B.08.02.09.05 LFSH SOW Section 011010_Att5_05 12 00_Metals.pdf

USACE / NAVFAC / AFCEC / NASA UFGS- 05 12 00 ( August 2018) Change 1 - 11/ 18 Pr epar i ng Act i v i t y: NAVFAC Super sedi ng UFGS- 05 12 00 ( May 2014)

UNI FI ED FACI LI TI ES GUI DE SPECI FI CATI ONS

Ref er ences ar e i n agr eement wi t h UMRL dat ed Januar y 2021

SECTION TABLE OF CONTENTS

DIVISION 05 - METALS

SECTION 05 12 00

STRUCTURAL STEEL

08/ 18, CHG 1: 11/ 18

PART 1 GENERAL

1.1 REFERENCES

1.2 SUBMITTALS

1.3 AISC QUALITY CERTIFICATION

1.4 SEISMIC PROVISIONS

1.5 QUALITY ASSURANCE

1.5.1 Preconstruction Submittals

1.5.1.1 Erection and Erection Bracing Drawings

1.5.2 Fabrication Drawing Requirements

1.5.3 Delegated Connection Design

1.5.4 Certifications

1.5.4.1 Welding Procedures and Qualifications

1.5.4.2 Overhead, Top Running Crane Rail Beam

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

2.2 STEEL

2.2.1 Structural Steel

2.2.2 Structural Steel Tubing

2.2.3 Steel Pipe

2.3 BOLTS, NUTS, AND WASHERS

2.3.1 Common Grade Bolts

2.3.1.1 Bolts

2.3.1.2 Nuts

2.3.1.3 Self-Locking Nuts

2.3.1.4 Washers

2.3.2 High-Strength Bolts

2.3.2.1 Bolts

2.3.2.2 Nuts

2.3.2.3 Direct Tension Indicator Washers

2.3.2.4 Washers

2.3.3 Tension Control Bolts

2.3.4 Foundation Anchorage

SECTION 05 12 00 Page 1

2.3.4.1 Anchor Rods

2.3.4.2 Anchor Nuts

2.3.4.3 Anchor Washers

2.3.4.4 Anchor Plate Washers

2.4 STRUCTURAL STEEL ACCESSORIES

2.4.1 Welding Electrodes and Rods

2.4.2 Non-Shrink Grout

2.4.3 Welded Shear Stud Connectors

2.4.4 Pins and Rollers

2.5 GALVANIZING

2.6 FABRICATION

2.6.1 Markings

2.6.2 Shop Primer

2.6.2.1 Cleaning

2.6.3 [Fireproofing] [and] [Epoxy] Coated Surfaces

2.6.4 Surface Finishes

2.7 DRAINAGE HOLES

PART 3 EXECUTION

3.1 ERECTION

3.1.1 STORAGE

3.2 CONNECTIONS

3.2.1 Common Grade Bolts

3.2.2 High-Strength Bolts

3.2.2.1 Installation of Direct Tension Indicator Washers (DTIW)

3.2.3 Tension Control Bolts

3.3 GAS CUTTING

3.4 WELDING

3.4.1 Removal of Temporary Welds, Run-Off Plates, and Backing Strips

3.5 SHOP PRIMER REPAIR

3.5.1 Field Priming

3.6 GALVANIZING REPAIR

3.7 FIELD QUALITY CONTROL

3.7.1 Welds

3.7.1.1 Visual Inspection

3.7.1.2 Nondestructive Testing

3.7.2 Direct Tension Indicator Washers

3.7.2.1 Direct Tension Indicator Washer Compression

3.7.2.2 Direct Tension Indicator Gaps

3.7.3 High-Strength Bolts

3.7.3.1 Testing Bolt, Nut, and Washer Assemblies

3.7.3.2 Inspection

3.7.3.3 Testing

3.7.4 Testing for Embrittlement

3.7.5 Inspection and Testing of Steel Stud Welding

-- End of Section Table of Contents --

SECTION 05 12 00 Page 2

USACE / NAVFAC / AFCEC / NASA UFGS- 05 12 00 ( August 2018) Change 1 - 11/ 18 Pr epar i ng Act i v i t y: NAVFAC Super sedi ng UFGS- 05 12 00 ( May 2014)

UNI FI ED FACI LI TI ES GUI DE SPECI FI CATI ONS

Ref er ences ar e i n agr eement wi t h UMRL dat ed Januar y 2021

SECTION 05 12 00

STRUCTURAL STEEL

08/ 18, CHG 1: 11/ 18

NOTE: Thi s gui de speci f i cat i on cover s r equi r ement s f or st r uct ur al st eel used i n bui l di ng const r uct i on.

Revi ew t he f ol l owi ng publ i cat i ons f or mat er i al sel ect i on and addi t i onal speci f i cat i on r equi r ement s bef or e usi ng t hi s gui de speci f i cat i on f or t he f ol l owi ng t ypes of const r uct i on:

Thi s speci f i cat i on does not cover Hi ghway Br i dges or Rai l r oad br i dges due t o t he f r act ur e cr i t i cal r equi r ement s f or br i dges. For br i dge desi gn consi der at i ons see AASHTO or AREMA.

Tower Const r uct i on - Tel ecommuni cat i ons I ndust r y Associ at i on ( TI A) , TI A- 222- G- 2, " St r uct ur al St andar d f or Ant enna Suppor t i ng St r uct ur es and Ant ennas. "

Adher e t o UFC 1-300-02 Uni f i ed Faci l i t i es Gui de Speci f i cat i ons ( UFGS) For mat St andar d when edi t i ng t hi s gui de speci f i cat i on or pr epar i ng new pr oj ect speci f i cat i on sect i ons. Edi t t hi s gui de speci f i cat i on f or pr oj ect speci f i c r equi r ement s by addi ng, del et i ng, or r evi s i ng t ext . For br acket ed i t ems, choose appl i cabl e i t em( s) or i nser t appr opr i at e i nf or mat i on.

Remove i nf or mat i on and r equi r ement s not r equi r ed i n r espect i ve pr oj ect , whet her or not br acket s ar e present.

Comment s, suggest i ons and r ecommended changes f or t hi s gui de speci f i cat i on ar e wel come and shoul d be submi t t ed as a Criteria Change Request (CCR) .

NOTE: Ensur e t he f ol l owi ng i nf or mat i on i s shown on t he pr oj ect dr awi ngs:

1. The ext ent and l ocat i on of st r uct ur al st eel ;

SECTION 05 12 00 Page 3

2. Desi gnat i ons of st eel member s;

3. Type and yi el d st r engt h of st eel used i n desi gn;

4. Locat i ons wher e gal vani zed st eel wi l l be used;

5. Types of connect i ons ( wel ded and bol t ed) ;

6. Locat i ons wher e hi gh- st r engt h bol t s and sl i p cr i t i cal connect i ons ar e r equi r ed and t he l oads and st r esses r equi r ed i f st eel connect i on desi gn i s pr ovi ded by Cont r act or ; and

7. The l ocat i on of wel ds r equi r i ng nondest r uct i ve t est i ng, al ong wi t h t he t ype of t est i ng r equi r ed.

