Segment_C2_Contract_1_-_Amendment_2_-_Specifications.pdf

US Army Corps of Engineers

NEW YORK DISTRICT

GREEN BROOK FLOOD RISK MANAGEMENT PROJECT

GREEN BROOK SUB-BASIN OF THE RARITAN RIVER

SEGMENT C2 CONTRACT 1 – AMENDMENT 0002

BOROUGH OF MIDDLESEX, NEW JERSEY

Specifications

SEPTEMBER 2018

Full and Open

IFB NO. W912DS-18-B-0027

Green Brook Flood Risk Management Project Segment C2 Contract 1

MTOC - 1

PROJECT TABLE OF CONTENTS

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

00 01 00 SF 1442 AND BIDDING SCHEDULE

00 60 00 REPRESENTATIONS AND CERTIFICATIONS

00 70 00 CONTRACT CLAUSES

00 73 00 SPECIAL CONTRACT REQUIREMENTS

LIST OF DOCUMENTS, EXHIBITS & OTHER ATTACHMENTS

00 90 00 WAGE RATES

00 90 01 FLOOD HAZARD AREA PERMIT AND FRESHWATER WETLANDS

INDIVIDUAL PERMIT

00 90 02 SOIL EROSION AND SEDIMENT CONTROL CERTIFICATION

00 90 03 NEW JERSEY POLLUTANT DISCHARGE ELIMINATION SYSTEM

(NJPDES) PERMIT

00 90 04 ENGINEER MANUAL

DIVISION 01 – GENERAL REQUIREMENTS

01 32 01.00 18 PROJECT SCHEDULE

01 33 00.00 18 SUBMITTAL PROCEDURES

01 35 26 GOVERNMENTAL SAFETY REQUIREMENTS

01 42 00 SOURCES FOR REFERENCE PUBLICATIONS

01 45 02.00 18 QUALITY CONTROL SYSTEM (QCS)

01 45 04.00 18 CONTRACTOR QUALITY CONTROL

01 50 20.00 18 STREAM DIVERSION AND DEWATERING

01 54 00.00 18 MOBILIZATION AND DEMOBILIZATION

01 55 00.00 18 MAINTENANCE AND PROTECTION OF TRAFFIC

01 57 19 TEMPORARY ENVIRONMENTAL CONTROLS

01 78 00.00 18 CLOSEOUT SUBMITTALS

DIVISION 02 – EXISTING CONDITIONS

02 21 80.00 18 MONITORING OF EXISTING STRUCTURES

02 41 00 DEMOLITION AND DECONSTRUCTION

DIVISION 03 – CONCRETE

03 11 13.00 10 STRUCTURAL CAST-IN-PLACE CONCRETE FORMING

03 15 00.10 10 CONCRETE ACCESSORIES

03 20 00.00 10 CONCRETE REINFORCING

03 31 01.10 10 CAST-IN-PLACE CONCRETE

03 39 00.00 10 CONCRETE CURING

DIVISION 09 – FINISHES

09 97 02 PAINTING – FLOODWALL

Green Brook Flood Risk Management Project Segment C2 Contract 1

MTOC - 2

DIVISION 31 – EARTHWORK

31 00 00 EARTHWORK

31 05 22 GEOTEXTILES USED AS FILTERS

31 11 00 CLEARING AND GRUBBING

31 23 00.00 20 EXCAVATION AND FILL

31 41 16 SHEET PILING

31 63 29 DRILLED MICROPILES

DIVISION 32 – EXTERIOR IMPROVEMENTS

32 31 13 CHAIN LINK FENCES AND GATES

32 92 19 SEEDING

DIVISION 35 – WATERWAY AND MARINE CONSTRUCTION

35 31 19 STONE, CHANNEL, SHORELINE/COASTAL PROTECTION FOR

STRUCTURES

-- End of Project Table of Contents --staudegm Highlight

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Green Brook Flood Risk Management Project

01 32 01.00 18 3.4.2 GInitial Project Schedule

3.4.1 GPreliminary Project Schedule

3.4.4 GPeriodic Project Schedule

3.5.2 GNarrative Report

01 32 01.00 18 SD-07 Certificates 1.3Qualifications Statement

01 35 26 SD-01 Preconstruction Submittals

1.7 GAccident Prevention Plan (APP)

1.8 GActivity Hazard Analysis (AHA)

1.7.1 GCrane Critical Lift Plan

1.6.1.4 GCrane Operators

SD-06 Test Reports 1.12Notifications and Reports

SD-07 Certificates 1.9Confined Space Entry Permit 1.9Hot work permit 1.12.3Crane Inspection Reports 1.12.4Certificate of Compliance

01 57 19 SD-01 Preconstruction Submittals 1.5.1Preconstruction Survey

1.9 GSolid Waste Management Permit

1.5.2 GRegulatory Notifications

1.6 GEnvironmental Protection Plan

1.6.9.1 GDirt and Dust Control Plan

1.5.5 GEmployee Training Records

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01 57 19 1.5.4 GEnvironmental Manager Qualifications

