25R0003 - Amendment-0007 KEY Tech Specs.pdf

Mill Creek Diversion Dam Fish Ladder W912EF25R0003

MCL475720DDFL

PROJECT TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

01 00 00.00 28 GENERAL REQUIREMENTS

01 11 01.00 28 SUPPLEMENTARY REQUIREMENTS

01 14 00.10 28 PROJECT SITE RESTRICTIONS

01 14 00.30 28 SURFACE FINISH REQUIREMENTS - BIOLOGICAL

01 14 00.90 28 INTEGRATING ANTITERRORISM (AT) AND OPERATIONS SECURITY

(OPSEC)

01 22 00.00 28 MEASUREMENT AND PAYMENT

01 32 01.00 28 PROJECT SCHEDULE

01 33 00 SUBMITTAL PROCEDURES

01 35 29.10 28 GOVERNMENTAL SAFETY REQUIREMENTS

01 42 00 SOURCES FOR REFERENCE PUBLICATIONS

01 45 01.00 28 RESIDENT MANAGEMENT SYSTEM CONTRACTOR MODE (RMS CM)

01 45 04.00 28 CONTRACTOR QUALITY CONTROL

01 51 00.00 28 TEMPORARY UTILITIES

01 54 19.10 28 MOBILE CRANE REQUIREMENTS

01 55 10.00 28 CONTRACTOR WORK, ACCESS AND STORAGE AREAS

01 57 20.00 28 ENVIRONMENTAL PROTECTION

01 71 23.01 28 CONTRACTOR SURVEYS AND REMOTE SENSING DATA COLLECTION

01 78 00.00 28 CLOSEOUT SUBMITTALS

01 78 23.00 28 OPERATION AND MAINTENANCE DATA

01 91 00.00 28 SYSTEMS TESTING AND COMMISSIONING

DIVISION 02 - EXISTING CONDITIONS

02 24 10.30 28 TRAPPED FISH CAPTURE AND RELEASE

02 24 20.00 28 WATER QUALITY MONITORING

02 32 13.00 28 SUBSURFACE DRILLING AND SAMPLING

02 41 00.00 28 DEMOLITION

DIVISION 03 - CONCRETE

03 30 00.00 28 CAST-IN-PLACE CONCRETE

03 60 00.00 28 CONCRETE CORING, DRILLING, AND CUTTING

DIVISION 05 - METALS

05 05 20.00 28 POST-INSTALLED CONCRETE ANCHORS

05 05 23.00 28 STRUCTURAL STEEL, METALWORK FABRICATION, AND WELDING

DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES

06 82 14.00 28 FIBERGLASS REINFORCED PLASTIC (FRP) WALKWAYS

DIVISION 14 - CONVEYING EQUIPMENT

14 84 23.20 28 GATE HOISTING EQUIPMENT

DIVISION 25 - INTEGRATED AUTOMATION

25 05 11.00 28 CYBERSECURITY

25 31 00.01 28 ELECTRICAL CONTROL AND RELAY PANEL

DIVISION 26 - ELECTRICAL

26 05 00.00 28 GENERAL ELECTRICAL WORK

Amendment-0007 PROJECT TABLE OF CONTENTS Page 1 g4ecctgh Line Amendment-0007 - Section 03 30 00.00 28 "CAST-IN-PLACE CONCRETE"

26 05 19.00 28 INSULATED WIRE AND CABLE

26 05 26.11 28 GROUNDING

26 05 33.11 28 RACEWAYS AND BOXES FOR ELECTRICAL SYSTEMS

26 05 71.11 28 LOW VOLTAGE OVERCURRENT PROTECTIVE DEVICES

26 20 00.00 28 INTERIOR DISTRIBUTION SYSTEM

26 24 16.11 28 PANELBOARDS

26 56 00.00 28 EXTERIOR LIGHTING

DIVISION 28 - ELECTRONIC SAFETY AND SECURITY

28 05 26.11 28 GROUNDING AND BONDING FOR ELECTRONIC SAFETY AND SECURITY

DIVISION 31 - EARTHWORK

31 00 00.00 28 EARTHWORK

31 11 00.00 28 CLEARING AND GRUBBING

31 23 19.11 28 DIVERSION AND CARE OF WATER

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 12 16.11 28 ASPHALT PAVING

32 17 23.00 28 PAVEMENT MARKINGS

32 31 13.00 28 CHAIN LINK FENCES AND GATES

32 84 23.00 28 UNDERGROUND SPRINKLERS

32 92 23.00 28 SODDING

32 93 00.00 28 EXTERIOR PLANTS

DIVISION 33 - UTILITIES

33 51 43.00 28 INSTRUMENTATION AND PERFORMANCE MONITORING OF STRUCTURES

33 71 02.00 28 UNDERGROUND ELECTRICAL DISTRIBUTION

DIVISION 35 - WATERWAY AND MARINE CONSTRUCTION

35 20 16.00 28 SLIDE GATES AND ACTUATORS

35 20 20.00 28 ELECTRICAL EQUIPMENT FOR GATE HOIST

DIVISION 40 - PROCESS INTERCONNECTIONS

40 92 13.10 28 MOTORIZED GATE AND VALVE ACTUATORS

40 94 43.01 28 PROCESS CONTROLLERS - PROGRAMMABLE LOGIC CONTROLLERS (PLC)

