the AISC Certification
Program.
DECEMBER 2014
PWS CONTRACT NO. 13-40UTIL
PREFABRICATED STEEL
TRUSS BRIDGE
05101-1
A.
PRE-APPROVED BRIDGE MANUFACTURERS:
1.
CONTECH Bridge Solutions Inc.; 1-800-328-2047
Written request by the Contractor for acceptance of any proposed Bridge Manufacturer
who is not pre-approved must be presented to the Owner at least 10 days prior to the bid. To
insure the proposed substitution will comply with these specifications, the following
documentation must be included:
1.
2.
3.
4.
5.
6.
Proof of AISC certification
Representative design calculations
Representative drawings
Splicing and erection procedures
Welding process
References and list of projects
The Owner will evaluate and verify the accuracy of the submittal. If the Owner
determines that the qualifying criteria have not been met, the Contractor's proposed Bridge
Manufacturer shall be rejected. Bridge Manufacturers other than those listed above may only be
used if the Owner provides written approval of the proposed Bridge Manufacturer 5 days prior to
the bid. The Owner's ruling shall be final.
1.04
SUBMITTALS
The Bridge Manufacturer shall prepare and submit shop drawings and structural
calculations for approval prior to beginning fabrication. Shop drawings shall be unique drawings
prepared to illustrate the specific portion of the work to be done. All relative design information
including but not limited to governing codes, design parameters, member sizes, bridge reactions,
shop and field connection details, deck details, paint system, dimensions related to substructures
and general notes shall be clearly specified on the drawings. Shop drawings shall be accurately
prepared by skilled drafters to be complete in every respect. Drawings shall have crossreferenced details and sheet numbers.
1.05
DELIVERY
The Contractor shall coordinate with the Bridge Manufacturer in the delivery and erection
schedule.
Delivery to the job site will be by trucks by means of good haul roads unless specified
otherwise.
The Bridge Manufacturer shall provide detailed, written instruction procedures for proper
lifting and splicing of bridge components.
PREFABRICATED STEEL
TRUSS BRIDGE
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PWS CONTRACT NO. 13-40UTIL
DECEMBER 2014
PART 2 - MATERIALS
2.01
TRUSS STYLE
The truss type shall be: parallel chord pony truss with vertical ends with a web member
style of single diagonals (with verticals).
2.02
SPAN LENGTH
Span lengths shall be determined by the Bridge Manufacturer and measured to provide
the horizontal distance shown on the plans between the ends of the bridge deck at each location.
2.03
DECK WIDTH
Bridge clear deck width 12’-0” as measured between railing elements other than
handrails.
2.04
TRUSS MATERIAL
All members of the truss and deck system shall be fabricated from square/rectangular
hollow structural sections (HSS), with the exception that floor beams may be wide flange (W)
shapes. Open ends of end posts and floor beams shall be capped. Open shaped (non-tubular)
stringers will be allowed only when the Bridge Manufacturer warranties the stringer design for
50% overload.
Steel material shall be ASTM A847 (Fy = 50 ksi) for Structural Tubing and ASTM A588
(Fy = 50 ksi) for structural steel shapes and plates.
Allow 1/8” sacrificial layer of material in all weathering steel members and welds.
Where water collection inside of structural tubing is possible during construction or
service, weep holes shall be provided at low points.
Bridge structure is exposed to salt water spray or wind driven moisture and fog
condensation. Material deterioration and corrosion resistant materials shall be considered in
design.
2.05
STEEL FINISH
All exposed surfaces of self-weathering steel shall be cleaned in accordance with the
society of protective coatings surface preparation specifications No. 6. Commercial blast
cleaning SSCP-SP6.
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PREFABRICATED STEEL
TRUSS BRIDGE
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2.06
RAILINGS, GENERAL
The minimum rail height shall be in accordance with AASHTO for the intended bridge
usage, unless specified otherwise. Anticipated future wear courses, when mentioned, shall be
considered.
The bridge is designated for use by pedestrians and bicycles and shall be equipped with
5" minimum steel toe rails, located no more than 2" clear above the bridge deck.
Rub rails, handrails, and toe rails shall be designed per AASHTO as horizontal rails.
When bridge structural members support or serve as railing members, the bridge shall be
designed for the simultaneous application of rail load plus dead load plus 50% of live load.
All rails shall be of a smooth, continuous nature that prevents snagging and scraping.
2.07
SAFETY SYSTEM
The safety system shall be horizontal safety rails, painted ‘dark brown’ like the bridge
structure; and shall prevent a sphere with a diameter per AASHTO from passing through. Safety
systems shall be placed on the inside of the truss and shall be designed to carry a horizontal or
vertical 200 lb point load each.
2.08
RUB RAIL
Rub rails shall be steel. The rub rail shall be 3’-6” inch minimum nominal height,
centered at 3’-3” inches plus or minus 2" above the initial and future deck surface.
2.09
HANDRAIL
Handrails are not required.
2.10
DECKING
The bridge deck shall be treated wood planking or another material approved by the
owner per the manufacturer’s recommendations.
PART 3 - EXECUTION
3.01
PLANS AND CALCULATIONS CERTIFICATION
The Bridge Manufacturer shall design the prefabricated bridges and prepare shop
drawings in accordance with these minimum requirements. All calculations and shop drawings
shall be sealed by a Professional Engineer licensed in the State of California.
PREFABRICATED STEEL
TRUSS BRIDGE
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PWS CONTRACT NO. 13-40UTIL
DECEMBER 2014
3.02
APPLICABLE CODES
Design shall be governed by the American Association of State Highway and
Transportation Officials (AASHTO) LRFD Guide Specifications for the Design of Pedestrian
Bridges (2nd Edition 2009 and AASHTO LRFD Bridge Design Specification (5th Edition) with
interim revisions, supplemented with the current edition of American Institute of Steel
Construction (AISC) including the Design Specification for Steel Hollow Structural Sections,
further supplemented with the current edition of American Welding Society (AWS) D1.1
Structural Welding Code, as modified and further supplemented herein. Structural members
shall be designed in accordance with recognized engineering practices and principles.
3.03
CAMBER
The Bridge shall be cambered to offset the calculated dead load deflection and exactly
match the profile specified in the Plans except where residual camber is called for in the Plans.
Unless indicated otherwise in the Plans, both abutments will be constructed at equal elevations.
3.04
GEOMETRY LIMITATIONS
Contractor shall verify that the design of the bridge abutments and piers in the plans will
accommodate the selected pedestrian bridges. If modifications are necessary, the Contractor
shall submit revised structural plans and calculations stamped by a California Registered
Structural Engineer to be approved by the Engineer.
3.05
SUPERSTRUCTURE LOADING
In addition to dead load, pedestrian load, and wind load as specified by AASHTO, the
bridge shall be designed to accommodate the following loads:
1.
2.
Point Load = 1000 lbs plus impact, applied at a single point
Vehicle Load = AASHTO H5 vehicle
For occasional slow moving maintenance or emergency vehicles, impact is not required.
Impact is required for trucks when structures are serving as vehicular bridges and exceed 12’ in
width.
3.06
VIBRATION
When pedestrian usage is specified, the following shall apply: The vibration design for
this bridge shall be a level one design. For level one design, the frequency of the first harmonic
for the unloaded bridge shall be no less than 3.0 Hz except when the weight of the structure with
no live load exceeds 180 x exp(-0.35xFreq).
DECEMBER 2014
PWS CONTRACT NO. 13-40UTIL
PREFABRICATED STEEL
TRUSS BRIDGE
05101-5
3.07
DEFLECTION
Wind deflections of the truss, as measured at deck level, shall be limited to L/360.
Deflections in planks due to point or truck load shall be limited to L/300 or 0.1". Impact shall be
included in deflection checks as applicable.
Deflection of the truss due to uniform live load shall be limited to L/360. Deflections in
longitudinal deck members due to uniform live load shall be limited to L/360.
No other service deflection limits need be considered.
3.08
FIELD SPLICE
Field splices shall be fully bolted slip critical connections, utilizing tension indicating
washers. Tack welding of high strength hardware is prohibited.
Splices not immediately at or adjacent to panel points shall be designed for 100% of the
member bending moment capacity for primary compression members, and 75% for bracing
members or tension members subject to load reversal, including slip resistance, and slip
resistance shall further meet the same AASHTO required strength as with other failure modes.
Splices for truss members, bracing, and floor beams, when used, shall be made with
ASTM A325 high strength bolts. Type 3 bolts shall be used when the truss is required to be of
weathering steel. Other splices shall be made with the above mentioned material or ASTM
A307.
3.09
WELDING
Welding and weld qualification tests shall conform to the provisions of AWS D1.1. The
flux core arc welding (FCAW) process, utilizing E80 electrodes with similar weathering
characteristics as the base material, shall be used. Welding operators shall be properly accredited
experienced operators. Each shall have certification of satisfactorily passing AWS standard
qualification test(s) for the 3G and/or 4F position(s), evidence of experience and skill in welding
structural steel, and have demonstrated the ability to make acceptable welds of the type required.
Nondestructive weld testing is required. Testing will be performed by a qualified ASNT
Level II Technician or greater and paid for by the Bridge Manufacturer. All welds are to be
100% visually inspected. Ten percent (10%) of all fillet and partial penetration welds shall be
magnetic particle tested. For arch type bridges, 100% of end of top chord to bottom chord
connections shall be tested. Full penetration shop welds shall be Ultrasonic tested in accordance
with AWS D1.1; Section 6. Base material certifications are to be supplied by the material
suppliers. Inspection test results shall be available on request.
PREFABRICATED STEEL
TRUSS BRIDGE
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PWS CONTRACT NO. 13-40UTIL
DECEMBER 2014
3.10
OTHER REQUIREMENTS
Self-tapping and self-drilling screws are not acceptable for any portion of the structure.
Cover plates shall be provided to cover expansion gaps when pedestrian usage is
specified. Cover plates shall fit tight to the top of the abutment backwall without any bridge
weight bearing on the backwall. Consider joint size and weight of vehicles regarding plate
thickness.
Anchors shall be of the drilled type, installed with a chemical adhesive system, except
that when design forces exceed the strength of typical chemical systems, cast-in-place anchors
may be used. Anchor systems shall be designed and supplied by the Bridge Manufacturer.
Anchor bolts shall conform to ASTM F1554.
All hardware (other than type 3 high strength) shall be hot-dip galvanized in accordance
with ASTM A153.
Expansion bearings shall include Teflon or stainless steel sliding surfaces per AASHTO
or elastomeric pads. Consideration of dead load rotation is required in all cases.
Cementitious non-shrink grout, when applicable, shall meet ASTM C-1107, 7000 psi
minimum.
Materials not specified shall conform to applicable ASTM or AASHTO specifications.
The Contractor and Bridge Manufacturer shall coordinate and accommodate the
relocation of the Southern California Gas Company (SoCal Gas) 12” gas line that is to be
installed on the bridge. The Contractor and Bridge Manufacturer shall comply with all design,
and construction requirements from SoCal Gas.
