HomeMy WebLinkAbout05 12 00 - Structural Steel FramingMidtown West 17070
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SECTION 05 12 00 – STRUCTURAL STEEL FRAMING
PART 1 - GENERAL
1.1 SUMMARY
A. Extent of structural steel work is indicated on the Drawings, including framing plans, schedules,
notes, and details to show the size and location of members, typical connections, and type of
steel required.
1.2 ACTION SUBMITTALS
A. Shop Drawings: Submit Shop Drawings to include all information necessary for fabrication and
erection as follows:
1. Details of proposed connections for each member size, steel grade, connection type and
design reaction indicated on the drawings. Use standard details where appropriate.
Refer to Part 2 – Products “Design” for criteria.
2. Base plate and anchor rod plans showing the location, size and identification marks of all
base plate, bolts, grades of steel and setting elevations.
3. Erection Plans (minimum 1/8”=1’-0” scale) showing type, size, weight and identification
marks of all structural steel members. Include temporary members required for erection,
dimensions locating all members relative to column grid lines, elevations of all members,
and clear cross references with all other related drawings. Also, include the necessary
information and instructions regarding field welds and field bolts including type, size and
extent of field welds, types of electrodes, joint welding procedures, welding sequence and
size and type of field bolts.
4. Detail Drawings showing complete details for the fabrication of all structural steel
members and components including, but not limited to: identification marks, dimensions,
size, type, weight and grade of steel; requirements for installation of other materials or
parts of construction, such as punched or drilled holes, cleats, openings, etc.; type, size
and extent of shop and field welds; type of electrodes, joint welding procedures, welding
sequences, size and type of shop and field bolts; cleaning requirements prior to painting;
type and dry thickness of paint. Use welding symbols used by the American Welding
Society.
5. Drawings and calculations of all shop and field modifications and/or remedial work.
6. Drawing index sheets, including updated sheets, at the same time that details are
submitted.
7. Contract Document plan drawings may be reproduced by the Contractor with the
following provisions:
a. Plan drawings may be reproduced only to locate piece marks. The responsibility
for producing complete and accurate shop drawings remains with the Contractor.
b. The Contractor must remove all title blocks, notes, references, revision marks, and
section marks referring to the Contract Document plan drawings.
c. Only the plans, modified as described above, may be reproduced. Contract
Document detail drawings may not be reproduced, in whole or in part, for any
reason.
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B. Substitutions: Substitutions for the members sizes, type(s) of steel, connection details, or any
other modifications proposed by the Contractor will be considered by the Architect/Engineer
under the following conditions:
1. The revisions in no case result in additional cost to the Owner. In considering cost
savings to the Owner, adequate compensation for the Engineer’s review of these
substitutions should be considered.
2. The request is made in writing and accepted prior to the submission of shop drawings.
3. It is suitably demonstrated that there is a substantial cost or time advantage to the
Owner.
4. Sufficient sketches, and other data submitted to facilitate the review by the
Architect/Engineer.
1.3 INFORMATIONAL SUBMITTALS
A. Qualification Data; For qualified Fabricator, and Erector.
B. Welding certificates.
C. Product Data: Submit copies of manufacturer’s specifications and installation instructions for
each proprietary product, including laboratory test reports and such other data as may be
required to show compliance with the specifications. Indicate by transmittal form that copies of
such data have been distributed to the Fabricator/Installer and the Owner’s Testing Laboratory.
1. High strength bolts, each type, including nuts and washers.
2. Welding electrodes, each type.
3. Shop coat primer paint(s).
4. Grout.
D. Record Surveys: Submit three (3) copies of certified survey(s) by the Contractor’s licensed
professional surveyor as specified in Part 3-Execution for both the base conditions prior to
erection and the final installed steel framing.
E. Welding Procedure Specifications (WPSs) and Procedure Qualification Records (PQRs):
Provide according to AWS D1.1, "Structural Welding Code - Steel," for each welded joint
whether prequalified or qualified by testing, including the following:
1. Power source (constant current or constant voltage).
2. Electrode manufacturer and trade name, for demand critical welds.
1.4 QUALITY ASSURANCE
A. The Fabricator shall have 10 years of comparable experience in installations of this type and
shall employ labor and supervisory personnel familiar with the type of installation, experienced
in fabrication and erection of structural steel for projects of similar size and complexity. The
Fabricator’s qualifications shall be subject to review by the Architect/Engineer.
B. The Erector shall have 10 years of successful experience erecting structural steel for structures
of this type and complexity in the region of this project. The Erector’s qualifications shall be
subject to review by the Architect/Engineer.