-- End of Project Table of Contents --

Amendment-0007 PROJECT TABLE OF CONTENTS Page 2

SECTION TABLE OF CONTENTS

DIVISION 03 - CONCRETE

SECTION 03 30 00.00 28

CAST-IN-PLACE CONCRETE

PART 1 GENERAL

1.1 REFERENCES

1.2 DEFINITIONS

1.3 SUBMITTALS

1.4 MODIFICATION OF REFERENCES

1.5 DELIVERY, STORAGE, AND HANDLING

1.5.1 Reinforcement

1.6 QUALITY ASSURANCE

1.6.1 Design Data

1.6.1.1 Formwork Calculations

1.6.1.2 Concrete Mix Design

1.6.1.2.1 Special Requirements

1.6.2 Concrete Placement

1.6.2.1 Placement Key Drawings

1.6.2.2 Placement (Lift) Drawings

1.6.2.3 Bill of Materials

1.6.2.4 Reinforcement Drawings

1.6.3 Control Submittals

1.6.3.1 Concrete Curing Plan

1.6.3.2 Finishing Plan

1.6.4 Shop Drawings

1.6.4.1 Formwork

1.6.4.2 Reinforcing Steel

1.6.5 Field Samples

1.6.5.1 Surface Finish Samples

1.6.6 Test Reports

1.6.6.1 Fly Ash and Pozzolan

1.6.6.2 Aggregates

1.6.7 Quality Control Personnel

1.6.7.1 Field Testing Technician and Testing Agency

1.6.8 Laboratory Qualifications for Concrete Qualification Testing

1.6.9 Laboratory Accreditation

PART 2 PRODUCTS

2.1 FORMWORK MATERIALS

2.1.1 Wood Forms

2.1.1.1 Concrete Form Plywood (Standard Rough)

2.1.1.2 Overlaid Concrete Form Plywood (Standard Smooth)

2.1.2 Steel Forms

2.2 FORMWORK ACCESSORIES

2.2.1 Form Ties

2.2.2 Waterstops

2.2.2.1 PVC Waterstop

2.2.2.2 Hydrophilic Waterstop

SECTION 03 30 00.00 28 Page 1 Amendment - 0007

2.2.3 Chamfer Materials

2.2.4 Construction and Expansion Joints

2.2.5 Other Embedded items

2.3 CONCRETE MATERIALS

2.3.1 Cementitious Materials

2.3.1.1 Portland Cement

2.3.1.2 Fly Ash

2.3.2 Water

2.3.3 Aggregate

2.3.3.1 Aggregate

2.3.4 Admixtures

2.4 MISCELLANEOUS MATERIALS

2.4.1 Concrete Curing Materials

2.4.2 Nonshrink Grout

2.4.3 Expansion/Contraction Joint Filler

2.4.4 Joint Sealants

2.4.4.1 Horizontal Surfaces, 3 Percent Slope, Maximum

2.4.4.2 Vertical Surfaces Greater Than 3 Percent Slope

2.4.5 Concrete Crack Repair Materials

2.4.5.1 Cementitious Slurry Mortar

2.4.5.2 Injectable Epoxy System

2.5 CONCRETE MIX DESIGN

2.5.1 Properties and Requirements

2.5.2 Durability

2.5.2.1 Alkali-Aggregate Reaction

2.5.2.2 Corrosion and Chloride Content

2.5.3 Concrete Temperature

2.5.3.1 General

2.5.4 Thermal Control

2.5.5 Thermal Control Plan

2.5.6 Trial Mixtures

2.5.7 Ready-Mix Concrete

2.6 REINFORCEMENT

2.6.1 Reinforcing Bars

2.6.2 Mechanical Reinforcing Bar Connectors

2.6.3 Reinforcing Bar Supports

2.6.4 Glass Fiber-Reinforced Polymer (GFRP) Reinforcing Bars

PART 3 EXECUTION

3.1 EXAMINATION

3.2 PREPARATION

3.2.1 General

3.2.2 Subgrade Under Foundations and Footings

3.2.3 Reinforcement and Other Embedded Items

3.2.4 Construction Joint Treatment Plan

3.2.4.1 Joint Preparation

3.2.4.2 Air-Water Cutting

3.2.4.3 High-Pressure Water Jet

3.2.4.4 Abrasive Blasting

3.2.4.5 Waste Disposal

3.3 FORMS

3.3.1 Coating

3.3.2 Reuse

3.3.3 Forms for Standard Rough Form Finish

3.3.4 Forms for Standard Smooth Form Finish

3.3.5 Form Ties

3.3.6 Tolerances for Form Construction

3.3.7 Form Checkout Procedure

SECTION 03 30 00.00 28 Page 2

3.3.8 Formwork Removal

3.3.9 Removal of Forms and Supports

3.3.10 Strength of Concrete Required for Removal of Formwork

3.4 WATERSTOP INSTALLATION AND SPLICES

3.4.1 PVC Waterstop

3.4.2 Hydrophilic Waterstop

3.5 PLACING REINFORCEMENT AND MISCELLANEOUS MATERIALS

3.5.1 General

3.5.2 Reinforcement Supports

3.5.3 Splicing

3.5.4 Future Bonding

3.5.5 Setting Miscellaneous Material

3.5.6 Fabrication

3.5.7 Placing Reinforcement

3.5.8 Spacing of Reinforcing Bars

3.5.9 Concrete Protection for Reinforcement

3.6 BATCHING, MEASURING, MIXING, AND TRANSPORTING CONCRETE

3.6.1 Measuring

3.6.2 Mixing

3.6.3 Transporting

3.7 PLACING CONCRETE

3.7.1 Pumping

3.7.2 Cold Weather Placing

3.7.3 Hot Weather Placing

3.7.4 Consolidation

3.8 SURFACE FINISHES

3.8.1 Fish Ladder and Retaining Wall Surface Finishes

3.8.2 Defects

3.8.3 Not Against Forms

3.8.4 Formed Surfaces

3.8.4.1 Tolerances

3.8.4.2 Concrete NOT Exposed to Fish Passage and Transport Water

3.8.4.3 Concrete Exposed to Fish Passage and Transport Water

3.9 JOINTS

3.9.1 Construction Joints

3.9.1.1 Maximum Allowable Construction Joint Spacing

3.9.1.2 Construction Joints for Constructability Purposes

3.9.2 Expansion Joints

3.10 CURING AND PROTECTION

3.10.1 Curing Periods

3.10.2 Curing Formed Surfaces

3.10.3 Curing Unformed Surfaces

3.10.4 Temperature of Concrete During Curing

3.10.5 Protection from Mechanical Injury

3.10.6 Protection After Curing

3.11 FIELD QUALITY CONTROL

3.11.1 Aggregate Testing

3.11.1.1 Fine Aggregate

3.11.1.2 Coarse Aggregate

3.11.2 Concrete Sampling

3.11.3 Concrete Testing

3.11.3.1 Slump Tests

3.11.3.2 Temperature Tests

3.11.3.3 Compressive Strength Tests

3.11.3.4 Air Content

3.11.3.5 Strength of Concrete Structure

3.11.3.6 Non-Conforming Materials

3.11.3.7 Testing Concrete Structure for Strength

3.12 REPAIR, REHABILITATION AND REMOVAL

SECTION 03 30 00.00 28 Page 3 Amendment - 0007 g4ecctgh

Amendment-0007 - Section 03 30 00.00 28 - Sub-Paragraph 3.9.1.2 "Construction Joints for Constructability Purposes"