*** END OF SECTION ***
DECEMBER 2014
PWS CONTRACT NO. 13-40UTIL
PREFABRICATED STEEL
TRUSS BRIDGE
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TRUSS BRIDGE
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PWS CONTRACT NO. 13-40UTIL
DECEMBER 2014
SECTION 05405
COLD-FORMED METAL FRAMING
PART 1 -- GENERAL
1.01
DESCRIPTION
A.
WORK INCLUDED:
Provide all "C" shaped structural steel studs and accessories complete in place as shown on
the drawings, specified herein, and needed for a complete and proper installation.
1.02
QUALITY ASSURANCE
A.
STANDARDS:
Physical and structural properties representing materials and systems shall be in compliance
with U.B.C. standard No. 27-9, and with American iron and Steel Institute (AISI) "Specification for
the Design of Cold-Formed Steel Structural Members," and any other standards specified in this
section. Structural steel framing components shall have current approval of the ICBO.
B.
QUALIFICATIONS OF WELDERS:
Qualify welding processes and welding operators in accordance with AWS "Standard
Qualification Procedures" Welding shall conform to AWS D1.1.
C.
REFERENCES:
This section references the following documents. They are part of this section as specified
and modified. In case of conflict between the requirements of this section and those of the listed
documents, the requirements of this section shall prevail.
Reference
Title
ASTM A446 Grade A
Steel Sheet, Zinc-Coated (Galvanized) the Hot-Dip Process,
Structural Quality
ASTM A463
Steel Sheet, Cold-Rolled, Aluminum-Coated Type I and Type II
ASTM A525
General Requirements for Steel Sheet, Zinc-Coated (Galvanized)
by the Hot-Dip Process
ASTM A568
General Requirements for Steel, Carbon, and High-Strength
Low-Alloy Hot-Rolled Sheet and Cold-Rolled Sheet
ASTM A570 Grades
30 and 50
Hot-Rolled Carbon Steel Sheet and Strip, Structural Quality
DECEMBER 2014
PWS CONTRACT NO. 13-40UTIL
COLD-FORMED
METAL FRAMING
05405-1
1.03
SUBMITTALS
A.
GENERAL:
Comply with pertinent provisions of specification Section 01300.
B.
MANUFACTURER'S DATA:
Submit manufacturer's specifications and installation instructions for each type of steel stud
and track showing product location, bridging, and accessories. Include manufacturer's certifications
to show compliance with paragraph 1.02A of this section.
1.04
PRODUCT HANDLING
A.
PROTECTION:
Use all means necessary to protect materials of this section before, during, and after
installation from rusting and damage, and to protect work and materials of all other trades. Deliver
to the project site in manufacturer's unopened bundles, fully identified with name, brand, type, and
grade.
B.
REPLACEMENT:
In the event of damage, immediately inform the Construction Manager. Make no repairs
without the approval of the Construction Manager and the stud supplier. Replacements, if
necessary, shall be timely and at no additional cost to the Owner.
PART 2 -- PRODUCTS
2.01
MANUFACTURERS
Provide steel studs, of the type(s) indicated, produced by one of the following:
1.
2.
3.
4.
5.
6.
7.
8.
COLD-FORMED
METAL FRAMING
05405-2
Alabama Metal Industries
Dale Industries
Bostwick Steel Lath Co.
Rolled Steel Products, Inc.
Studco Corp.
U.S. Gypsum
U.S. Steel Corp.
Western Metal Lath Div.
PWS CONTRACT NO. 13-40UTIL
DECEMBER 2014
2.02
MATERIALS
A.
SYSTEM COMPONENTS:
With each type of metal framing required, provide manufacturer's standard steel runners
(tracks), blocking, lintels, shoes, clips, reinforcements, fasteners, and accessories as recommended
by the manufacturer for the applications indicated, as needed to provide a complete framing system,
and as otherwise indicated.
B.
MATERIALS AND FINISHES:
For 16 gage and heavier units, fabricate metal framing components of structural quality steel
sheet with a minimum yield point of 50,000 psi: ASTM A446 or A570.
For 18 gage and lighter units, fabricate metal framing components of commercial quality
steel sheet with a minimum yield point of 33,000 psi; ASTM A446, or A570, or A611.
1.
"C" SHAPE STUDS: Manufacturer's steel studs of size, shape, and gage
indicated, with flange and flange return lip.
2.
RUNNER TRACKS: Same material and gage as studs with standard or
deep legs as required for detail and structural conditions.
3.
WELDING ELECTRODES: Comply with AWS Code.
4.
FINISH: Provide Hot-Dip Zinc Coating as noted on the drawings or provide
prime coated finish with one coat of shop-applied red-oxide, zinc-chromate, or other similar
rust-inhibitive primer.
5.
FASTENERS: Self-drilling, self-tapping screws, nuts, bolts, and washers as
required, ASTM A90, hot-dip galvanized.
2.03
FABRICATION
A.
GENERAL:
Framing components may be prefabricated into panels prior to erection. Fabricate panels
plumb, square, true to line and braced against racking with joints welded. Perform lifting of
prefabricated panels in a manner to prevent damage or distortion in any members in the assembly.
Fabricate panels in jig templates to hold members in proper alignment and position and to
assure consistent component placement.
B.
FABRICATION TOLERANCES:
Fabricate panels to a maximum allowable tolerance variation from plumb, level, and true to
line of 0.125-inch in 10-feet.
DECEMBER 2014
PWS CONTRACT NO. 13-40UTIL
COLD-FORMED
METAL FRAMING
05405-3
C.
FASTENINGS:
Attach similar components by welding. Attach dissimilar components by welding, bolting,
or screw fasteners, as standard with the manufacturer, or as specifically noted on the drawings.
Wire tying of framing components is not permitted.
PART 3 -- EXECUTION
3.01
EXAMINATION
Prior to the start of installation, meet at the project site with the installers of other work
including door and window frames, facing materials, mechanical and electrical work. Review and
resolve areas of potential interference and conflicts, and coordinate layout and support provisions
for interfacing work.
Examine the areas and conditions under which structural steel studs are to be installed and
correct conditions detrimental to the proper and timely completion of the work. Do not proceed
with the work until unsatisfactory conditions have been corrected.
3.02
INSTALLATION
A.
GENERAL:
1.
MANUFACTURER'S INSTRUCTIONS: Install framing systems in
accordance with manufacturer's printed or written instructions and recommendations unless
otherwise indicated.
Design installation to provide for thermal movement without damage to
components, joints, joint seals or undue stress on fastenings and to accommodate building
tolerances, deflections, and clearance of openings.
For framing to receive gypsum wallboard, comply with the requirements and
recommendations of ASTM C754 where metal studs are indicated to receive gypsum board.
2.
STUD RUNNER TRACKS: Install continuous tracks sized to match studs.
Align tracks accurately to the layout at base and tops of studs. Secure tracks as recommended by
the stud manufacturer for the type of construction involved. Provide fasteners at corners and ends
of tracks.
Set studs plumb, except as needed for diagonal bracing. Where stud system abuts
structural columns or walls, including masonry walls, anchor ends of stiffeners to supporting
structure.
COLD-FORMED
METAL FRAMING
05405-4
PWS CONTRACT NO. 13-40UTIL
DECEMBER 2014
Install supplementary framing, blocking, and bracing in the metal stud system
wherever walls or partitions are indicated to support fixtures, equipment, services, casework, heavy
trim and furnishings, and similar work requiring attachment to the wall or partition.
Where type of supplementary support is not otherwise indicated, comply with the
stud manufacturer's recommendations and industry standards in each case, considering the weights
or loading resulting from the item supported.
For welded connections, use certified welders, conform to AWS D1.3.
B.
INSTALLATION OF STUD SYSTEM:
Secure studs to top and bottom runner tracks by either welding or screw fastening at both
inside and outside flanges.
C.
FIELD PAINTING:
Touch-up shop-applied protective coatings damaged during handling and installation. Use
compatible primer for prime coated surface.
*** END OF SECTION ***
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COLD-FORMED
METAL FRAMING
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COLD-FORMED
METAL FRAMING
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PWS CONTRACT NO. 13-40UTIL
DECEMBER 2014
SECTION 05500
METAL FABRICATIONS
PART 1 – GENERAL
1.01
RELATED DOCUMENTS
Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division 01 Specification Sections, apply to this Section.
1.02
SUMMARY
A.
B.
C.
SECTION INCLUDES:
1.
Steel framing and supports for overhead doors.
2.
Steel framing and supports for mechanical and electrical equipment.
3.
Steel framing and supports for applications where framing and supports
are not specified in other Sections.
4.
Metal ladders.
5.
Miscellaneous steel trim including steel angle corner guards.
PRODUCTS FURNISHED, BUT NOT INSTALLED, UNDER THIS SECTION:
1.
Anchor bolts, steel pipe sleeves, slotted-channel inserts, and wedge-type
inserts indicated to be cast into concrete or built into unit masonry.
2.
Steel weld plates and angles for casting into concrete for applications
where they are not specified in other Sections.
RELATED SECTIONS:
1.
Division 03 Section "Cast-in-Place Concrete" for installing anchor bolts,
steel pipe sleeves, slotted-channel inserts, wedge-type inserts, and other
items cast into concrete.
2.
Division 05 Section "Structural Steel Framing."
3.
Division 05 Section "Pipe and Tube Railings."
4.
Division 05 Section "Metal Gratings."
DECEMBER 2014
PWS CONTRACT NO. 13-40UTIL
METAL FABRICTIONS
05500-1
1.03
PERFORMANCE REQUIREMENTS
A.
DELEGATED DESIGN:
Design ladders, including comprehensive engineering analysis by a qualified professional
engineer, using performance requirements and design criteria indicated.
B.
STRUCTURAL PERFORMANCE OF ALUMINUM LADDERS:
Aluminum ladders shall withstand the effects of loads and stresses within limits and under conditions specified in ANSI A14.3.
C.
THERMAL MOVEMENTS:
Allow for thermal movements from ambient and surface temperature changes acting on
exterior metal fabrications by preventing buckling, opening of joints, overstressing of components, failure of connections, and other detrimental effects.
1.
TEMPERATURE CHANGE: 120 deg F, ambient; 180 deg F, material
surfaces.
1.04
SUBMITTALS
A.
PRODUCT DATA:
For the following:
1.
2.
B.
Nonslip aggregates and nonslip-aggregate surface finishes.
Paint products.
SHOP DRAWINGS:
Show fabrication and installation details for metal fabrications.
Include plans, elevations, sections, and details of metal fabrications and their connections. Show anchorage and accessory items.
C.
SAMPLES FOR VERIFICATION:
For each type and finish of extruded nosing.
D.
DELEGATED-DESIGN SUBMITTAL:
For installed products indicated to comply with performance requirements and design criteria, including analysis data signed and sealed by the qualified professional engineer responsible
for their preparation.
