B.08.03 AM#4_CHL022 Specs.pdf

US Army Corps of Engineers Alaska District

CHL022

WING WALL BALING DECK

CHENA RIVER LAKES FLOOD CONTROL PROJECT

NORTH POLE, ALASKA

W911KB20B0004

AM#4

25 February 2020

(INTENTIONALLY LEFT BLANK)

W911KB20B0004 WING WALL BALING DECK CHL022

R0004 CHENA RIVER LAKES FLOOD CONTROL PROJECT

PROJECT TABLE OF CONTENTS

DIVISION 03 - CONCRETE

03 30 53 MISCELLANEOUS CAST-IN-PLACE CONCRETE

03 45 33 PRECAST STRUCTURAL CONCRETE

03 62 16 NON-SHRINK GROUTING

DIVISION 05 - METALS

05 12 00 STRUCTURAL STEEL

DIVISION 31 - EARTHWORK

31 00 00 EARTHWORK

31 62 16.16 PIPE PILES

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 15 00 AGGREGATES

32 32 34 MECHANICALLY STABILIZED EARTH RETAINING WALL

-- End of Project Table of Contents --

PROJECT TABLE OF CONTENTS Page 1 September 10, 2019

SECTION TABLE OF CONTENTS

DIVISION 03 - CONCRETE

SECTION 03 30 53

MISCELLANEOUS CAST-IN-PLACE CONCRETE

05/14

PART 1 GENERAL

1.1 SUMMARY

1.2 DEFINITIONS

1.3 REFERENCES

1.4 SUBMITTALS

1.5 QUALITY ASSURANCE

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

2.1.1 Strength

2.1.2 Construction Tolerances

2.1.3 Concrete Mixture Proportions

2.2 MATERIALS

2.2.1 Cementitious Materials

2.2.1.1 Portland Cement

2.2.1.2 Pozzolan

2.2.2 Aggregates

2.2.3 Admixtures

2.2.3.1 Air-Entraining Admixture

2.2.3.2 Water-Reducing or Retarding Admixture

2.2.4 Water

2.2.5 Reinforcing Steel

2.2.6 Formwork

2.2.7 Form Coatings

2.2.8 Curing Materials

2.3 READY-MIX CONCRETE

2.4 ACCESSORIES

2.4.1 Waterstops

2.4.1.1 PVC Waterstop

2.4.2 Curing Compound

PART 3 EXECUTION

3.1 PREPARATION

3.1.1 Embedded Items

3.1.2 Formwork Installation

3.1.3 Production of Concrete

3.1.3.1 Ready-Mixed Concrete

3.1.3.2 Concrete Made by Volumetric Batching and Continuous Mixing

3.1.4 Waterstops

3.2 CONVEYING AND PLACING CONCRETE

3.2.1 Cold-Weather Requirements

3.3 FINISHING

3.3.1 Temperature Requirement

SECTION 03 30 53 Page 1 February 25, 2020

3.3.2 Finishing Formed Surfaces

3.3.3 Finishing Unformed Surfaces

3.3.3.1 Control Joints

3.4 CURING AND PROTECTION

3.5 FORM WORK

3.5.1 Removal of Forms

3.6 STEEL REINFORCING

3.6.1 Fabrication

3.6.2 Splicing

3.6.3 Supports

3.7 EMBEDDED ITEMS

3.8 TESTING AND INSPECTING

3.8.1 Field Testing Technicians

3.8.2 Preparations for Placing

3.8.3 Sampling and Testing

3.8.4 Action Required

3.8.4.1 Placing

3.8.4.2 Air Content

3.8.4.3 Slump

-- End of Section Table of Contents --

SECTION 03 30 53 Page 2

SECTION 03 30 53

MISCELLANEOUS CAST-IN-PLACE CONCRETE

05/14

PART 1 GENERAL

1.1 SUMMARY

Perform all work in accordance with ACI 318 .

1.2 DEFINITIONS

Controlled Density Fill (CDF)--A highly flowable lean concrete mix; a mixture of pozzolans, cement, fine aggregates, water, and if necessary, admixtures.

1.3 REFERENCES

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 CONCRETE INSTITUTE (ACI)

ACI 117 (2010; Errata 2011) Specifications for Tolerances for Concrete Construction and Materials and Commentary

ACI 301 (2016) Specifications for Structural Concrete

ACI 304R (2000; R 2009) Guide for Measuring, Mixing, Transporting, and Placing Concrete

ACI 306R (2016) Guide to Cold Weather Concreting

ACI 318 (2014; Errata 1-2 2014; Errata 3-5 2015;

Errata 6 2016; Errata 7-9 2017) Building Code Requirements for Structural Concrete (ACI 318-14) and Commentary (ACI 318R-14)

ACI 347R (2014; Errata 1 2017) Guide to Formwork for Concrete

ACI SP-66 (2004) ACI Detailing Manual

ASTM INTERNATIONAL (ASTM)

ASTM A1064/A1064M (2017) Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete

ASTM A615/A615M (2016) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete

SECTION 03 30 53 Page 3

Reinforcement

ASTM C1064/C1064M (2017) Standard Test Method for Temperature of Freshly Mixed Hydraulic-Cement Concrete

ASTM C143/C143M (2015) Standard Test Method for Slump of Hydraulic-Cement Concrete

ASTM C150/C150M (2018) Standard Specification for Portland Cement

ASTM C1602/C1602M (2012) Standard Specification for Mixing Water Used in Production of Hydraulic Cement Concrete

ASTM C172/C172M (2017) Standard Practice for Sampling Freshly Mixed Concrete

ASTM C173/C173M (2016) Standard Test Method for Air Content of Freshly Mixed Concrete by the Volumetric Method

ASTM C231/C231M (2017a) Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method

ASTM C260/C260M (2010a; R 2016) Standard Specification for Air-Entraining Admixtures for Concrete

ASTM C309 (2011) Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete

ASTM C31/C31M (2018b) Standard Practice for Making and Curing Concrete Test Specimens in the Field

ASTM C33/C33M (2018) Standard Specification for Concrete Aggregates

ASTM C39/C39M (2018) Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

ASTM C494/C494M (2017) Standard Specification for Chemical Admixtures for Concrete

