Attachment 2 - MAHG231034 Repair Well 9 Specifications.pdf

Table of Contents Specifications for the MAHG231034

Repair Well #9 Casing, Drop Pipe, Pump, Instrumentation, Controls Project

Section 03 30 00 Concrete Section 26 20 00 Interior Distribution Section 26 32 15 Generator Section 26 36 23 Automatic Transfer Switches and By-Pass/

Isolation Switch Section 31 23 00 Excavation and Fill

MDOT Specification Geotextile Fabric Under the Concrete Slabs

FA301026R0012

Attachment 2

SECTION 03 30 00

CONCRETE

TABLE OF CONTENTS

PART 1 GENERAL

1.0 REFERENCES

1.1 DEFINITIONS

1.2 SUBMITTALS

1.3 MODIFICATION OF REFERENCES

1.4 DELIVERY, STORAGE, AND HANDLING

1.4.1 Reinforcement

1.4.1.1 Epoxy Coated Reinforcing Steel

1.5 QUALITY ASSURANCE

1.5.1 Design Data

1.5.1.1 Concrete Mix Design

1.5.2 Shop Drawings

1.5.2.1 Reinforcing Steel

1.5.3 Control Submittals

1.5.3.1 Concrete Curing Plan

1.5.3.2 Pumping Concrete

1.5.3.3 Safety Data Sheets

1.5.4 Test Reports

1.5.4.1 Slag Cement

1.5.4.2 Aggregates

1.5.5 Quality Control Plan

1.5.5.1 Field Testing Technician and Testing Agency

1.5.6 Laboratory Qualifications for Concrete Qualification Testing

1.6 ENVIRONMENTAL REQUIREMENTS

1.6.1 Submittals for Environmental Performance

WORK PART 2 PRODUCTS

2.1 FORMWORK MATERIALS

2.1.1 Waterstops

2.1.1.1 PVC Waterstop

2.1.1.2 Rubber Waterstop

2.1.1.3 Thermoplastic Elastomeric Rubber Waterstop

2.1.1.4 Hydrophilic Waterstop

2.1.2 Construction and movement joints

2.2 CONCRETE MATERIALS

2.2.1 Cementitious Materials

2.2.1.1 Portland Cement

2.2.1.2 Fly Ash

2.2.1.3 Other Supplementary Cementitious Materials

2.2.2 Water

2.2.3 Aggregate

2.2.3.1 Normal-Weight Aggregate

2.2.3.2 Lightweight Aggregate

2.2.3.3 Recycled Aggregate Materials

2.2.4 Admixtures

2.3 MISCELLANEOUS MATERIALS

2.3.1 Concrete Curing Materials

2.3.2 Nonshrink Grout

2.3.3 Expansion/Contraction Joint Filler

2.3.4 Joint Sealants

2.3.4.1 Horizontal Surfaces, 3 Percent Slope, Maximum

2.3.4.2 Vertical Surfaces Greater Than 3 Percent Slope

2.3.4.3 Lubricant for Preformed Compression Seals

2.4 CONCRETE MIX DESIGN

2.4.1 Properties and Requirements

2.4.2 Ready-Mix Concrete

2.5 REINFORCEMENT

2.5.1 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 Subgrade Under Slabs on Ground

