BAFBRWHQ 05120.pdf

SECTION 05120 REPAIR WING HEADQUARTERS, BLDG 706

STEEL CRWU 06-2071

06/09/09 05120-1 BUCKLEY AFB

SECTION 05120 - STEEL

PART 1 - GENERAL

1.01 SUMMARY:

A. This Section includes fabrication and erection of the structural steel and other steel or metal items as defined in AISC Manual, Code of Standard Practice.

B. Related Work Specified Elsewhere:

1. Concrete: DIVISION 3.

2. Galvanizing: SECTION 05910.

3. Protective Coatings: SECTION 09900.

1.02 REFERENCES:

A. Applicable Standards:

1. American Institute of Steel Construction (AISC):

a. Manual of Steel Construction - Allowable Stress Design.

b. Quality Criteria and Inspection Standards.

2. American Welding Society (AWS):

a. D1.1 - Structural Welding Code - Steel.

b. QC1 - Standard for AWS Certification of Welding Inspectors.

3. American Society for Testing and Materials (ASTM):

a. A6 - General Requirements for Rolled Structural Steel Bars, Plates, Shapes, and

Sheet Piling.

b. A36 - Carbon Structural Steel.

c. A53 - Pipe, Steel, Black and Hot-Dipped, Zinc-Coated Welded and Seamless.

d. A123 - Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products.

e. A153 - Zinc Coating (Hot-Dip) on Iron and Steel Hardware.

f. A307 - Carbon Steel Bolts and Studs, 60,000 psi Tensile Strength.

g. A325 -High-Strength Bolts for Structural Steel Joints.

h. A500 - Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in

Rounds and Shapes.

i. A563 - Carbon and Alloy Steel Nuts.

j. A572 - High Strength Low-Alloy Columbium-Vanadium Structural Steel, Grade 50.

k. A588 - High-Strength Low-Alloy Structural Steel with 50 ksi (345MOA) minimum yield point to 4-inch (100 mm) thick.

l. A780 - Repair of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings.

m. A786 - Hot-Rolled Carbon Low-Alloy, High-Strength Low-Alloy, and Alloy Steel

Floor Plates.

n. A992 - Structural Steel Shapes.

o. A1011 - Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural, High-Strength Low-

Alloy and High-Strength Low-Alloy with Improved Formability.

p. B695 - Coatings of Zinc Mechanically Deposited on Iron and Steel.

q. C1107 – Packaged, Dry Hydraulic Cement Grout (Nonshrink).

r. F436 - Hardened Steel Washers.

s. F593 - Stainless Steel Bolts, Hex Cap Screws, and Studs.

t. F594 - Stainless Steel Nuts.

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u. F959 - Compressible-Washer-Type Direct Tension Indicator for Use with Structural Fasteners.

v. F1554 - Anchor Bolts, Steel, 36, 55, and 105-ksi Yield Strength.

4. The National Association of Architectural Metal Manufacturers (NAAMM):

a. MBG 531 - Metal Bar Grating Manual.

b. MBG 532 - Heavy Duty Metal Bar Grating Manual.

c. MBG 533 - Welding Specifications for Fabrication of Steel, Aluminum and

Stainless Steel Bar Grating.

5. Research Council on Structural Connections (RCSC):

a. Specification for Structural Joints Using ASTM A325 Bolts or A490 Bolts as endorsed by AISC.

6. Society for Protective Coatings (SSPC) Surface Preparation Specifications:

a. SP1 - Solvent Cleaning.

b. SP3 - Power Tool Cleaning.

c. SP5 - White Metal Blast Cleaning.

d. SP6 - Commercial Blast Cleaning.

e. SP10 - Near-White Blast Cleaning.

f. SP11 - Power Tool Cleaning to Bare Metal.

7. Occupational Safety and Health Administration (OSHA) - All applicable OSHA regulations, including, but not limited to 29 CFR 1926 Subpart R - Steel Erection.

1.03 SUBMITTALS:

A. Submit as specified in DIVISION 1.

B. Includes, but not limited to, the following:

1. Fabrication and erection drawings for all Work. Contractor may use a reproduction of Engineer-prepared Contract Drawings for erection drawings such as to indicate information on erection or to identify detail drawing references. Where the drawings are revised to show this additional Contractor information, Engineer's title block shall be replaced with a Contractor's title block, and Engineer's professional seal shall be removed from the drawing. Contractor shall revise these erection drawings for subsequent Engineer revisions to the Contract Drawings.