8. Type of st eel coat i ng and l i mi t s of coat i ng appl i cat i on; and

9. Type of coat i ng f or har dwar e.

PART 1 GENERAL

1.1 REFERENCES

NOTE: Thi s par agr aph i s used t o l i s t t he publ i cat i ons c i t ed i n t he t ext of t he gui de speci f i cat i on. The publ i cat i ons ar e r ef er r ed t o i n t he t ext by basi c desi gnat i on onl y and l i s t ed i n t hi s par agr aph by or gani zat i on, desi gnat i on, dat e, and t i t l e.

Use t he Ref er ence Wi zar d' s Check Ref er ence f eat ur e when you add a Ref er ence I dent i f i er ( RI D) out si de of t he Sect i on' s Ref er ence Ar t i c l e t o aut omat i cal l y pl ace t he r ef er ence i n t he Ref er ence Ar t i c l e. Al so use t he Ref er ence Wi zar d' s Check Ref er ence f eat ur e t o updat e t he i ssue dat es.

Ref er ences not used i n t he t ext wi l l aut omat i cal l y be del et ed f r om t hi s sect i on of t he pr oj ect speci f i cat i on when you choose t o r econci l e r ef er ences i n t he publ i sh pr i nt pr ocess.

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO LRFD (8th Edition; 2017) Bridge Design Specifications

SECTION 05 12 00 Page 4

AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)

AISC 207 (2016; R 2017) Certification Standard for Steel Fabrication and Erection, and Manufacturing of Metal Components

AISC 303 (2016) Code of Standard Practice for Steel Buildings and Bridges

AISC 325 (2017) Steel Construction Manual

AISC 326 (2009) Detailing for Steel Construction

AISC 341 (2016) Seismic Provisions for Structural Steel Buildings

AISC 360 (2016) Specification for Structural Steel Buildings

AISC 420 (2010) Certification Standard for Shop Application of Complex Protective Coating Systems

AISC DESIGN GUIDE 10 (1997) Erection Bracing of Low-Rise Structural Steel Buildings

AMERICAN SOCIETY FOR NONDESTRUCTIVE TESTING (ASNT)

ANSI/ASNT CP-189 (2016) ASNT Standard for Qualification and Certification of Nondestructive Testing Personnel (ANSI/ASNT CP-105-2006)

AMERICAN SOCIETY OF MECHANICAL ENGINEERS (ASME)

ASME B46.1 (2020) Surface Texture, Surface Roughness, Waviness and Lay

AMERICAN WELDING SOCIETY (AWS)

AWS A2.4 (2012) Standard Symbols for Welding, Brazing and Nondestructive Examination

AWS D1.1/D1.1M (2020) Structural Welding Code - Steel

AWS D1.8/D1.8M (2016) Structural Welding Code—Seismic Supplement

AWS QC1 (2016) Specification for AWS Certification of Welding Inspectors

ASTM INTERNATIONAL (ASTM)

ASTM A6/A6M (2017a) Standard Specification for General Requirements for Rolled Structural Steel Bars, Plates, Shapes, and Sheet Piling

ASTM A29/A29M (2020) Standard Specification for General Requirements for Steel Bars, Carbon and Alloy, Hot-Wrought

SECTION 05 12 00 Page 5

ASTM A36/A36M (2019) Standard Specification for Carbon Structural Steel

ASTM A53/A53M (2020) Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless

ASTM A108 (2013) Standard Specification for Steel Bar, Carbon and Alloy, Cold-Finished

ASTM A123/A123M (2017) Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products

ASTM A143/A143M (2007; R 2020) Standard Practice for Safeguarding Against Embrittlement of Hot-Dip Galvanized Structural Steel Products and Procedure for Detecting Embrittlement

ASTM A193/A193M (2020) Standard Specification for Alloy-Steel and Stainless Steel Bolting Materials for High-Temperature Service and Other Special Purpose Applications

ASTM A276/A276M (2017) Standard Specification for Stainless Steel Bars and Shapes

ASTM A307 (2014; E 2017) Standard Specification for Carbon Steel Bolts, Studs, and Threaded Rod 60 000 PSI Tensile Strength

ASTM A500/A500M (2020) Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes

ASTM A563 (2015) Standard Specification for Carbon and Alloy Steel Nuts

ASTM A563M (2007; R 2013) Standard Specification for Carbon and Alloy Steel Nuts (Metric)

ASTM A668/A668M (2020a) Standard Specification for Steel Forgings, Carbon and Alloy, for General Industrial Use

ASTM A780/A780M (2020) Standard Practice for Repair of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings

ASTM A992/A992M (2020) Standard Specification for Structural Steel Shapes

ASTM A1085/A1085M (2015) Standard Specification for Cold-Formed Welded Carbon Steel Hollow Structural Sections (HSS)

SECTION 05 12 00 Page 6

ASTM B695 (2004; R 2016) Standard Specification for Coatings of Zinc Mechanically Deposited on Iron and Steel

ASTM C827/C827M (2016) Standard Test Method for Change in Height at Early Ages of Cylindrical Specimens of Cementitious Mixtures

ASTM C1107/C1107M (2020) Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Nonshrink)

ASTM F436/F436M (2019) Standard Specification for Hardened Steel Washers Inch and Metric Dimensions

ASTM F844 (2007a; R 2013) Washers, Steel, Plain (Flat), Unhardened for General Use

ASTM F959/F959M (2017a) Standard Specification for Compressible-Washer-Type Direct Tension Indicators for Use with Structural Fasteners, Inch and Metric Series

ASTM F1136/F1136M (2011) Standard Specification for Zinc/Aluminum Corrosion Protective Coatings for Fasteners

ASTM F1554 (2018) Standard Specification for Anchor Bolts, Steel, 36, 55, and 105-ksi Yield Strength

ASTM F2329/F2329M (2015) Standard Specification for Zinc Coating, Hot-Dip, Requirements for Application to Carbon and Alloy Steel Bolts, Screws, Washers, Nuts, and Special Threaded Fasteners

ASTM F2833 (2011; R 2017) Standard Specification for Corrosion Protective Fastener Coatings with Zinc Rich Base Coat and Aluminum Organic/Inorganic Type

ASTM F3125/F3125M (2019) Standard Specification for High Strength Structural Bolts and Assemblies, Steel and Alloy Steel, Heat Treated, Inch Dimensions 120 ksi and 150 ksi Minimum Tensile Strength, and Metric Dimensions 830 MPa and 1040 MPa Minimum Tensile Strength

CRANE MANUFACTURERS ASSOCIATION OF AMERICA (CMAA)

CMAA 70 (2015) Specification for Top Running Bridge and Gantry Type Multiple Girder Electric Overhead Traveling Cranes

SOCIETY FOR PROTECTIVE COATINGS (SSPC)

SSPC PA 1 (2016) Shop, Field, and Maintenance Coating of Metals

SECTION 05 12 00 Page 7

SSPC Paint 20 (2019) Zinc-Rich Primers (Type I, Inorganic, and Type II, Organic)