ASTM C618 (2017a) Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

ASTM C685/C685M (2017) Standard Specification for Concrete Made by Volumetric Batching and Continuous Mixing

ASTM C94/C94M (2017a) Standard Specification for Ready-Mixed Concrete

ASTM D75/D75M (2014) Standard Practice for Sampling

SECTION 03 30 53 Page 4

Aggregates

U.S. ARMY CORPS OF ENGINEERS (USACE)

COE CRD-C 572 (1974) Corps of Engineers Specifications for Polyvinylchloride Waterstops

1.4 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-02 Shop Drawings

Installation Drawings; G

SD-03 Product Data

Ready-Mix Concrete Cold Weather Plan; G

SD-06 Test Reports

Concrete Mixture Proportions; G Compressive Strength Testing; G Slump; G

SD-07 Certificates

Delivery Tickets

1.5 QUALITY ASSURANCE

Indicate specific locations of Concrete Placement, Forms, Accessories and Control Joints on installation drawings and include, but not be limited to, square feet of concrete placements, thicknesses and widths, plan dimensions, and arrangement of cast-in-place concrete section.

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

The Government retains the option to sample and test aggregates and concrete to determine compliance with the specifications. Provide facilities and labor as may be necessary to assist the Government in procurement of representative test samples. Obtain samples of aggregates at the point of batching in accordance with ASTM D75/D75M. Sample concrete in accordance with ASTM C172/C172M. Determine slump and air content in accordance with ASTM C143/C143M and ASTM C231/C231M, respectively, when cylinders are molded. Prepare, cure, and transport compression test specimens in accordance with ASTM C31/C31M. Test compression test specimens in accordance with ASTM C39/C39M. Take samples for strength tests not less than once each shift in which concrete is produced. Provide a minimum of six, 6 inch by 12 inch specimens; or nine, 4 inch by 8 inch specimens from each sample.

SECTION 03 30 53 Page 5

St r engt h Test Ti mi ng

6 x 12 I nch Number of Cyl i nder s

4 x 8 I nch Number of Cyl i nder s

7 Days 2 3

28 Days 2 3

90 Days 1 1

Held in Reserve 1 2

2.1.1 Strength

Acceptance test results are the average strengths of specimens tested at 28 days (90 days if pozzolan is used). The strength of the concrete is considered satisfactory so long as the average of three consecutive acceptance test results equal or exceed the specified compressive strength, f'c, but not more than 20 percent, and no individual acceptance test result falls below f'c by more than 500 psi.

Strength testing is not required for Controlled Density Fill materials.

Submit prior testing data for the proposed CDF mix design to the Government.

2.1.2 Construction Tolerances

Apply a Class "C" finish to all surfaces except those specified to receive a Class "D" finish. Apply a Class "D" finish to all post-construction surfaces which will be permanently concealed. Surface requirements for the classes of finish required are as specified in ACI 117 .

2.1.3 Concrete Mixture Proportions

Concrete mixture proportions are the responsibility of the Contractor.

Mixture proportions must include the dry weights of cementitious material(s); the nominal maximum size of the coarse aggregate; the specific gravities, absorptions, and saturated surface-dry weights of fine and coarse aggregates; the quantities, types, and names of admixtures; and quantity of water per yard of concrete. Provide materials included in the mixture proportions of the same type and from the same source as will be used on the project. The specified compressive strength f'c is 4,500 psi at 28 days (90 days if pozzolan is used). The maximum nominal size coarse aggregate is 3/4 inch, in accordance with ACI 304R . The air content must be between 4.5 and 7.5 percent with a slump between 2 and 5 inches. The maximum water-cementitious material ratio is 0.45.

Controlled Density Fill mixtures have the same requirements as above, with the exception of compressive strength and aggregate size. CDF shall have a compressive strength between 100 and 300 psi, and a maximum aggregate size of 3/8 inch. CDF may be comprised of solely fine aggregate if desired.

SECTION 03 30 53 Page 6

2.2 MATERIALS

2.2.1 Cementitious Materials

Provide cementitious materials that conform to the appropriate specifications listed.

2.2.1.1 Portland Cement

ASTM C150/C150M, Type II with tri-calcium aluminates (C3A) content less than 10 percent and a maximum cement-alkali content of 0.80 percent Na2Oe (sodium oxide) equivalent.

2.2.1.2 Pozzolan

Provide pozzolan that conforms to ASTM C618, Class F, including requirements of Tables 1A and 2A.

2.2.2 Aggregates

Fine and coarse aggregates shall meet the quality and grading requirements of ASTM C33/C33M.

2.2.3 Admixtures

Provide admixtures, when required or approved, in compliance with the appropriate specification listed. Retest chemical admixtures that have been in storage at the project site for longer than 6 months; or that have been subjected to freezing; or at the request of the Contracting Officer, at the expense of the Contractor. Admixtures will be rejected if test results are not satisfactory.

2.2.3.1 Air-Entraining Admixture

Provide air-entraining admixture that meets the requirements of

ASTM C260/C260M.

2.2.3.2 Water-Reducing or Retarding Admixture

Provide water-reducing or retarding admixture meeting the requirements of ASTM C494/C494M, Type A, B, or D. High-range water reducing admixture Type F may be used only when approved, approval being contingent upon particular placement requirements as described in the Contractor's Quality Control Plan.

2.2.4 Water

Mixing and curing water in compliance with the requirements of ASTM C1602/C1602M ; potable, and free of injurious amounts of oil, acid, salt, or alkali.

2.2.5 Reinforcing Steel

Provide reinforcing bars conforming to the requirements of ASTM A615/A615M , Grade 60, deformed. Provide welded steel wire reinforcement conforming to the requirements of ASTM A1064/A1064M . Detail reinforcement not indicated in accordance with ACI 301 and ACI SP-66 . If contractor chooses to use mechanical reinforcing bar connectors, provide mechanical reinforcing bar

SECTION 03 30 53 Page 7 connectors in accordance with ACI 301 and provide 125 percent minimum yield strength of the reinforcement bar.