2. All necessary information for the fabrication, including filler metal for welds, of the component part of the structure, presented on drawings to conform to recognized standard practice, AISC Manual and AWS Code.

3. Drawings showing each piece including anchor bolts marked for identification to correspond to erection drawings.

4. Manufacturer's literature on products including, but not limited to, grating, stair treads, stair nosings, stud shear connectors, grout, concrete anchors, and protective coatings.

5. AWS Certified Welding Inspector Certificates.

6. Qualified welding procedure specifications and procedure qualification test results if welding processes differ from those prequalified by AWS.

C. Mill Tests:

1. Perform for each melt of material used in the fabrication.

2. Furnish one copy of each certified mill test to Engineer upon request.

D. High-Strength Connection Bolt and Nut Manufacturer's Inspections Certificate:

1. The Supplier shall certify that bolts, nuts, and washers furnished comply with all of the requirements of these Specifications, and shall provide complete manufacturer's mill test reports (Manufacturer's Inspections Certificate).

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2. For fasteners to be accepted by Contractor, certificate numbers shall appear on the product containers and correspond to the identification numbers on the mill test reports.

3. Manufacturer's symbol and grade markings shall appear on all bolts and nuts.

1.04 QUALITY ASSURANCE:

A. Welder Qualifications:

1. Welders shall be previously qualified by passing the tests prescribed in the AWS D1.1 or by passing such other tests as Engineer may accept. Welders of stainless steel shall be previously qualified in accordance with AWS D1.6.

2. Welders shall have been tested within the past 12 months, and their qualification shall be considered as remaining in effect unless the welder is not engaged in a given process of welding for a period exceeding 6 months.

3. Submit two certified copies of the qualification records to Engineer as evidence of qualification to the above-mentioned code.

B. Inspection: Material or workmanship may be subject to inspection in the shop and field.

1.05 DELIVERY, STORAGE, AND HANDLING:

A. Handle and store all steel and appurtenances as specified in DIVISION 1.

B. Store all steel and appurtenances blocked-up off the ground and in orderly stacks.

C. Protect all items with shop applied protective coatings from corrosion. Store in an environment and manner consistent with type of coating.

PART 2 - PRODUCTS

2.01 BASIC MATERIALS:

A. Steel: Conform to the following unless otherwise indicated or specified.

1. Wide flange (WF) shapes and tees cut from WF: ASTM A992, Grade 50.

2. M shapes, S shapes, HP (bearing piles), channels, and angles: ASTM A36.

3. Structural plates and bars: ASTM A36.

B. Connection Bolts, Nuts, Washers, and Compressible Washer-Type, Direct Tension Indicators:

1. Conform to ASTM A325, Type 1, unless otherwise indicated or specified.

2. Be galvanized when connecting galvanized steel.

3. Conform to A325, Type 3, for use with A588, Grade 50.

4. Compressible Washer-Type, Direct-Tension Indicators:

a. ASTM F959 Type 325 for use with A325 bolts.

b. Galvanized for use with galvanized bolts.

5. Nuts: Conform to ASTM A563.

6. Flat and beveled washers: Conform to ASTM F436.

C. Anchor Bolts:

1. Conform to ASTM F1554, Grade 36, unless otherwise indicated to be stainless steel or high strength.

2. High Strength: Conform to ASTM A449 with nuts conforming to ASTM A563.

3. Washers:

a. For ASTM F1554 and A449 Bolts: Conform to F436.

b. For Stainless Steel Bolts: Conform to ASTM A167, Type 304, and dimensional tolerances of F436.

D. Handrail: Conform to ASTM A53, Type E or S, Grade B or ASTM A106, Grade B.

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E. Pipe for Structural Uses: Conform to ASTM A53, Type E or S, Grade B, or ASTM A106, Grade B.