SSPC Paint 29 (2002; E 2004) Zinc Dust Sacrificial Primer, Performance-Based

SSPC SP 3 (2018) Power Tool Cleaning

SSPC SP 6/NACE No.3 (2007) Commercial Blast Cleaning

U.S. DEPARTMENT OF DEFENSE (DOD)

UFC 3-301-01 (2019) Structural Engineering

U.S. NATIONAL ARCHIVES AND RECORDS ADMINISTRATION (NARA)

29 CFR Part 1926, Subpart R Steel Erection

1.2 SUBMITTALS

NOTE: Revi ew Submi t t al Descr i pt i on ( SD) def i ni t i ons i n Sect i on 01 33 00 SUBMI TTAL PROCEDURES and edi t t he f ol l owi ng l i s t , and cor r espondi ng submi t t al i t ems i n t he t ext , t o r ef l ect onl y t he submi t t al s r equi r ed f or t he pr oj ect . The Gui de Speci f i cat i on t echni cal edi t or s have cl assi f i ed t hose i t ems t hat r equi r e Gover nment appr oval , due t o t hei r compl exi t y or cr i t i cal i t y, wi t h a " G. " Gener al l y, ot her submi t t al i t ems can be r evi ewed by t he Cont r act or ' s Qual i t y Cont r ol Syst em. Onl y add a " G" t o an i t em i f t he submi t t al i s suf f i c i ent l y i mpor t ant or compl ex i n cont ext of t he pr oj ect .

For Ar my pr oj ect s, f i l l i n t he empt y br acket s f ol l owi ng t he " G" c l assi f i cat i on, wi t h a code of up t o t hr ee char act er s t o i ndi cat e t he appr ovi ng aut hor i t y. Codes f or Ar my pr oj ect s usi ng t he Resi dent Management Syst em ( RMS) ar e: " AE" f or Ar chi t ect - Engi neer ; " DO" f or Di st r i ct Of f i ce ( Engi neer i ng Di v i s i on or ot her or gani zat i on i n t he Di st r i ct Of f i ce) ; " AO" f or Ar ea Of f i ce; " RO" f or Resi dent Of f i ce; and " PO" f or Pr oj ect Of f i ce. Codes f ol l owi ng t he " G" t ypi cal l y ar e not used f or Navy, Ai r For ce, and NASA pr oj ect s.

The " S" c l assi f i cat i on i ndi cat es submi t t al s r equi r ed as pr oof of compl i ance f or sust ai nabi l i t y Gui di ng Pr i nci pl es Val i dat i on or Thi r d Par t y Cer t i f i cat i on and as descr i bed i n Sect i on 01 33 00 SUBMI TTAL

PROCEDURES.

Choose t he f i r st br acket ed i t em f or Navy, Ai r For ce, and NASA pr oj ect s, or choose t he second br acket ed i t em f or Ar my pr oj ect s.

Government approval is required for submittals with a "G" or "S"

SECTION 05 12 00 Page 8 classification. Submittals not having a "G" or "S" classification are [for Contractor Quality Control approval.][for information only. When used, a code following the "G" classification identifies the office that will review the submittal for the Government.] Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Erection and Erection Bracing Drawings ; G[, [_____]]

SD-02 Shop Drawings

Fabrication Drawings Including Details of Connections; G[, [_____]]

SD-03 Product Data

Shop Primer

Welding Electrodes and Rods

Direct Tension Indicator Washers

Non-Shrink Grout

Tension Control Bolts

Recycled Content for Structural Steel ; S

Recycled Content for Structural Steel Tubing ; S

Recycled Content for Steel Pipe ; S

SD-05 Design Data

[ Design Calculations for Steel Connections ; G[, [_____]]

][ Shoring and Temporary Bracing ; G[, [_____]]

] SD-06 Test Reports

Class B Coating

Bolts, Nuts, and Washers

Weld Inspection Reports

Direct Tension Indicator Washer Inspection Reports

Bolt Testing Reports

[ Embrittlement Test Reports

] SD-07 Certificates

Steel

Bolts, Nuts, and Washers

[ Galvanizing

SECTION 05 12 00 Page 9

][ Pins and Rollers

][ AISC Structural Steel Fabricator Quality Certification

][ AISC Structural Steel Erector Quality Certification

] Welding Procedures and Qualifications

Welding Electrodes and Rods

Certified Welding Inspector

NDT Technician

Welding Procedure Specifications (WPS)

[ Overhead, Top Running Crane Rail Beam

] [ 1.3 AISC QUALITY CERTIFICATION

NOTE: AI SC has a cer t i f i cat i on pr ogr am i n ef f ect t hat conf i r ms t hat a cer t i f i ed st r uct ur al st eel f abr i cat i ng f aci l i t y has t he per sonnel , or gani zat i on, exper i ence, pr ocedur es, knowl edge, equi pment , capabi l i t y , and commi t ment t o pr oduce f abr i cat ed st eel of t he r equi r ed qual i t y f or a gi ven cat egor y of st r uct ur al st eel f r ami ng. Consi der del et i ng t hi s par agr aph i f t her e i s a mi ni mal amount of st eel on t he j ob. MBMA has a cer t i f i cat i on pr ogr am i n ef f ect t hat conf i r ms t hat a cer t i f i ed met al bui l di ng manuf act ur er ' s f abr i cat i on f aci l i t y has t he qual i t y management syst em ensur i ng cont i nual compl i ance wi t h r equi r ement s f or Met al Bui l di ng Systems.

Work must be fabricated by an AISC Certified Structural Steel Fabricator, in accordance with AISC 207 , Category BU. Submit AISC Structural Steel Fabricator quality certification .

Work must be erected by an AISC Structural Steel Certified Erector, in accordance with AISC 207 , Category CSE. Submit AISC Structural Steel erector quality certification .

][ 1.4 SEISMIC PROVISIONS

NOTE: Del et e t hi s par agr aph when t he st eel sei smi c f or ce r esi st i ng syst em i s c l assi f i ed as a st eel syst em not speci f i cal l y det ai l ed f or sei smi c r esi st ance i n accor dance wi t h ASCE 7- 16, Tabl e 12.2-1.

Provide the structural steel system in accordance with AISC 341 , Chapter J as amended by UFC 3-301-01 .

SECTION 05 12 00 Page 10

] 1.5 QUALITY ASSURANCE

1.5.1 Preconstruction Submittals

1.5.1.1 Erection and Erection Bracing Drawings

NOTE: I ncl ude t he l ast l i ne when del egat ed desi gn i s per f or med by t he cont r act or .

Submit for record purposes. Indicate the sequence of erection, temporary shoring and bracing. The erection drawings must conform to AISC 303 .[ Erection drawings must be reviewed, stamped and sealed by a registered professional engineer.]

1.5.2 Fabrication Drawing Requirements

NOTE: I ncl ude t he r equi r ement f or f abr i cat i on dr awi ngs t o be si gned and seal ed when del egat ed desi gn i s per f or med by t he cont r act or .