3.12.1 Repair of Concrete Defects

3.12.1.1 Cracks

3.12.1.2 Repair of Weak Surfaces

3.12.1.3 Other Defects

3.12.2 Failure of Quality Assurance Test Results

-- End of Section Table of Contents --

SECTION 03 30 00.00 28 Page 4

SECTION 03 30 00.00 28

CAST-IN-PLACE CONCRETE

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 117 (2010; R 2015) Specifications for Tolerances for Concrete Construction and Materials and Commentary

ACI 207.1 (2021) Standard Practice for Mass Concrete

ACI 211.1 (1991; R 2009) Standard Practice for Selecting Proportions for Normal, Heavyweight and Mass Concrete

ACI 224.1R (2007) Guide to Causes, Evaluation, and Repair of Cracks in Concrete Structures

ACI 301 (2020) Specifications for Structural Concrete

ACI 302.1R (2015) Guide for Concrete Floor and Slab Construction

ACI 304.2R (2017) Guide to Placing Concrete by Pumping Methods

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

ACI 305.1 (2014) Specification for Hot Weather Concreting

ACI 305R (2020) Guide to Hot Weather Concreting

ACI 306.1 (1990; R 2002) Standard Specification for Cold Weather Concreting

ACI 306R (2016) Guide to Cold Weather Concreting

ACI 308.1 (2011) Specification for Curing Concrete

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

ACI 440.1R (2015) Guide for the Design and Construction of Structural Concrete

SECTION 03 30 00.00 28 Page 5

Reinforced with Fiber-Reinforced Polymer (FRP) Bars

ACI 440.5 (2008) Specification for Construction with Fiber-Reinforced Polymer Reinforcing Bars

ACI 440.6 (2008) Specification for Carbon and Glass Fiber-Reinforced Polymer Bar Materials for Concrete Reinforcement

ACI SP-2 (2007; Abstract: 10th Edition) ACI Manual of Concrete Inspection

AMERICAN HARDBOARD ASSOCIATION (AHA)

AHA A135.4 (1995; R 2004) Basic Hardboard

ASTM INTERNATIONAL (ASTM)

ASTM A615/A615M (2022) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

ASTM C31/C31M (2024) Standard Practice for Making and Curing Concrete Test Specimens in the Field

ASTM C33/C33M (2023) Standard Specification for Concrete Aggregates

ASTM C39/C39M (2023) Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

ASTM C42/C42M (2020) Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete

ASTM C78/C78M (2022) Standard Test Method for Flexural Strength of Concrete (Using Simple Beam with Third-Point Loading)

ASTM C94/C94M (2023) Standard Specification for Ready-Mixed Concrete

ASTM C136/C136M (2019) Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

ASTM C143/C143M (2020) Standard Test Method for Slump of Hydraulic-Cement Concrete

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

ASTM C231/C231M (2024) 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

SECTION 03 30 00.00 28 Page 6

ASTM C311/C311M (2024) Standard Test Methods for Sampling and Testing Fly Ash or Natural Pozzolans for Use in Portland-Cement Concrete

ASTM C494/C494M (2019; E 2022) Standard Specification for Chemical Admixtures for Concrete

ASTM C595/C595M (2023) Standard Specification for Blended Hydraulic Cements

ASTM C618 (2023; E 2023) Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

ASTM C881/C881M (2020a) Standard Specification for Epoxy-Resin-Base Bonding Systems for Concrete

ASTM C882/C882M (2024) Standard Test Method for Bond Strength of Bonding Systems Used With Concrete by Slant Shear

ASTM C920 (2018) Standard Specification for Elastomeric Joint Sealants

ASTM C1017/C1017M (2013; E 2015) Standard Specification for Chemical Admixtures for Use in Producing Flowing Concrete

ASTM C1077 (2024) Standard Practice for Agencies Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Testing Agency Evaluation

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

ASTM C1218/C1218M (2020c) Standard Test Method for Water-Soluble Chloride in Mortar and Concrete

ASTM C1260 (2023) Standard Test Method for Potential Alkali Reactivity of Aggregates (Mortar-Bar Method)

ASTM C1293 (2008; R 2015) Standard Test Method for Determination of Length Change of Concrete Due to Alkali-Silica Reaction

ASTM C1567 (2023) Standard Test Method for Potential Alkali-Silica Reactivity of Combinations of Cementitious Materials and Aggregate (Accelerated Mortar-Bar Method)

ASTM C1778 (2023) Standard Guide for Reducing the Risk of Deleterious Alkali-Aggregate Reaction in Concrete

SECTION 03 30 00.00 28 Page 7

ASTM D412 (2016; R 2021) Standard Test Methods for Vulcanized Rubber and Thermoplastic Elastomers - Tension

ASTM D545 (2019; R 2023) Standard Test Methods for Preformed Expansion Joint Fillers for Concrete Construction (Nonextruding and Resilient Types)

ASTM D638 (2014) Standard Test Method for Tensile Properties of Plastics

ASTM D695 (2010) Standard Test Method for Compressive Properties of Rigid Plastics

ASTM D1752 (2018) Standard Specification for Preformed Sponge Rubber, Cork and Recycled PVC Expansion Joint Fillers for Concrete Paving and Structural Construction

ASTM D5249 (2010; R 2016) Standard Specification for Backer Material for Use with Cold-and Hot-Applied Joint Sealants in Portland-Cement Concrete and Asphalt Joints

ASTM D7174 (2005; R 2022) Standard Specification for Preformed Closed-Cell Polyolefin Expansion Joint Fillers for Concrete Paving and Structural Construction

ASTM D5759 (2012; R 2020) Characterization of Coal Fly Ash and Clean Coal Combustion Fly Ash for Potential Uses

ASTM D6690 (2021) Standard Specification for Joint and Crack Sealants, Hot Applied, for Concrete and Asphalt Pavements

ASTM E96/E96M (2024) Standard Test Methods for Gravimetric Determination of Water Vapor Transmission Rate of Materials

ASTM E329 (2023) Standard Specification for Agencies Engaged in Construction Inspection, Testing, or Special Inspection

CONCRETE REINFORCING STEEL INSTITUTE (CRSI)