F. Square and Rectangular Tubing Hollow Structural Sections (HSS): Conform to ASTM A500, Grade B.

G. Grating:

1. Main Bars: Conform to ASTM A1011, Type 2.

2. Cross Bars: Same as main bars.

H. Threaded Rods: Conform to ASTM A36.

I. Welding:

1. For ASTM A36 steel, use E70 electrodes for shielded metal arc welding, F7 series electrodes for submerged arc welding, E70T series electrodes for flux-cored arc welding, and ER70S series electrodes for gas metal arc welding. Select "matching" electrodes in accordance with Table 3.1 AWS D1.1.

2. For ASTM A572, Grade 50 steel or ASTM A992 steel, use E70 low-hydrogen electrodes for shielded metal arc welding, F7 series electrodes for submerged arc welding, E70T series electrodes for flux-cored arc welding, and ER70S series electrodes for gas metal arc welding. Select "matching" electrodes in accordance with Table 3.1, AWS D1.1.

J. Galvanizing: Conform to ASTM A123 and ASTM A153, where indicated or specified to be galvanized. Nuts, bolts, and washers may be hot-dip galvanized to conform to ASTM A153 or mechanically galvanized to conform to ASTM B695.

2.02 STEEL FABRICATION:

A. Fabricate all steel to conform to AISC specifications, codes, and standards.

B. Permissible variations for sweep, camber, length, and cross section of all steel members shall conform to ASTM A6, AISC "Manual of Steel Construction, Part 1", AISC "Code of Standard Practice", and AISC "Quality Criteria and Inspection Standards" unless indicated otherwise.

C. Field-measure existing steel and structures where necessary to ensure fabrication fit-up of new steel.

D. Fabricator shall mark all shear connector locations (if field-applied) for composite beams by means of center punch and paint circle or other approved means so that field layout of shear connectors is not required. Do not paint shear connector contact surface.

E. Provide grout holes in base plates having the least dimension greater than 24 inches. Holes shall be as close to center as practicable and minimum of 2 inches in diameter.

F. Welding:

1. All welding shall be shielded metal arc, submerged arc, or flux-cored arc, or gas metal arc. For gas metal arc welding, the short-circuiting mode of filler metal transfer is not permitted. Other welding processes may be used provided they are qualified by applicable tests as prescribed in the AWS D1.1 (AWS D1.6 for stainless steel) and approved by Engineer prior to use. For the use of any other welding process, Contractor shall prepare and submit to Engineer for approval, a qualified welding procedure specification and the procedure qualification test results. These Submittals shall be deemed Technical Submittals, and welding processes shall be approved for use only after receipt of specific written approval from the Engineer.

2. Conform to AWS Code, AISC Manual, and the AISC Quality Criteria and Inspection Standards.

3. Contractor shall perform fabrication welding inspection in accordance with AWS D1.1.

(AWS D1.6 for stainless steel). This welding inspection shall be performed by AWS Certified Welding Inspector(s) (CWI). All such Certified Welding Inspectors shall be

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qualified and certified in accordance with the provisions of AWS QC1. Only individuals so qualified shall be authorized to perform fabrication/erection or verification inspection of the welding performed under the provisions of AWS D1.1 (AWS D1.6 for stainless steel) and these Contract Documents. Certifications verifying the qualifications of welding inspectors shall be submitted to Engineer as Submittals prior to commencement of structural welding operations or prior to welding inspection performed by an individual welding inspector. Defective welds shall be corrected.

G. Shop Connections:

1. Weld or bolt at Contractor's option except when otherwise indicated or specified.

2. Shop portions of connections may be welded equivalent to any bolted connection specified if Engineer concurs.

3. Welded connections shall be as indicated or in accordance with acceptable alternative designs:

a. Welds of connection angles to beam webs shall conform with (AISC ASD Manual

Part 4) (AISC LRFD Manual, Part 10, Tables 10-2 and 10-3) with particular regard for minimum web thickness. Provide longer connection angles or reinforce web as required.

b. All butt-joint groove welds shall be complete penetration welds unless otherwise indicated and shall conform to the applicable standards in (AISC ASD Manual, Part

4) (AISC LRFD Manual, Part 8), with special emphasis on maintaining root opening. Accomplish this for single-bevel, butt-joint welds by using backup plates or by chipping out and welding on the opposite side.

c. Prepare weld bevels with a mechanically guided cutting torch or by grinding.

d. Remove all run-out tabs.