SD-06 Test Reports 3.2.2Inspection Reports

3.7.2.1 GSolid Waste Management Report

SD-07 Certificates

1.5.5 GEmployee Training Records

SD-11 Closeout Submittals

3.2.3 GStormwater Pollution Prevention

Plan Compliance Notebook

3.2.4 GStormwater Notice of Termination

3.7.1 GWaste Determination

Documentation

3.7.3.3.1 GDisposal Documentation for

Hazardous and Regulated Waste

1.5.5 GAssembled Employee Training

Records

1.9 GSolid Waste Management Permit

3.7.2.1 GSolid Waste Management Report

3.7.3.1 GHazardous Waste/Debris

Management

1.5.2 GRegulatory Notifications

3.7.2.1 GSales Documentation

3.8.1 GContractor Hazardous Material

Inventory Log 01 78 00.00 18 SD-03 Product Data

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01 78 00.00 18 1.2.2 GPreliminary as-built record of equipment and materials

1.2.2 GFinal as-built record of equipment

and materials

1.6.1Warranty Management Plan 1.6.5Warranty Tags 1.3Spare Parts Data

SD-08 Manufacturer’s Instructions 1.4Preventative Maintenance, Condition Monitoring (Predictive Testing) and Inspection Schedules

SD-10 Operation and Maintenance Data

1.8 GOperation and Maintenance

Manuals

SD-11 Closeout Submittals

1.2.1.4 GPreliminary Record Drawing

Submittal

1.2.1.4 GFinal Record Drawing Submittal

1.5 GCertification of EPA Designated

Items

1.10 GInterim Form DD 1354

1.10 GChecklist for Form DD 1354

1.9 GFinal Clean-Up Items

02 21 80.00 18 SD-01 Preconstruction Submittals

3.1 GMonitoring Plan

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02 21 80.00 18 3.2 GSurveyor's Qualifications 3.3.1Preconstruction Conditions 3.3.2Preconstruction Conditions 3.3.3Preconstruction Conditions

SD-06 Test Reports 3.4.1Construction Monitoring Reports

SD-11 Closeout Submittals 3.5.1Post-Construction Conditions 3.5.2Post-Construction Conditions

02 41 00 SD-01 Preconstruction Submittals

1.2.1 GDemolition Plan

1.2.1 GDeconstruction Plan

1.9Existing Conditions

SD-07 Certificates

1.6 GNotification

03 11 13.00 10 SD-02 Shop Drawings

2.2.1 GFormwork

3.1.1 GFormwork

SD-03 Product Data 2.2Form Materials 2.2Form Releasing Agents 2.2.3Form Releasing Agents 2.3Form Liners 2.3Form Liners

SD-04 Samples

1.4 GSample Panels

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03 11 13.00 10 2.3 GForm Liners

2.3 GForm Liners

2.3 GForm Liners

2.3 GForm Liners

SD-05 Design Data 2.1Calculations

SD-06 Test Reports 3.2Inspection

03 15 00.00 10 SD-02 Shop Drawings

2.3 GWaterstops

SD-03 Product Data 2.1Preformed Expansion Joint Filler 2.2Sealant 2.3Waterstops

SD-04 Samples 2.2.1Field-Molded Sealant 2.3Waterstops

2.4.2 GSplicing Waterstops

SD-07 Certificates 2.1Preformed Expansion Joint Filler

03 20 00.00 10 SD-01 Preconstruction Submittals

3.1.3.2 GButt-Splices

SD-02 Shop Drawings

3.1 GReinforcing Steel Shop Drawings

SD-03 Product Data

2.2.1 GMechanical Butt-Splices

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03 20 00.00 10 2.2 GReinforcing Steel SD-06 Test Reports

2.6 GTests, Inspections, and

Verifications

1.4.3 GButt-Splicing Procedure Tests

2.6.1 GReinforcing Steel Test Reports

SD-07 Certificates 2.2Reinforcing Steel 1.4.1Qualified Welders 1.4.2Qualification of Steel Bar

Butt-Splicers 03 31 01.00 10 SD-03 Product Data

1.3 GConcrete Mix Designs

2.2 GBatch Plant

2.2.5Concrete Mixers 2.2.6Conveying Equipment and

Methods 2.2Placing Equipment and Methods

3.1.3 GConstruction Joint Treatment

3.2.1 GCold-Weather Concreting

Procedures

3.2.2 GHot-Weather Concreting

Procedures

1.5.1 GCementitious Materials and

Admixtures 2.1.5Nonshrink Grout

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03 31 01.00 10 SD-06 Test Reports

2.1.2 GAggregates

2.1Mill Test Reports 3.4Tests and Inspections

3.4.2.3 GQuality of Aggregates

3.4.2.10Mixer Uniformity 2.1.4Water 3.4.2.6.6Concrete Compressive Strength

Test Reports SD-07 Certificates

1.5Concrete Field Testing Technicians

1.5Concrete Construction Inspector

(CCI)

1.5.1Cementitious Materials and Admixtures

03 39 00.00 10 SD-03 Product Data 2.1Curing Materials

SD-06 Test Reports 3.2Testing and Inspection for

Contractor Quality Control SD-08 Manufacturer’s Instructions

2.1Curing Compound 09 97 02 SD-01 Preconstruction Submittals

1.3.1 GSafety Plan

1.3.1.5 GRespiratory Protection Plan

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09 97 02 1.3.2.1 GAirborne Sampling Plan

1.3.2 GMedical Surveillance Plan

1.3.3.1 GWaste Disposal Plan

1.3.2.1 GAir Monitoring Test Plan

SD-03 Product Data Part 2 GManufacturer's Product Data

Sheet for each type of paint/coating used

SD-04 Samples Part 2 GPaint, thinner, and solvent product samples SD-06 Test Reports