2.2.6 Formwork

Design and engineer the formwork as well as its construction in accordance with ACI 301 Section 2 and 5 and ACI 347R . Fabricate of wood, steel, or other approved material.

2.2.7 Form Coatings

Provide form coating in accordance with ACI 301 .

2.2.8 Curing Materials

Provide curing materials in accordance with ACI 301 , Section 5.

2.3 READY-MIX CONCRETE

Provide ready-mix concrete with mix design data conforming to ACI 301 Part

2. Submit delivery tickets in accordance with ASTM C94/C94M for each ready-mix concrete delivery, include the following additional information:

a. Type and brand of cement

b. Cement content in 94-pound bags per cubic yard of concrete

c. Maximum size of aggregate

d. Amount and brand name of admixture

e. Total water content expressed by water cementitious material ratio

2.4 ACCESSORIES

2.4.1 Waterstops

2.4.1.1 PVC Waterstop

Polyvinylchloride waterstops conforming to COE CRD-C 572 .

2.4.2 Curing Compound

Provide curing compound conforming to ASTM C309.

PART 3 EXECUTION

3.1 PREPARATION

Prepare construction joints to expose coarse aggregate. The surface must be clean, damp, and free of laitance. Construct ramps and walkways, as necessary, to allow safe and expeditious access for concrete and workmen.

Remove snow, ice, standing or flowing water, loose particles, debris, and foreign matter. Satisfactorily compact earth foundations. Make spare vibrators available.

3.1.1 Embedded Items

Secure reinforcement in place after joints, anchors, and other embedded

SECTION 03 30 53 Page 8 items have been positioned. Arrange internal ties so that when the forms are removed the metal part of the tie is not less than 2 inches from concrete surfaces permanently exposed to view or exposed to water on the finished structures. Prepare embedded items so they are free of oil and other foreign matters such as loose coatings or rust, paint, and scale.

The embedding of wood in concrete is permitted only when specifically authorized or directed. Provide all equipment needed to place, consolidate, protect, and cure the concrete at the placement site and in good operating condition.

3.1.2 Formwork Installation

Forms must be properly aligned, adequately supported, and mortar-tight.

Provide smooth form surfaces, free from irregularities, dents, sags, or holes when used for permanently exposed faces. Chamfer all exposed joints and edges unless otherwise indicated.

3.1.3 Production of Concrete

3.1.3.1 Ready-Mixed Concrete

Provide ready-mixed concrete conforming to ASTM C94/C94M except as otherwise specified.

3.1.3.2 Concrete Made by Volumetric Batching and Continuous Mixing

Conform to ASTM C685/C685M.

3.1.4 Waterstops

Install and splice waterstops as directed by the manufacturer.

3.2 CONVEYING AND PLACING CONCRETE

Convey and place concrete in accordance with ACI 301 , Section 5.

3.2.1 Cold-Weather Requirements

Place concrete in cold weather in accordance with ACI 306R . A cold weather plan must be approved by the Government prior to beginning placement.

3.3 FINISHING

3.3.1 Temperature Requirement

Do not finish or repair concrete when either the concrete or the ambient temperature is below 50 degrees F.

3.3.2 Finishing Formed Surfaces

Remove all fins and loose materials and repair all surface defects.

Repair all honeycomb areas and other defects. Remove all unsound concrete from areas to be repaired. Ream or chip surface defects greater than 1/2 inch in diameter in all surfaces not to receive additional concrete and fill with dry-pack mortar. Brush-coat the prepared area with an approved epoxy resin or latex bonding compound or with a neat cement grout after dampening and filling with mortar or concrete. Use a blend of portland cement and white cement in mortar or concrete for repairs to all surfaces

SECTION 03 30 53 Page 9 permanently exposed to view so the final color when cured is the same as adjacent concrete.

3.3.3 Finishing Unformed Surfaces

Finish unformed surfaces in accordance with ACI 301 , Section 5.

FINISH LOCATION

Float All Locations

3.3.3.1 Control Joints

Provide standard control joints at no more than 10 feet on center in slabs.

3.4 CURING AND PROTECTION

Cure and protect in accordance with ACI 301 , Section 5.

3.5 FORM WORK

Provide form work in accordance with ACI 301 , Section 2 and Section 5.

3.5.1 Removal of Forms

Remove forms in accordance with ACI 301 , Section 2.

3.6 STEEL REINFORCING

Reinforcement must be free from loose, flaky rust and scale, and free from oil, grease, or other coating which might destroy or reduce the reinforcement's bond with the concrete.

3.6.1 Fabrication

Shop fabricate steel reinforcement in accordance with ACI 318 and ACI SP-66 .

Provide shop details and bending in accordance with ACI 318 and ACI SP-66 .

3.6.2 Splicing

Perform splices in accordance with ACI 318 and ACI SP-66 .

3.6.3 Supports

Secure reinforcement in place by the use of metal or concrete supports, spacers, or ties.

3.7 EMBEDDED ITEMS

Before placing concrete, take care to determine that all embedded items are firmly and securely fastened in place. Provide embedded items free of oil and other foreign matter, such as loose coatings of rust, paint and scale. Embedding of wood in concrete is permitted only when specifically authorized or directed.

3.8 TESTING AND INSPECTING

Report the results of all tests and inspections conducted at the project

SECTION 03 30 53 Page 10 site informally at the end of each shift. Submit written reports weekly.

Deliver within three days after the end of each weekly reporting period.

See Section 01 45 04.00 29 CONTRACTOR QUALITY CONTROL.

3.8.1 Field Testing Technicians

The individuals who sample and test concrete must have demonstrated a knowledge and ability to perform the necessary test procedures equivalent to the ACI minimum guidelines for certification of Concrete Field Testing Technicians, Grade I.

3.8.2 Preparations for Placing

Inspect foundation or construction joints, forms, and embedded items in sufficient time prior to each concrete placement to certify that it is ready to receive concrete.