CRSI 10MSP (2018; Errata 2019) Manual of Standard Practice

CRSI RB4.1 (2016) Supports for Reinforcement Used in Concrete

INTERNATIONAL CONCRETE REPAIR INSTITUTE (ICRI)

ICRI 310.2R (2013) Selecting and Specifying Concrete Surface Preparation for Sealers, Coatings, Polymer Overlays, and Concrete Repair

SECTION 03 30 00.00 28 Page 8

NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY (NIST)

NIST PS 1 (2009) DOC Voluntary Product Standard PS 1-07, Structural Plywood

NSF INTERNATIONAL (NSF)

NSF/ANSI 61 (2023) Drinking Water System Components - Health Effects

U.S. ARMY CORPS OF ENGINEERS (USACE)

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

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

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

1.2 DEFINITIONS

a. "Cementitious material" as used herein must include all Portland cement, pozzolan, fly ash, slag cement, and silica fume.

b. "Exposed to public view" means situated so that it can be seen from eye level from a public location after completion. A public location is accessible to persons not responsible for operation or maintenance.

c. "Chemical admixtures" are materials in the form of powder or fluids that are added to the concrete to give it certain characteristics not obtainable with plain concrete mixes.

d. "Supplementary cementing materials" (SCM) include coal fly ash, slag cement, natural or calcined pozzolans, and ultra-fine coal ash when used in such proportions to replace the Portland cement that result in improvement to sustainability and durability and reduced cost.

e. "Design strength" (f'c) is the specified compressive strength of concrete at time(s) specified in this section to meet structural design criteria.

f. "Mass Concrete" is any concrete system that approaches a maximum temperature of 158 degrees F within the first 72 hours of placement.

In addition, it includes all concrete elements with a section thickness of 3 feet or more regardless of temperature.

g. "Mixture proportioning" is the process of designing concrete mixture proportions to enable it to meet the strength, service life and constructability requirements of the project while minimizing the initial and life-cycle cost.

h. "Mixture proportions" are the masses or volumes of individual ingredients used to make a unit measure (cubic meter or cubic yard) of concrete.

i. "Pozzolan" is a siliceous or siliceous and aluminous material, which in

SECTION 03 30 00.00 28 Page 9 itself possesses little or no cementitious value but will, in finely divided form and in the presence of moisture, chemically react with calcium hydroxide at ordinary temperatures to form compounds possessing cementitious properties.

j. "Workability (or consistency)" is the ability of a fresh (plastic) concrete mix to fill the form/mold properly with the desired work (vibration) and without reducing the concrete's quality. Workability depends on water content, chemical admixtures, aggregate (shape and size distribution), cementitious content and age (level of hydration).

1.3 SUBMITTALS

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

submittals having an "I" designation are for information only. The designation following the "G" or "I" 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-01 Preconstruction Submittals qualified person ; G, GT

Concrete Curing Plan ; G, GT

Laboratory Accreditation ; G, GT

Cold Weather Placing ; G, GT

Hot Weather Placing ; G, GT

SD-02 Shop Drawings

Formwork ; G, ST

Reinforcing Steel ; G, ST

Placement Key Drawings ; G, ST

Placement (Lift) Drawings ; G, ST

Bill of Materials ; G, ST

Reinforcement Drawings ; G, ST

SD-03 Product Data

Joint Sealants ; G, ST

Joint Filler ; G, ST expansion joint materials ; G, ST

Cementitious Materials ; G, GT

Concrete Curing Materials ; G, GT

Curing Compound ; G, GT

SECTION 03 30 00.00 28 Page 10

Glass Fiber-Reinforced Polymer (GFRP) Reinforcing Bars ; G, ST

Admixtures ; G, GT

Form Ties ; G, ST

Waterstops ; G, ST

Nonshrink Grout ; G, GT

Mechanical Reinforcing Bar Connectors ; G, ST

Construction Joint Treatment Plan ; G, ST

Finishing Plan ; G, ST

SD-04 Samples

Surface Finish Samples ; G, ST

SD-05 Design Data

Concrete Mix Design ; G, GT

Formwork Calculations ; G, ST

Thermal Control Plan ; G, ST

Concrete Repair Plan ; G, ST

Mitigation Or Remediation Plan ; G, ST

SD-06 Test Reports

Concrete Mix Design ; G, GT

Fly Ash ; G, GT

Pozzolan ; G, GT

Aggregates ; G, GT

Compressive Strength Tests ; G, GT

Air Content ; G, GT

Slump Tests ; G, GT

SD-07 Certificates

Reinforcing Bars ; G, ST

Field Testing Technician and Testing Agency ; G, GT

1.4 MODIFICATION OF REFERENCES

Accomplish work in accordance with ACI publications except as modified herein. Consider the advisory or recommended provisions to be mandatory.

Interpret reference to the "Building Official," the "Structural Engineer,"

SECTION 03 30 00.00 28 Page 11 and the "Architect/Engineer" to mean the Contracting Officer.

1.5 DELIVERY, STORAGE, AND HANDLING

Follow ACI 301 and ACI 304R requirements and recommendations. Do not deliver concrete until forms, reinforcement, embedded items, and chamfer strips are in place and ready for concrete placement. Do not store concrete curing compounds or sealers in occupied spaces.

1.5.1 Reinforcement

Store reinforcement of different sizes and shapes in separate piles or racks raised above the ground to avoid excessive rusting. Protect from contaminants such as grease, oil, and dirt. Ensure bar sizes can be accurately identified after bundles are broken and tags removed.

1.6 QUALITY ASSURANCE

1.6.1 Design Data

1.6.1.1 Formwork Calculations

Design formwork for concrete in accordance with ACI 347R . Include design calculations indicating arrangement of forms, sizes and grades of supports (lumber), panels, and related components. Furnish drawings and calculations of shoring methods proposed. Calculations must indicate concrete pressure with both live and dead loads, along with material types. Formwork calculations shall be signed and sealed by a licensed professional civil or structural engineer.

1.6.1.2 Concrete Mix Design

Sixty 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, supplementary cementitious materials, and admixtures; and applicable reference specifications. Submit mill test and all other test for cement, supplementary 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.

1.6.1.2.1 Special Requirements

The Contractor shall be responsible for developing an optimum mixture

SECTION 03 30 00.00 28 Page 12 design with special considerations to reduce or control the heat of hydration and the resulting temperature rise to avoid damaging the concrete through excessive temperatures and temperature differences.