Submit fabrication drawings for approval prior to fabrication. Prepare in accordance with AISC 303 , AISC 326 and AISC 325 . Fabrication drawings must not be reproductions of contract drawings.[ Sign and seal fabrication drawings by a registered professional engineer.] Include complete information for the fabrication and erection of the structure's components, including the location, type, and size of bolts, welds, member sizes and lengths, connection details, blocks, copes, and cuts. Use AWS A2.4 standard welding symbols.[ Shoring and temporary bracing must be designed and sealed by a registered professional engineer and submitted for record purposes[, with calculations,] as part of the drawings.] Clearly highlight any deviations from the details shown on the contract drawings highlighted on the fabrication drawings. Explain the reasons for any deviations from the contract drawings.

[ 1.5.3 Delegated Connection Design

NOTE: I ncl ude t hi s par agr aph when del egat ed desi gn i s per f or med by t he cont r act or .

Pr ovi de connect i on l oads on t he dr awi ngs and i ndi cat e whet her t he l oads ar e LRFD, ASD, or Combined.

Design structural steel connection indicated in the contract documents per AISC 303 , Option 3, using the connection loads indicated. Submit design calculations for steel connections signed and sealed by a registered professional engineer.

] 1.5.4 Certifications

1.5.4.1 Welding Procedures and Qualifications

Prior to welding, submit certification for each welder stating the type of

SECTION 05 12 00 Page 11 welding and positions qualified for, the code and procedure qualified under, date qualified, and the firm and individual certifying the qualification tests.[ If the qualification date of the welder or welding operator is more than 6 months old, the welding operator's qualification certificate must be accompanied by a current certificate by the welder attesting to the fact that he has been engaged in welding since the date of certification, with no break in welding service greater than 6 months.]

Conform to all requirements specified in AWS D1.1/D1.1M [ and AWS D1.8/D1.8M

NOTE: I ncl ude t he f ol l owi ng par agr aph when t her e i s a t op r unni ng br i dge cr ane i n t he pr oj ect .

NAVI NST 11230. 1F r ef er s t o CMAA f or new equi pment installation.

[ 1.5.4.2 Overhead, Top Running Crane Rail Beam

Submit written field survey results for overhead, top running crane rail beam verifying tolerance requirements per CMAA 70.

] PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

NOTE: Check t he desi gn t o ensur e t hat adequat e suppor t s at appr opr i at e spaci ngs have been pr ovi ded f or t he i nst al l at i on of pi pi ng, expansi on t anks, uni t heat er s, suspended cei l i ngs and si mi l ar i t ems.

Consi der pr ovi s i ons f or usi ng sel f - l ocki ng nut s wher e shock or v i br at i on woul d be a pr obl em.

Provide the structural steel system, including [shop primer] [galvanizing], complete and ready for use. Provide structural steel systems including design, materials, installation, workmanship, fabrication, assembly, erection, inspection, quality control, and testing in accordance with AISC 303 , AISC 360 , [ AISC 341 , ]and UFC 3-301-01 except as modified in this contract.

2.2 STEEL

NOTE: Sel ect mat er i al s appr opr i at e t o t he desi gn and del et e r emai ni ng mat er i al s.

Desi gner shoul d r equi r e mat er i al s, pr oduct s, and i nnovat i ve const r uct i on met hods and t echni ques whi ch ar e envi r onment al l y sensi t i ve, t ake advant age of r ecycl i ng and conser ve nat ur al r esour ces.

NOTE: Desi gns r equi r i ng not ch st r engt h or

SECTION 05 12 00 Page 12 i nst al l at i on and oper at i on at l ow t emper at ur es wi l l r equi r e speci al mat er i al sel ect i ons. Not ch st r engt h wi l l be r equi r ed based on desi gn geomet r y or f or dynami cal l y l oaded st r uct ur es. When not ch t oughness i s r equi r ed, t he suppl ement ar y r equi r ement s of t he ASTM speci f i cat i on f or t he st eel bei ng consi der ed shoul d be r evi ewed and t he appr opr i at e suppl ement ar y r equi r ement s ( ASTM A6/ A6M) speci f i ed. I n desi gns wher e t he mat er i al wi l l be exposed t o t emper at ur es bel ow f r eezi ng, check t he mat er i al t ype agai nst t he pr oposed ambi ent and wor ki ng t emper at ur es f or r esi st ance t o br i t t l e f r act ur e.

2.2.1 Structural Steel

NOTE: ASTM A992/ A992M cover s W shapes ( r ol l ed wi de f l ange shapes) i nt ended f or use i n bui l di ng f r ami ng. Speci f y ASTM A36 f or S, M, and HP shapes, channel s, angl es, and pl at es.

Use mat er i al s wi t h r ecycl ed cont ent wher e appr opr i at e f or use. Ver i f y sui t abi l i t y , avai l abi l i t y wi t hi n t he r egi on, cost ef f ect i veness and adequat e compet i t i on ( i ncl udi ng ver i f i cat i on of br acket ed per cent ages i ncl uded i n t hi s gui de speci f i cat i on) bef or e speci f y i ng pr oduct r ecycl ed cont ent r equi r ement s.

Wher e mi ni mums ar e st at ed, r esear ch shows t he pr oduct i s avai l abl e among US nat i onal manuf act ur er s above t he mi ni mum r ecycl ed cont ent of t he f i r st br acket . Some manuf act ur er s and r egi ons have hi gher per cent ages. I f desi r ed, i nser t hi gher per cent ages i nt o t he second set of br acket s and del et e t he f i r st set of br acket s. AI SC 2017 whi t e paper " Mor e t han Recycl ed Cont ent : The Sust ai nabl e Char act er i st i cs of St r uct ur al St eel " i ndi cat es t hat t he i ndust r y aver age r ecycl ed cont ent i s 93 per cent .

Wide flange and WT shapes, ASTM A992/A992M . Angles, Channels and Plates, ASTM A36/A36M. Provide structural steel containing a minimum of [80][_____] percent recycled content. Submit data identifying percentage of recycled content for structural steel .

2.2.2 Structural Steel Tubing

NOTE: ASTM A500/ A500M t ubi ng i s avai l abl e i n Gr ades A, B, C, and D wi t h mi ni mum yi el d st r engt hs of 230, 290, 317, and 250 MPa 33, 42, 46, and 36 ksi f or r ound st r uct ur al t ubi ng and 269, 317, 345, and 250 MPa 39, 46, 50, and 36 ksi f or squar e or r ect angul ar shaped st r uct ur al t ubi ng, r espect i vel y. ASTM A500/ A500M t ubi ng may not be sui t abl e f or dynami cal l y l oaded st r uct ur es or appl i cat i ons r equi r i ng not ch st r engt h.

SECTION 05 12 00 Page 13

ASTM A1085 pr ovi des t i ght er shape t ol er ance over ASTM A500 and mi ni mum yi el d st r engt h of 345 MPa 50 ksi and a maxi mum yi el d st r engt h of 485 MPa 70 ksi f or al l r ound, squar e and r ect angul ar shapes. ASTM A1085/ A1085M al so pr ovi des st andar d r equi r ement s f or char py V- not ch t oughness.