3.4Inspection Reports 1.3.2.2Medical Status Report 1.3.2.3Change in Medical Status Report 1.3.2.1Air Monitoring Test Report

SD-07 Certificates 1.5.1Certified EHS Professional 1.5.2Coating Thickness Gage

Qualification 31 00 00 SD-01 Preconstruction Submittals

3.5 GShoring

1.3.2 GDewatering Work Plan

3.5.2 GGeotechnical Engineer's

Qualifications SD-03 Product Data

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31 00 00 3.9 GUtilization of Excavated Materials SD-06 Test Reports

3.16Testing 2.1Borrow Site Testing

SD-07 Certificates 3.16Testing

31 05 22 SD-04 Samples 2.2.1Geotextiles

SD-06 Test Reports 2.2.1Geotextiles 2.2.2Site Verification

SD-07 Certificates 2.2.1Geotextiles 2.2.1.3Needle Punched Geotextile

31 11 00 SD-03 Product Data

3.5.1 GNonsaleable Materials

31 23 00.00 20 SD-01 Preconstruction Submittals 1.7.1Shoring and Sheeting Plan 1.7.2Dewatering work plan

SD-06 Test Reports

1.6 GBorrow Site Testing

3.7Density Test Reports

31 41 16 SD-02 Shop Drawings

2.3.1.1 GMetal Sheet Piling

SD-03 Product Data 3.2.2.2Driving

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31 41 16 3.2.1 GPile Driving Equipment

3.2.5 GPulling and Redriving

SD-06 Test Reports 2.3.1Materials Tests

SD-07 Certificates 1.3.2Qualifications

SD-11 Closeout Submittals 3.4Pile Driving Record

31 63 29 SD-01 Preconstruction Submittals

1.2 G ROMicropile Construction Procedure

3.7 G ROLoad Test Submittals

SD-02 Shop Drawings

1.5.2.1 G ROMicropiles

1.5.1 G ROSurvey of Micropile Locations

SD-03 Product Data

2.2 G ROPermanent Steel Casing

2.3 G ROSteel Reinforcing Bar

SD-07 Certificates

3.3.1 GEquipment

1.5.2 G ROQualifications

SD-11 Closeout Submittals 3.6Micropile Installation Records

32 31 13 SD-02 Shop Drawings

2.1 GFence Assembly

3.2.1.1 GLocation of Gate, Corner, End, and Pull Posts

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32 31 13 Part 3 GErection/Installation Drawings SD-03 Product Data

2.1 GFence Assembly

2.3.1 GZinc Coating

2.2.1 GFabric

2.2.6 GStretcher Bars

SD-04 Samples

2.2.1 GFabric

2.2.2 GPosts

2.2.2 GBraces

2.2.3 GLine Posts

2.2.5 GTop Rail

2.3.2 GTension Wire

2.2.6 GStretcher Bars

2.2.10 GWire Ties

SD-07 Certificates 1.3.1Certificates of Compliance

SD-08 Manufacturer’s Instructions 2.1Fence Assembly 2.1Hardware Assembly 2.1Accessories

32 92 19 SD-01 Preconstruction Submittals Part 3Qualifications

35 31 19 SD-01 Preconstruction Submittals 1.3.2Quality Control Plan For The

Aggregate Products

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35 31 19 2.1.1Source For Materials Used In Riprap And Bedding

SD-06 Test Reports 2.3.1.1Riprap Gradation Test Report

SD-07 Certificates 2.1.2Bedding Material

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Green Brook Flood Risk Management Project Segment C2 - Contract 1

SECTION 03 20 00.00 10

CONCRETE REINFORCING

PART 1 GENERAL

1.1 SCOPE

The work covered by this section consists of furnishing equipment, materials and labor for providing and placing steel bars and accessories for concrete reinforcement in the Segment C2 floodwall and culverts.

1.2 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 INTERNATIONAL (ACI)

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

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 SP-66 (2004) ACI Detailing Manual

AMERICAN WELDING SOCIETY (AWS)

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 A184/A184M (2017) Standard Specification for Welded Deformed Steel Bar Mats for Concrete Reinforcement

ASTM A370 (2017) Standard Test Methods and Definitions for Mechanical Testing of Steel Products

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

ASTM A706/A706M (2016) Standard Specification for Deformed

SECTION 03 20 00.00 10 Page 1 and Plain Bars Low-Alloy Steel for Concrete Reinforcement

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 00.00 18 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Butt-Splices; G

SD-02 Shop Drawings

Reinforcing Steel Shop Drawings; G

SD-03 Product Data

Mechanical Butt-Splices; G Reinforcing Steel; G

SD-06 Test Reports

Tests, Inspections, and Verifications; G Butt-Splicing Procedure Tests; G Reinforcing Steel Test Reports; G

SD-07 Certificates

Reinforcing Steel Qualified Welders Qualification of Steel Bar Butt-Splicers

1.4 QUALITY ASSURANCE

1.4.1 Welding Qualifications

Welders are required to be qualified in accordance with AWS D1.4/D1.4M.

Perform qualification test at the worksite and notify the Contracting Officer 24 hours prior to conducting tests. Special welding procedures and welders qualified by others may be accepted as permitted by AWS D1.4/D1.4M.

Submit a list of qualified welders names.