Mixture proportioning shall be performed in accordance with ACI 211.1 and

ACI 207.1 .

1.6.2 Concrete Placement

The concrete placement submittals specified below consist of Placement Key Drawings, Placement (Lift) Drawings with Bill of Materials, and Reinforcement Drawings. Drawings shall be submitted at least 45 days before the scheduled time of concrete placement.

1.6.2.1 Placement Key Drawings

Placement key drawings showing proposed numbering system for each concrete placement or lift, location of all concrete lifts, and sequence of lift placement shall be furnished and approved prior to furnishing reinforcement and placement drawings. Drawings shall show location of all construction and expansion joints.

1.6.2.2 Placement (Lift) Drawings

One separate drawing shall be furnished for each concrete placement. A placement drawing common (identical in all respects except for location) to two or more placements is acceptable. A placement drawing shall consist of more than one sheet when more space is needed to show the required information. Each sheet shall be complete for the portion of the lift indicated with all details for the installation of electrical, mechanical, structural, miscellaneous steel, and all other items associated with the placement, except reinforcing steel, being indicated on this sheet. All dimensions and construction details necessary for the construction and checkout of the concrete placements by Contractor's Quality Control personnel and by the Contracting Officer's Representative shall be shown.

Placement is defined as the act of placing in one continuous operation a mass of concrete between given lines and construction joints.

1.6.2.3 Bill of Materials

Bill of materials shall be furnished for each lift on the placement drawing. The bill shall be in tabular form and shall contain a brief description of each item of material, the mark number, and estimated quantity.

1.6.2.4 Reinforcement Drawings

Reinforcement drawings shall contain all necessary information for placing and checking required reinforcement steel in the field such as outline of the structure, size and identification of the bars, spacing of bars, supports, clearances, development lengths, splice lengths, details of mechanical splices, and such other information as might be required by the Contracting Officer. Reinforcement drawings shall be coordinated with placement drawings.

1.6.3 Control Submittals

1.6.3.1 Concrete Curing Plan

Submit proposed materials, methods and duration for curing concrete

SECTION 03 30 00.00 28 Page 13 elements in accordance with ACI 308.1 .

1.6.3.2 Finishing Plan

Submit proposed material and procedures to be used in obtaining the finish for all surfaces exposed to fish passage and transport water. Include qualification of person to be used for obtaining tolerance measurement, description of measuring equipment to be used, and a sketch showing lines and locations the measuring equipment will follow. Submit the finishing plan with the concrete mix design.

1.6.4 Shop Drawings

1.6.4.1 Formwork

Drawings showing details of formwork including, but not limited to;

materials, liners, joints, supports, studding and shoring, and sequence of form and shoring removal. Indicate placement schedule, construction, location and method of forming control joints. Include locations of inserts, conduit, sleeves and other embedded items. Reproductions of contract drawings are unacceptable.

Design, fabricate, erect, support, brace, and maintain formwork so that it is able to support, without failure, all vertical and lateral loads that may reasonably be anticipated to be applied to the formwork.

Formwork shop drawings shall be signed and sealed by a licensed professional civil or structural engineer.

1.6.4.2 Reinforcing Steel

Indicate bending diagrams, assembly diagrams, splicing and laps of bars, shapes, dimensions, and details of bar reinforcing, accessories, and concrete cover. Do not scale dimensions from structural drawings to determine lengths of reinforcing bars. Reproductions of contract drawings are unacceptable.

1.6.5 Field Samples

1.6.5.1 Surface Finish Samples

Provide a minimum of two sample concrete panels for each finish for each mix design, 3 feet by 3 feet, 3 inches thick. Use the approved concrete mix design(s). Provide sample panels on-site at the Contractor's staging area or other approved locations. Once approved, each set of panels are representative of each of the finishes specified and of the workmanship and finish(es) required. Proper removal and disposal of the samples is the responsibility of the Contractor. Do not remove or destroy samples until directed by the Contracting Officer.

1.6.6 Test Reports

1.6.6.1 Fly Ash and Pozzolan

Submit test results in accordance with ASTM C618 for fly ash and pozzolan.

Submit test results performed within 6 months of submittal date.

SECTION 03 30 00.00 28 Page 14

1.6.6.2 Aggregates

Submit test results in accordance with ASTM C33/C33M and ASTM C1293 or ASTM C1567 as required in the paragraph titled ALKALI-AGGREGATE REACTION.

1.6.7 Quality Control Personnel

1.6.7.1 Field Testing Technician and Testing Agency

Submit data on qualifications of proposed testing agency and technicians for approval by the Contracting Officer prior to performing testing on concrete.

a. Work on concrete under this contract must be performed by an ACI Concrete Field Testing Technician Grade 1 qualified in accordance with ACI SP-2 or equivalent. Equivalent certification programs must include requirements for written and performance examinations as stipulated in

ACI SP-2 .

b. Testing agencies that perform testing services on reinforcing steel must meet the requirements of ASTM E329.

c. Testing agencies that perform testing services on concrete materials must meet the requirements of ASTM C1077.

1.6.8 Laboratory Qualifications for Concrete Qualification Testing

The concrete testing laboratory must have the necessary equipment and experience to accomplish required testing. The laboratory must meet the requirements of ASTM C1077 and be Cement and Concrete Reference Laboratory (CCRL) inspected.

1.6.9 Laboratory Accreditation

Laboratory and testing facilities must be provided by and at the expense of the Contractor. The laboratories performing the tests must be accredited in accordance with ASTM C1077, including ASTM C78/C78M and ASTM C1260. The accreditation must be current and must include the required test methods, as specified. Furthermore, the testing must comply with the following requirements:

a. Aggregate Testing and Mix Proportioning: Aggregate testing and mixture proportioning studies must be performed by an accredited laboratory and under the direction of a registered professional engineer who is competent in concrete materials and must sign all reports and designs.

b. Acceptance Testing: Furnish all materials, labor, and facilities required for molding, curing, testing, and protecting test specimens at the site and in the laboratory. Furnish and maintain boxes or other facilities suitable for storing and curing the specimens at the site while in the mold within the temperature range stipulated by

ASTM C31/C31M.

c. Contractor Quality Control: All sampling and testing must be performed by an approved, independent, accredited laboratory.