Use mat er i al s wi t h r ecycl ed cont ent wher e appr opr i at e f or use. Ver i f y sui t abi l i t y , avai l abi l i t y wi t hi n t he r egi on, cost ef f ect i veness and adequat e compet i t i on ( i ncl udi ng ver i f i cat i on of br acket ed per cent ages i ncl uded i n t hi s gui de speci f i cat i on) bef or e speci f y i ng pr oduct r ecycl ed cont ent r equi r ement s.

Wher e mi ni mums ar e st at ed, r esear ch shows t he pr oduct i s avai l abl e among US nat i onal manuf act ur er s above t he mi ni mum r ecycl ed cont ent of t he f i r st br acket . Some manuf act ur er s and r egi ons have hi gher per cent ages. I f desi r ed, i nser t hi gher per cent ages i nt o t he second set of br acket s and del et e t he f i r st set of br acket . AI SC 2017 whi t e paper " Mor e t han Recycl ed Cont ent : The Sust ai nabl e Char act er i st i cs of St r uct ur al St eel " i ndi cat es t hat i f t he r ol l ed coi l used t o f or m HSS shapes i s f r om a basi c oxygen f ur nace t hen t he r ecycl ed cont ent wi l l be near 25 per cent , but i f t he coi l i s f r om an el ect r i c ar c f ur nace t hen t he r ecycl ed cont ent wi l l be i n 90 per cent t o 100 per cent r ange.

ASTM A500/A500M , Grade [B][_____].[ ASTM A1085/A1085M .] Provide structural steel tubing containing a minimum of [25][90][_____] percent recycled content. Submit data identifying percentage of recycled content for structural steel tubing .

2.2.3 Steel Pipe

NOTE: ASTM A53/ A53M pi pe, Type E ( El ect r i c- r esi st ance Wel ded) and Type S ( Seaml ess) , Gr ade B, has a mi ni mum yi el d st r engt h of 245 MPa 35 ksi and i s avai l abl e i n t he f ol l owi ng wei ght c l asses: STD ( St andar d) , XS ( Ext r a St r ong) , and XXS ( Doubl e- ext r a St r ong) .

Use mat er i al s wi t h r ecycl ed cont ent wher e appr opr i at e f or use. Ver i f y sui t abi l i t y , avai l abi l i t y wi t hi n t he r egi on, cost ef f ect i veness and adequat e compet i t i on ( i ncl udi ng ver i f i cat i on of br acket ed per cent ages i ncl uded i n t hi s gui de speci f i cat i on) bef or e speci f y i ng pr oduct r ecycl ed cont ent r equi r ement s.

Wher e mi ni mums ar e st at ed, r esear ch shows t he pr oduct i s avai l abl e among US nat i onal manuf act ur er s above t he mi ni mum r ecycl ed cont ent of t he f i r st br acket . Some manuf act ur er s and r egi ons have hi gher

SECTION 05 12 00 Page 14 per cent ages. I f desi r ed, i nser t hi gher per cent ages i nt o t he second set of br acket s and del et e t he f i r st set of br acket s.

ASTM A53/A53M, Type E or S, Grade B, weight class [STD (Standard) or as indicated][_____]. Provide steel pipe containing a minimum of [50][_____] percent recycled content. Submit data identifying percentage of recycled content for steel pipe .

2.3 BOLTS, NUTS, AND WASHERS

Submit the certified manufacturer's mill reports which clearly show the applicable ASTM mechanical and chemical requirements together with the actual test results for the supplied fasteners.

2.3.1 Common Grade Bolts

2.3.1.1 Bolts

NOTE: When gal vani z i ng ASTM A307 bol t s speci f y ei t her hot - di p pr ocess i n ASTM F2329/ F2329M or z i nc- coat ed by t he mechani cal - deposi t i on pr ocess i n accor dance wi t h ASTM B695, Cl ass 55.

ASTM A307, Grade A, plain finish [hot dipped zinc coating][mechanically deposited zinc coating]. The bolt heads and the nuts of the supplied fasteners must be marked with the manufacturer's identification mark, the strength grade and type specified by ASTM specifications.

2.3.1.2 Nuts

ASTM A563ASTM A563M, Grade A, heavy hex style.

[ 2.3.1.3 Self-Locking Nuts

NOTE: Dr awi ngs or speci f i cat i ons shoul d i dent i f y wher e t hese i t ems ar e used.

Provide nuts with a locking pin set in the nut. The locking pin must slide along the bolt threads, and by reversing the direction of the locking pin, the nut can be removed without damaging the nut or bolt.

Provide stainless steel locking pins.

] 2.3.1.4 Washers

ASTM F844.

2.3.2 High-Strength Bolts

High strength bolts and nuts must be shipped together in the same shipping container. Fasteners indicated to be galvanized shall be tested by the supplier to show that the galvanized nut with the supplied lubricant provided may be rotated from the snug tight condition well in excess of the rotation required for pretentioned installation without stripping.

SECTION 05 12 00 Page 15

The supplier shall supply nuts that have been lubricated and tested with the supplied bolts.

2.3.2.1 Bolts

NOTE: Do not gal vani ze Gr ade F2280 bol t s.

NOTE: Do not mi x bol t Gr ade A325M A325 and Gr ade A490M A490 on t he same di amet er bol t s i n hi gh st r engt h connect i ons. The Gr ade A325M A325 and Gr ade A490M A490 bol t s speci f i ed ar e f or a maxi mum di amet er of M36 1. 5 i nch. I f l ar ger bol t s ar e r equi r ed, i ncl ude t he f ol l owi ng ASTM publ i cat i ons i n r ef er ence ar t i c l e:

ASTM A354 - Quenched and Temper ed Al l oy St eel Bol t s, St uds, and Ot her Ext er nal l y Thr eaded Fast ener s

ASTM A449 - Quenched and Temper ed St eel Bol t s and Studs.

Type 1 bol t s ar e car bon st eel . Type 3 bol t s ar e weat her i ng st eel .

ASTM F3125/F3125M , Grade A325M A325 [A490M A490], Type 1 [3] Heavy Hex Head Style, plain finish [hot dipped zinc coating][mechanically deposited zinc coating].

2.3.2.2 Nuts

ASTM A563M ASTM A563, Grade and Style as specified in the applicable ASTM bolt standard.

2.3.2.3 Direct Tension Indicator Washers

NOTE: I f di r ect t ensi on i ndi cat or washer s ar e not used t hen t ensi on cont r ol bol t s ar e r equi r ed per UFC 3- 301- 01. Use t he Tensi on Cont r ol Bol t s par agr aph and del et e t he BOLTS, NUTS AND DI RECT TENSI ON I NDI CATOR WASHERS par agr aph.

I ncl ude br acket ed phr ase i f t ensi on i ndi cat or washer s ar e t o be gal vani zed.

ASTM F959/F959M .[ Provide ASTM B695, Class 55, Type 1 galvanizing.] Submit product data for direct tension indicator washers.