4. Bolted connections shall conform with AISC Manual, Parts 9 and 10):

a. All bolted connections shall be made with 3/4-inch bolts, nuts, and washers unless otherwise indicated or specified.

b. Use the number of rows of bolts for connections as indicated.

H. Provisions for Field Connections:

1. Provide with bolted connections unless otherwise indicated or specified. The number of rows and number of bolts indicated on the Drawings or stated in the Specifications is the minimum number of rows or bolts. Provide additional bolts or connection devices, if necessary, to comply with OSHA regulation 29 CFR 1926, Subpart R - Steel Erection.

2. Provide for field welding only when so indicated or when detail clearances make bolting impractical.

3. Provide all members to be field-welded with bolted erection connections adequate to resist erection stresses prior to field welding.

I. Comply with OSHA 29 CFR 1926, Subpart R - Steel Erection.

2.03 COLUMN BASE AND EQUIPMENT ANCHOR BOLTS:

A. Furnish for all columns and equipment furnished and installed under this Contract, (and as required to install all equipment furnished by others for installation under this Contract unless otherwise indicated).

B. Hot-dip galvanize after fabrication where indicated.

2.04 HANDRAIL:

A. 1-1/2-inch nominal (1.9-inch od) round, black standard-weight pipe.

B. Post spacing shall not exceed 6 feet from center-to-center.

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C. Form and weld all handrail. Grind all welds smooth and even with the surface of the pipe, including field welds required for erection.

D. Carefully form all handrail where change of direction or elevation occurs.

E. Handrail posts shall be vertical (plumb) unless otherwise indicated.

F. Furnish pipe sleeves for posts of handrail sections indicated to be removable.

G. Hot-dip galvanize after fabrication where indicated.

2.05 KICK PLATES:

A. Furnish at the edge of uncovered openings and at the edge of walkways and platforms, except as otherwise indicated.

B. Hot-dip galvanize after fabrication where indicated.

2.06 STEEL FLOOR GRATING:

A. One-piece, resistance-welded, carbon-steel construction without notching of bearing or cross bars before welding and conforming to NAAMM MBG 531 or 532.

B. Main Bearing Bars:

1. Thickness: 3/16-inch; 3/8-inch for heavy duty grating.

2. Depth: As indicated.

3. Spacing: Not more than 1-3/16 inches on center; 1-3/8 inches on center for heavy duty grating.

4. Configuration of top surface of main bars unless otherwise indicated:

a. Exterior - Exposed to Weather: Serrated.

b. Interior - Not Exposed to Weather: Plain.

C. Cross Bars:

1. Spacing: 4 inches oc.

2. One of the following shapes and minimum sizes:

a. Hexagon: 5/16-inch diameter of inscribed circle; 7/16-inch for heavy duty grating.

b. Rectangular: 1/2" x 3/16"; 5/8" x 1/4" for heavy duty grating.

c. Square: 1/4-inch with spiral twist; 1/2-inch for heavy duty grating.

d. Round: 3/8-inch diameter, 1/2-inch for heavy duty grating.

D. Fabrication:

1. Fabrication shall conform to NAAMM MBG 531; MBG 532 for heavy duty grating, and

MBG 533.

2. Crossbars shall match crossbars of adjacent sections to form a continuous pattern of straight lines.

3. Provide all openings in grating indicated and as required for installation of all piping, wiring, and equipment installed under this Contract.

4. Band all openings 4 inches and larger with a metal bar same size as main bearing bar and extend 4 inches above top of grating. Band bars shall be same depth as bearing bars.

Weld to each bearing bar with a 3/16-inch fillet weld 3/4 inch long. Tack weld to all crossbars.

5. Trim-band all locations as follows:

a. Open end of grating at head of a ladder.

b. Manway opening.

c. Hinged sections.

d. Grating panels with four crossbars or less.

e. Other locations as indicated.

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6. Provide kickplates where indicated and at all handrail on floors or platforms 4 foot or more above adjacent floors or ground where persons can pass or machinery is located.

E. Shop Finish:

1. Galvanize except where otherwise indicated.

2. Coat with manufacturer's standard black paint at 3-mil dry-film thickness, by spraying, dipping, or flow coating only where indicated.