SECTION 03 30 00.00 28 Page 15

PART 2 PRODUCTS

2.1 FORMWORK MATERIALS

a. Form-facing material in contact with concrete must be lumber, plywood, tempered concrete-form-grade hardboard, metal, or treated paper that creates specified appearance and texture of concrete surface. Submit product information on proposed form-facing materials if different from that specified herein.

b. Design formwork, shores, reshores, and backshores to support loads transmitted to them and to comply with applicable building code requirements.

c. Design formwork to withstand pressure resulting from placement and vibration of concrete and to maintain specified tolerances.

d. Design formwork to accommodate waterstop materials in joints at locations indicated in Contract Documents.

e. Provide temporary openings in formwork if needed to facilitate cleaning and inspection.

f. Design formwork joints to inhibit leakage of mortar.

g. Do not use earth cuts as forms for vertical or sloping surfaces. Cuts in controlled density fill (CDF) used as forms for vertical or sloping surfaces are acceptable.

2.1.1 Wood Forms

Provide lumber that is square edged or tongue-and-groove boards, free of raised grain, knotholes, or other surface defects. Provide plywood that complies with NIST PS 1 , B-B concrete form panels or better or AHA A135.4 , hardboard for smooth form lining.

2.1.1.1 Concrete Form Plywood (Standard Rough)

Provide plywood that conforms to NIST PS 1 , B-B, concrete form, not less than 5/8-inch thick.

2.1.1.2 Overlaid Concrete Form Plywood (Standard Smooth)

Provide plywood that conforms to NIST PS 1 , B-B, high density form overlay, not less than 5/8-inch thick.

2.1.2 Steel Forms

Provide steel form surfaces that do not contain irregularities, dents, or sags.

2.2 FORMWORK ACCESSORIES

a. Use commercially manufactured formwork accessories, including ties and hangers.

b. Form ties and accessories must not reduce the effective cover of the reinforcement.

SECTION 03 30 00.00 28 Page 16

2.2.1 Form Ties

a. Use form ties with ends or end fasteners that can be removed without damage to concrete.

b. The breakback distance for ferrous ties must be at least 3/4 in. .

c. Submit manufacturer's data sheet on form ties.

2.2.2 Waterstops

Submit manufacturer's data sheet on waterstop materials and splices.

2.2.2.1 PVC Waterstop

Polyvinylchloride waterstops must conform to COE CRD-C 572 .

2.2.2.2 Hydrophilic Waterstop

Swellable strip type compound of polymer modified chloroprene rubber that swells upon contact with water must conform to the following requirements when tested in accordance with ASTM D412: Tensile strength 420 psi minimum; ultimate elongation 600 percent minimum. Hardness must be 50 minimum on the type A durometer and the volumetric expansion ratio in distilled water at 70 degrees F must be 3 to 1 minimum.

2.2.3 Chamfer Materials

Use lumber materials with dimensions of 3/4 x 3/4 in .

2.2.4 Construction and Expansion Joints

a. Locate construction joints where shown on the contract drawings and placement key drawings or in alternate locations when approved by the Contracting Officer's Representative.

b. Make construction joints perpendicular to main reinforcement.

c. Provide expansion joints where shown on the contract drawings and placement key drawings or in alternate locations when approved by the Contracting Officer.

d. Submit expansion joint shop drawings for Government approval with the reinforcing steel shop drawings. The drawings must include details for all expansion joints. At a minimum, expansion joint shop drawings must identify expansion joint thickness, location of waterstops, and identify all materials to be used.

e. Submit manufacturer's data sheet on expansion joint materials .

2.2.5 Other Embedded items

Use sleeves, inserts, anchors, and other embedded items of material and design indicated in Contract Documents.

SECTION 03 30 00.00 28 Page 17

2.3 CONCRETE MATERIALS

2.3.1 Cementitious Materials

2.3.1.1 Portland Cement

a. Unless otherwise specified, provide cement that conforms to ASTM C595/C595M, Type 1L.

b. Use one brand and type of cement for formed concrete having exposed-to-view finished surfaces.

c. Submit information along with evidence demonstrating compliance with referenced standards. Submittals must include types of cementitious materials, manufacturing locations, shipping locations, and certificates showing compliance.

d. Cementitious materials must be stored and kept dry and free from contaminants.

2.3.1.2 Fly Ash

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

b. If fly ash is used it shall range from 15 to 30 percent by weight of cementitious material. Where the use of fly ash cannot meet the minimum level, it shall not be used. Report the chemical analysis of the fly ash in accordance with ASTM C311/C311M. Evaluate and classify fly ash in accordance with ASTM D5759.

2.3.2 Water

Water must be potable; free from injurious amounts of oils, acids, alkalis, salts, organic materials, or other substances deleterious to concrete.

2.3.3 Aggregate

2.3.3.1 Aggregate

a. Aggregates must conform to ASTM C33/C33M.

b. Aggregates used in concrete must be obtained from the same sources and have the same size range as aggregates used in concrete represented by submitted field test records or used in trial mixtures.

c. Store and handle aggregate in a manner that will avoid segregation and prevents contamination by other materials or other sizes of aggregates. Store aggregates in locations that will permit them to drain freely. Do not use aggregates that contain frozen lumps.

d. Submit types, pit or quarry locations, producers' names, aggregate supplier statement of compliance with ASTM C33/C33M, and ASTM C1293 expansion data not more than 18 months old.

2.3.4 Admixtures

a. Chemical admixtures must conform to ASTM C494/C494M.

SECTION 03 30 00.00 28 Page 18

b. Air-entraining admixtures must conform to ASTM C260/C260M.

c. Chemical admixtures for use in producing flowing concrete must conform to ASTM C1017/C1017M .

d. Do not use calcium chloride admixtures.

e. Admixtures used in concrete must be the same as those used in the concrete represented by submitted field test records or used in trial mixtures.

f. Protect stored admixtures against contamination, evaporation, or damage.

g. To ensure uniform distribution of constituents, provide agitating equipment for admixtures used in the form of suspensions or unstable solutions. Protect liquid admixtures from freezing and from temperature changes that would adversely affect their characteristics.

h. Submit types, brand names, producers' names, manufacturer's technical data sheets, and certificates showing compliance with standards required herein.

2.4 MISCELLANEOUS MATERIALS

2.4.1 Concrete Curing Materials

Provide concrete curing material in accordance with ACI 301 Section 5 and ACI 308.1 Section 2. Submit a list of all materials to be used for curing of concrete. Submit product data for concrete curing compound s. Submit manufacturer's instructions for placement of curing compound.