2.3.2.4 Washers

ASTM F436/F436M , plain carbon steel.

SECTION 05 12 00 Page 16

2.3.3 Tension Control Bolts

NOTE: Use Gr ade F1852 wher e hi gh st r engt h bol t s ( AI SC Gr oup A) wi t h a mi ni mum t ensi on st r engt h of 120 ksi ar e r equi r ed. Use Gr ade F2280 wher e hi gh st r engt h bol t s ( AI SC Gr oup B) wi t h a mi ni mum t ensi on st r engt h of 150 ksi ar e r equi r ed. Gr ade F2280 t ensi on cont r ol bol t s onl y have a pl ai n assembl y finish.

ASTM F3125/F3125M , Grade [F1852][F2280], Type 1, twistoff style assemblies consisting of steel structural bolts with splined ends, heavy-hex carbon steel nuts, and hardened carbon steel washers. Assembly finish must be [plain][mechanically deposited zinc coating]. Submit product data for tension control bolts.

2.3.4 Foundation Anchorage

NOTE: For most j obs, ASTM F1554 36 ksi anchor r ods ar e used. I f hi gh t ensi l e l oads ar e ant i c i pat ed, consi der t he use of 55 ksi or 105 ksi ASTM F1554 anchor r ods. I f st ai nl ess st eel i s consi der ed, sel ect f r om mat er i al i n ASTM A193/ A193M.

2.3.4.1 Anchor Rods

ASTM F1554 Gr 36 [55][105], Class 1A[2A].[ Stainless steel ASTM A193/A193M .]

2.3.4.2 Anchor Nuts

ASTM A563 ASTM A563M, Grade A, hex style.[ Stainless steel ASTM A193/A193M .]

2.3.4.3 Anchor Washers

ASTM F844.[ Stainless steel [Type 304][Type 316] conforming to

ASTM A276/A276M .]

2.3.4.4 Anchor Plate Washers

ASTM A36/A36M[ Stainless steel [Type 304][Type 316] conforming to

ASTM A276/A276M ].

2.4 STRUCTURAL STEEL ACCESSORIES

2.4.1 Welding Electrodes and Rods

NOTE: I ncl ude AWS D1. 8/ D1. 8M when r equi r ed f or sei smi c r esi st i ng syst ems.

AWS D1.1/D1.1M [ and AWS D1.8/D1.8M ]. Submit product data for welding electrodes and rods.

SECTION 05 12 00 Page 17

2.4.2 Non-Shrink Grout

NOTE: Some nonshr i nk gr out s der i ve t hei r nonshr i nk pr oper t i es f r om an i ncr ease i n vol ume of met al due t o oxi dat i on. Wher e oxi dat i on i s not desi r ed f or appear ance sake, speci f y nonmet al l i c gr out .

ASTM C1107/C1107M , with no ASTM C827/C827M shrinkage.[ Grout must be nonmetallic.] Submit product data for non-shrink grout.

2.4.3 Welded Shear Stud Connectors

ASTM A29/A29M, Grades 1010 through 1020. AWS D1.1/D1.1M , Table 7.1, Type B.

[ 2.4.4 Pins and Rollers

ASTM A668/A668M , Class C, D, F, or G; ASTM A108, Grades 1016 to 1030.

Provide as specified in AASHTO LRFD, Section 6.4.2, except provide pins in lengths to extend a minimum of 6 mm 0.25 inch beyond the outside faces of the connected parts.

] [ 2.5 GALVANIZING

NOTE: Most st r uct ur al st eel i s pai nt ed. I f gal vani zed i t ems ar e r equi r ed, t hey must be i ndi cat ed or speci f i ed. The gal vani z i ng speci f i ed i s by t he hot - di p pr ocess. Thi s pr ocess r equi r es l ar ge amount s of ener gy and unevenl y heat s st eel sect i ons t hat ar e ei t her l ar ge or t hi ck, occasi onal l y war pi ng t he st eel sect i ons. Usi ng zi nc coat i ng by t her mal spr ayi ng ( met al l i z i ng) as an al t er nat i ve t o hot - di p gal vani z i ng shoul d be consi der ed f or cer t ai n st eel sect i ons. Consul t t he f ol l owi ng Amer i can Wel di ng Soci et y ( AWS) publ i cat i ons f or f ur t her i nf or mat i on:

TS- 85 - Ther mal Spr ayi ng - Pr act i ce, Theor i es, and Application

C2. 2- 67 - Recommended Pr act i ces f or Met al l i z i ng wi t h Al umi num and Zi nc f or Pr ot ect i on of I r on and St eel .

ASTM F2329/F2329M , ASTM F1136/F1136M , ASTM F2833 or ASTM B695 for threaded parts or ASTM A123/A123M for structural steel members, as applicable, unless specified otherwise galvanize after fabrication where practicable.

] 2.6 FABRICATION

Fabrication must be in accordance with the applicable provisions of AISC 325 . Fabrication and assembly must be done in the shop to the greatest extent possible. Punch, subpunch and ream, or drill bolt [and pin] holes perpendicular to the surface of the member.

Compression joints depending on contact bearing must have a surface

SECTION 05 12 00 Page 18 roughness not in excess of 13 micrometer 500 micro inch as determined by ASME B46.1 , and ends must be square within the tolerances for milled ends specified in ASTM A6/A6M.

Shop splices of members between field splices will be permitted only where indicated on the Contract Drawings. Splices not indicated require the approval of the Contracting Officer.

NOTE: I ncl ude t he f ol l owi ng par agr aph wher e t her e ar e t r uss chor d spl i ces on t he pr oj ect .

[ Do not splice truss top and bottom chords except as approved by the Contracting Officer. Provide chord splices at panel joints at approximately the third point of the span. The center of gravity lines of truss members must intersect at panel points unless otherwise approved by the Contracting Officer. When the center of gravity lines do not intersect at a panel point, make provisions for the stresses due to eccentricity. Camber of trusses must be 3 mm 1/8 inch in 3.048 meters 10 feet unless otherwise indicated.

] 2.6.1 Markings

Prior to erection, identify members by a painted erection mark.

Connecting parts assembled in the shop for reaming holes in field connections must be match marked with scratch and notch marks. Do not locate erection markings on areas to be welded. Do not locate match markings in areas that will decrease member strength or cause stress concentrations.[ Affix embossed tags to hot-dipped galvanized members.]

NOTE: SPE- P1 i s f or encl osed pai nt shop, SPE- P2 i s f or an out si de but cover ed pai nt shop and SPE- P3 i s f or an out si de pai nt shop. Ther e ar e ot her pai nt shop qual i f i cat i on i ncl udi ng NACE and SSPC whi ch exceed AI SC pai nt endor sement s.

2.6.2 Shop Primer

NOTE: Gener al l y, f or i nt er i or use, st andar d st r uct ur al st eel wi t h a mi ni mum coat i ng syst em of a shop pr i mer i s adequat e. For ext er i or envi r onment s or ar eas open t o t he ext er i or , use coat ed gal vani zed st eel or a z i nc r i ch coat i ng syst em descr i bed i n UFC 3- 190- 06, Pr ot ect i ve Coat i ngs and Pai nt s.