1.4.2 Qualification of Steel Bar Butt-Splicers

Steel bar butt-splicers are required to be certified to have satisfactorily completed a course of instruction in the proposed method of butt-splicing or have satisfactorily performed such work within the preceding year.

Submit certificates on the Qualifications of Steel Bar Butt-Splicers prior to commencing butt-splicing.

1.4.3 Qualification of Butt-Splicing Procedure

As a condition of approval of the butt-splicing procedure, make three test butt-splices of steel bars of each size to be spliced using the proposed butt-splicing method, in the presence of the Contracting Officer. Tension

SECTION 03 20 00.00 10 Page 2 test to destruction these test butt-splices and unspliced bars of the same size, with stress-strain curves plotted for each test. Test results must show that the butt-splices meet the specified strength and deformation requirements in order for the splicing procedure to be approved. Submit results of butt-splicing procedure tests to Contracting Officer.

1.5 DELIVERY, STORAGE, AND HANDLING

Store reinforcement and accessories off the ground on platforms, skids, or other supports.

PART 2 PRODUCTS

2.1 FABRICATED BAR MATS

Fabricated bar mats conforming to ASTM A184/A184M.

2.2 REINFORCING STEEL

Reinforcing steel of deformed bars conforming to ASTM A615/A615M, or ASTM A706/A706M of the grades, sizes, and lengths indicated.

ASTM A615/A615M shall not be welded; only ASTM A706/A706M bars may be welded.

Submit certified copies of mill reports attesting that the reinforcing steel furnished contains no less than 25 percent recycled scrap steel and meets the requirements specified herein, prior to the installation of reinforcing steel.

2.2.1 Mechanical Butt-Splices

Mechanical butt splices must be an approved exothermic, threaded coupling, swaged sleeve or other positive connecting type, and develop 125 percent of the specified minimum yield tensile strength of the spliced bars or of the smaller bar in transition splices. In addition to this strength requirement, the additional deformation of number 14 and smaller bars due to slippage or other movement within the splice sleeve cannot exceed 0.015 inches (unit strain 0.0015 inches/inch) beyond the elongation of an unspliced bar based upon a 10 inch gage length spanning the extremities of the sleeve at a stress of 30,000 psi. The additional deformation of number 18 bars must not exceed 0.03 inches (unit strain 0.003 inches/inch) beyond the elongation of an unspliced bar based upon a 10 inch gage length spanning the extremities of the sleeve at a stress of 30,000 psi.

Determine the amount of the additional deformation from the stress-strain curves of the unspliced and spliced bars tested as required in paragraph QUALIFICATION OF BUTT-SPLICING PROCEDURE for qualification of the butt-splicing procedure.

2.3 WELDED WIRE REINFORCING

Welded wire reinforcing conforming to ASTM A1064/A1064M.

2.4 WIRE TIES

Use wire ties that are 16 gauge or heavier black annealed steel wire.

2.5 SUPPORTS

Provide bar supports complying with the requirements of ACI SP-66. Provide

SECTION 03 20 00.00 10 Page 3 plastic-coated wire, stainless steel or precast concrete supports for bars in concrete with formed surfaces exposed to view or to be painted. Use wedge-shaped precast concrete supports, not larger than 3-1/2 by 3-1/2 inches, of thickness equal to that indicated for concrete cover and with an embedded hooked tie-wire for anchorage.

2.6 TESTS, INSPECTIONS, AND VERIFICATIONS

Perform material tests, specified and required by applicable standards, by an approved laboratory and certified to demonstrate that the materials are in conformance with the specifications. Tests, inspections, and verifications shall be performed and certified at the Contractor's expense.

Submit certified test reports of reinforcement steel showing that the steel complies with the applicable specifications for each steel shipment and identified with specific lots prior to placement. Submit three copies of the heat analyses for each lot of steel furnished certifying that the steel conforms to the required standard.

2.6.1 Reinforcement Steel Tests

Perform mechanical testing of steel in accordance with ASTM A370 except as otherwise specified or required by the material specifications. Perform tension tests on full cross-section specimens using a gage length that spans the extremities of specimens with welds or sleeves included. Submit reinforcing steel test reports to the Contracting Officer. From chemical analyses of steel heats report the percentages of carbon, phosphorous, manganese, sulphur and silicon present in the steel.

2.6.2 Non-Destructive Testing of Welds

Perform non-destructive testing of welds in accordance with AWS D1.4/D1.4M Section 7, except that radiographic testing is not permitted.

PART 3 EXECUTION

3.1 REINFORCEMENT

Submit reinforcing steel shop drawings showing reinforcing steel placement, schedules, sizes, grades, and splicing and bending details. Show support details including types, sizes and spacing. Fabricate and place reinforcement steel and accessories as specified, as indicated, and as shown on approved shop drawings. Fabrication and placement details of steel and accessories not specified or shown must be in accordance with ACI SP-66 and ACI 318. Cold bend reinforcement unless otherwise authorized. Bending may be accomplished in the field or in the fabrication shop. Do not bend bars after embedment in concrete. Place safety caps on all exposed ends of vertical concrete reinforcement bars that pose a danger to life safety. Face wire tie ends away from the forms.