C. Welding Qualifications: Qualify procedures and personnel according to AWS D1.1, "Structural
Welding Code - Steel."
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D. Pre-Construction Conference:
1. Conduct a meeting prior to the preparation of Shop Drawings to review the detailed
requirements for preparing shop drawings, sequence of submittals, erection tolerances,
welding qualifications, inspection procedures, surveys, and other similar matters.
2. Responsible representatives from all concerned parties are required to attend the
meeting including, but not limited to, the following:
a. Contractor’s Superintendent.
b. Architect/Engineer.
c. Structural Steel Fabricator.
d. Structural Steel Erector.
e. Owner’s Testing Laboratory.
f. Surveyor.
3. Record and distribute legible meeting minutes within 10 business days to all parties in
attendance at the meeting and an additional copy to the Owner’s representative.
1.5 DELIVERY, STORAGE, AND HANDLING
A. Store materials to permit easy access for inspection and identification. Keep steel members off
ground and spaced by using pallets, dunnage, or other supports and spacers. Protect steel
members and packaged materials from corrosion and deterioration.
1. Do not store materials on structure in a manner that might cause distortion, damage, or
overload to members or supporting structures. Repair or replace damaged materials or
structures as directed.
B. Store fasteners in a protected place in sealed containers with manufacturer's labels intact.
1. Fasteners may be repackaged provided Owner's testing and inspecting agency observes
repackaging and seals containers.
2. Clean and relubricate bolts and nuts that become dry or rusty before use.
3. Comply with manufacturers' written recommendations for cleaning and lubricating
ASTM F 1852 fasteners and for retesting fasteners after lubrication.
1.6 COORDINATION
A. Coordinate selection of shop primers with topcoats to be applied over them. Comply with paint
and coating manufacturers' recommendations to ensure that shop primers and topcoats are
compatible with one another.
B. Coordinate installation of anchorage items to be embedded in or attached to other construction
without delaying the Work. Provide setting diagrams, sheet metal templates, instructions, and
directions for installation.
PART 2 - PRODUCTS
2.1 STRUCTURAL-STEEL MATERIALS
A. Plate and Bar: ASTM A 36.
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B. Cold-Formed Hollow Structural Sections: ASTM A 500, Grade B [C], structural tubing.
C. Welding Electrodes: Comply with AWS requirements.
2.2 BOLTS, CONNECTORS, AND ANCHORS
A. High-Strength Bolts, Nuts, and Washers: ASTM A 325, Type 1, heavy-hex steel structural bolts;
ASTM A 563, Grade C, heavy-hex carbon-steel nuts; and ASTM F 436, Type 1, hardened
carbon-steel washers; all with plain finish.
B. Shear Connectors: ASTM A 108, Grades 1015 through 1020, headed-stud type, cold-finished
carbon steel; AWS D1.1, Type B.
C. Unheaded Anchor Rods: ASTM F 1554, Grade 36.
1. Configuration: Straight.
2. Nuts: ASTM A 563 heavy-hex carbon steel.
3. Plate Washers: ASTM A 36 carbon steel.
4. Washers: ASTM F 436, Type 1, hardened carbon steel.
5. Finish: Plain.
D. Threaded Rods: ASTM A 36.
1. Nuts: ASTM A 563 hex carbon steel.
2. Washers: ASTM F 436, Type 1, hardened carbon steel.
3. Finish: Plain.
2.3 PRIMER
A. Shop Primer-(Steel not exposed to the elements: Fabricator's standard lead- and chromate-
free, non-asphaltic, rust-inhibiting primer complying with MPI#79 and compatible with topcoat .
B. Shop Primer-(Steel exposed to the elements: Series 90-97 Zinc Rich Urethane Primer by
Tnemec Company or approved equal.
C. Galvanizing Repair Paint: SSPC-Paint 20 with dry film containing a minimum of 94 percent zinc
dust by weight.
1. Galvilite by ZRC Worldwide.
2. Approved equal.
2.4 GROUT
A. Nonmetallic, Shrinkage-Resistant Grout: ASTM C 1107, factory-packaged, nonmetallic
aggregate grout, noncorrosive and non-staining, mixed with water to consistency suitable for
application and a 30-minute working time.
2.5 FABRICATION
A. Structural Steel: Fabricate and assemble in shop to greatest extent possible. Fabricate
according to AISC's "Code of Standard Practice for Steel Buildings and Bridges" and AISC 360.
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1. Fabricate beams with rolling camber up.
2. Mark and match-mark materials for field assembly.
3. Complete structural-steel assemblies, including welding of units, before starting shop-
priming operations.