METAL FABRICTIONS
05500-2
PWS CONTRACT NO. 13-40UTIL
DECEMBER 2014
E.
QUALIFICATION DATA:
For qualified professional engineer.
Welding certificates.
D.
PAINT COMPATIBILITY CERTIFICATES:
From manufacturers of topcoats applied over shop primers certifying that shop primers
are compatible with topcoats.
1.05
QUALITY ASSURANCE
A.
WELDING QUALIFICATIONS:
Qualify procedures and personnel according to AWS D1.1/D1.1M, "Structural Welding
Code - Steel."
B.
WELDING QUALIFICATIONS:
Qualify procedures and personnel according to the following:
1.
2.
3.
1.06
AWS D1.1/D1.1M, "Structural Welding Code - Steel."
AWS D1.2/D1.2M, "Structural Welding Code - Aluminum."
AWS D1.6, "Structural Welding Code - Stainless Steel."
PROJECT CONDITIONS
A.
FIELD MEASUREMENTS:
Verify actual locations of walls and other construction contiguous with metal fabrications
by field measurements before fabrication.
1.07
COORDINATION
Coordinate selection of shop primers with topcoats to be applied over them. Comply
with paint and coating manufacturers' written recommendations to ensure that shop primers and
topcoats are compatible with one another.
Coordinate installation of anchorages and steel weld plates and angles for casting into
concrete. Furnish setting drawings, templates, and directions for installing anchorages, including
sleeves, concrete inserts, anchor bolts, and items with integral anchors, that are to be embedded
in concrete or masonry. Deliver such items to Project site in time for installation.
DECEMBER 2014
PWS CONTRACT NO. 13-40UTIL
METAL FABRICTIONS
05500-3
PART 2 – PRODUCTS
2.01
METALS, GENERAL
A.
METAL SURFACES, GENERAL:
Provide materials with smooth, flat surfaces unless otherwise indicated. For metal fabrications exposed to view in the completed Work, provide materials without seam marks, roller
marks, rolled trade names, or blemishes.
2.02
FERROUS METALS
A.
RECYCLED CONTENT OF STEEL PRODUCTS:
Provide products with average recycled content of steel products so postconsumer recycled content plus one-half of preconsumer recycled content is not less than 25 percent.
B.
STEEL PLATES, SHAPES, AND BARS:
ASTM A 36/A 36M.
C.
STEEL TUBING:
ASTM A 500, Grade B cold-formed steel tubing.
D.
STEEL PIPE:
ASTM A 53/A 53M, standard weight (Schedule 40) unless otherwise indicated.
E.
SLOTTED CHANNEL FRAMING:
Cold-formed metal box channels (struts) complying with MFMA-4.
1.
SIZE OF CHANNELS: As indicated.
2.
MATERIAL: Cold-rolled steel, ASTM A 1008/A 1008M, structural steel,
Grade 33; 0.0528-inch minimum thickness; hot-dip galvanized after fabrication.
F.
CAST IRON:
Either gray iron, ASTM A 48/A 48M, or malleable iron, ASTM A 47/A 47M, unless otherwise indicated.
METAL FABRICTIONS
05500-4
PWS CONTRACT NO. 13-40UTIL
DECEMBER 2014
2.03
NONFERROUS METALS
A.
ALUMINUM PLATE AND SHEET:
ASTM B 209, Alloy 6061-T6.
B.
ALUMINUM EXTRUSIONS:
ASTM B 221, Alloy 6063-T6.
C.
ALUMINUM CASTINGS:
ASTM B 26/B 26M, Alloy 443.0-F.
D.
BRONZE PLATE, SHEET, STRIP, AND BARS:
ASTM B 36/B 36M, Alloy UNS No. C28000 (muntz metal, 60 percent copper).
E.
BRONZE EXTRUSIONS:
ASTM B 455, Alloy UNS No. C38500 (extruded architectural bronze).
F.
BRONZE CASTINGS:
ASTM B 584, Alloy UNS No. C83600 (leaded red brass) or No. C84400 (leaded semired brass).
G.
NICKEL SILVER EXTRUSIONS:
ASTM B 151/B 151M, Alloy UNS No. C74500.
H.
NICKEL SILVER CASTINGS:
ASTM B 584, Alloy UNS No. C97600 (20 percent leaded nickel bronze).
2.04
FASTENERS
A.
GENERAL:
Unless otherwise indicated, provide Type 304 stainless-steel fasteners for exterior use
and zinc-plated fasteners with coating complying with ASTM B 633 or ASTM F 1941,
Class Fe/Zn 5, at exterior walls. Select fasteners for type, grade, and class required.
1.
2.
3.
DECEMBER 2014
Provide stainless-steel fasteners for fastening aluminum.
Provide stainless-steel fasteners for fastening nickel silver.
Provide bronze fasteners for fastening bronze.
PWS CONTRACT NO. 13-40UTIL
METAL FABRICTIONS
05500-5
B.
SLOTTED-CHANNEL INSERTS:
Cold-formed, hot-dip galvanized-steel box channels (struts) complying with MFMA-4, 15/8 by 7/8 inches by length indicated with anchor straps or studs not less than 3 inches long at
not more than 8 inches o.c. Provide with temporary filler and tee-head bolts, complete with
washers and nuts, all zinc-plated to comply with ASTM B 633, Class Fe/Zn 5, as needed for fastening to inserts.
2.05
MISCELLANEOUS MATERIALS
A.
SHOP PRIMERS:
Provide primers that comply with Division 09 painting Sections.
B.
UNIVERSAL SHOP PRIMER:
Fast-curing, lead- and chromate-free, universal modified-alkyd primer complying with
MPI#79 and compatible with topcoat.
Use primer containing pigments that make it easily distinguishable from zinc-rich primer.
C.
EPOXY ZINC-RICH PRIMER:
Complying with MPI#20 and compatible with topcoat.
D.
GALVANIZING REPAIR PAINT:
High-zinc-dust-content paint complying with SSPC-Paint 20 and compatible with paints
specified to be used over it.
2.06
FABRICATION, GENERAL
A.
SHOP ASSEMBLY:
Preassemble items in the shop to greatest extent possible. Disassemble units only as necessary for shipping and handling limitations. Use connections that maintain structural value of
joined pieces. Clearly mark units for reassembly and coordinated installation.
Cut, drill, and punch metals cleanly and accurately. Remove burrs and ease edges to a
radius of approximately 1/32 inch unless otherwise indicated. Remove sharp or rough areas on
exposed surfaces.
Form bent-metal corners to smallest radius possible without causing grain separation or
otherwise impairing work.
Form exposed work with accurate angles and surfaces and straight edges.
METAL FABRICTIONS
05500-6
PWS CONTRACT NO. 13-40UTIL
DECEMBER 2014
Weld corners and seams continuously to comply with the following:
1.
Use materials and methods that minimize distortion and develop strength
and corrosion resistance of base metals.
2.
Obtain fusion without undercut or overlap.
3.
Remove welding flux immediately.
4.
At exposed connections, finish exposed welds and surfaces smooth and
blended so no roughness shows after finishing and contour of welded surface matches that of adjacent surface.
Form exposed connections with hairline joints, flush and smooth, using concealed fasteners or welds where possible. Where exposed fasteners are required, use Phillips flat-head (countersunk) fasteners unless otherwise indicated. Locate joints where least conspicuous.
Fabricate seams and other connections that will be exposed to weather in a manner to exclude water. Provide weep holes where water may accumulate.
Cut, reinforce, drill, and tap metal fabrications as indicated to receive finish hardware,
screws, and similar items.
Provide for anchorage of type indicated; coordinate with supporting structure. Space anchoring devices to secure metal fabrications rigidly in place and to support indicated loads.
1.
2.07
Where units are indicated to be cast into concrete or built into masonry,
equip with integrally welded steel strap anchors, 1/8 by 1-1/2 inches, with
a minimum 6-inch embedment and 2-inch hook, not less than 8 inches
from ends and corners of units and 24 inches o.c., unless otherwise indicated.
MISCELLANEOUS FRAMING AND SUPPORTS
A.
GENERAL:
Provide steel framing and supports not specified in other Sections as needed to complete
the Work.
Fabricate units from steel shapes, plates, and bars of welded construction unless otherwise indicated. Fabricate to sizes, shapes, and profiles indicated and as necessary to receive adjacent construction.
1.
2.
DECEMBER 2014
Fabricate units from slotted channel framing where indicated.
Furnish inserts for units installed after concrete is placed.
PWS CONTRACT NO. 13-40UTIL
METAL FABRICTIONS
05500-7
Fabricate supports for operable partitions from continuous steel beams of sizes indicated
with attached bearing plates, anchors, and braces as indicated. Drill or punch bottom flanges of
beams to receive partition track hanger rods; locate holes where indicated on operable partition
Shop Drawings.
2.08
METAL LADDERS
A.
GENERAL:
Comply with ANSI A14.3 unless otherwise indicated.
B.
STEEL LADDERS:
1.
Space siderails 16 inches apart unless otherwise indicated.
2.
Space siderails of elevator pit ladders 12 inches apart.
3.
Siderails: Continuous, 1/2-by-2-1/2-inch steel flat bars, with eased edges.
4.
Rungs: 1-inch- diameter steel bars.
5.
Fit rungs in centerline of siderails; plug-weld and grind smooth on outer
rail faces.
6.
Provide nonslip surfaces on top of each rung, either by coating rung with
aluminum-oxide granules set in epoxy-resin adhesive or by using a type of
manufactured rung filled with aluminum-oxide grout.
7.
Provide nonslip surfaces on top of each rung by coating with abrasive material metallically bonded to rung.
a.
Products: Subject to compliance with requirements, available
products that may be incorporated into the Work include, but are
not limited to, the following:
1)
IKG Industries, a division of Harsco Corporation; Mebac.
2)
SlipNOT Metal Safety Flooring, a W. S. Molnar company;
SlipNOT.
8.
Support each ladder at top and bottom and not more than 60 inches o.c.
with welded or bolted steel brackets.
9.
Galvanize ladders, including brackets and fasteners.
METAL FABRICTIONS
05500-8
PWS CONTRACT NO. 13-40UTIL
DECEMBER 2014
2.09
MISCELLANEOUS STEEL TRIM
Unless otherwise indicated, fabricate units from steel shapes, plates, and bars of profiles
shown with continuously welded joints and smooth exposed edges. Miter corners and use concealed field splices where possible.
Provide cutouts, fittings, and anchorages as needed to coordinate assembly and installation with other work.
1.
Provide with integrally welded steel strap anchors for embedding in concrete or masonry construction.
Galvanize exterior miscellaneous steel trim.
2.10
PIPE GUARDS
Fabricate pipe guards from 3/8-inch- thick by 12-inch- wide steel plate, bent to fit flat
against the wall or column at both ends and to fit around pipe with 2-inch clearance between pipe
and pipe guard. Drill each end for two 3/4-inch anchor bolts.