3.8.3 Sampling and Testing

a. Obtain samples and test concrete for quality control during placement. Sample fresh concrete for testing in accordance with ASTM C172/C172M. See Part 2.1 of this section for cylinder size and quantity.

b. Prepare and test cylinders per Strength Test Timing table in part 2.1 of this section for each design mix and for every 100 cubic yards of concrete. Conform test specimens to ASTM C31/C31M. Perform compressive strength testing conforming to ASTM C39/C39M.

c. Test slump at the site of discharge for each design mix in accordance with ASTM C143/C143M. Check slump at least once during each shift that concrete is produced.

d. Test air content for air-entrained concrete in accordance with ASTM C231/C231M. Test concrete using lightweight or extremely porous aggregates in accordance with ASTM C173/C173M. Check air content at least once during each shift that concrete is placed.

e. Determine temperature of concrete at time of placement in accordance with ASTM C1064/C1064M . Check concrete temperature at least twice during each shift that concrete is placed. Testing is not required for Controlled Density Fill.

3.8.4 Action Required

3.8.4.1 Placing

Do not begin placement until the availability of an adequate number of acceptable vibrators, which are in working order and have competent operators, has been verified. Discontinue placing if any lift is inadequately consolidated.

3.8.4.2 Air Content

Whenever an air content test result is outside the specification limits, adjust the dosage of the air-entrainment admixture prior to delivery of concrete to forms.

SECTION 03 30 53 Page 11

3.8.4.3 Slump

Whenever a slump test result is outside the specification limits, adjust the batch weights of water and fine aggregate prior to delivery of concrete to the forms. Make the adjustments so that the water-cementitious material ratio does not exceed that specified in the submitted concrete mixture proportion and the required concrete strength is still met.

-- End of Section --

SECTION 03 30 53 Page 12

SECTION TABLE OF CONTENTS

DIVISION 03 - CONCRETE

SECTION 03 45 33

PRECAST STRUCTURAL CONCRETE

05/16

PART 1 GENERAL

1.1 REFERENCES

1.2 MODIFICATION TO REFERENCE

1.3 SUBMITTALS

1.4 QUALITY ASSURANCE

1.4.1 Qualifications

1.4.1.1 Manufacturer Qualifications

1.4.1.2 Erector Certification

1.4.1.3 Welding Qualifications

1.4.2 Regulatory Requirements

1.4.3 Concrete Mix Design

1.4.4 Certificates: Record Requirement

1.5 DELIVERY, STORAGE, AND HANDLING

1.5.1 Transportation

1.5.1.1 Transporting Members

1.5.1.2 Lateral Deflection or Vibration

1.5.2 Storage

1.5.2.1 Storage Areas

1.5.2.2 Stacked Members

1.5.3 Handling of Members

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

2.1.1 Design Requirements

2.1.1.1 Loads

2.1.1.2 Drawing and Design Calculation Information

2.2 MATERIALS

2.2.1 Cementitious Materials

2.2.1.1 Fly Ash

2.2.1.2 Raw or Calcined Natural Pozzolan

2.2.1.3 Portland Cement

2.2.2 Water

2.2.3 Aggregates

2.2.4 Grout

2.2.4.1 Nonshrink Grout

2.2.4.2 Cementitious Grout

2.2.5 Admixtures

2.2.5.1 Air-Entraining

2.2.5.2 Accelerating

2.2.5.3 Water Reducing

2.2.6 Reinforcement

2.2.6.1 Reinforcing Bars

2.2.6.2 Wire

2.2.6.3 Welded Wire Reinforcement

SECTION 03 45 33 Page 1

2.2.6.4 Supports for Concrete Reinforcement

2.2.7 Metal Accessories

2.2.7.1 Inserts

2.2.7.2 Structural Steel

2.2.7.3 Bolts

2.2.7.4 Nuts

2.2.7.5 Washers

2.2.8 Bearing Pads

2.2.8.1 Elastomeric

2.3 PRODUCTION QUALITY CONTROL PROCEDURES

2.3.1 Forms

2.3.2 Tolerances

2.3.3 Reinforcement Placement

2.3.4 Built-In Anchorage Devices

2.3.5 Lifting Devices

2.3.6 Blockouts

2.3.7 Identification Markings

2.3.8 Concrete

2.3.8.1 Concrete Mixing

2.3.8.2 Concrete Placing

2.3.8.3 Concrete Curing

2.3.9 Surface Finish

2.3.9.1 Unformed Surfaces

2.3.9.2 Formed Surfaces

2.3.10 Acceptance/Rejection of Defects

2.3.10.1 Minor Defects

2.3.10.2 Major Defects

2.4 TESTS, INSPECTIONS, AND VERIFICATIONS

2.4.1 Factory Inspection

PART 3 EXECUTION

3.1 EXAMINATION

3.2 ERECTION

3.3 BEARING SURFACES

3.4 ANCHORAGE

3.5 WELDING

3.6 OPENINGS

3.7 GALVANIZING REPAIR

3.8 GROUTING

3.9 PROTECTION AND CLEANING

-- End of Section Table of Contents --

SECTION 03 45 33 Page 2

SECTION 03 45 33

PRECAST STRUCTURAL CONCRETE

05/16

PART 1 GENERAL

1.1 REFERENCES

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

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO M 251 (2006; R 2011) Standard Specification for Plain and Laminated Elastomeric Bridge Bearings

AMERICAN CONCRETE INSTITUTE (ACI)

ACI 318 (2014; Errata 1-2 2014; Errata 3-5 2015;

Errata 6 2016; Errata 7-9 2017) Building Code Requirements for Structural Concrete (ACI 318-14) and Commentary (ACI 318R-14)

AMERICAN WELDING SOCIETY (AWS)

AWS D1.1/D1.1M (2015; Errata 1 2015; Errata 2 2016) Structural Welding Code - Steel

AWS D1.4/D1.4M (2011) Structural Welding Code - Reinforcing Steel

ASTM INTERNATIONAL (ASTM)

ASTM A1064/A1064M (2017) Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete

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

ASTM A153/A153M (2016) Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware

ASTM A27/A27M (2017) Standard Specification for Steel Castings, Carbon, for General Application

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

SECTION 03 45 33 Page 3

ASTM A325 (2014) Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength

ASTM A36/A36M (2014) Standard Specification for Carbon Structural Steel

ASTM A47/A47M (1999; R 2018; E 2018) Standard Specification for Ferritic Malleable Iron Castings