B. Thermal Cutting: Perform thermal cutting by machine to greatest extent possible.
1. Plane thermally cut edges to be welded to comply with requirements in AWS D1.1.
C. Bolt Holes: Cut, drill, mechanically thermal cut, or punch standard bolt holes perpendicular to
metal surfaces.
D. Finishing: Accurately finish ends of columns and other members transmitting bearing loads.
E. Cleaning: Clean and prepare steel surfaces that are to remain unpainted according to SSPC-
SP 1, "Solvent Cleaning, SSPC-SP 2, "Hand Tool Cleaning or SSPC-SP 3, "Power Tool
Cleaning." Remove all materials that might impair proper adhesion of spray fireproofing.
F. Shear Connectors: Prepare steel surfaces as recommended by manufacturer of shear
connectors. Use automatic end welding of headed-stud shear connectors according to
AWS D1.1and manufacturer's written instructions.
G. Holes: Provide holes required for securing other work to structural steel and for other work to
pass through steel framing members.
1. Cut, drill, or punch holes perpendicular to steel surfaces. Do not thermally cut bolt holes
or enlarge holes by burning.
2. Baseplate Holes: Cut, drill, mechanically thermal cut, or punch holes perpendicular to
steel surfaces.
3. Weld threaded nuts to framing and other specialty items indicated to receive other work.
2.6 SHOP CONNECTIONS
A. High-Strength Bolts: Shop install high-strength bolts according to RCSC's "Specification for
Structural Joints Using ASTM A 325 or A 490 Bolts" for type of bolt and type of joint specified.
1. Joint Type: Snug tightened unless indicated as Pretensioned or Slip critical.
B. Weld Connections: Comply with AWS D1.1 for tolerances, appearances, welding procedure
specifications, weld quality, and methods used in correcting welding work.
1. Assemble and weld built-up sections by methods that will maintain true alignment of axes
without exceeding tolerances in AISC 303 for mill material.
2.7 SHOP PRIMING
A. Shop prime steel surfaces except the following:
1. Surfaces embedded in concrete or mortar. Extend priming of partially embedded
members to a depth of 2 inches.
2. Surfaces to be field welded, including the top surface of beams to receive steel deck
and/or shear connectors fastened by welding.
3. Surfaces to be high-strength bolted with slip-critical connections.
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4. Surfaces to receive sprayed fire-resistive materials (applied fireproofing).
5. Galvanized surfaces.
B. Surface Preparation: Clean surfaces to be painted. Remove loose rust and mill scale and
spatter, slag, or flux deposits. Prepare surfaces according to the following specifications and
standards:
1. SSPC-SP 2, "Hand Tool Cleaning" or SSPC-SP 3, "Power Tool Cleaning” for structural
steel not exposed to the elements.
2. SSPC-SP 6/NACE No. 3, "Commercial Blast Cleaning" for structural steel exposed to the
elements.
C. Priming of steel not exposed to the environment: Immediately after surface preparation, apply
primer according to manufacturer's written instructions and at rate recommended by SSPC to
provide a minimum dry film thickness of 2.0 mils. Use priming methods that result in full
coverage of joints, corners, edges, and exposed surfaces.
1. Stripe paint corners, crevices, bolts, welds, and sharp edges.
2. Apply two coats of shop paint to surfaces that are inaccessible after assembly or
erection.
3. If, for any reason, any surface to field welded is painted, remove the paint completely to
within the stated limits before welding. If high strength, slip-critical bolted connection
contact surfaces are painted, the allowable load per bolt used in design must be in
accordance with RCSC “Specification” value for the paint used.
A. Priming of steel exposed to the environment: Immediately after surface preparation, apply
primer according to manufacturer's written instructions and at rate recommended by SSPC to
provide a minimum dry film thickness of 3.0 to 4.0 mils. Use priming methods that result in full
coverage of joints, corners, edges, and exposed surfaces. Steel will receive a finish top coat(s)
per Division 9.
2.8 GALVANIZING
A. Hot-Dip Galvanized Finish: Apply zinc coating by the hot-dip process to structural steel
according to ASTM A 123.
1. Fill vent and drain holes that will be exposed in the finished Work unless they will function
as weep holes, by plugging with zinc solder and filing off smooth.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Verify, with steel Erector present, elevations and plan locations of concrete- and masonry-
bearing surfaces and locations of anchor rods, bearing plates, and other embedments for
compliance with requirements.
1. Prepare a certified survey of bearing surfaces, anchor rods, bearing plates, and other
embedments showing dimensions, locations, angles, and elevations.