SSPC Paint 20 or SSPC Paint 29 , (zinc rich primer). Shop prime structural steel, except as modified herein, in accordance with SSPC PA 1 . Do not prime steel surfaces embedded in concrete, galvanized surfaces,[ surfaces to receive sprayed-on fireproofing,][ surfaces to receive epoxy coatings,][ surfaces designed as part of a composite steel concrete section,] or surfaces within 13 mm 0.5 inch of the toe of the welds prior to welding (except surfaces on which metal decking and shear studs are to be welded). If flash rusting occurs, re-clean the surface prior to application of primer. Apply primer [in accordance with endorsement

SECTION 05 12 00 Page 19

"SPE-P1"["SPE-P2"]["SPE-P3"] of AISC 420 or approved equal NACE or SSPC certification] [_____]to a minimum dry film thickness of 0.05 mm 2.0 mil .

Submit shop primer product data.

Prime slip critical surfaces with a Class B coating in accordance with AISC 325 . Submit test report for Class B coating.

Prior to assembly, prime surfaces which will be concealed or inaccessible after assembly. Do not apply primer in foggy or rainy weather; when the ambient temperature is below 7 degrees C or over 35 degrees C 45 degrees F or over 95 degrees F ; or when the primer may be exposed to temperatures below 4 degrees C 40 degrees F within 48 hours after application, unless approved otherwise by the Contracting Officer. Repair damaged primed surfaces with an additional coat of primer.

2.6.2.1 Cleaning

SSPC SP 6/NACE No.3 , except steel exposed in spaces above ceilings, attic spaces, furred spaces, and chases that will be hidden to view in finished construction may be cleaned to SSPC SP 3 when recommended by the shop primer manufacturer. Maintain steel surfaces free from rust, dirt, oil, grease, and other contaminants through final assembly.

[ 2.6.3 [Fireproofing] [and] [Epoxy] Coated Surfaces

Clean and prepare surfaces to receive [sprayed-on fireproofing] [epoxy] coatings in accordance with the manufacturer's recommendations, and as specified in Section 07 81 00 SPRAY-APPLIED FIREPROOFING.

][ 2.6.4 Surface Finishes

NOTE: AI SC st at es " f i ni shed" sur f aces, wher e i dent i f i ed, shoul d have a maxi mum r oughness of 500.

For pi ns and bear i ng sur f aces, a maxi mum r oughness of 125, i n l i eu of 500, i s r ecommended.

ASME B46.1 maximum surface roughness of 125 for pin, pinholes, and sliding bearings, unless indicated otherwise.

] 2.7 DRAINAGE HOLES

Drill adequate drainage holes to eliminate water traps. Hole diameter must be 13 mm 1/2 inch and location indicated on the detail drawings.

Hole size and locations must not affect the structural integrity.

PART 3 EXECUTION

3.1 ERECTION

NOTE: For l ow- r i se st r uct ur al st eel bui l di ngs, desi gn t he st r uct ur e t o be er ect ed i n accor dance wi t h AI SC DESI GN GUI DE 10.

a. Erection of structural steel, except as indicated in item b. below, must be in accordance with the applicable provisions of AISC 325 , SECTION 05 12 00 Page 20

AISC 303 and 29 CFR Part 1926, Subpart R .

b. For low-rise structural steel buildings ( 18 m 60 feet tall or less and a maximum of 2 stories), erect the structure in accordance with

AISC DESIGN GUIDE 10 .

After final positioning of steel members, provide full bearing under base plates and bearing plates using nonshrink grout. Place nonshrink grout in accordance with the manufacturer's instructions.

3.1.1 STORAGE

Store the material out of contact with the ground in such manner and location as to minimize deterioration.

3.2 CONNECTIONS

Except as modified in this section, design connections indicated in accordance with AISC 360 . Build connections into existing work. Do not tighten anchor bolts set in concrete with impact torque wrenches. Holes must not be cut or enlarged by burning. Bolts, nuts, and washers must be clean of dirt and rust, and lubricated immediately prior to installation.

3.2.1 Common Grade Bolts

Tighten ASTM A307 bolts to a "snug tight" fit. "Snug tight" is the tightness that exists when plies in a joint are in firm contact. If firm contact of joint plies cannot be obtained with a few impacts of an impact wrench, or the full effort of a man using a spud wrench, contact the Contracting Officer for further instructions.

3.2.2 High-Strength Bolts

NOTE: I f onl y t ensi on cont r ol bol t s ar e used, del et e t hi s par agr aph.

Provide direct tension indicator washers in all ASTM F3125/F3125M , Grade A325M A325 and Grade A490M A490 bolted connections. Bolts must be installed in connection holes and initially brought to a snug tight fit.

After the initial tightening procedure, fully tension bolts, progressing from the most rigid part of a connection to the free edges.

Fastener components shall be protected from dirt and moisture in closed containers at the site of the installation. Fastener components that are not incorporated into the work shall be returned to protected storage at the end of the work shift.

3.2.2.1 Installation of Direct Tension Indicator Washers (DTIW)

Where possible, install the DTIW under the bolt head and tighten the nut.

If the DTIW is installed adjacent to the turned element, provide a flat washer between the DTIW and nut when the nut is turned for tightening, and between the DTIW and bolt head when the bolt head is turned for tightening. In addition to the LIW, provide flat washers under both the bolt head and nut when ASTM F3125/F3125M , Grade A490M A490 bolts are used.

SECTION 05 12 00 Page 21

3.2.3 Tension Control Bolts

Bolts must be installed in connection holes and initially brought to a snug tight fit. After the initial tightening procedure, fully tension bolts, progressing from the most rigid part of a connection to the free edges.

3.3 GAS CUTTING

Use of gas-cutting torch in the field for correcting fabrication errors is not permitted on any major member in the structural framing. Use of a gas cutting torch will be permitted on minor members not under stress only after approval has been obtained from the Contracting Officer.

3.4 WELDING

NOTE: I ncl ude AWS D1. 8/ D1. 8M when r equi r ed f or sei smi c r esi st i ng syst ems.

Welding must be in accordance with AWS D1.1/D1.1M [ and AWS D1.8/D1.8M ].[ Grind exposed welds smooth as indicated.] Provide AWS D1.1/D1.1M qualified welders, welding operators, and tackers.

Develop and submit the Welding Procedure Specifications (WPS) for all welding, including welding done using prequalified procedures. Submit for approval all WPS, whether prequalified or qualified by testing.

3.4.1 Removal of Temporary Welds, Run-Off Plates, and Backing Strips

NOTE: I ncl ude l ast br acket ed st at ement wher e r equi r ed by pr equal i f i ed connect i on r equi r ement s i n

AI SC 358.

[Removal is not required][Remove only from finished areas].[ Remove backing strips from bottom flange of moment connections, backgouge the root pass to sound weld metal and reinforce with a 8 mm 5/16 inch fillet weld minimum.]