Galvanize pipe guards.
2.11
FINISHES, GENERAL
Comply with NAAMM's "Metal Finishes Manual for Architectural and Metal Products"
for recommendations for applying and designating finishes.
Finish metal fabrications after assembly.
Finish exposed surfaces to remove tool and die marks and stretch lines, and to blend into
surrounding surface.
2.12
STEEL AND IRON FINISHES
A.
GALVANIZING:
Hot-dip galvanize items as indicated to comply with ASTM A 153/A 153M for steel and
iron hardware and with ASTM A 123/A 123M for other steel and iron products.
1.
Do not quench or apply post galvanizing treatments that might interfere
with paint adhesion.
All galvanizing finishes that are exposed to view are considered architectural finishes and
shall be finished smooth, continuous, and without gross unevenness. Steel composition shall be
compatible with hot dipped galvanizing process. General roughness, dull and mottled appearances are not acceptable.
DECEMBER 2014
PWS CONTRACT NO. 13-40UTIL
METAL FABRICTIONS
05500-9
Touch up all damaged galvanized finish due to installation, welding, threading or other
work with galvanizing repair compound. Prepare surfaces to receive compound by grinding to
bare metal or by chemically etching. Compound shall be applied in multiple coats to achieve a
minimum dry film thickness of 8 mils.
Shop prime iron and steel items not indicated to be galvanized unless they are to be embedded in concrete, sprayed-on fireproofing, or masonry, or unless otherwise indicated.
1.
Shop prime with primers specified in Division 09 painting Sections unless
zinc-rich primer is indicated.
Preparation for Shop Priming: Prepare surfaces to comply with SSPC-SP 6/NACE No. 3,
"Commercial Blast Cleaning" or SSPC-SP 3, "Power Tool Cleaning." requirements indicated
below:
1.
EXTERIOR ITEMS: SSPC-SP 6/NACE No. 3, "Commercial Blast
Cleaning."
2.
ITEMS INDICATED TO RECEIVE ZINC-RICH PRIMER: SSPCSP 6/NACE No. 3, "Commercial Blast Cleaning."
3.
ITEMS INDICATED TO RECEIVE PRIMERS SPECIFIED IN
DIVISION 09 SECTION "HIGH-PERFORMANCE COATINGS": SSPC-SP 6/NACE No. 3,
"Commercial Blast Cleaning."
4.
B.
OTHER ITEMS: SSPC-SP 3, "Power Tool Cleaning."
SHOP PRIMING:
Apply shop primer to comply with SSPC-PA 1, "Paint Application Specification No. 1:
Shop, Field, and Maintenance Painting of Steel," for shop painting.
Stripe paint corners, crevices, bolts, welds, and sharp edges.
PART 3 – EXECUTION
3.01
INSTALLATION, GENERAL
A.
CUTTING, FITTING, AND PLACEMENT:
Perform cutting, drilling, and fitting required for installing metal fabrications. Set metal
fabrications accurately in location, alignment, and elevation; with edges and surfaces level,
plumb, true, and free of rack; and measured from established lines and levels.
METAL FABRICTIONS
05500-10
PWS CONTRACT NO. 13-40UTIL
DECEMBER 2014
Fit exposed connections accurately together to form hairline joints. Weld connections
that are not to be left as exposed joints but cannot be shop welded because of shipping size limitations. Do not weld, cut, or abrade surfaces of exterior units that have been hot-dip galvanized
after fabrication and are for bolted or screwed field connections.
B.
FASTENING TO IN-PLACE CONSTRUCTION:
Provide anchorage devices and fasteners where metal fabrications are required to be fastened to in-place construction. Provide threaded fasteners for use with concrete and masonry
inserts, toggle bolts, through bolts, lag screws, wood screws, and other connectors.
Provide temporary bracing or anchors in formwork for items that are to be built into concrete, masonry, or similar construction.
C.
CORROSION PROTECTION:
Coat concealed surfaces of aluminum that will come into contact with grout, concrete,
masonry, wood, or dissimilar metals with the following:
1.
2.
3.02
CAST ALUMINUM: Heavy coat of bituminous paint.
EXTRUDED ALUMINUM: Two coats of clear lacquer.
INSTALLING MISCELLANEOUS FRAMING AND SUPPORTS
A.
GENERAL:
Install framing and supports to comply with requirements of items being supported, including manufacturers' written instructions and requirements indicated on Shop Drawings.
Anchor supports for operable partitions securely to and rigidly brace from building structure.
3.03
ADJUSTING AND CLEANING
A.
TOUCHUP PAINTING:
Immediately after erection, clean field welds, bolted connections, and abraded areas.
Paint uncoated and abraded areas with the same material as used for shop painting to comply
with SSPC-PA 1 for touching up shop-painted surfaces.
Apply by brush or spray to provide a minimum 2.0-mil dry film thickness.
B.
TOUCHUP PAINTING:
Cleaning and touchup painting of field welds, bolted connections, and abraded areas of
shop paint are specified in Division 09 painting Sections.
DECEMBER 2014
PWS CONTRACT NO. 13-40UTIL
METAL FABRICTIONS
05500-11
C.
GALVANIZED SURFACES:
Clean field welds, bolted connections, and abraded areas and repair galvanizing to comply with ASTM A 780.
**END OF SECTION**
METAL FABRICTIONS
05500-12
PWS CONTRACT NO. 13-40UTIL
DECEMBER 2014
SECTION 05501
ANCHOR BOLTS
PART 1 -- GENERAL
1.01
DESCRIPTION
This section specifies anchor bolts complete with washers and nuts. Unless otherwise
specified, anchor bolts shall be type 316 stainless steel.
1.02
REFERENCES
This section contains references to the following documents. They are a part of this section
as specified and modified. Where a referenced document contains references to other standards,
those documents are included as references under this section as if referenced directly. In the event
of conflict between the requirements of this section and those of the listed documents, the
requirements of this section shall prevail.
Unless otherwise specified, references to documents shall mean the documents in effect at
the time of Advertisement for Bids or Invitation to Bid (or on the effective date of the Agreement if
there were no Bids). If referenced documents have been discontinued by the issuing organization,
references to those documents shall mean the replacement documents issued or otherwise identified
by that organization or, if there are no replacement documents, the last version of the document
before it was discontinued. Where document dates are given in the following listing, references to
those documents shall mean the specific document version associated with that date, regardless of
whether the document has been superseded by a version with a later date, discontinued or replaced.
Reference
1.03
Title
ANSI A58.1
Minimum Design Loads for Buildings and Other Structures
ASTM A36/A36M
Structural Steel
ASTM A307
Carbon Steel Bolts and Studs, 60,000 psi Tensile Strength
ASTM A320/A320M
Alloy-Steel Bolting Materials for Low Temperature Service
UBC
Uniform Building Code
SUBMITTALS
Provide anchor bolt calculations per Section 01900.
DECEMBER 2014
PWS CONTRACT NO. 13-40UTIL
ANCHOR BOLTS
05501-1
PART 2 -- PRODUCTS
2.01
GENERAL
Anchor bolt holes in equipment support frames shall not exceed the bolt diameters by more
than 25 percent, up to a limiting maximum oversizing of 1/4 inch. Unless otherwise specified,
minimum anchor bolt diameter shall be 1/2 inch.
Tapered washers shall be provided where mating surface is not square with the nut.
Expansion, wedge, or adhesive anchors set in holes drilled in the concrete after the concrete
is placed will not be permitted in substitution for anchor bolts except where otherwise specified.
Upset threads shall not be acceptable.
2.02
MATERIALS
Anchor bolt materials shall be as specified in Table A. Stainless steel shall be used unless
identified otherwise.
Table A. Anchor Bolt Materials
Material
Specification
Steel bolts
ASTM A307, Grade A
Fabricated steel bolts
ASTM A36
Stainless steel bolts, nuts, washers
ASTM A320, Type 304a
Expansion anchors
HILTI-BOLT, McCulloch Industries, or
equal. Type 316 SS.
Wedge anchors
ITT, Phillips Drill Co., or equal. Type 316 SS.
Adhesive anchors
HILTI-HVA, PARABOND Capsule, or equal.
Type 316 SS.
a
Use Type 316 where specified.
2.03
DESIGN
Anchor bolts for equipment frames and foundations shall be designed in accordance with
the California Building Code, latest edition for the appropriate seismic zone of the Carlsbad locality.
2.04
PRODUCT DATA
The following information shall be provided in accordance with Section 01300 for all bolt
systems not cast-in-place:
1.
ANCHOR BOLTS
05501-2
Data indicating load capacities.
PWS CONTRACT NO. 13-40UTIL
DECEMBER 2014
2.
Chemical resistance.
3.
Temperature limitations.
4.
Installation instructions.
5.
Evaluation report for expansion and wedge type anchors as specified in
paragraph 05501-3.04.
PART 3 -- EXECUTION
3.01
GENERAL
Fieldwork, including cutting and threading, shall not be permitted on galvanized items.
Dissimilar metals shall be protected from galvanic corrosion by means of pressure tapes, coatings or
isolators. Grouting of anchor bolts with nonshrink or epoxy grouts, where specified, shall be in
accordance with Section 03600.
3.02
CAST-IN-PLACE ANCHOR BOLTS
Anchor bolts to be embedded in concrete shall be placed accurately and held in correct
position while the concrete is placed or, if specified, recesses or blockouts shall be formed in the
concrete and the metalwork shall be grouted in place in accordance with Section 03300. The
surfaces of metalwork in contact with concrete shall be thoroughly cleaned.
After anchor bolts have been embedded, their threads shall be protected by grease and the
nuts run on.
3.03
ADHESIVE ANCHOR BOLTS
Use of adhesive or capsule anchors shall be subject to the following conditions:
1.
Use shall be limited to locations where exposure, on an intermittent or
continuous basis, to acid concentrations higher than 10 percent, to chlorine
gas, or to machine or diesel oils, is extremely unlikely.
2.
Use shall be limited to applications where exposure to fire or exposure to
concrete or rod temperature above 120 degrees F is extremely unlikely.
Overhead applications (such as pipe supports) because of the above
concerns, shall be disallowed.
3.
Approval from Construction Manager for specific application and from
supplier of equipment to be anchored, if applicable.
DECEMBER 2014
PWS CONTRACT NO. 13-40UTIL
ANCHOR BOLTS
05501-3
3.04
4.
Anchor diameter and grade of steel shall be per contract documents or per
equipment supplier specifications. Anchor shall be threaded or deformed
full length of embedment and shall be free of rust, scale, grease, and oils.
5.
Embedment depth shall be as specified. Adhesive capsules of different
diameters may be used to obtain proper volume for the embedment, but no
more than two capsules per anchor may be used. When installing different
diameter capsules in the same hole, the larger diameter capsule shall be
installed first. Any extension or protrusion of the capsule from the hole is
prohibited.
6.