F. Manufacturer:

1. Grating shall be manufactured by one of the following:

a. Tru-Weld Grating, Inc., Wexford, Pennsylvania.

b. Amico-Klemp Corporation, Chicago, Illinois.

c. IKG-Borden, Clark, New Jersey.

d. Approved equal.

2. Welded studs for clip-type connections shall be Nelson Stud Welding Company, Type

CPL.

2.07 CONCRETE ANCHORS:

A. Furnish and install manually expanded and adhesive anchor types.

B. Furnish sizes indicated and install to conform to manufacturer's printed instructions.

C. Anchors shall be manufactured by one of the following:

1. Drillco National Group, Inc., Long Island City, New York.

2. Hilti Inc., Tulsa, Oklahoma.

3. ITW Ramset/Red Head, Wood Dale, Illinois.

4. Simpson Strong-Tie Co., Dublin, California.

D. Concrete anchors that are not specifically indicated to be high strength steel or stainless steel shall be carbon steel with surface plating (or galvanizing) in accordance with manufacturer’s standard.

E. Anchors indicated to be high strength steel anchors shall be surface plated (or galvanized) in accordance with manufacturer’s standard.

F. Anchors indicated to be stainless steel shall be manufactured from 300 series stainless steel per the manufacturer's standard unless specifically indicated to conform to Type 304, 316.

G. Adhesive anchors shall be non-epoxy adhesive type anchors unless indicated to be epoxy adhesive type anchors.

H. Installed adhesive anchors shall not be disturbed or loaded until the anchor has been in place longer than the manufacturer’s cure time for the adhesive.

I. The concrete anchors for the various anchor types shall be as follows, unless otherwise indicated:

1. Wedge Type (carbon steel unless indicted to be stainless steel):

a. Hilti Kwik-bolt III.

b. ITW Ramset/Red Head Trubolt.

c. Simpson Wedge-All.

2. Flush Type (internal plug expansion) Type:

a. Hilti HDI Drop-In.

b. ITW Ramset/Red Head Multi-Set II.

c. Simpson Drop-In.

3. Undercut Type (carbon steel unless indicated to be stainless steel):

a. Drillco Maxi-Bolt (ASTM A193 Grade B7 for carbon steel).

b. Hilti HDA-P Undercut.

4. Adhesive Type – Carbon Steel:

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a. Hilti HIT HY 150 injection adhesive with HAS Standard ASTM A36 Rods.

b. Hilti HVA Capsule adhesive with HAS Standard ASTM A36 Rods.

c. Simpson Acrylic-Tie injection adhesive with ASTM A307 (SAE 1018) threaded rods.

5. Adhesive Type – High Strength Carbon Steel:

a. Hilti HIT HY 150 injection adhesive with HAS Super ASTM A193 B7 Rods.

b. Hilti HVA Capsule adhesive with HAS Super ASTM A193 B7 Rods.

c. ITW Ramset/Red Head A7 injection adhesive with ASTM A193 Grade B7 (SAE

4140) threaded rods.

d. Simpson Acrylic-Tie injection adhesive with ASTM A193 Grade B7 (SAE 4140) threaded rods.

6. Adhesive Type – Stainless Steel:

a. Hilti HIT HY 150 injection adhesive with HAS SS AISI 304 or 316 SS Rods.

b. Hilti HVA Capsule adhesive with HAS SS AISI 304 or 316 SS Rods.

c. ITW Ramset/Red Head A7 injection adhesive with AISI 304 or 316 stainless steel threaded rods.

d. Simpson Acrylic-Tie injection adhesive with AISI 304 or 316 stainless steel threaded rods.

7. Epoxy Adhesive Type – Carbon Carbon Steel:

a. Hilti HIT RE 500 injection adhesive with HAS Standard ASTM A36 Rods.

b. Simpson SET injection adhesive with ASTM A307 (SAE 1018) threaded rods.

8. Epoxy Adhesive Type – High Strength Carbon Steel:

a. Hilti HIT RE 500 injection adhesive with HAS Super ASTM A193 B7 Rods.

b. ITW Ramset/Red Head C6 injection adhesive with ASTM A193 Grade B7 (SAE

4140) threaded rods.

c. Simpson SET injection adhesive with ASTM A193 Grade B7 (SAE 4140) threaded rods.