3.5 SHOP PRIMER REPAIR

Repair shop primer in accordance with the paint manufacturer's recommendation for surfaces damaged by handling, transporting, cutting, welding, or bolting.

3.5.1 Field Priming

Field prime steel exposed to the weather, or located in building areas without HVAC for control of relative humidity. After erection, the field bolt heads and nuts, field welds, and any abrasions in the shop coat must be cleaned and primed with paint of the same quality as that used for the shop coat.

[ 3.6 GALVANIZING REPAIR

Repair damage to galvanized coatings using ASTM A780/A780M zinc rich paint

SECTION 05 12 00 Page 22 for galvanizing damaged by handling, transporting, cutting, welding, or bolting. Do not heat surfaces to which repair paint has been applied.

] 3.7 FIELD QUALITY CONTROL

Perform field tests, and provide labor, equipment, and incidentals required for testing[, except that electric power for field tests will be furnished as set forth in Division 1]. Notify the Contracting Officer in writing of defective welds, bolts, nuts, and washers within 7 working days of the date of the inspection.

3.7.1 Welds

3.7.1.1 Visual Inspection

AWS D1.1/D1.1M . Furnish the services of AWS-certified welding inspectors for fabrication and erection inspection and testing and verification inspections. A Certified Welding Inspector must perform visual inspection on 100 percent of all welds. Document this inspection in the Visual Weld Inspection Log. Submit certificates indicating that certified welding inspectors meet the requirements of AWS QC1.

[ Inspect proper preparation, size, gaging location, and acceptability of all welds; identification marking; operation and current characteristics of welding sets in use.

] 3.7.1.2 Nondestructive Testing

NOTE: I ndi cat e t he l ocat i on of t est wel ds and t ypes of t est i ng desi r ed. The f ol l owi ng i nf or mat i on i s pr esent ed as gui dance. Dye penet r ant t est i ng det ect s smal l sur f ace def ect s by enhanci ng t he vi s i bi l i t y of t he f l aw. Magnet i c par t i c l e t est i ng det ect s sur f ace cr acks and near - sur f ace cr acks; t hi s t est pr ovi des mor e i nf or mat i on t han t he dye penet r ant t est i ng, and f or appr oxi mat el y t he same cost . Ul t r asoni c t est i ng det ect sur f ace and i nt er nal cr acks, del ami nat i ons, l ack of f usi on, and densi t y and t hi ckness var i at i ons. Gener al l y, f i l l et wel ds can onl y be dye penet r ant or magnet i c par t i c l e t est ed. Al l compl et e penet r at i on wel ds shoul d be ul t r asoni cal l y t est ed. See AWS D1. 1/ D1. 1M f or ot her met hods of NDT t hat can be used f or t est i ng wel ds.

I ncl ude AWS D1. 8/ D1. 8M when r equi r ed f or sei smi c r esi st i ng syst ems.

AWS D1. 1 does not r equi r e any NDT ot her t han vi sual i nspect i on unl ess speci f i ed by t he Engi neer . AWS D1. 8 speci f i cal l y r equi r ed NDT f or sei smi c connect i ons. The engi neer must speci f y whi ch wel ds r equi r e i nspect i on.

For st at i cal l y l oaded wel ds t est per Tabl e 6. 2 of AWS D1. 1. For cycl i cal l y l oaded wel ds t est per Tabl e 6. 3 of AWS D1. 1. Wher e wel ds ar e subj ect ed t o cycl i c l oadi ng i dent i f y t hem on t he const r uct i on documents.

SECTION 05 12 00 Page 23

Nondestructive testing must be in accordance with AWS D1.1/D1.1M [ and AWS D1.8/D1.8M ]. Ultrasonic testing must be performed in accordance with Table [6.2] [or 6.3] of AWS D1.1/D1.1M . Test locations must be [as indicated][selected by the Contracting Officer]. All personnel performing NDT must be certified in accordance with ANSI/ASNT CP-189 in the method of testing being performed. Submit certificates showing compliance with ANSI/ASNT CP-189 for all NDT technician s. If more than [20] [_____] percent of welds made by a welder contain defects identified by testing, then all groove welds made by that welder must be tested by ultrasonic testing, and all fillet welds made by that welder must be inspected by magnetic particle testing (MT) or dye penetrant testing (PT) as approved by the Contracting Officer. When groove welds made by an individual welder are required to be tested, magnetic particle or dye penetrant testing may be used only in areas inaccessible to ultrasonic testing.

Retest all repaired areas. Submit weld inspection reports .

Testing frequency: Provide the following types and number of tests:

Test Type Number of Tests

Ultrasonic [_____]50 percent of CJP Welds

Magnetic Particle [_____]50 percent of PJP and Fillet Welds

Dye Penetrant [_____]50 percent of PJP and Fillet Welds

NOTE: I f onl y t ensi on cont r ol bol t s ar e used, del et e t hi s par agr aph.

3.7.2 Direct Tension Indicator Washers

3.7.2.1 Direct Tension Indicator Washer Compression

Test direct tension indicator washers in place to verify that they have been compressed sufficiently to provide the 0.38 mm 0.015 inch gap, as required by ASTM F959/F959M . Submit direct tension indicator washer inspection reports .

[ 3.7.2.2 Direct Tension Indicator Gaps

NOTE: Use t hi s par agr aph on l ar ge compl ex st r uct ur al st eel syst ems or on j obs wher e mi ni mal on si t e i nspect i on i s expect ed.

In addition to the above testing, an independent testing agency as approved by the Contracting Officer, must test in place the direct tension indicator gaps on 20 percent of the installed direct tension indicator washers to verify that the ASTM F959/F959M direct tension indicator gaps have been achieved. If more than 10 percent of the direct tension indicators tested have not been compressed sufficiently to provide the

SECTION 05 12 00 Page 24 average gaps required by ASTM F959/F959M , test all in place direct tension indicator washers to verify that the ASTM F959/F959M direct tension indicator gaps have been achieved. Test locations must be selected by the Contracting Officer.

] 3.7.3 High-Strength Bolts

3.7.3.1 Testing Bolt, Nut, and Washer Assemblies

Test a minimum of [3] [_____] bolt, nut, and washer assemblies from each mill certificate batch in a tension measuring device at the job site prior to the beginning of bolting start-up. Demonstrate that the bolts and nuts, when used together, can develop tension not less than the provisions specified in AISC 360 , depending on bolt size and grade. The bolt tension must be developed by tightening the nut. A representative of the manufacturer or supplier must be present to ensure that the fasteners are properly used, and to demonstrate that the fastener assemblies supplied satisfy the specified requirements. Submit bolt testing reports .

3.7.3.2 Inspection

Inspection procedures must be in accordance with AISC 360 . Confirm and report to the Contracting Officer that the materials meet the project specification and that they are properly stored. Confirm that the faying surfaces have been properly prepared before the connections are assembled. Observe the specified job site testing and calibration, and confirm that the procedure to be used provides the required tension.

Monitor the work to ensure the testing procedures are routinely followed on joints that are specified to be fully tensioned.

[ Inspect calibration of torque…