2.4.2 Nonshrink Grout

Grout shall be a commercially available prepackaged material. The use of metallic iron in the grout will not be acceptable. Prepackaged non-shrink grout shall be either a gas-liberating or expansive-cement type of material needing only the addition of water and consisting of a commercial formulation suitable for the application proposed and meeting the requirements in ASTM C1107/C1107M .

2.4.3 Expansion/Contraction Joint Filler

The expansion joint expansion filler must be a flexible foam, closed-cell structure type material. It must meet ASTM D5249, Type 2, ASTM D7174 and ASTM D1752 criteria with the compression requirement modified to 10 psi minimum and 25 psi maximum. The expansion joint expansion material must have a 95% minimum recovery with 15 psi or less compression at 50% and a 0.25% or less water absorption by volume when tested in accordance with ASTM D545 for a 0.5 inch thick specimen. These performance parameters and their values must be documented in the Joint Filler submittal. Submit manufacturer's product data sheets. Material must be 1/2 inch thick minimum, unless otherwise indicated.

2.4.4 Joint Sealants

Submit manufacturer's product data.

SECTION 03 30 00.00 28 Page 19

2.4.4.1 Horizontal Surfaces, 3 Percent Slope, Maximum

ASTM D6690 or ASTM C920, Type M, Class 25, Use T. Sealant shall be Use I for submerged locations.

2.4.4.2 Vertical Surfaces Greater Than 3 Percent Slope

ASTM C920, Type M, Grade NS, Class 25, Use T. Sealant shall be Use I for submerged locations.

2.4.5 Concrete Crack Repair Materials

2.4.5.1 Cementitious Slurry Mortar

The cementitious slurry mortar system must be a two-component, polymer-modified, cementitious waterproofing and protective slurry mortar.

The system must meet the following salient characteristics:

a. Minimum Compressive Strength at 28 Days = 3,000 psi per ASTM D695

b. Minimum Tensile Strength = 100 psi per ASTM D412

c. Water Vapor Permeance = 12 to 20 perms per ASTM E96/E96M

d. Approved for potable water use under NSF/ANSI 61

W. R. Meadows CEM-KOTE-FLEX ST is a product that meets the above requirements.

2.4.5.2 Injectable Epoxy System

Injectable Epoxy System must meet the requirements of ASTM C881/C881M, Type IV. The system must be moisture resistant and for use on damp surfaces. The system must include the following salient characteristics:

a. Minimum 28 Day Compressive Strength at 40 degrees F = 11,000 psi per ASTM D695

b. Minimum Slant Shear Strength at 14 days between hardened concrete = 2,000 psi per ASTM C882/C882M

c. Minimum Elongation at Break at 7 days = 2% per ASTM D638

d. Minimum Substrate Temperature = 40 degrees F

e. Approved for potable water use under NSF/ANSI 61

Simpson Strong-Tie CI-LV is a product that meets the above requirements.

2.5 CONCRETE MIX DESIGN

2.5.1 Properties and Requirements

a. Use materials and material combinations listed in this section and the contract documents.

b. Cementitious material content must be adequate for concrete to satisfy the specified requirements for strength, w/cm, durability, and finish ability described in this section and the contract documents.

c. Selected target slump must meet the requirements this section, the contract documents, and must not exceed 9 in . Concrete must not show visible signs of segregation.

d. The target slump must be enforced for the duration of the project.

Determine the slump by ASTM C143/C143M. Slump tolerances must meet the

SECTION 03 30 00.00 28 Page 20 requirements of ACI 117 .

e. The nominal maximum size of coarse aggregate for a mixture must not exceed three-fourths of the minimum clear spacing between reinforcement, one-fifth of the narrowest dimension between sides of forms, or one-third of the thickness of slabs or toppings. Nominal maximum aggregate size shall be as required by Table 2-1.

f. Concrete must be air entrained with an air content between 5-7%.

g. Measure air content at the point of delivery in accordance with ASTM C231/C231M. If a concrete pump is used, air content shall be measured at the point of placement.

h. Concrete must meet a minimum design strength (f'c) of 4,500 psi at 28 days.

TABLE 2- 1

SUMMARY OF CONCRETE REQUI REMENTS

Mix | Specified | Age | Max | ASTM C33/C33M| Slump | Air | ID | f'c 1 | | W/C | Grading No. | Range |Content | | | |Ratio | | | Range | Mix No.1 | 4500 psi |28 days| 0.42 | 57 or 67 | 3-5 inch| 5-7% |

2.5.2 Durability

2.5.2.1 Alkali-Aggregate Reaction

Do not use any aggregate susceptible to alkali-carbonate reaction (ACR).

Use one of the three options below for qualifying concrete mixtures to reduce the potential of alkali-silica reaction (ASR):

a. For each aggregate used in concrete, the expansion result determined in accordance with ASTM C1293 must not exceed 0.04 percent at one year.

b. For each aggregate used in concrete, the expansion result of the aggregate and cementitious materials combination determined in accordance with ASTM C1567 must not exceed 0.10 percent at an age of 16 days.

c. Alkali content in concrete (LBA) must not exceed 4 pounds per cubic yard for moderately reactive aggregate or 3 pounds per cubic yard for highly reactive aggregate. Reactivity must be determined by testing in accordance with ASTM C1293 and categorized in accordance with ASTM C1778. Alkali content is calculated as follows:

LBA = (cement content, pounds per cubic yard ) × (equivalent alkali content of Portland cement in percent/100 percent)

2.5.2.2 Corrosion and Chloride Content

Water-soluble chloride ion content contributed from constituents including water, aggregates, cementitious materials, and admixtures must be determined for the concrete mixture by ASTM C1218/C1218M at age between 28 and 42 days. Provide concrete with a maximum water-soluble chloride ion (Cl-) content, percent by mass of cement, of 0.10.

SECTION 03 30 00.00 28 Page 21

2.5.3 Concrete Temperature

2.5.3.1 General

The temperature of the concrete, as delivered, shall not exceed 90 degrees F. When the ambient temperature during placing is 40 degrees F or less, or is expected to be at any time within 6 hours after placing, the temperature of the concrete, as delivered, shall be between 55 and 75 degrees F.