9. Epoxy Adhesive Type – Stainless Steel:

a. Hilti HIT RE 500 injection adhesive with HAS SS AISI 304 or 316 SS Rods.

b. ITW Ramset/Red Head C6 injection adhesive with AISI 304 or 316 stainless steel threaded rods.

c. Simpson SET injection adhesive with AISI 304 or 316 stainless steel threaded rods.

J. Minimum embedment of wedge-type anchors shall be as follows, unless otherwise indicated:

Anchor size Minimum Embedment 1/4” 1-1/8” 3/8” 1-3/4” 1/2” 2-1/4” 5/8” 2-3/4” 3/4” 3-3/8” 7/8” 3-7/8” 1” 4-1/2” 1 1/4” 5-5/8”

K. Minimum embedment for adhesive anchors (i.e., non-epoxy adhesive anchors) shall be as follows, unless otherwise indicated:

Carbon Steel High Strength Steel Stainless Steel Size See above Hilti HVA See above Hilti HVA See above Hilti HVA

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3/8” 1-3/4” 3-1/2” 5-1/4” 5-1/4” 3-1/2” 3-1/2” 1/2” 2-1/8” 4-1/4” 6-3/8” 6-3/8” 4-1/2” 4-1/4” 5/8” 2-1/2” 5” 7-1/2” 7-1/2” 5-5/8” 5” 3/4” 3-3/8” 6-5/8” 10” 10” 6-3/4” 6-5/8” 7/8” 3-7/8” 6-5/8” 11-1/4” 10” 7-7/8” 6-5/8” 1” 4-1/2” 8-1/4” 12-3/8” 12-3/8” 9” 8-1/4” 1-1/4” 6” 12” 15” 15” 12” 12”

L. Minimum embedment for epoxy adhesive anchors shall be as follows, unless otherwise indicated:

Size Carbon Steel High Strength Steel Stainless Steel

3/8” 1-3/4” 4-1/2” 3-1/2” 1/2” 2-1/4” 6” 4-1/2” 5/8” 2-7/8” 7-1/2” 5-5/8” 3/4" 3-3/8” 9” 6-3/4” 7/8” 4” 10-1/2” 7-7/8” 1” 4-1/2” 12” 9” 1-1/4” 5-5/8” 15” 11-1/4”

M. Minimum embedment for undercut anchors shall be as follows, unless otherwise indicated:

Inch Size Metric Size (Equiv.)* Drillco Maxi-Bolt Hilti HAD-P 1/4" N.A. 2” N.A.

3/8” M10 3-1/2” 4” 1/2” M12 6” 5” 5/8” M16 7-1/2” 7.5” 3/4" M20 9-1/4” 9.8” 7/8” N.A. N.A. N.A.

1” N.A. 12-1/2” N.A.

1-1/4” N.A. 16” N.A.

* Drillco anchors are available in inch diameters, and the Hilti anchors are available in metric diameters. Inch diameters will be shown on the Drawings. If Hilti anchors are used, the metric equivalents shown in this table shall be provided.

2.08 SHOP-PROTECTIVE COATING:

A. Surface Preparation: Prepare all surfaces except galvanized (or otherwise specified) in accordance with SSPC-6 and 1.0 - to 1.5-mil profile depth.

B. Apply shop coat of inorganic zinc-rich primer (ethyl silicate base), 3-mil dry-film thickness, to all steel including connections except for the following surfaces:

1. Where encased in concrete.

2. Within 3 inches adjacent to field welds.

C. The shop applied inorganic zinc rich primer along with the specified surface preparation shall meet the requirements for Class A relative to painted faying surfaces, slip coefficient, hole type, cure time, etc., as required by RCSC "Specification for Structural Joints Using ASTM A325 or A490 Bolts". Unless otherwise indicated or specified, submit paint manufacturer's

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certification that the paint to be incorporated with the specified surface preparation will meet the above stipulated requirements.

D. Manufacturer:

1. Ameron - Dimetcote 9 Series.

2. Carboline - Carbozinc 11 Series.

3. ICI Devoe - Catha-Coat 304 Series.

4. International - Interzinc 22 Series.

5. Sherwin-Williams - Zinc Clad II Plus.

6. Tnemec - Tnemezinc 90-96.

E. Coating shall not exceed specified mil thickness by more than 20%. If this tolerance is exceeded, Contractor and fabricator shall be responsible for corrective action and compatibility with finish coats.