All installation recommendations by the anchor system manufacturer shall
be followed carefully, including maximum hole diameter.
7.
Holes shall have rough surfaces, such as can be achieved using a rotary
percussion drill.
8.
Holes shall be blown clean with compressed air and be free of dust or
standing water prior to installation.
9.
Anchor shall be left undisturbed and unloaded for full adhesive curing
period.
10.
Concrete temperature (not air temperature) shall be compatible with curing
requirements of adhesives per adhesive manufacturer. Anchors shall not be
placed in concrete below 25 degrees F.
EXPANSION ANCHORS
Use of expansion or wedge type anchors shall be subject to conditions 2, 3, 4, 6, 7, and 8
specified in paragraph 05501-3.03. Expanding-type anchors are prohibited from use in corrosive
areas and in deteriorating concrete.
The Contractor shall supply the Construction Manager with the current evaluation report
from the International Conference of Building Officials for the particular brand of expansion
anchors to be used.
**END OF SECTION**
ANCHOR BOLTS
05501-4
PWS CONTRACT NO. 13-40UTIL
DECEMBER 2014
SECTION 05503
ACCESS HATCHES
PART 1 -- GENERAL
1.01
SUMMARY
A.
SECTION INCLUDES:
Stainless steel hatches
1.02
REFERENCES
A.
TRADE AND TECHNICAL ASSOCIATION STANDARDS:
"Welding Stainless Steel" published by American Welding Society (AWS).
1.03
SUBMITTALS
Submit in accordance with Section 01300.
A.
PRODUCT DATA:
Fully describe all items proposed for use.
B.
SHOP DRAWINGS:
Show dimensions, attachments, inserts and relationship of work to adjoining construction.
1.04
QUALITY ASSURANCE
A.
REGULATORY REQUIREMENTS:
1.
2.
1.05
Applicable Occupational Safety and Health Regulations,
California Building Code, latest Edition.
GUARANTEE
Furnish a written guarantee effective for a period of 2 years after final acceptance of the
project that floor hatches will not leak and will be free of defects in materials and workmanship.
DECEMBER 2014
PWS CONTRACT NO. 13-40UTIL
ACCESS HATCHES
05503-1
PART 2 -- PRODUCTS
2.01
ACCESS HATCHES
Access Hatches shall be single- or double-leaf as indicated in the contract drawings.
Hatches inside buildings shall be rated for H-20 loading. Hatches on roofs of buildings shall be
rated for 300 psf. For double-leaf hatches, a removable center beam shall be installed to allow
for complete access.
A.
SINGLE OR DOUBLE LEAF:
Bilco Model JD-H20; Babcock-Davis Model B-FGP; U.S.F. Fabrication Model
THS/THD; or equal.
B.
DOOR LEAVES:
316 stainless steel, diamond pattern. .
C.
FRAME:
316 stainless steel channel with anchor flange around perimeter. Provide channel to
collect drain water and provide 1-½ -inch (38 mm) drainage coupling for connection to
drainlines.
D.
DOORS:
Equip with spring operators and an automatic hold-open arm with a positive automatic
latch that will secure the door in the open position until the release handle is activated. Provide
snaplock with removable handle. Provide 304 stainless steel recessed hasp to door and frame
where required for padlock. Provide recessed padlock enclosure. Maximum lifting effort for each
door shall be less than 30 lbs.
Provide stainless steel hold-open pin through holes in hold-open arms to insure against
accidental hatch closure. Attach pin to hatch with a short stainless steel chain to prevent loss.
E.
SAFETY CHAIN:
Provide a stainless steel safety chain between double leaf doors at opposite end from
latch.
F.
ALL HARDWARE:
Stainless steel throughout, Type 316.
ACCESS HATCHES
05503-2
PWS CONTRACT NO. 13-40UTIL
DECEMBER 2014
G.
FINISH:
Mill finish with bituminous coating applied to the exterior portion of the frame and
anchors.
PART 3 -- EXECUTION
3.01
INSTALLATION
Installation shall be per manufacturer’s recommendations.
** END OF SECTION **
DECEMBER 2014
PWS CONTRACT NO. 13-40UTIL
ACCESS HATCHES
05503-3
THIS PAGE INTENTIONALLY LEFT BLANK
ACCESS HATCHES
05503-4
PWS CONTRACT NO. 13-40UTIL
DECEMBER 2014
SECTION 05505
MISCELLANEOUS METALWORK
PART 1 -- GENERAL
1.01
DESCRIPTION
This section specifies miscellaneous metalwork, which consists of custom fabricated steel
metalwork other than structural metalwork.
1.02
WORK OF THIS SECTION
The WORK of this Section includes providing miscellaneous metalwork and appurtenances
including the following:
1.
2.
3.
4.
5.
6.
7.
8.
1.03
Bolts
Seat Angles, Supports and Brackets
Iron Castings
Gratings
Floor and Cover Plates
Floor Hatches
Fall Prevention System
Manhole Frames and Covers
RELATED SECTIONS
The WORK of the following Sections applies to the WORK of this Section. Other Sections
of the Specifications, not referenced below, shall also apply to the extent required for proper
performance of this WORK.
1.
2.
3.
1.04
Section 03300 Cast-in-Place Concrete
Section 03600 Grout
Section 09900 Coating Systems
CODES
The WORK of this Section shall comply with the current editions of the following codes as
adopted by the City of Carlsbad Municipal Code:
1.
DECEMBER 2014
California Building Code 2010 (CBC)
PWS CONTRACT NO. 13-40UTIL
MISCELLANEOUS METALWORK
05505-1
1.05
STANDARD SPECIFICATIONS
Except as otherwise indicated in this Section of the Specifications, the CONTRACTOR
shall comply with the Standard Specifications for Public Works Construction (SSPWC), as
specified in Section 01071 – Standard References.
1.06
QUALITY ASSURANCE
A.
GENERAL:
Shop and field welding shall conform to the requirements of the AISC Manual of Steel
Construction.
The use of salvaged, reprocessed or scrap materials will not be permitted.
B.
REFERENCES:
This section contains references to the following documents. They are a part of this section
as specified and modified. Where a referenced document contains references to other standards,
those documents are included as references under this section as if referenced directly. In the event
of conflict between the requirements of this section and those of the listed documents, the
requirements of this section shall prevail.
Unless otherwise specified, references to documents shall mean the documents in effect at
the time of Advertisement for Bids or Invitation to Bid (or on the effective date of the Agreement if
there were no Bids). If referenced documents have been discontinued by the issuing organization,
references to those documents shall mean the replacement documents issued or otherwise identified
by that organization or, if there are no replacement documents, the last version of the document
before it was discontinued. Where document dates are given in the following listing, references to
those documents shall mean the specific document version associated with that date, regardless of
whether the document has been superseded by a version with a later date, discontinued or replaced.
Reference
Title
AISC Manual of Steel
Construction
American Institute of Steel Construction, Manual of Steel
Construction, Allowable Stress Design-9th Edition
ASTM A36/A36M
Structural Steel
ASTM A48
Gray-Iron Castings
ASTM A283/A283M
Low and Intermediate Tensile Strength Carbon Steel
Plates, Shapes and Bars
ASTM A307
Carbon Steel Externally Threaded Standard Fasteners
ASTM A320/ A320M
Alloy-Steel Bolting Materials for Low Temperature
Service
MISCELLANEOUS METALWORK
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PWS CONTRACT NO. 13-40UTIL
DECEMBER 2014
Reference
1.07
Title
ASTM A500
Cold-Formed Welded and Seamless Carbon Steel
Structural Tubing in Rounds and Shapes
ASTM B 438
Specification for Sintered Bronze Bearings (OilImpregnated)
NFPA 101
Life Safety Code
NAAMM
Metal Stairs Manual
AISC MO11
Manual of Steel Constructions
AASHTO HS-20
Truck Loading
ASTM A 53
Specification for Pipe, Steel, Black and Hot-Dipped, ZincCoated Welded and Seamless
ASTM A 123
Specification for Zinc (Hot-Dip Galvanized) Coatings on
Iron and Steel Products
ASTM A 125
Specification for Steel Springs, Helical, Heat Treated
ASTM A 153
Specification for Zinc Coating (Hot-Dip) on Iron and
Steel Hardware
ASTM A489
Carbon Steel Eyebolts
ASTM A 569
Specification for Steel, Carbon, (0.15 Maximum Percent)
Hot Rolled, Sheet and Strip, Commercial Quality
ASTM A 575
Specification for Steel Bars, Carbon, Merchant Quality,
M-Grades
ASTM B 98
Specification for Copper-Silicon Alloy Rod, Bar, and
Shapes
ASTM B 210
Specification for Aluminum and Aluminum-Alloy Drawn
Seamless Tubes
ASTM B 221
Specification for Aluminum and Aluminum-Alloy
Extruded Bars, Rods, Wire, Shapes and Tubes
ANSI/AWS D1.1
Structural Welding Code - Steel
SHOP DRAWINGS AND SAMPLES
The following shall be submitted in compliance with Section 01300:
1.
Shop drawings of miscellaneous metalwork including seat angles, supports
and guides.
2.
Shop drawings showing proposed use of adhesive anchors.
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MISCELLANEOUS METALWORK
05505-3
1.08
3.
Manufacturer's catalog data for manhole frame, covers, and each type of
anchor.
4.
Welding procedures and welder qualifications.
OWNER’S MANUAL
The following shall be included in the OWNER'S MANUAL in compliance with
Section 01300:
1.
Manufacturer's installation instructions.
PART 2 -- PRODUCTS
2.01
MATERIALS
Materials for miscellaneous metalwork are specified in Table A.
Table A, Materials for Miscellaneous Metalwork
Material
2.01
Specification
Nonstructural steel bars, angles, clips, and similar
items
ASTM A36 or ASTM A283
Iron castings
ASTM A48
Structural steel tubing
ASTM A500, Grade B
Steel bolts (except flanges and anchor bolts)
ASTM A307, Grade A
Stainless steel
ASTM A320, Type 304
MISCELLANEOUS METALWORK
A.
CORROSION PROTECTION:
Miscellaneous metalwork of fabricated steel, which will be used in a corrosive environment
or will be submerged shall be stainless steel. Other miscellaneous steel metalwork shall be hot-dip
galvanized after fabrication except as otherwise indicated.
B.
STAINLESS STEEL:
Stainless steel metalwork shall be of Type 316 L stainless steel. Stainless steel shall not be
torch heated for welding. The CONTRACTOR shall submit welding methods and procedures. All
welded stainless steel shall be passivated after welding by immersing in a pickling solution of 6
percent nitric acid and 3 percent hydrofluoric acid. Temperature and detention time for passivation
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PWS CONTRACT NO. 13-40UTIL
DECEMBER 2014
shall be sufficient for removal of oxidation and ferrous contamination without etching of surface.
The passivated steel shall undergo a complete neutralization by immersion in a detergent rinse
followed by clean water wash, or shall be buffed with Scotch Brite EXL (or equal) for removal of
weld discoloration and heat tint.