3.1.1 Placement

Reinforcement must be free from loose rust and scale, dirt, oil, or other deleterious coating that could reduce bond with the concrete. Place reinforcement in accordance with ACI 318 at locations indicated plus or minus one bar diameter. Do not continue reinforcement through expansion joints and place as indicated through construction joints. Cover with concrete coverage as indicated or as required by ACI 318. If bars are moved more than one bar diameter to avoid interference with other reinforcement, conduits or embedded items, the resulting arrangement of

SECTION 03 20 00.00 10 Page 4 bars, including additional bars required to meet structural requirements, requires approval from the Contracting Officer before concrete is placed.

3.1.2 Placing Tolerances

Conform bar spacing and concrete cover to ACI 117.

3.1.3 Splicing

Conform splices of reinforcement to ACI 318 and as shown on the Contract Drawings. Make only as required or indicated. Bars may be spliced at alternate or additional locations at no additional cost to the Government subject to approval. Splicing must be by lapping or by mechanical or welded butt connection; except that lap splices must not be used for bars larger than No. 11 unless otherwise indicated.

3.1.3.1 Lap Splices

Place lapped bars in contact and securely tied or spaced transversely apart to permit the embedment of the entire surface of each bar in concrete. Do not space lapped bars farther apart than 1/5 the required length of lap or 6 inches unless otherwise shown.

3.1.3.2 Butt-Splices

Make butt-splices by a method which develops splices suitable for tension, compression and stress reversal applications. Butt-splices must develop 125 percent of the specified minimum yield strength of the smallest bar of each splice. Clean bars of all oil, grease, dirt, rust, scale and other foreign substances and flame dry before splicing. Provide jigs and clamps or other devices to support, align and hold the longitudinal centerline of the bars to be butt-spliced in a straight line. Submit proposed procedure for butt-splicing steel bars prior to making the test butt-splices for qualification of the procedure. Include properties and analyses of steel bars and splicing materials in the submitted procedure. Report physical properties of splicing sleeves to include length, inside and outside diameters, and inside surface details.

3.1.3.2.1 Welded Butt Splices

Fabricate welded butt splices in accordance with AWS D1.4/D1.4M.

3.1.3.2.2 Mechanical Butt-Splices

Fabricate mechanical butt-splices in accordance with the mechanical splicing device manufacturer's recommendations. Bars to be spliced by a mechanical butt-splicing process may be sawed, sheared or flame cut provided the ends of sheared bars are reshaped after shearing and all slag is removed from the ends of flame cut bars by chipping and wire brushing prior to splicing. Clean surfaces to be enclosed within a splice sleeve or coupling by wire brushing or other approved method prior to splicing. Make splices using manufacturer's standard jigs, clamps, ignition devices and other required accessories. Longitudinally stagger tension splices of number 14 or smaller bar a minimum of 5 feet or as otherwise indicated so that no more than half of the bars are spliced at any one section.

Longitudinally stagger tension splices of number 18 bars a minimum of 5 feet so that no more than 1/3 of the bars are spliced at any one section.

SECTION 03 20 00.00 10 Page 5

3.2 WELDED-WIRE REINFORCEMENT PLACEMENT

Place welded-wire reinforcement in slabs as indicated. Reinforcement placed in slabs on grade must be continuous between expansion, construction, and contraction joints. Reinforcement placement at joints must be as indicated.

Lap splices shall be made in accordance with ACI 318. Stagger laps to avoid continuous laps in either direction. Wire or clip together reinforcement at laps at intervals not to exceed 4 feet. Position reinforcement by the use of supports.

3.3 FIELD TESTS AND INSPECTIONS

3.3.1 Identification of Splices

Establish and maintain an approved method of identification of all field butt-splices which will indicate the splicer and the number assigned each splice made by the splicer.

3.3.2 Examining, Testing, and Correcting

Perform the following during the butt-splicing operations as specified and as directed:

3.3.2.1 Visual Examination

Visually examine all welded splices as required by AWS D1.4/D1.4M.

Respliced connections resulting from correction of visual defects may be examined by non-destructive testing at the option of the Contracting Officer as specified in paragraph SUPPLEMENTAL EXAMINATION. Visually examine exothermic mechanical butt-splices to determine if the filler metal is clearly visible at the tap holes and completely fills the sleeves at both ends except for spaces of not more than 3/8 inch occupied by packing.

3.3.2.2 Tension Tests

Perform tensions tests to 90 percent of the minimum specified ultimate tensile strength of the spliced bars or to destruction on one test specimen made in the field for every 25 splices made. Test specimens must be made by the splicers engaged in the work, using the approved splicing procedure and the same size bars placed in the same relative position, and under the same conditions as those in the groups represented by the specimens.

Furnish stress-strain curves for each butt-splice tested.

3.3.2.3 Non-destructive Testing of Welded Splices

Examine not less than one of each 25 welded splices selected at random by the Contracting Officer by non-destructive testing and evaluate for defects in accordance with AWS D1.4/D1.4M Section 7, except that radiographic testing is not permitted.

3.3.2.4 Correction of Deficiencies

Do not embed splice in concrete until satisfactory results of visual examination and the required tests or examinations have been obtained.

Remove all splices having visible defects or represented by test specimens which do not satisfy the tests or examinations. If any of the tension test specimens fail to meet the strength requirements or deformation limitations, SECTION 03 20 00.00 10 Page 6 cut out two production splices from the same lot represented by the test specimens which failed and tension test. If both of the retests pass the strength requirements and deformation limitations, all of the splices in the lot will be accepted. If one or both of the retests fail to meet the strength requirements or deformation limitations, all of the splices in the lot will be rejected. Cut off the bars of rejected splices outside the splice zone of weld metal, filler metal contact, coupling or sleeve.