2.09 GALVANIZING:

A. Galvanize steel after fabrication where indicated or specified to be galvanized.

PART 3 - EXECUTION

3.01 PREPARATION:

A. Field-check location and elevation of column anchor bolts and footings before erecting structural steel columns.

B. Field-measure existing steel for plumbness and elevation at connecting points.

C. Contractor shall submit the method and sequence of erection for acceptance.

3.02 STEEL ERECTION:

A. Erect all steel to conform to AISC specifications, codes, and standards; AISC Quality Criteria and Inspection Standard; or any local, state or federal codes which may exceed such requirements. Comply with applicable OSHA regulations including 29 CFR 1926, Subpart R - Steel Erection.

B. Protect existing structure from weather when connecting steel to existing structure.

C. Protect steel and anchor bolt sleeves from entrapped water that can cause damage from freezing or corrosion.

D. Erection Bracing:

1. Contractor shall be responsible for structural adequacy, design, engineering, and construction of all erection bracing.

2. Provide all necessary temporary struts, ties, cables, temporary flooring, planking, and scaffolding in connection with the erection of the structural steel or support of erection machinery.

3. Place as required to maintain proper position against loads from erection equipment, construction material, and wind.

4. Leave bracing in place until sufficient steel connections, concrete slabs, exterior walls, and roof decks are in place to ensure stability of the structure.

E. Connections:

1. Unless otherwise indicated, or clearance is insufficient, connections shall be bolted bearing type.

2. Tighten high-strength bolts in slip-critical joints to correct bolt tension in accordance with

AISC Manual, Part 5, " Allowable Stress Design Specification for Structural Joints Using ASTM A325 or A490 Bolts."

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a. Furnish the inspecting wrench and one man to assist the Engineer when inspections are performed.

b. Provide Skidmore-Wilhelm Bolt-Tension calibrator or approved equal for adjusting inspection wrench in accordance with RCSC, "Specification for Structural Joints Using ASTM A325 or A490 Bolts", Section 7. Inspection shall be in accordance with Section 10.

c. Three bolt, nut, and washer assemblies from each lot supplied shall be tested in a tension measuring device at the jobsite at the beginning of the bolting start-up to demonstrate that the bolts and nuts, when used together, can develop tension not less than that provided in RCSC, "Specification for Structural Joints Using ASTM A325 and A490 Bolts", Table 8.1 for the size and grade. The bolt tension shall be developed by tightening the nut.

d. The job-inspecting torque shall be determined in accordance with AISC Manual, Part 5, "Allowable Stress Design Specification for Structural Joints Using ASTM A325 and A490 Bolts", Section 10.

e. The minimum number of bolts inspected and any required retightening shall be per RCSC, "Specification for Structural Joints Using ASTM A325 and A490 Bolts", Section 10.

f. Comply with OSHA regulation 29 CFR 1926, Subpart R - Steel Erection.

3. Compressible Washer-Type, Direct-Tension Indicators:

a. The use of compressible washer-type, direct-tension indicators is an acceptable alternative to the requirements of PART 3, paragraph 2.F. - Connections, this Section, in determining specified minimum bolt tension.

b. The use of compressible washer-type, direct-tension indicators is required.

c. Direct-tension indicators shall be one of the following:

(1) Turnasure, L.L.C., Langhorne, Pennsylvania - Direct-Tension Indicator.

(2) Approved equal.

d. Manufacture, install, and store in accordance with manufacturer's written instructions and ASTM F959.

e. Provide Skidmore-Wilhelm Bolt Tension Calibrator or approved equal to allow Engineer random verification that the direct-tension indicators provide proper bolt tension.

4. Where required for connection fit-up, bolt holes may be adjusted in one of the following manners (flame cutting or flame enlargement of holes is not allowed):

a. Reamed to AISC allowable maximum size for oversized holes.

b. Holes may be filled with weld metal, ground smooth, and field-drilled.

c. Other Engineer-approved method.

5. Welded Connections:

a. Make welded connections as indicated and leave all erection bolts in place after completion of welding unless otherwise indicated.

b. Reinforce connections when members requiring fillet welds are not in contact.

c. Use backup bars or spacer bars on all butt welds where root opening exceeds 3/16-inch.

d. Remove all run-out tabs.