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

ASTM A615/A615M (2016) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

ASTM A780/A780M (2009; R 2015) Standard Practice for Repair of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings

ASTM C1107/C1107M (2017) Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Nonshrink)

ASTM C150/C150M (2018) Standard Specification for Portland Cement

ASTM C1602/C1602M (2012) Standard Specification for Mixing Water Used in Production of Hydraulic Cement Concrete

ASTM C260/C260M (2010a; R 2016) Standard Specification for Air-Entraining Admixtures for Concrete

ASTM C311/C311M (2017) Standard Test Methods for Sampling and Testing Fly Ash or Natural Pozzolans for Use in Portland-Cement Concrete

ASTM C33/C33M (2018) Standard Specification for Concrete Aggregates

ASTM C494/C494M (2017) Standard Specification for Chemical Admixtures for Concrete

ASTM C618 (2017a) Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

ASTM C94/C94M (2017a) Standard Specification for Ready-Mixed Concrete

ASTM D5759 (2012) Characterization of Coal Fly Ash and Clean Coal Combustion Fly Ash for Potential Uses

ASTM F436 (2011) Hardened Steel Washers

ASTM F844 (2007a; R 2013) Washers, Steel, Plain

SECTION 03 45 33 Page 4

(Flat), Unhardened for General Use

PRECAST/PRESTRESSED CONCRETE INSTITUTE (PCI)

PCI MNL-116 (1999) Manual for Quality Control for Plants and Production of Structural Precast Concrete Products, 4th Edition

PCI MNL-120 (2010) PCI Design Handbook - Precast and Prestressed Concrete, 6th Edition

PCI MNL-135 (2000) Tolerance Manual for Precast and Prestressed Concrete Construction

1.2 MODIFICATION TO REFERENCE

In the ACI publications, reference to the "Building Official," the "Structural Engineer" and the "Architect/Engineer" must be interpreted to mean the Contracting Officer.

1.3 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-02 Shop Drawings

Drawings of Precast Members; G

SD-03 Product Data

Precast Concrete Members Design Calculations; G

SD-06 Test Reports

Concrete Mix Design; G

SD-07 Certificates

Quality Control Procedures

SD-11 Closeout Submittals

Concrete Batch Ticket Information

1.4 QUALITY ASSURANCE

1.4.1 Qualifications

1.4.1.1 Manufacturer Qualifications

PCI MNL-116 . Plants must be certified by the PCI Plant Certification Program for Category C1 work. At the Contracting Officer's option, PCI Plant quality control program records must be available for review.

SECTION 03 45 33 Page 5

1.4.1.2 Erector Certification

Erector with erecting organization and all erecting crews certified and designated by PCI's Certificate of Compliance to erect Category S1 (Simple Structural Systems).

1.4.1.3 Welding Qualifications

Provide AWS D1.1/D1.1M qualified welders who are currently certified at contract award date and have maintained their certificates over the past year.

1.4.2 Regulatory Requirements

Provide precast members in conformance with ACI 318 and PCI MNL-120 .

1.4.3 Concrete Mix Design

ACI 318 . The minimum compressive strength of concrete at 28 days must be 5000 psi, unless otherwise indicated. Add air-entraining admixtures at the mixer to produce between 4 and 6 percent air by volume.

Thirty days minimum prior to concrete placement, submit a mix design for each strength and type of concrete. Submit a complete list of materials including type; brand; source and amount of cement, complementary cementitious materials, and admixtures; and applicable reference specifications. Submit mill test and all other test for cement, complementary cementitious materials, aggregates, and admixtures. Provide documentation of maximum nominal aggregate size, gradation analysis, percentage retained and passing sieve, and a graph of percentage retained verses sieve size. Provide mix proportion data using at least three different water-cementitious material ratios for each type of mixture, which produce a range of strength encompassing those required for each type of concrete required. If source material changes, resubmit mix proportion data using revised source material. Provide only materials that have been proven by trial mix studies to meet the requirements of this specification, unless otherwise approved in writing by the Contracting Officer. Indicate clearly in the submittal where each mix design is used when more than one mix design is submitted. Resubmit data on concrete components if the qualities or source of components changes.

For previously approved concrete mix designs used within the past twelve months, the previous mix design may be re-submitted without further trial batch testing if accompanied by material test data conducted within the last six months. Obtain mix design approval from the contracting officer prior to concrete placement.

1.4.4 Certificates: Record Requirement

ASTM C94/C94M. Submit mandatory concrete batch ticket information for each load of ready-mixed concrete.

1.5 DELIVERY, STORAGE, AND HANDLING

1.5.1 Transportation

1.5.1.1 Transporting Members

Transport members in a manner to avoid excessive stresses that could cause cracking or other damage.

SECTION 03 45 33 Page 6

1.5.1.2 Lateral Deflection or Vibration

Any noticeable indication of lateral deflection or vibration during transportation must be corrected by rigid bracing between members or by means of lateral trussing.

1.5.2 Storage

1.5.2.1 Storage Areas

Storage areas for precast members must be stabilized, and suitable foundations must be provided, so differential settlement or twisting of members will not occur.

1.5.2.2 Stacked Members

Stack members with adequate dunnage and bracing to control cracking, distortion, warping or other physical damage. Stack members such that lifting devices will be accessible and undamaged.

1.5.3 Handling of Members

The location of pickup points for handling of the members and details of the pickup devices must be shown in shop drawings. Pickup locations are to be determined by the Contractor. Members must be handled only by means of approved devices at designated locations. Members must be picked up and supported as shown in approved shop drawings.

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

The work includes the provision of precast non-prestressed concrete herein referred to as precast members. Precast members must be the product of a manufacturer specializing in the production of precast concrete members.

Precasting shall be performed at a precasting facility. No onsite precasting is allowed.

2.1.1 Design Requirements

Design precast members in accordance with ACI 318 and the PCI MNL-120 .

Any changes to the design shown in the plans, with the exception of lifting loops and incidental reinforcement must be submitted to the Contracting Officer for approval.

2.1.1.1 Loads

Members detailed on the plans have been designed for final dead and live loads. Contractor/producer shall design for all shipping, placement, and handling loads.