Finish the cut ends as specified, resplice and reinspect the joints.

3.3.2.5 Supplemental Examination

The Contracting Officer may require additional or supplemental non-destructive testing and/or tension test of any completed splice.

-- End of Section --

SECTION 03 20 00.00 10 Page 7

SECTION 03 31 01.00 10

CAST-IN-PLACE CONCRETE

PART 1 GENERAL

1.1 SCOPE

The work covered by this section consists of furnishing all plant, labor, materials, and performing all operations in connection with furnishing and placing cast-in-place concrete for the Segment C2 floodwall and culvert as indicated on the drawings and specified herein.

1.2 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 INTERNATIONAL (ACI)

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

ACI 301 (2016) Specifications for Structural Concrete

ACI 305R (2010) Guide to Hot Weather Concreting

ACI 306R (2016) Guide to Cold Weather Concreting

ACI SP-15 (2011) Field Reference Manual: Standard Specifications for Structural Concrete ACI 301-05 with Selected ACI References

ASTM INTERNATIONAL (ASTM)

ASTM C1059/C1059M (2013) Standard Specification for Latex Agents for Bonding Fresh to Hardened Concrete

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

ASTM C1077 (2017) Standard Practice for Agencies Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Testing Agency Evaluation

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

ASTM C117 (2017) Standard Test Method for Materials Finer than 75-um (No. 200) Sieve in

SECTION 03 31 01.00 10 Page 1

Mineral Aggregates by Washing

ASTM C123/C123M (2014) Standard Test Method for Lightweight Particles in Aggregate

ASTM C1240 (2015) Standard Specification for Silica Fume Used in Cementitious Mixtures

ASTM C1260 (2014) Standard Test Method for Potential Alkali Reactivity of Aggregates (Mortar-Bar Method)

ASTM C127 (2015) Standard Test Method for Relative Density (Specific Gravity) and Absorption of Coarse Aggregate

ASTM C128 (2015) Standard Test Method for Relative Density (Specific Gravity) and Absorption of Fine Aggregate

ASTM C131/C131M (2014) Standard Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine

ASTM C136/C136M (2014) Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

ASTM C142/C142M (2017) Standard Test Method for Clay Lumps and Friable Particles in Aggregates

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

ASTM C150/C150M (2017) Standard Specification for Portland Cement

ASTM C1567 (2013) Standard Test Method for Potential Alkali-Silica Reactivity of Combinations of Cementitious Materials and Aggregate (Accelerated Mortar-Bar Method)

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 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 C295/C295M (2012) Standard Guide for Petrographic Examination of Aggregates for Concrete

SECTION 03 31 01.00 10 Page 2 staudegm Highlight

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

ASTM C33/C33M (2016) Standard Specification for Concrete Aggregates

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

ASTM C40/C40M (2016) Standard Test Method for Organic Impurities in Fine Aggregates for Concrete

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

ASTM C535 (2016) Standard Test Method for Resistance to Degradation of Large-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine

ASTM C566 (2013) Standard Test Method for Total Evaporable Moisture Content of Aggregate by Drying

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

ASTM C666/C666M (2015) Standard Test Method for Resistance of Concrete to Rapid Freezing and Thawing

ASTM C87/C87M (2017) Standard Test Method for Effect of Organic Impurities in Fine Aggregate on Strength of Mortar

ASTM C881/C881M (2015) Standard Specification for Epoxy-Resin-Base Bonding Systems for Concrete

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

ASTM C989/C989M (2017) Standard Specification for Slag Cement for Use in Concrete and Mortars

ASTM D75/D75M (2014) Standard Practice for Sampling Aggregates

CONCRETE REINFORCING STEEL INSTITUTE (CRSI)

CRSI 10MSP (2009; 28th Ed; Errata) Manual of Standard Practice

NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY (NIST)

NIST HB 44 (2018) Specifications, Tolerances, and Other Technical Requirements for Weighing and Measuring Devices

SECTION 03 31 01.00 10 Page 3

NATIONAL READY MIXED CONCRETE ASSOCIATION (NRMCA)

NRMCA CPMB 100 (2000; R 2006) Concrete Plant Standards of the Concrete Plant Manufacturer's Bureau

U.S. ARMY CORPS OF ENGINEERS (USACE)

COE CRD-C 104 (1980) Method of Calculation of the Fineness Modulus of Aggregate

COE CRD-C 114 (1997) Test Method for Soundness of Aggregates by Freezing and Thawing of Concrete Specimens

COE CRD-C 130 (2001) Standard Recommended Practice for Estimating Scratch Hardness of Coarse Aggregate Particles

COE CRD-C 143 (1962) Specifications for Meters for Automatic Indication of Moisture in Fine Aggregate

COE CRD-C 521 (1981) Standard Test Method for Frequency and Amplitude of Vibrators for Concrete

COE CRD-C 94 (1995) Corps of Engineers Specification for Surface Retarders

1.3 DESIGN REQUIREMENTS

Design in accordance with ACI 301, Section 4. Submit concrete mix designs with the following properties.

1.3.1 Air Content

Air content between 4 and 7 percent as delivered to the forms and as determined by ASTM C231/C231M, except that when the nominal maximum-size coarse aggregate is 3/4 inch, between 4.5 and 7.5 percent.