B. Proceed with installation only after unsatisfactory conditions have been corrected.
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3.2 PREPARATION
A. Provide temporary shores, guys, braces, and other supports during erection to keep structural
steel secure, plumb, and in alignment against temporary construction loads and loads equal in
intensity to design loads. Remove temporary supports when permanent structural steel,
connections, and bracing are in place unless otherwise indicated.
3.3 ERECTION
A. Set structural steel accurately in locations and to elevations indicated and according to
AISC 303 and AISC 360.
B. Base Plates: Clean concrete surfaces of bond-reducing materials, and roughen surfaces prior
to setting plates. Clean bottom surface of plates.
1. Set plates for structural members on setting nuts.
2. Weld plate washers to top of baseplate.
3. Pretension anchor rods after supported members have been positioned and plumbed.
4. Promptly pack grout solidly between bearing surfaces and plates so no voids remain.
Neatly finish exposed surfaces; protect grout and allow to cure. Comply with
manufacturer's written installation instructions for shrinkage-resistant grouts.
C. Maintain erection tolerances of structural steel within AISC's "Code of Standard Practice for
Steel Buildings and Bridges."
D. Align and adjust various members that form part of complete frame or structure before
permanently fastening. Before assembly, clean bearing surfaces and other surfaces that will be
in permanent contact with members. Perform necessary adjustments to compensate for
discrepancies in elevations and alignment.
1. Level and plumb individual members of structure.
E. Splice members only where indicated on the approved shop drawings.
F. Do not use thermal cutting during erection unless approved by Architect. Finish thermally cut
sections within smoothness limits in AWS D1.1.
G. Do not enlarge unfair holes in members by burning or using drift pins. Ream holes that must be
enlarged to admit bolts.
H. Shear Connectors: Prepare steel surfaces as recommended by manufacturer of shear
connectors. Use automatic end welding of headed-stud shear connectors according to
AWS D1.1and manufacturer's written instructions.
3.4 FIELD CONNECTIONS
A. High-Strength Bolts: Install high-strength bolts according to RCSC's "Specification for Structural
Joints Using ASTM A 325 or A 490 Bolts" for type of bolt and type of joint specified.
1. Joint Type: Snug tightened unless indicated as Pretensioned or Slip critical .
B. Weld Connections: Comply with AWS D1.1 for tolerances, appearances, welding procedure
specifications, weld quality, and methods used in correcting welding work.
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1. Comply with AISC 303 and AISC 360 for bearing, alignment, adequacy of temporary
connections, and removal of paint on surfaces adjacent to field welds.
2. Remove backing bars or runoff tabs where indicated, back gouge, and grind steel
smooth.
3. Assemble and weld built-up sections by methods that will maintain true alignment of axes
without exceeding tolerances in AISC's "Code of Standard Practice for Steel Buildings
and Bridges" for mill material.
3.5 FIELD QUALITY CONTROL
A. Testing Agency: Owner will engage a qualified independent testing and inspecting agency to
inspect field welds and high-strength bolted connections.
B. Bolted Connections: Bolted connections will be tested and inspected according to RCSC's
"Specification for Structural Joints Using ASTM A 325 or A 490 Bolts."
C. Welded Connections: Field welds will be visually inspected according to AWS D1.1.
1. In addition to visual inspection, field welds will be tested and inspected according to
AWS D1.1 and the following inspection procedures, at testing agency's option:
a. Liquid Penetrant Inspection: ASTM E 165.
b. Magnetic Particle Inspection: ASTM E 709; performed on root pass and on
finished weld. Cracks or zones of incomplete fusion or penetration will not be
accepted.
c. Ultrasonic Inspection: ASTM E 164.
d. Radiographic Inspection: ASTM E 94.
D. In addition to visual inspection, test and inspect field-welded shear connectors according to
requirements in AWS D1.1for stud welding and as follows:
1. Perform bend tests if visual inspections reveal either a less-than-continuous 360-degree
flash or welding repairs to any shear connector.
2. Conduct tests on additional shear connectors if weld fracture occurs on shear connectors
already tested, according to requirements in AWS D1.1.
E. Correct deficiencies in Work that test reports and inspections indicate does not comply with the
Contract Documents.
3.6 REPAIRS AND PROTECTION
A. Galvanized Surfaces: Clean areas where galvanizing is damaged or missing and repair
galvanizing to comply with ASTM A 780.
B. Touchup Painting: Immediately after erection, clean exposed areas where primer is damaged
or missing and paint with the same material as used for shop painting to comply with SSPC-
PA 1 for touching up shop-painted surfaces.
1. Clean and prepare surfaces by SSPC-SP 2 hand-tool cleaning or SSPC-SP 3 power-tool
cleaning.
END OF SECTION 05 12 00