C.
WELDING:
Welding shall be by the metal-arc method or gas-shielded arc method as described in the
American Welding Society's "Welding Handbook" and supplemented by other standards of the
AWS. Qualification of welders shall be in accordance with the AWS Standards.
In assembly and during welding, the component parts shall be adequately clamped,
supported and restrained to minimize distortion and for control of dimensions. Weld reinforcement
shall comply with the AWS Code. Upon completion of welding, weld splatter, flux, slag, and burrs
left by attachments shall be removed. Welds shall be repaired to produce a workmanlike
appearance, with uniform weld contours and dimensions. Sharp corners of material which is to be
painted or coated shall be ground to a minimum of 1/32-inch on the flat.
D.
GALVANIZING:
Where galvanizing is indicated, structural steel plates shapes, bars and fabricated assemblies
shall be thoroughly cleaned of rust and scale and shall be galvanized in accordance with the
requirements of ASTM A 123. Any galvanized part that becomes warped during the galvanizing
operation shall be straightened. Bolts (except ASTM A325), anchor bolts, nuts and similar threaded
fasteners, after being properly cleaned, shall be galvanized in accordance with the requirements of
ASTM A 153.
2.02
FABRICATION
A.
GENERAL:
Holes shall be punched 1/16 inch larger than the nominal size of the bolts, unless otherwise
specified. Whenever needed, because of the thickness of the metal, holes shall be subpunched and
reamed or shall be drilled.
Fabrication including cutting, drilling, punching, threading and tapping required for
miscellaneous metal or adjacent work shall be performed prior to hot-dip galvanizing.
B.
SEAT ANGLES, SUPPORTS AND BRACKETS:
Seat angles over slide gate guides shall be welded to the guides. Seat angles for grating,
supports for floor plates, clips for precast panels and brackets for piping shall be steel, hot-dip
galvanized after fabrication unless otherwise specified. Over tanks and channels seat angles and
brackets shall be Type 316 L stainless steel.
Seat angles for grating shall be aluminum or steel as indicated, except that Type 316 L
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MISCELLANEOUS METALWORK
05505-5
stainless steel shall be used over tanks and channels. Guides for slide gates shall be Type 316 L
stainless steel.
C.
POWER DRIVEN PINS:
Power driven pins may be used in interior locations of nonprocess areas. Pins shall be heat
treated steel alloy in accordance with AISI 1062 or 4063 and shall be zinc-plated. Pins shall have
capped or threaded heads capable of transmitting the loads the shanks are required to support. Pins
that are connected to steel shall have longitudinal serrations around the circumference of the shank.
Complete information describing pin capacities and connections shall be provided to the
Construction Manager. Proposed use and locations shall be approved by the Construction Manager
prior to their use.
D.
IRON CASTINGS:
Castings shall be as specified on the drawings. Castings shall conform to the requirements
of ASTM A 48 unless otherwise indicated. Castings weighing less than 100 pounds shall be hot-dip
galvanized after machining. Castings weighing greater than 100 pounds shall be galvanized where
specified.
E.
OTHER MISCELLANEOUS STEEL METALWORK:
Other miscellaneous steel metalwork including embedded and nonembedded steel
metalwork, hangers and inserts shall be as specified on the drawings and shall be hot-dip galvanized
after fabrication.
2.02
BOLTS
A.
BOLT REQUIREMENTS:
Bolts shall comply with the following:
1.
The nuts shall be capable of developing the full strength of the bolts.
Threads shall be Coarse Thread Series conforming to the requirements of the
American Standard for Screw Threads. Bolts and cap screws shall have
hexagon heads and nuts shall be Heavy Hexagon Series.
2.
The length of all bolts shall be such that after joints are made up, each bolt
shall extend through the entire nut, but in no case more than 1/2-inch beyond
the nut.
MISCELLANEOUS METALWORK
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PWS CONTRACT NO. 13-40UTIL
DECEMBER 2014
B.
STANDARD SERVICE BOLTS (NOT BURIED OR INSIDE TANKS OR
CHANNELS):
Except where otherwise indicated, bolts and nuts shall be steel and shall be galvanized after
fabrication. Threads on galvanized bolts and nuts shall be formed with suitable taps and dies such
that they retain their normal clearance after hot-dip galvanizing. Except as otherwise indicated
herein, steel for bolts, anchor bolts and cap screws shall be in accordance with the requirements of
ASTM A 325, or threaded parts of ASTM A 36. ASTM A 325 bolts and nuts shall not be
galvanized.
C.
BOLTS BURIED OR INSIDE TANKS OR CHANNELS:
Unless otherwise indicated, bolts, anchor bolts, nuts and washers which are buried,
submerged, or below the top of the wall inside any hydraulic structure shall be of Type 316 stainless
steel.
Unless otherwise indicated, eyebolts shall conform to ASTM A489.
2.03
GRATINGS
A.
GENERAL:
Both bearing bars and cross bars shall be continuous. Openings shall be banded with bars
having the same dimensions as the bearing bars. Perimeter edges shall be banded with bars flush at
the top surface of the grating and 1/4 inch clear of the bottom surface. Bars terminating against
edge bars shall be welded to the edge bars when welded construction is used. When crimped or
swaged construction is used, bars at edges shall protrude a maximum of 1/16 inch and shall be
peened or ground to a smooth surface. No single piece of grating shall weigh more than 80 pounds
unless otherwise indicated.
Rough weld beads and sharp metal edges on gratings and plates shall be ground smooth.
Welds exposed to view shall be uniform and neat. Welds to be galvanized shall be sandblasted
prior to galvanizing.
Holes shall be punched 1/16 inch larger than the nominal size of the bolts, unless otherwise
indicated. Whenever needed, because of the thickness of the metal, holes shall be subpunched and
reamed or shall be drilled. Cutting, drilling, punching, threading and tapping shall be performed
prior to hot-dip galvanizing.
1.
ALUMINUM: Aluminum grating bearing bars and aluminum floor plates
and cover plates shall be of alloy 6061-T6 conforming to ASTM B221. Aluminum grating cross
bars shall be of an alloy conforming to either ASTM B221 (extrusions) or B210 (drawn).
Unless otherwise indicated, grating shall be fabricated of aluminum. Bearing bars
shall be punched to receive the cross bars. After insertion in the bearing bars, cross bars shall be
deformed by a hydraulic press or similar means to permanently lock the bars into the bearing bar
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PWS CONTRACT NO. 13-40UTIL
MISCELLANEOUS METALWORK
05505-7
openings. Fabrication methods employing bending or notching of bearing or cross bars will not be
permitted.
2.
STEEL: Steel grating bearing bars and cross bars shall be of welding quality
mild carbon steel conforming to ASTM A569. Steel floor plates and cover plates shall be of
structural quality steel conforming to ASTM A36.
Steel grating shall be used only where indicated. Steel grating shall be hot-dip
galvanized. Notching, slotting, or cutting the top or bottom edges of bearing bars to receive cross
bars will not be permitted unless each intersection of bars is fully welded to restore each bearing bar
to its full cross-sectional strength.
2.04
FLOOR AND COVER PLATES
Plates shall be set flush with surrounding floor. No single piece of floor and cover plate
shall weigh more than 80 pounds unless specifically detailed otherwise. Floor and cover plates over
tanks and channels shall be Type 316 stainless steel.
2.10
MANHOLE FRAMES AND COVERS
Except as otherwise indicated, manhole frames and covers shall comply with SSPWC
Subsection 206-3.3 and shall be fabricated of cast iron complying with ASTM A48, Class 30 and
shall be the heavy-duty type designed for H-20 highway loading, shall have a 24-inch clear frame
opening and a minimum frame height of 4 1/2 inches and shall be equipped with a continuous-ring
type gasket designed to minimize surface water inflow. Cover pattern shall be checkered pattern
design and shall have concealed or closed pick holes with sufficient dimensions to allow for
removal without special equipment. Bearing and wedging surfaces shall be machined to ensure a
tight fit and to prevent rocking. Frames shall be provided with four 1-inch diameter holes for
anchor bolts. The use of salvaged or scrap materials will not be permitted.
Covers shall be provided with a continuous, machined groove on either the underside
bearing lip or the outer wedging edge of the cover. A groove on the bearing lip shall be fitted with a
glued, continuous, low compression, set gasket; a groove on the outside edge shall be fitted with a
neoprene O-ring seal.
Locking type, nongasketed frames and covers shall be provided where indicated. Locking
covers shall have two locking wedges in the frame. Covers shall have two fingers which engage the
locking wedges when the cover is positioned in the frame and turned.
2.11
MANUFACTURERS
Products of the type or model (if any) indicated shall be manufactured by one of the
following (or equal):
MISCELLANEOUS METALWORK
05505-8
PWS CONTRACT NO. 13-40UTIL
DECEMBER 2014
A.
STEEL GRATINGS:
1.
2.
B.
FLOOR AND COVER PLATES:
1.
2.
C.
Neenah Foundry Company R-1642 with Self-Sealing Cover
Phoenix Iron Works P-1090 R/G
FIELD REPAIRS TO GALVANIZING:
1.
2.
E.
Alcoa C-102 Aluminum Tread Plate
Reynolds Diamond Tread Plate
MANHOLE FRAMES AND COVERS:
1.
2.
D.
Irving Type IWA
Gary Type GW
"Galvinox"
"Galvo-Weld"
ALUMINUM GRATING:
1.
2.
Gary Galok
Seidelhuber
PART 3--EXECUTION
3.01
GENERAL
Fabrication and Erection: Except as otherwise indicated, the fabrication and erection of
structural steel shall conform to the requirements of the American Institute of Steel Construction
"Manual of Steel Construction."
3.01
INSTALLATION
A.
GENERAL:
Fieldwork shall not be permitted on galvanized items. Drilling of bolts or enlargement of
holes to correct misalignment will not be allowed. Grouting of anchor bolts with nonshrink or epoxy
grouts, where indicated, shall be in accordance with Section 03315.
Dissimilar metals shall be protected from galvanic corrosion by means of pressure tapes,
coatings or isolators Metalwork to be embedded in concrete shall be placed accurately and held in
correct position while the concrete is placed or, if specified, recesses or blockouts shall be formed in
the concrete. The surfaces of metalwork in contact with or embedded in concrete shall be
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MISCELLANEOUS METALWORK
05505-9
thoroughly cleaned. If accepted, recesses may be neatly cored in the concrete after it has attained its
design strength and the metalwork grouted in place. Embedments shall be as specified in Section
03300.
3.02
1.
Holes shall be punched 1/16 inch larger than the nominal size of the bolts,
unless otherwise indicated. Whenever needed, because of the thickness of
the metal, holes shall be subpunched and reamed or shall be drilled.
2.
Fabrication including cutting, drilling, punching, threading and tapping
required for miscellaneous metal or adjacent work shall be performed prior
to hot-dip galvanizing.