2.1.1.2 Drawing and Design Calculation Information

Submit drawings and design calculations indicating complete information for the fabrication, handling, and erection of the precast members.

Include a cover page with the design calculations, signed and sealed by the registered design professional who prepared the design. The design

SECTION 03 45 33 Page 7 professional must be registered in the State of Alaska. Drawings must not be reproductions of contract drawings. The drawings must indicate, as a minimum, the following information:

a. Plans, elevations and other drawing views showing the following:

(1) Member piece marks locating and defining products furnished by the manufacturer.

(2) Location and size of openings and blockouts as shown on the plans.

(3) Relationships to adjacent material.

(4) Joints and openings between members and between members and other construction.

(5) Location of field installed anchors.

(6) Erection sequences and handling requirements.

(7) Location of embedded steel elements.

(8) Lifting and erection inserts.

b. Elevations, sections and other details for each member showing the following:

(1) Connections between members and connections between members and other construction.

(2) Connections for work of other trades and cast-in items and their relation to other trades.

(3) Dimensioned size and shape for each member with quantities, position and other details of reinforcing steel, anchors, inserts and other embedded items.

(4) Lifting, erection and other handling devices and inserts.

(5) Surface finishes of each member.

(6) Estimated cambers

c. Strength properties for concrete, steel and other materials.

d. Methods for storage and transportation.

e. Description of loose, cast-in and field hardware.

f. All dead, live, handling, erection and other applicable loads used in the design.

g. Signature and seal of the registered design professional who prepared the design.

SECTION 03 45 33 Page 8

2.2 MATERIALS

2.2.1 Cementitious Materials

For exposed concrete, use one manufacturer and one source for each type of cement, ground slag, fly ash, and pozzolan.

2.2.1.1 Fly Ash

ASTM C618, Class F, except that the maximum allowable loss on ignition must not exceed 3 percent. Class F fly ash for use in mitigating Alkali-Silica Reactivity must have a Calcium Oxide (CaO) content of less than 8 percent and a total equivalent alkali content less than 1.5 percent.

Add with cement. Fly ash content must be a minimum of 35 percent by weight of cementitious material, provided the fly ash does not reduce the amount of cement in the concrete mix below the minimum requirements of this specification. Where the use of fly ash cannot meet the minimum level, provide the maximum amount of fly ash permittable that meets the code requirements for cement content. Report the chemical analysis of the fly ash in accordance with ASTM C311/C311M. Evaluate and classify fly ash in accordance with ASTM D5759.

2.2.1.2 Raw or Calcined Natural Pozzolan

Natural pozzolan must be raw or calcined and conform to ASTM C618, Class N, including the optional requirements for uniformity and effectiveness in controlling Alkali-Silica reaction and must have an ignition loss not exceeding 3 percent. Class N pozzolan for use in mitigating Alkali-Silica Reactivity must have a Calcium Oxide (CaO) content of less than 13 percent and total equivalent alkali content less than 3 percent.

2.2.1.3 Portland Cement

Provide cement that conforms to ASTM C150/C150M, Type I or II with tri-calcium aluminates (C3A) content less than 10 percent and a maximum cement-alkali content of 0.80 percent Na2Oe (sodium oxide) equivalent. Use one brand and type of cement for formed concrete having exposed-to-view finished surfaces.

2.2.2 Water

Water must comply with the requirements of ASTM C1602/C1602M . Minimize the amount of water in the mix. Improve workability by adjusting the grading rather than by adding water. Water must be potable; free from injurious amounts of oils, acids, alkalis, salts, organic materials, or other substances deleterious to concrete.

2.2.3 Aggregates

ASTM C33/C33M, except as modified herein. Furnish aggregates for exposed concrete surfaces from one source. Provide aggregates that do not contain any substance which may be deleteriously reactive with the alkalies in the cement.

SECTION 03 45 33 Page 9

2.2.4 Grout

2.2.4.1 Nonshrink Grout

ASTM C1107/C1107M .

2.2.4.2 Cementitious Grout

Must be a mixture of portland cement, sand, and water. Proportion one part cement to approximately 2.5 parts sand, with the amount of water based on placement method. Provide air entrainment for grout exposed to the weather.

2.2.5 Admixtures

2.2.5.1 Air-Entraining

ASTM C260/C260M.

2.2.5.2 Accelerating

ASTM C494/C494M, Type C or E.

2.2.5.3 Water Reducing

ASTM C494/C494M, Type A, E, or F.

2.2.6 Reinforcement

2.2.6.1 Reinforcing Bars

ASTM A615/A615M , Grade 60.

2.2.6.2 Wire

ASTM A1064/A1064M .

2.2.6.3 Welded Wire Reinforcement

ASTM A1064/A1064M .

2.2.6.4 Supports for Concrete Reinforcement

Include bolsters, chairs, spacers, and other devices necessary for proper spacing, supporting, and fastening reinforcement bars and wire in place.

Ensure legs of supports in contact with formwork for sections that will be exposed to weather are hot-dip galvanized after fabrication, plastic coated, or corrosion-resistant steel bar supports.

2.2.7 Metal Accessories

Provide ASTM A123/A123M or ASTM A153/A153M galvanized.

2.2.7.1 Inserts

ASTM A47/A47M, Grade 32510, or ASTM A27/A27M Grade 60-30.

SECTION 03 45 33 Page 10

2.2.7.2 Structural Steel

ASTM A36/A36M.

2.2.7.3 Bolts

ASTM A307; ASTM A325.

2.2.7.4 Nuts

ASTM A563.

2.2.7.5 Washers

ASTM F844 washers for ASTM A307 bolts, and ASTM F436 washers for ASTM A325 bolts.

2.2.8 Bearing Pads

2.2.8.1 Elastomeric

AASHTO M 251, for plain neoprene bearings.

2.3 PRODUCTION QUALITY CONTROL PROCEDURES

PCI MNL-116 unless specified otherwise. Submit quality control procedures established in accordance with PCI MNL-116 by the precast manufacturer.