1.3.2 Slump

The slump shall be within the range of 1 to 4 inches as determined in accordance with ASTM C143/C143M. Where placement by pump is approved, the slump must not exceed 6 inches.

SECTION 03 31 01.00 10 Page 4

1.3.3 Concrete Strength

Provide specified compressive strength f'c as follows:

COMPRESSIVE STRENGTH (PSI) STRUCTURE OR PORTION OF STRUCTURE

4,000 @ 28 days All concrete work

1.3.4 Maximum Water-Cementitious Material (W/C) Ratio

Maximum W/C allowed as follows:

WATER-CEMENT

RATIO, BY MASS

STRUCTURE OR PORTION OF STRUCTURE

0.45 All concrete work

These W/C's may cause higher strengths than that required by paragraph

CONCRETE STRENGTH.

1.3.5 Construction Tolerances

Except as specified otherwise, a plus tolerance increases and a minus tolerance decreases the dimension to which it applies. A tolerance without sign means plus or minus. Where only one sign is specified, there is no limit in the other direction. Tolerances are not cumulative. The most restrictive tolerance will control. Tolerances can not extend the structure beyond legal boundaries.

a. Level and grade tolerance measurements of slabs and pile caps shall be made as soon as possible after finishing. When forms or shoring are used, make the measurements prior to removal.

b. Floodwalls Plumb: 1/2" deviation from plumb over height of wall from top of pile cap to top of wall Thickness: +1/2", =3/8" Top Elevation: -1/4", +3/4" Deviation from Required Alignment: 1" Deviation from Straight: 1/8" in 10'

c. Pile Caps Tolerances shall conform to the requirements of ACI 117, Section 3.

d. Culverts and Drainage Chambers Tolerances shall conform to the requirements of ACI 117, Section 10.

1.3.5.1 Appearance

Clean permanently exposed surfaces, if stained or otherwise discolored, by a method that does not harm the concrete and that is approved by the Contracting Officer. Resultant surfaces of the floodwall exposed-to-view shall be ready to accept the concrete stain and anti-graffiti coating systems specified in Section 09 97 02 PAINTING.

1.4 SUBMITTALS

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

SECTION 03 31 01.00 10 Page 5 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 00.00 18 SUBMITTAL PROCEDURES:

SD-03 Product Data

Concrete Mix Designs; G Batch Plant; G Concrete Mixers Conveying Equipment and Methods Placing Equipment and Methods Construction Joint Treatment; G Cold-Weather Concreting Procedures; G Hot-Weather Concreting Procedures; G Cementitious Materials and Admixtures; G Nonshrink Grout

SD-06 Test Reports

Aggregates; G Mill Test Reports Tests and Inspections Quality of Aggregates; G Mixer Uniformity Water Concrete Compressive Strength Test Reports

SD-07 Certificates

Concrete Field Testing Technicians Concrete Construction Inspector (CCI) Cementitious Materials and Admixtures

1.5 QUALITY ASSURANCE

The Government may sample and test aggregates and concrete to determine compliance with the specifications. Provide facilities and labor as may be necessary for procurement of representative test samples. Samples of aggregates will be obtained at the point of batching in accordance with ASTM D75/D75M. Concrete will be sampled in accordance with ASTM C172/C172M.

Do not use a material until the Contracting Officer gives notice that the material is satisfactory. The individuals who sample and test concrete or the constituents of concrete as required in this specification 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. The individuals who perform the inspection of concrete construction must have demonstrated a knowledge and ability equivalent to the ACI minimum guidelines for certification of Concrete Construction Inspector (CCI). Submit statements that the concrete testing technicians and the concrete inspectors meet the specified requirements. Maintain a copy of ACI SP-15 and CRSI 10MSP at project site.

1.5.1 Cementitious Materials and Admixtures

At least 60 days in advance of concrete placement, notify the Contracting Officer of the sources for cementitious materials and admixtures along with sampling location, brand name, type, and quantity to be used in the manufacture of the concrete. Cementitious Materials, including Cement and

SECTION 03 31 01.00 10 Page 6

Pozzolan, and Ground Granulated Blast-Furnace Slag will be accepted on the basis of the manufacturer's certification of compliance. Do not use cementitious materials until receiving Contracting Officer notice of acceptance. Cementitious materials will be subject to check testing from samples obtained at the source, at transfer points, or at the project site, as scheduled by the Contracting Officer, and such sampling will be by or under the supervision of the Government at its expense. Promptly remove material not meeting specifications from the site of work.

1.6 DELIVERY, STORAGE, AND HANDLING

Retest chemical admixtures that have been in storage at the project site for longer than 6 months or that have been subjected to freezing and reject if test results are not satisfactory. Chemical admixtures will be accepted based on compliance with the requirements of paragraph CHEMICAL ADMIXTURES.

PART 2 PRODUCTS

2.1 MATERIALS

Submit mill test reports attesting that materials meet the requirements of the specification under which they are furnished. Certification and mill test reports must be from samples taken from the particular lot furnished.

Submit descriptive literature of the Nonshrink Grout proposed for use together with a certificate from the manufacturer stating that it is suitable for the application or exposure for which it is being considered.