INSTALLATION OF ANCHOR BOLTS
After anchor bolts have been embedded, their threads shall be protected by grease and the
nuts run on.
Installation of adhesive, capsule and expansion anchors shall comply with the following:
1.
All installation recommendations by the anchor system manufacturer shall
be followed carefully, including maximum hole diameter.
2.
Use shall be limited to applications where exposure to fire or exposure to
concrete or rod temperature above 120 degrees F is not indicated. Overhead
applications (such as pipe supports) shall not be allowed.
3.
Use shall be limited to locations where exposure to acid concentrations
higher than 10 percent, to chlorine gas, or to machine or diesel oils, is not
indicated.
4.
Concrete temperature (not air temperature) shall be compatible with curing
requirements recommended by adhesive manufacturer. Anchors shall not be
placed in concrete below 25 degrees F.
5.
Anchor diameter and grade of steel shall comply with equipment supplier
specifications. Anchor shall be threaded or deformed full length of
embedment and shall be free of rust, scale, grease, and oils.
6.
Adhesive capsules of different diameters may be used to obtain proper
volume for the embedment, but no more than two capsules per anchor may
be used. When installing different diameter capsules in the same hole, the
larger diameter capsule shall be installed first. Any extension or protrusion
of the capsule from the hole is prohibited.
7.
Holes shall have rough surfaces, such as can be achieved using a rotary
percussion drill.
MISCELLANEOUS METALWORK
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PWS CONTRACT NO. 13-40UTIL
DECEMBER 2014
8.
Holes shall be blown clean with compressed air and be free of dust or
standing water prior to installation.
9.
Anchor shall be left undisturbed and unloaded for full adhesive curing
period.
B. SEAT ANGLES, SUPPORTS AND GUIDES:
Seat angles for grating and supports for floor plates shall be set so that they are flush with
the floor and also maintain the grating and floor plates flush with the floor.
C. POWER DRIVEN PINS:
Power driven pins shall be set by a craftsman who is certified by the manufacturer. Pins
shall be driven in one initial movement by an instantaneous force that has been selected to attain the
required penetration. Driven pins shall conform to the following:
Material
penetrated
by pin
Penetrated material’s
minimum thickness
Penetration of pin’s
shank in supporting
material
Minimum space from
center of pin’s shank to
edge of penetrated matl.
Minimum
pin spacing
16D
6D minimum
14D
20D
1/4 inch
Steel thickness plus 2D
4D
7D
Concrete
Steel
Where D = pin shank diameter.
When required by the Construction Manager, pullout tests shall be carried out by the
Contractor to prove the effectiveness of the anchorage and the capacity of the pin.
3.03
INSTALLATION OF GRATING, FLOOR AND COVER PLATES
Grating, floor and cover plates shall be field measured for proper cutouts and proper sizes.
3.04
INSTALLATION OF FLOOR HATCHES
Unless otherwise indicated, the WORK of this Section includes a 1/2-inch drain line to the
nearest floor drain for all floor hatches.
3.05
INSTALLATION OF DRILLED ANCHORS
Drilled anchors shall be installed in strict accordance with the manufacturer's instructions.
Holes shall be roughened with a brush on a power drill, cleaned and dry. Drilled anchors shall not
be installed until the concrete has reached the indicated 28-day compressive strength. Adhesive
anchors shall not be loaded until the adhesive has reached its indicated strength in accordance with
the manufacturer's instructions.
DECEMBER 2014
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MISCELLANEOUS METALWORK
05505-11
3.06
INSTALLATION OF MANHOLE FRAMES AND COVERS
The installation of manhole frames and covers shall comply with SSPWC Subsection
301-1.6.
3.07
CLEANING
After installation, damaged surfaces of shop primed metals shall be cleaned and touched up
with the same material used for the shop coat. Damaged surfaces of galvanized metals shall be
repaired as specified in Section 05910.
** END OF SECTION **
MISCELLANEOUS METALWORK
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PWS CONTRACT NO. 13-40UTIL
DECEMBER 2014
SECTION 05520
HANDRAILING
PART 1 -- GENERAL
1.01
DESCRIPTION
This section specifies prefabricated aluminum handrailing. All handrailing shall be
aluminum except for the interior of the wet well where handrailing will be fiberglass.
1.02
QUALITY ASSURANCE
A.
GENERAL:
Handrailing shall conform to the standards of the Occupational Safety and Health
Administration (OSHA) and the California Building Code.
B.
REFERENCES:
This section contains references to the following documents. They are a part of this section
as specified and modified. Where a referenced document contains references to other standards,
those documents are included as references under this section as if referenced directly. In the event
of conflict between the requirements of this section and those of the listed documents, the
requirements of this section shall prevail.
Unless otherwise specified, references to documents shall mean the documents in effect at
the time of Advertisement for Bids or Invitation to Bid (or on the effective date of the Agreement if
there were no Bids). If referenced documents have been discontinued by the issuing organization,
references to those documents shall mean the replacement documents issued or otherwise identified
by that organization or, if there are no replacement documents, the last version of the document
before it was discontinued. Where document dates are given in the following listing, references to
those documents shall mean the specific document version associated with that date, regardless of
whether the document has been superseded by a version with a later date, discontinued or replaced.
Reference
Title
ASTM A320/A320M
Alloy-Steel Bolting Materials for Low-Temperature
Service
ASTM B241/B241M
Aluminum and Aluminum-Alloy Seamless Pipe and
Seamless Extruded Tube
DECEMBER 2014
PWS CONTRACT NO. 13-40UTIL
HANDRAILING
05520-1
PART 2 -- PRODUCTS
2.01
MATERIALS
Material
2.02
Component
Aluminum
ASTM B241, alloy 6061-T6 or 6063-T6
Bolts, nuts and washers
ASTM A320, Type 304 or 305
FABRICATION
A.
GENERAL:
Pipe cuts shall be clean, straight, square and accurate for minimum joint gap. Work shall be
done in conformance with the handrail manufacturer's instructions. Work shall be free from
blemishes, defects, and misfits of any type which can affect durability, strength, or appearance.
Handrailing shall be connected by screws or bolts. Holes shall be punched 1/16 inch larger
than the nominal size of the bolts, unless otherwise specified. Wherever needed because of the
thickness of the metal, holes shall be subpunched and reamed or drilled. Handrail components with
mismatched holes shall be replaced. No drifting of bolts nor enlargement of holes will be allowed
to correct misalignment.
B.
ALUMINUM HANDRAILS:
Aluminum handrails shall be Wesrail as manufactured by Moultrie Manufacturing
Company; Connectorail as manufactured by Julius Blum and Company, Inc.; C-V Pipe rail as
manufactured by Crane-Veyor Corporation; or equal modified to meet specified requirements.
Aluminum railing shall have three horizontal rails (one top rail, and 2 intermediate rails).
Components shall have a clear satin anodized architectural Class I finish of minimum 0.7 mil
thickness. Rails, posts, stanchions, and specials shall be fabricated from 1-1/2-inch diameter,
Schedule 40 cylindrical sections.
Toeboards shall be provided at all locations where the base of the railing is at the same
elevation as the adjacent walking surface. Toeboards shall be aluminum with a minimum thickness
of 3/16 inch and shall be bolted to the vertical railing supports. Toeboards shall be designed to
allow for thermal contraction and expansion.
C.
FRP HANDRAILS:
FRP handrails shall be furnished according to Section 06610, Glass Fiber and Resin
Fabrication.
HANDRAILING
05520-2
PWS CONTRACT NO. 13-40UTIL
DECEMBER 2014
PART 3 -- EXECUTION
Measurements for railings shall be field-verified before fabrication.
Dissimilar metals shall be protected from galvanic corrosion by means of pressure tapes,
coatings, or isolators. Aluminum in contact with concrete or grout shall be protected with a heavy
coat of bituminous paint.
Metal to be embedded in concrete shall be placed accurately and held in correct position
while the concrete is placed. Recesses or blockouts shall be formed in the concrete, and the
metalwork shall be grouted in place after concrete has attained its design strength in accordance
with Section 03300.
** END OF SECTION **
DECEMBER 2014
PWS CONTRACT NO. 13-40UTIL
HANDRAILING
05520-3
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HANDRAILING
05520-4
PWS CONTRACT NO. 13-40UTIL
DECEMBER 2014
SECTION 05800
EXPANSION JOINT COVERS
PART 1 – GENERAL
1.01
RELATED DOCUMENTS
Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division 1 Specification Sections, apply to this Section.
1.02
SUMMARY
Provide all labor, materials, equipment and services, and perform all operations required
for complete installation of Expansion Control and related work as indicated on the drawings and
specified herein.
A.
WORK INCLUDED:
The work of this section shall include, but not be limited to the following:
1.
2.
3.
4.
B.
RELATED WORK SPECIFIED ELSEWHERE:
1.
2.
3.
4.
5.
1.03
Floor expansion joint cover assemblies.
Exterior expansion joint seals.
Specialty expansion joint systems.
Roof expansion joint assemblies.
Concrete – Section 03300.
Unit Masonry – Section 04200.
Miscellaneous Metal – Section 05500.
Flashing and Sheet Metal – Section 07620.
Sealant and Caulking – Section 07920.
QUALITY ASSURANCE
Materials and work shall conform to the latest edition of reference specifications
specified herein and to all applicable codes and requirements of local authorities having
jurisdiction.
DECEMBER 2014
PWS CONTRACT NO. 13-40UTIL
EXPANSION JOINT COVERS
05800-1
A.
FIRE PERFORMANCE CHARACTERISTICS:
1.
FIRE RESISTANCE: Where indicated, provide expansion joint cover
assemblies identical to those of assemblies whose fire resistance and cycling capability has been
determined per UL 2079. Fire rating not less than the rating of adjacent construction.
B.
LOADING CHARACTERISTICS:
1.
STANDARD FLOOR COVERS: shall be designed to withstand a
minimum point load of 500 lbs. without damage or permanent deformation. Heavy-duty covers
should withstand a point load of 2,000 lbs.
C.
SINGLE-SOURCE RESPONSIBILITY:
Obtain expansion joint cover assemblies from one source from a single manufacturer.
1.04
SUBMITTALS
A.
PRODUCT DATA
Submit copies of manufacturer’s latest published literature for materials specified herein
for approval, and obtain approval before materials are fabricated and delivered to the site. Data
to clearly indicate movement capability of cover assemblies and suitability of material used in
exterior seal for UV exposure.
B.
CERTIFICATES
Material test reports from qualified independent testing laboratory indicating and
interpreting test results relative to compliance of fire-rated expansion joint assemblies with
requirements indicated.
C.
SHOP DRAWINGS
Submit shop drawings for work specified herein for approval and obtain approval prior to
fabrication and shipment of materials to the job site.
Shop drawings showing full extent of expansion joint cover assemblies; include largescale details indicating profiles of each type of expansion joint cover assembly, splice joints
between sections, joinery with other types, special end conditions, anchorage’s, fasteners, and
relationship to adjoining work and finishes. Include description of materials and finishes and
installation instructions.