2.3.1 Forms

Brace forms to prevent deformation. Forms must produce members that have a smooth, dense surface. Use forms and form-facing materials that are nonreactive with concrete such as wood, metal, plastic, or other approved materials. Conform to the shapes, lines, and dimensions indicated and are within the limits of the specified fabrication tolerances. Chamfer exposed edges 3/4 inch, unless otherwise indicated. Provide threaded or snap-off type form ties.

2.3.2 Tolerances

Fabricate structural precast concrete members of shapes, lines and dimensions indicated, so each finished member complies with PCI MNL-135 product tolerances as well as position tolerances for cast-in items.

2.3.3 Reinforcement Placement

ACI 318 and PCI MNL-116 for placement and splicing. Place and secure steel bars, welded-wire reinforcement, and other reinforcement by means of metal bar supports and spacers. Reinforcement may be preassembled before placement in forms. Provide exposed connecting bars, or other approved connection methods, between precast and cast-in-place construction.

Remove any excess mortar that adheres to the exposed connections.

2.3.4 Built-In Anchorage Devices

Position, anchor, and locate anchorage devices where they do not affect the position of the main reinforcement or placing concrete. Bearing plates; set level, aligned properly, and anchored in the exact location indicated.

SECTION 03 45 33 Page 11

2.3.5 Lifting Devices

Provide lifting devices designed for 100-percent impact, and of materials sufficiently ductile to ensure visible deformation before fracture.

2.3.6 Blockouts

Provide blockouts as indicated.

2.3.7 Identification Markings

Clearly mark each structural section in a permanent manner to indicate its location and orientation and the pickup points.

Ensure each structural section has the date of casting plainly indented in the unexposed face of the concrete.

2.3.8 Concrete

2.3.8.1 Concrete Mixing

ASTM C94/C94M. Mixing operations must produce batch-to-batch uniformity of strength, consistency, and appearance.

2.3.8.2 Concrete Placing

PCI MNL-116 .

2.3.8.3 Concrete Curing

PCI MNL-116 .

2.3.9 Surface Finish

Repairs located in a bearing area must be approved by the Contracting Officer prior to repairs. Defects must be repaired or rejected as specified in paragraph ACCEPTANCE/REJECTION OF DEFECTS.

2.3.9.1 Unformed Surfaces

Provide a steel troweled finish.

2.3.9.2 Formed Surfaces

PCI MNL-116 , Appendix C, for grades of surface finishes.

a. Unexposed Surfaces: Provide a standard grade surface finish.

b. Exposed Surfaces: Provide a standard grade surface finish.

2.3.10 Acceptance/Rejection of Defects

2.3.10.1 Minor Defects

All honeycombed areas, chipped corners, air pockets over 1/4 inch in diameter, and other minor defects involve less than 36 square inches of concrete must be repaired. Form offsets or fins over 1/8 inch must be ground smooth. All unsound concrete must be removed from defective areas

SECTION 03 45 33 Page 12 prior to repairing. All surfaces permanently exposed to view must be repaired by a blend of portland cement and white cement properly proportioned so that the final color when cured will be the same as adjacent concrete. Precast members containing hairline cracks which are visible and are less than 0.01 inches in width, may be accepted, except that cracks larger than 0.005 inches in width for surfaces exposed to the weather must be repaired.

2.3.10.2 Major Defects

Major defects are those which involve more than 36 square inches of concrete or expose reinforcing steel. If one or more major defects appear in a member, it will be rejected. Cracks of a width of more than 0.01 inch will be cause for rejection of the member.

2.4 TESTS, INSPECTIONS, AND VERIFICATIONS

2.4.1 Factory Inspection

At the option of the Contracting Officer, precast units may be inspected by the Contracting Officer prior to being transported to the job site. If the Government does not inspect precast units prior to transportation, the Contractor's QC Representative must inspect and certify the precast units prior to being transported to the job site. Contractor must give notice 14 days prior to the time the units will be available for plant inspection.

Neither the exercise nor waiver of inspection at the plant will affect the Government's right to enforce contractual provisions after units are transported or erected.

PART 3 EXECUTION

3.1 EXAMINATION

Prior to erection, and again after installation, precast members must be checked for damage, such as cracking, spalling, and honeycombing. As directed by the Contracting Officer, precast members that do not meet the surface finish requirements specified in paragraph SURFACE FINISH must be repaired, or removed and replaced with new precast members.

3.2 ERECTION

Precast members must be erected after the concrete has attained the specified compressive strength, unless otherwise approved by the precast manufacturer. Erect in accordance with the approved shop drawings.

PCI MNL-135 for tolerances. Brace precast members, unless design calculations submitted with the shop drawings indicate bracing is not required. Follow the manufacturer's recommendations for maximum construction loads. Place precast members square and true to the elevation indicated within tolerances. Align member ends.

3.3 BEARING SURFACES

Must be flat, free of irregularities, and properly sized. Size bearing surfaces to provide for the indicated clearances between the precast member and adjacent precast members or adjoining field placed surfaces.

Correct bearing surface irregularities with nonshrink grout. Provide bearing pads where indicated or required. Do not use hardboard bearing pads. Place precast members at right angles to the bearing surface, unless indicated otherwise, and draw-up tight without forcing or

SECTION 03 45 33 Page 13 distortion, with sides plumb.

3.4 ANCHORAGE

Provide anchorage for fastening work in place. Conceal fasteners where practicable. Make threaded connections up tight and nick threads to prevent loosening.

3.5 WELDING

AWS D1.1/D1.1M , AWS D1.4/D1.4M for welding connections and reinforcing splices. Protect the concrete and other reinforcing from heat during welding. Weld continuously along the entire area of contact.

3.6 OPENINGS

Holes or cuts requiring reinforcing to be cut, which are not indicated on the approved shop drawing, must only be made with the approval of the Contracting Officer and the precast manufacturer. Drill holes less than 12 inches in diameter with a diamond tipped core drill. Ensure cuts are straight and at 90 degrees to the surfaces without breaking or spalling the edges.

3.7 GALVANIZING REPAIR

Repair damage to galvanized coatings using ASTM A780/A780M zinc rich paint for galvanized surfaces damaged by handling, transporting, cutting, welding, bolting, or acid washing. Do not heat surfaces to which repair paint has been applied.