2.1.1 Cementitious Materials

Cementitious materials are portland cement, portland blast-furnace slag cement, portland cement in combination with pozzolan or GGBF slag or portland cement in combination with silica fume conforming to appropriate specifications listed below. If pozzolan is used, it shall never be less than 15 percent nor more than 35 percent by weight of the total cementitious material. Restrict the use of cementitious materials in architectural concrete (floodwall stem) to one color, one source, and one type.

2.1.1.1 Portland Cement

ASTM C150/C150M, Type I or II, except that the maximum amount of C3A in Type I cement is 15 percent.

2.1.1.2 High-Early-Strength Portland Cement

ASTM C150/C150M, Type III, used only when specifically approved in writing.

2.1.1.3 Fly Ash

ASTM C618, Class F, except that the maximum allowable loss on ignition must not exceed 6 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.

2.1.1.4 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

SECTION 03 31 01.00 10 Page 7 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.

2.1.1.5 Ultra Fine Fly Ash and Ultra Fine Pozzolan

Ultra Fine Fly Ash (UFFA) and Ultra Fine Pozzolan (UFP) must conform to ASTM C618, Class F or N, and the following additional requirements:

a. The strength activity index at 28 days of age is at least 95 percent of the control specimens.

b. The average particle size does not exceed 6 microns.

c. The sum of SiO2 + Al2O3 + Fe2O3 is greater than 77 percent.

2.1.1.6 Ground Granulated Blast-Furnace Slag

Conform to ASTM C989/C989M.

2.1.1.7 Silica Fume

Silica fume may be furnished as a dry, densified material or as a slurry.

Silica fume, unprocessed, or before processing into a slurry or a densified material, must conform to ASTM C1240 with the Uniformity Requirements in Table 4 invoked. Provide the services of a manufacturer's technical representative, experienced in mixture proportioning, placement procedures, and curing of concrete containing silica fume. Make the manufacturer's representative available for consultation by both the Contractor and the Government during mixture proportioning, planning, and production of silica-fume concrete and, onsite immediately prior to and during at least the first placement of concrete containing silica fume, and at other times if directed.

2.1.2 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. Submit test report showing compliance with ASTM C33/C33M.

2.1.2.1 Aggregate Expansion

Provide fine and coarse aggregates with expansions less than 0.08 percent at 28 days after casting when testED in accordance with ASTM C1260. Should the test data indicate an expansion of 0.08 percent or greater, reject the aggregate(s) or perform additional testing using ASTM C1567 and using the proposed mix design. In this case, include in the mix design low alkali portland cement and one of the following supplementary cementitious materials:

a. GGBF slag at a minimum of 40 percent of total cementitious

b. Fly ash or natural pozzolan at a minimum of total cementitious of

(1) 30 percent if (SiO2 plus Al2O3 plus Fe2O3) is 65 percent or more,

(2) 25 percent if (SiO2 plus Al2O3 plus Fe2O3) is 70 percent or more,

(3) 20 percent if (SiO2 plus Al2O3 plus Fe2O3) is 80 percent or more, SECTION 03 31 01.00 10 Page 8

(4) 15 percent if (SiO2 plus Al2O3 plus Fe2O3) is 90 percent or more.

c. Silica fume at a minimum of 7 percent of total cementitious.

If a combination of these materials is chosen, the minimum amount must be a linear combination of the minimum amounts above. Include these materials in sufficient proportion to show less than 0.08 percent expansion at 16 days after casting when tested in accordance with ASTM C1567.

2.1.2.2 Unfavorable Properties

Do not provide aggregates possessing properties or constituents that are known to have specific unfavorable effects in concrete when tested in accordance with ASTM C295/C295M.

2.1.3 Chemical Admixtures

Provide chemical admixtures, when required or permitted, that conform to the appropriate specification listed. Submit manufacturer's certificates of compliance for all Cementitious Materials and Admixtures.

2.1.3.1 Air-Entraining Admixture

Conform to ASTM C260/C260M and consistently cause the concrete to have an air content in the specified ranges under field conditions.

2.1.3.2 Accelerating Admixture

Meet the requirements of ASTM C494/C494M, Type C or E, except that calcium chloride or admixtures containing calcium chloride are not permitted.

2.1.3.3 Water-Reducing or Retarding Admixture

2.1.3.3.1 Water-Reducing or Retarding Admixtures

ASTM C494/C494M, Type A, B, or D, except that the 6-month and 1-year compressive strength tests are waived.

2.1.3.3.2 High-Range Water Reducing Admixture

ASTM C494/C494M, Type F or G except that the 6-month and 1-year strength requirements are waived. The admixture may be used only when approved by the Contracting Officer, such approval being contingent upon particular mixture control as described in the Contractor's Quality Control Plan.

2.1.4 Water

Provide water for mixing and curing in compliance with the requirements of ASTM C1602/C1602M; potable, and free of injurious amounts of oil, acid, salt, or alkali. Submit test report showing water complies with

ASTM C1602/C1602M.

2.1.5 Nonshrink Grout

Conform to ASTM C1107/C1107M and a commercial formulation suitable for the application proposed.

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2.1.6 Latex Bonding Compound

Latex bonding compound agents for bonding fresh to hardened concrete shall conform to ASTM C1059/C1059M.

2.1.7 Epoxy Resin

Epoxy resin for use in repairs shall conform to ASTM C881/C881M, type, grade and class appropriate to the repair type, location and installation temperature.

2.2 EQUIPMENT

Submit data on placing equipment and methods.