2.5.4 Thermal Control

The temperature of the concrete shall not exceed 160 degrees F after placement. The maximum temperature difference between the center and surface of placement shall not exceed 35 degrees F. Temperature shall be monitored using one temperature sensor at the center of the largest portion of placement and one temperature sensor at a depth of 2 inches from the center of the nearest exterior surface. Place a backup sensor at each sensor location. In addition, provide a temperature sensor in a shaded location for monitoring ambient on-site temperature. Monitor temperatures every 15 minutes using electronic sensors. Ensure temperature sensors are operational before placing concrete.

2.5.5 Thermal Control Plan

A thermal control plan in accordance with ACI 207.1 must be submitted for the following scenarios:

a. All sections 3'-0" thick or greater

b. Where the equivalent cement method per ACI PRC-207.1-21, Section 3.1.1, indicates that the placement could be or is considered mass concrete.

The thermal control plan must be developed by a qualified person with a minimum of 10 years of experience in mix design and placement of "mass concrete". At least 30 days before submission of the thermal control plan, the contractor must submit for Government approval the qualified person's resume, demonstrating the 10 years of experience with "mass concrete" including references, and at least 3 previous example thermal control plans developed by the qualified person. The thermal control plan must be signed and sealed by a registered professional engineer.

Submit a thermal control plan in accordance with ACI 301 at least 60 days prior to placing concrete. The Contractor shall also perform a test pour at the project site and implement the thermal control plan. The test pour must be at least 6 feet x 6 feet x 6 feet. The Contractor shall provide all forming and containment to make the test pour and shall properly dispose of the test pour once complete. Thermal control plan shall include the following information:

a. Calculated or measured adiabatic temperature rise of concrete

b. Upper limit for concrete temperature at time of placement

c. Description of specific measures to control maximum temperature and maximum temperature differential

d. Description of equipment and procedures that will be used to monitor and log temperature and temperature differences

SECTION 03 30 00.00 28 Page 22

e. Description of measures to address and reduce excessive temperature and temperature differences, if they occur

f. Description of curing procedures, including materials, methods, and curing duration

g. Description of formwork removal procedures to ensure temperature difference at temporarily exposed surface will not exceed temperature difference limit, and how curing will be maintained

h. List of structural elements affected by the thermal control plan

i. Results of the test pour and resulting modifications to the plan.

2.5.6 Trial Mixtures

Trial mixtures must be in accordance with ACI 301 .

2.5.7 Ready-Mix Concrete

Provide concrete that meets the requirements of ASTM C94/C94M.

Ready-mixed concrete manufacturer must provide duplicate delivery tickets with each load of concrete delivered. The ticket must accompany the representative batch of concrete to the point of placement and be given to the Contracting Officer prior to placement of that batch of concrete.

Provide delivery tickets with the following information in addition to that required by ASTM C94/C94M:

a. Type and brand cement

b. Cement and supplementary cementitious materials content in 94-pound bags per cubic yard of concrete

c. Maximum size of aggregate

d. Amount and brand name of admixtures

e. Total water content expressed by water cementitious material ratio

2.6 REINFORCEMENT

2.6.1 Reinforcing Bars

a. Reinforcing bars must be deformed.

b. ASTM A615/A615M Grade 60 , unless shown otherwise on the contract drawings.

c. Bend reinforcement cold. Fabricate reinforcement in accordance with fabricating tolerances of ACI 117 .

d. Submit mill certificates for reinforcing bars.

2.6.2 Mechanical Reinforcing Bar Connectors

Mechanical Reinforcing Bar Connectors are also known as "Form Savers" and denoted FS on plans.

SECTION 03 30 00.00 28 Page 23

a. Provide 125 percent minimum yield strength of the reinforcement bar.

b. Submit data on mechanical splices demonstrating compliance with this paragraph.

2.6.3 Reinforcing Bar Supports

a. Provide reinforcement support types within structure as required by Contract Documents. Reinforcement supports must conform to CRSI RB4.1 .

2.6.4 Glass Fiber-Reinforced Polymer (GFRP) Reinforcing Bars

GFRP reinforcement must meet the requirements of ACI 440.1R , ACI 440.5 , ACI 440.6 , and the table below. All bends shall be completed in the factory. Field bending is not permitted.

BAR SIZE GUARANTEED TENSILE

STRENGTH (Ffu) (ksi)

TENSILE MODULUS OF

ELASTICITY (Ef) (ksi)

ULTIMATE STRAIN

(efu) (ksi)

5 105 6700 1.57%

6 100 6700 1.49%

7 95 6700 1.42%

8 90 6700 1.34%

9 85 6700 1.27%

10 80 6700 1.19%

PART 3 EXECUTION

3.1 EXAMINATION

a. Do not begin installation until substrates have been properly constructed; verify that substrates are level.

b. If substrate preparation is the responsibility of another installer, notify Contracting Officer of unsatisfactory preparation before processing.

c. Check field dimensions before beginning installation. If dimensions vary too much from design dimensions for proper installation, notify Contracting Officer and wait for instructions before beginning installation.

3.2 PREPARATION

Determine quantity of concrete needed and minimize the production of excess concrete. Designate locations or uses for potential excess concrete before the concrete is poured.

3.2.1 General

a. Surfaces against which concrete is to be placed must be free of debris, SECTION 03 30 00.00 28 Page 24 loose material, standing water, snow, ice, and other deleterious substances before start of concrete placing.

b. Remove standing water without washing over freshly deposited concrete.

Divert flow of water through side drains provided for such purpose.

3.2.2 Subgrade Under Foundations and Footings

a. When subgrade material is dry, sprinkle subgrade surface with water as required to eliminate suction at the time concrete is deposited.

3.2.3 Reinforcement and Other Embedded Items

Before placing concrete, secure reinforcement, joint materials, and other embedded materials in position, inspected, and approved before start of concrete placing. Embedded items shall be free of oil and other foreign matter such as loose coatings of rust, paint, and scale. Reinforcement shall be free of materials deleterious to bond. The embedding of wood in concrete will be permitted only when specifically authorized or directed by the Contracting Officer. Voids in sleeves, inserts, and anchor slots shall be filled temporarily with readily removable materials to prevent the entry of concrete into the voids.

3.2.4 Construction Joint Treatment Plan

Contractor must submit a construction joint treatment plan that describes the means and methods of joint preparation, joint cleanup, and waste disposal for review at least 30 days before concrete placement begins.

The plan shall include the means and methods of achieving the required surface roughness.