3.8 GROUTING

Clean and fill keyways between precast members, and other indicated areas, solidly with nonshrink grout or cementitious grout. Provide reinforcing where indicated. Remove excess grout before hardening.

3.9 PROTECTION AND CLEANING

Protect exposed-to-view surfaces against staining and other damage until completion of the work.

-- End of Section --

SECTION 03 45 33 Page 14

SECTION TABLE OF CONTENTS

DIVISION 03 - CONCRETE

SECTION 03 62 16

NON-SHRINK GROUTING

02/18

PART 1 GENERAL

1.1 REFERENCES

1.2 SUBMITTALS

1.3 QUALITY CONTROL

1.3.1 Grout Placement Plan and Inspection Reports

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Pre-Packaged Products

2.1.2 Water

PART 3 EXECUTION

3.1 PREPARATION

3.1.1 Mixing

3.2 APPLICATION

3.2.1 Placing Grout

3.3 FIELD QUALITY CONTROL

3.3.1 Grout Placement and Inspection Reports

3.4 PROTECTION

-- End of Section Table of Contents --

SECTION 03 62 16 Page 1

THIS PAGE INTENTIONALLY LEFT BLANK

SECTION 03 62 16 Page 2

SECTION 03 62 16

NON-SHRINK GROUTING

02/18

PART 1 GENERAL

1.1 REFERENCES

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 CONCRETE INSTITUTE (ACI)

ACI 211.5R (2014) Guide for Submittal of Concrete Proportions

ACI 214R (2011) Evaluation of Strength Test Results of Concrete

ACI 311.4R (2005) Guide for Concrete Inspection

ACI MCP SET (2017) Manual of Concrete Practice

ASTM INTERNATIONAL (ASTM)

ASTM C1107/C1107M (2017) Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Nonshrink)

1.2 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-03 Product Data

Manufacturer's Data;

SD-06 Test Reports

Grout Placement and Inspection Reports; G

1.3 QUALITY CONTROL

1.3.1 Grout Placement Plan and Inspection Reports

Grout placement plan and inspection reports shall be in accordance with ACI 214R , ACI 211.5R , ACI 311.4R and ACI MCP SET .

SECTION 03 62 16 Page 3

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Pre-Packaged Products

A pre-packaged product is required. Products must be free from metallic components and corrosion producing elements. Submit manufacturer's data.

2.1.2 Water

Provide potable water.

PART 3 EXECUTION

3.1 PREPARATION

Prepare cavities for grouting by cleaning away foreign matter, laitance, dirt, grease, or oil. Clean all contact surfaces of steel, concrete, and masonry no less than 24 hours before grout application.

3.1.1 Mixing

Mix grout ingredients in accordance with the manufacturer's written mixing instructions and recommendations.

Mix grout materials in proper mechanical mixers .

Mix grout as close to the work area as possible.

Extension of pre-packaged grout mix by addition of aggregates is not allowed unless otherwise approved by the Contracting Officer.

3.2 APPLICATION

3.2.1 Placing Grout

Place grout in accordance with the manufacturer's written installation instructions and recommendations. Do not use grout that has begun to set or if more than 1 hour has elapsed after initial mixing.

Fill blind cavities by pressure injection under controlled venting. Start injection and continue with the vent open until waste grout is expelled through the vent with the same consistency. Use sufficient pressures to fill void and not cause damage to construction.

3.3 FIELD QUALITY CONTROL

Provide testing and submit test reports in accordance with

ASTM C1107/C1107M .

3.3.1 Grout Placement and Inspection Reports

Include a copy of records of inspections and tests, as well as the records of corrective action taken. Include descriptions of preparation of cavities for placement of grout; and proper mixing, placement, and curing of grout with methods of preventing discoloration.

SECTION 03 62 16 Page 4

3.4 PROTECTION

Protect freshly placed grout from premature drying and excessive cold or hot temperatures. Comply with manufacturer's requirements for cold-weather and hot-weather protection during curing.

-- End of Section --

SECTION 03 62 16 Page 5

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SECTION 03 62 16 Page 6

SECTION TABLE OF CONTENTS

DIVISION 05 - METALS

SECTION 05 12 00

STRUCTURAL STEEL

08/18

PART 1 GENERAL

1.1 REFERENCES

1.2 SUBMITTALS

1.3 AISC QUALITY CERTIFICATION

1.4 QUALITY ASSURANCE

1.4.1 Preconstruction Submittals

1.4.1.1 Erection and Erection Bracing Drawings

1.4.2 Fabrication Drawing Requirements

1.4.3 Certifications

1.4.3.1 Welding Procedures and Qualifications

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

2.2 STEEL

2.2.1 Structural Steel

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 Washers

2.3.2 High-Strength Bolts

2.3.2.1 Bolts

2.3.2.2 Nuts

2.3.2.3 Washers

2.4 STRUCTURAL STEEL ACCESSORIES

2.4.1 Welding Electrodes and Rods

2.4.2 Welded Shear Stud Connectors

2.5 GALVANIZING

2.6 FABRICATION

2.6.1 Markings

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

3.3 GAS CUTTING

3.4 WELDING

3.4.1 Removal of Temporary Welds and Backing Strips

3.5 GALVANIZING REPAIR

3.6 FIELD QUALITY CONTROL

SECTION 05 12 00 Page 1

3.6.1 Welds

3.6.1.1 Visual Inspection

3.6.2 Inspection and Testing of Steel Stud Welding

-- End of Section Table of Contents --

SECTION 05 12 00 Page 2

SECTION 05 12 00

STRUCTURAL STEEL

08/18

PART 1 GENERAL

1.1 REFERENCES

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 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 360 (2016) Specification for Structural Steel Buildings

AMERICAN WELDING SOCIETY (AWS)

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

AWS D1.1 (2015; Errata 1 2015; Errata 2 2016) 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 A123 (2017) Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products

ASTM A29/A29M (2016) Standard Specification for General Requirements for Steel Bars, Carbon and Alloy, Hot-Wrought

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

SECTION 05 12 00 Page 3

ASTM A36/A36M (2014) Standard Specification for Carbon Structural Steel

ASTM A563 (2015) Standard Specification for…