D.
SAMPLES:
Samples of materials specified herein shall be submitted for approval, and approval
obtained before materials are delivered to the site. Samples shall include the following:
EXPANSION JOINT COVERS
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PWS CONTRACT NO. 13-40UTIL
DECEMBER 2014
1.05
1.
Samples for each type of metal finish indicated on metal of same thickness
and alloy to be used in work. Where normal color and texture variations
are to be expected, include two (2) or more units in each set of samples
showing limits of such variations.
2.
Samples of each type of flexible seal to be used in work with color
samples as above.
DELIVERY, STORAGE AND HANDLING
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.
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.
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.
1.06
PROJECT CONDITIONS
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.
PRODUCTS:
Subject to compliance with requirements, provide one of the following:
1.
2.
2.02
Construction Specialties, Inc.,
Or Equal
MATERIALS
A.
ALUMINUM:
ASTM B221, alloy 6063-T5 for extrusions; ASTM B209, alloy 6061-T6 for sheet and
plate.
DECEMBER 2014
PWS CONTRACT NO. 13-40UTIL
EXPANSION JOINT COVERS
05800-3
1.
B.
Protect aluminum surfaces in contact with cementitious materials with
heavy metal free high solids primer or chromate conversion coating.
STRUCTURAL STEEL SHAPES:
ASTM A36.
C.
STEEL PLATES:
ASTM A283 Grade C.
D.
ROLLED STEEL FLOOR PLATES:
ASTM A786
E.
BRONZE:
ASTM B455 alloy C38500 for extrusions; alloy C28000 Muntz Metal for plates.
F.
BRASS:
UNS alloy C26000 for half-hard sheet and coil.
G.
STAINLESS STEEL:
ASTM A167, Type 304 with 2B finish, unless indicated otherwise, for plates, sheets and
strips.
H.
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.
I.
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
D2000, retained in a set of compatible frames, in color indicated or if not indicated, as selected
by architect from manufacturer’s standard colors.
EXPANSION JOINT COVERS
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PWS CONTRACT NO. 13-40UTIL
DECEMBER 2014
J.
FIRE BARRIERS:
Designed for indicated or required dynamic structural movement without material
degradation or fatigue in accordance with ASTM E1966. Tested in maximum joint width
condition as a component of an expansion joint cover in accordance with UL 2079 including
hose stream testing of wall assemblies at full-rated period by Underwriters Laboratories Inc.
K.
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, corners, curbs, cross-connections and other accessories as required to provide
continuous joint cover assemblies.
B.
EXTERIOR JOINT COVERS:
1.
DECEMBER 2014
VERTICAL EXTERIOR SEALS:
a.
Thermoplastic rubber primary seals extruded in Santoprene
retained in extruded aluminum side frames complete with
independent continuous PVC back seal. Side frames mounted on
butyl caulk tape with appropriate anchor 18” on center. Installation
to include factory, heat welded transitions where applicable to
ensure a watertight system. System to include material for fieldformed flexible base closures at base of vertical joints. Color of
primary seal to be one of four (4) standard colors or custom color
selected by architect.
b.
Supply primary seal with multi movement grooves designed to
remain in place throughout movement of the joint to 100% of the
joint width.
PWS CONTRACT NO. 13-40UTIL
EXPANSION JOINT COVERS
05800-5
C
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.
CLEAR ANODIZE FINISH – AA-C204R1; medium matte etched
finish with 0.4 mil minimum thick anodic coating.
b.
PAINT FINISH – Shall be inhibited thermocured primer, .02 mil
minimum dry film thickness and thermocured fluorocarbon coating containing full 70% Kynar
500 resin, 1.0 mil minimum dry film thickness. Provide color indicated or, if not indicated, as
selected by architect from manufacturer’s standard colors.
c.
DURANODIC BRONZE FINISH – AA-C22A42; integral color
anodic coating minimum 27mg per square inch. Color to be light, medium or dark bronze.
d.
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.
F.
COMPOSITE PANEL FINISHES:
Panels shall be field primed (1 coat) and finish painted (2 coats) with commercial acrylic
latex materials.
PART 3 – EXECUTION
3.01
EXAMINATION
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
Examine the contract drawings and specifications in order to insure the completeness of
the work required under this section.
EXPANSION JOINT COVERS
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PWS CONTRACT NO. 13-40UTIL
DECEMBER 2014
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.
Provide all templates as required to related trade for location of all support and anchorage
items.
3.03
INSTALLATION
In addition to requirements of these specifications, comply with manufacturer’s
instructions and recommendations for all phases of work, including preparation of substrate,
applying materials and protection of installed units.
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.
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.
Allow adequate free movement for thermal expansion and contraction of metal to avoid
buckling.
Set floor covers at elevations to be flush with adjacent floor materials. If necessary, shim
to level, but ensure base frames have continual support to prevent rocking and vertical deflection.
Locate wall, ceiling, roof and soffit covers in continuous contact with adjacent surfaces.
Securely attach in place with all required accessories.
Locate anchors at interval recommended by manufacturer, but not less than 3” from each
end and not more than 24” on center.
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.
Adhere flexible filler materials (if any) to frames with adhesive of pressure-sensitive tape
as recommended by manufacturer.
1.
DECEMBER 2014
Installation of extruded preformed seals: install seals to comply with
manufacturer’s instruction and with minimum number of end joints.
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EXPANSION JOINT COVERS
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A.
2.
For straight sections provide preformed seals in continuous lengths.
3.
Vulcanize or heat-seal all field splice joints in preformed seal material to
provide watertight joints using manufacturer’s recommended procedure.
4.
Apply manufacturer’s approved adhesive, epoxy or lubricant-adhesive to
both frame interfaces prior to installing preformed seal.
5.
Seal transitions in accordance with manufacturer’s instruction.
INSTALLATION OF EXTERIOR SEAL JOINT ASSEMBLIES:
Seal all end joints within continuous runs and joints at transitions in accordance with
manufacturer’s directions to provide a watertight installation.
Install exterior flexible seal in standard lengths.
Seal transitions and butt joints in accordance with manufacturer’s instruction
Install secondary seals in continuous lengths; vulcanize all field splice joints in secondary
seal material to provide watertight joints using manufacturer’s recommended procedures.
B.
INSTALLATION OF FIRE BARRIER:
Install fire barrier in accordance with federal, state and local building codes using
manufacturer’s recommended procedures.
Install transition and end joints to provide continuous fire resistance and in accordance
with instructions.
3.04
CLEANING AND PROTECTION
Do not remove strippable protective material until finish work is adjacent areas is
complete. When protective material is removed, clean exposed metal surfaces to comply with
manufacturer’s instructions.
**END OF SECTION**
EXPANSION JOINT COVERS
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PWS CONTRACT NO. 13-40UTIL
DECEMBER 2014
SECTION 05910
HOT-DIP ZINC COATING
PART 1 -- GENERAL
1.01
DESCRIPTION
This section specifies hot-dip zinc coating.
1.02
REFERENCES
This section contains references to the following documents. They are a part of this section
as specified and modified. Where a referenced document contains references to other standards,
those documents are included as references under this section as if referenced directly. In the event
of conflict between the requirements of this section and those of the listed documents, the
requirements of this section shall prevail.
Unless otherwise specified, references to documents shall mean the documents in effect at
the time of Advertisement for Bids or Invitation to Bid (or on the effective date of the Agreement if
there were no Bids). If referenced documents have been discontinued by the issuing organization,
references to those documents shall mean the replacement documents issued or otherwise identified
by that organization or, if there are no replacement documents, the last version of the document
before it was discontinued. Where document dates are given in the following listing, references to
those documents shall mean the specific document version associated with that date, regardless of
whether the document has been superseded by a version with a later date, discontinued or replaced.
Reference
Title
ASTM A123
Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel
Products
ASTM A143
Safeguarding Against Embrittlement of Hot-Dip Galvanized
Structural Steel Products and Procedure for Detecting
Embrittlement
ASTM A153
Zinc Coating (Hot-Dip) on Iron and Steel Hardware
ASTM A384
Safeguarding Against Warpage and Distortion During
Hot-Dip Galvanizing of Steel Assemblies
ASTM A385
Providing High-Quality Zinc Coatings (Hot-Dip)
ASTM A780
Repair of Damaged Hot-Dip Galvanized Coatings
MILSPEC
DOD-P-21035
Paint, High Zinc Dust Content, Galvanizing Repair
DECEMBER 2014
PWS CONTRACT NO. 13-40UTIL
HOT-DIP ZINC COATING
05910-1
PART 2 -- PRODUCTS
2.01
MATERIALS
A.
ZINC COATING:
Zinc coating material shall be as specified in ASTM A153.
B.
ZINC DUST-ZINC OXIDE COATING:
Zinc dust-zinc oxide coating shall conform to MILSPEC DOD-P-21035. Coating shall be
as manufactured by Z.R.C. Chemical Products Co., Galvicon Co., or equal.
2.02
FABRICATION REQUIREMENTS
Fabrication practices for products to be galvanized shall be in accordance with applicable
portions of ASTM A143, A384 and A385.
2.03
PRODUCT DATA
The following information shall be provided in accordance with Section 01300:
1.
Zinc dust-zinc oxide coating manufacturer's product data showing
conformance to the specified product.
2.
Manufacturer's recommendation for application of zinc dust-zinc oxide
coating.
3.
Coating applicator's Certificate of Compliance that the hot-dip galvanized
coating meets or exceeds the specified requirements of ASTM A123 or
A153, as applicable.
PART 3 -- EXECUTION
3.01
APPLICATION
Steel members, fabrications and assemblies shall be galvanized after fabrication in
accordance with ASTM A123.
Unless otherwise specified, steel items weighing 100 pounds or less shall be hot-dip zinc
coated. Anchor bolts and nuts 5/8 inch and larger shall be hot-dip zinc coated in accordance with
ASTM A153. Anchor bolts and nuts smaller than 5/8 inch and all other bolts, screws, nuts, washers
and other minor steel fasteners shall be mechanically zinc coated.
HOT-DIP ZINC COATING
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DECEMBER 2014
3.02
COATING REQUIREMENTS
Coating weight shall conform with paragraph 5.1 of ASTM A123 or Table 1 of ASTM
A153, as appropriate.
3.03
REPAIR OF DEFECTIVE GALVANIZED COATING
Where zinc coating has been damaged after installation, substrate surface shall be first
cleaned and then repaired with zinc dust-zinc oxide coating in accordance with ASTM A780.
Application shall be as recommended by the zinc dust-zinc oxide coating manufacturer. Coating
shall consist of multiple coats to dry film thickness of 8 mils.
Items not physically damaged, but which have insufficient or deteriorating zinc coatings,
and items damaged in shipment or prior to installation, shall be removed from the project site for
repair by the hot-dip zinc coating method.
** END OF SECTION **
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