F. Welding and Welders:

1. The requirements for erection welding and welders shall be the same as specified for steel fabrication.

BUCKLEY AFB 05120-12 06/09/09

2. All welds shall be stamped with a mark identifying the welder. Remove welders from Work after two defective welds.

3. The Contractor shall perform erection-welding inspection in accordance with AWS D1.1.

(AWS D1.6 for stainless steel.) This welding inspection shall be performed by AWS Certified Welding Inspector(s) (CWI). All such Certified Welding Inspectors shall be qualified and certified in accordance with the provisions of AWS QC1. Only individuals so qualified shall be authorized to perform fabrication/erection or verification inspection of the welding performed under the provisions of AWS D1.1 Code (AWS D1.6 for stainless steel) and these Contract Documents. Certifications verifying the qualifications of welding inspectors shall be submitted to Engineer as Submittals prior to commencement of structural welding operations or prior to welding inspection performed by an individual welding inspector. Defective welds shall be corrected.

G. Protect pipe sleeves, other anchorage members, and concrete bases from deleterious materials at all times, and from water which may cause ice damage during freezing weather.

H. Handrail:

1. Form and weld all handrail. Grind all welds smooth and even with the surface of the pipe.

2. Carefully fit all handrail where change of direction or elevation occurs.

3. Install all rails and posts plumb, level, straight and true, and in alignment.

4. Top rail shall clear all fixed objects by at least 3 inches vertically and horizontally.

5. Furnish and install plates, bolts, and additional items as indicated or required for fastening to supporting members.

I. Grating:

1. Grating installation shall conform to NAAMM MBG 531 or MBG523 and as specified herein.

2. Space fasteners as required to overcome irregularities and maintain grating contact with supports. Minimum anchorage of each panel shall be two fasteners at each end and one fastener at each intermediate support.

3. Where indicated as fixed, and if not galvanized, fasteners shall be 3/16-inch fillet welds, 3/4 inch long.

4. Unless indicated as fixed, or if galvanized, fasten with galvanized clips using welding studs unless otherwise approved. Install per manufacturer's printed instructions.

5. All grating shall be removable unless otherwise indicated.

J. Concrete Anchors:

1. Install anchors to conform to manufacturer's printed instructions.

2. The hole tolerances, drill bits, and anchor installation torque shall be as per manufacturer's printed recommendations.

3.03 FIELD-PROTECTIVE COATINGS:

A. Surface Preparation: If grease or oils are present, SP1 - Solvent Cleaning must precede any other method specified. Prepare all surfaces by SSPC-SP11 and 1-mil profile depth.

B. Clean all shop-coated surfaces damaged from rust and mill scale, welding, and abrasion.

C. Field-Spotting Coat:

1. Apply to all unpainted, damaged, or cleaned parts of the steel furnished under this Contract including unpainted portions of field-welded and bolted connections.

2. For ferrous metal surfaces with alkyd primer, apply same type of primer as used in the shop and at same mil thickness.

06/09/09 05120-13 BUCKLEY AFB

3. For nongalvanized surfaces with inorganic zinc-rich primer, apply epoxy-organic, zinc-rich primer at 3-mil dry-film thickness.

a. Ameron - Amercoat 68HS.

b. Carboline - Carbozinc 859.

c. ICI Devoe - Catha-Coat 303H.

d. International - Interzinc 52HS.

e. Sherwin-Williams - Zinc Clad IV.

f. Tnemec - Tnemezinc 90-97.

4. For Repair of Galvanized Surfaces:

a. Repair areas in accordance with ASTM A780, Method A2 - Repair using zinc-rich paints.

b. Apply organic zinc-rich primer containing a minimum of 93% zinc in dry film by weight. Apply in multiple coats (allowing proper recoat time) to achieve 8 mils dry film thickness. Color shall approximately match color of galvanizing.

(1) Crown North American Professional Products Co. Inc. - Cold galvanizing compound.

(2) Sentry Chemical Company - Galvonic.

(3) Subox, Division of Carboline - Galvanox Type II.

(4) ZRC Worldwide - Cold Galvanizing Compound.

END OF SECTION 05120