3.2.4 Edge Forms and Screed Strips for Slabs

3.2.5 Reinforcement and Other Embedded Items

3.3 WATERSTOP INSTALLATION AND SPLICES

3.3.1 PVC Waterstop

3.3.2 Rubber Waterstop

3.3.3 Thermoplastic Elastomeric Rubber Waterstop

3.3.4 Hydrophilic Waterstop

3.4 PLACING REINFORCEMENT AND MISCELLANEOUS MATERIALS

3.4.1 General

3.4.2 Welding

3.5 BATCHING, MEASURING, MIXING, AND TRANSPORTING CONCRETE

3.5.1 Mixing

3.6 Bonding

3.6.1 Not Against Forms (Top of Walls)

3.6.2 Formed Surfaces

3.6.2.1 Tolerances

3.7 FLOOR, SLAB, AND PAVEMENT FINISHES AND

MISCELLANEOUS CONSTRUCTION

3.7.1 Finish

3.8 JOINTS

3.8.1 Construction Joints

3.8.1.1 Construction Joints for Constructability Purposes

3.8.2 Isolation Joints in Slabs on Ground

3.8.3 Contraction Joints in Slabs on Ground

3.8.4 Sealing Joints in Slabs on Ground

3.8.4.1 Preparations Prior to Placing

3.8.4.2 Placing

3.8.4.3 Finishing

3.8.4.4 Base Slab

3.8.4.5 Placing

3.8.4.6 Finishing

3.9 CURING AND PROTECTION

3.9.1 Requirements for Type III, High-Early-Strength Portland Cement

3.9.2 Curing Periods

3.9.3 Curing Formed Surfaces

3.9.4 Curing Unformed Surfaces

3.9.5 Temperature of Concrete During Curing

3.9.6 Protection from Mechanical Injury

3.9.7 Protection After Curing

3.10 FIELD QUALITY CONTROL

3.10.1 Aggregate Testing

3.10.1.1 Fine Aggregate

3.10.1.2 Coarse Aggregate

3.10.2 Concrete Sampling

3.10.3 Concrete Testing

3.10.3.1 Slump Tests

3.10.3.2 Temperature Tests

3.10.3.3 Compressive Strength Tests

3.10.3.4 Air Content

3.10.3.5 Unit Weight of Structural Concrete

3.10.3.6 Chloride Ion Concentration

3.10.3.7 Strength of Concrete Structure

3.10.3.8 Non-Conforming Materials

3.10.3.9 Testing Concrete Structure for Strength

3.10.4 Failure of Quality Assurance Test Results

-- End of Section Table of Contents --

PART 1 GENERAL

1.0 REFERENCES

The publications listed below form a part of this specification to the extent referenced.

The publications are referred to within the text by the basic designation only.

AMERICAN CONCRETE INSTITUTE (ACI)

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

ACI 121R (2008) Guide for Concrete Construction Quality Systems in Conformance with ISO 9001

ACI 213R (2014; E2017) Guide for Structural Lightweight- Aggregate Concrete

ACI 301 (2016) 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 SP-2 (2007; Abstract: 10th Edition) ACI Manual of Concrete Inspection

ACI SP-15 (2011) Field Reference Manual:

Standard

Specifications for Structural Concrete ACI 301-05 with Selected ACI References

AMERICAN HARDBOARD ASSOCIATION (AHA)

AHA A135.4 (1995; R 2004) Basic

Hardboard AMERICAN WELDING SOCIETY (AWS)

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

ASTM INTERNATIONAL (ASTM)

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

ASTM A53/A53M (2022) Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless

ASTM A184/A184M (2019) Standard Specification for Welded Deformed Steel Bar Mats for Concrete Reinforcement

ASTM A615/A615M (2022) Standard Specification for

Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

ASTM A706/A706M (2022) Standard Specification for Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement

ASTM A767/A767M (2016) Standard Specification for Zinc-Coated (Galvanized) Steel Bars for Concrete Reinforcement

ASTM A775/A775M (2022) Standard Specification for Epoxy- Coated Steel Reinforcing Bars

ASTM A780/A780M (2020) Standard Practice for

Repair of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings

ASTM A820/A820M (2022) Standard Specification for Steel

Fibers for Fiber-Reinforced Concrete

ASTM A884/A884M (2019) Standard Specification for Epoxy- Coated Steel Wire and Welded Wire Reinforcement

ASTM A934/A934M (2022) Standard Specification for

Epoxy- Coated Prefabricated Steel

Reinforcing Bars ASTM A955/A955M (2020c) Standard Specification for

Deformed and Plain Stainless-Steel Bars for Concrete Reinforcement

ASTM A970/A970M (2018) Standard Specification for Headed Steel Bars for Concrete Reinforcement

ASTM A996/A996M (2016) Standard Specification for Rail-Steel and Axle-Steel Deformed Bars for Concrete Reinforcement

ASTM A1022/A1022M (2016b) Standard Specification for Deformed and Plain Stainless-Steel Wire and Welded Wire for Concrete Reinforcement

ASTM A1044/A1044M (2016a) Standard Specification for Steel Stud Assemblies for Shear Reinforcement of Concrete

ASTM A1055/A1055M (2022) Standard Specification for Zinc and Epoxy Dual Coated Steel Reinforcing Bars

ASTM A1060/A1060M (2016b) Standard Specification for Zinc-Coated (Galvanized) Steel Welded Wire Reinforcement, Plain and Deformed, for Concrete

ASTM A1064/A1064M (2022) Standard Specification for Carbon- Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete

ASTM A1094/A1094M (2020) Standard Specification for Continuous Hot-Dip Galvanized Steel Bars for Concrete Reinforcement

ASTM C31/C31M (2022) Standard Practice for Making and Curing Concrete Test Specimens in the Field

ASTM C33/C33M (2018) Standard Specification for

Concrete Aggregates

ASTM C39/C39M (2021) 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 (2022a)Standard Specification for Ready- Mixed Concrete

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

ASTM C138/C138M (2017a) Standard Test Method for Density (Unit Weight), Yield, and Air Content (Gravimetric) of Concrete

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

ASTM C150/C150M (2022) Standard Specification for Portland Cement

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

ASTM C173/C173M (2016) Standard Test Method for Air

Content of Freshly Mixed Concrete by the Volumetric Method

ASTM C231/C231M (2022) 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 C311/C311M (2022) Standard Test Methods for Sampling and Testing Fly Ash or Natural Pozzolans for Use in Portland-Cement Concrete

ASTM

C330/C330M

(2017a) Standard Specification for Lightweight Aggregates for Structural Concrete

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

C567/C567M

(2019) Determining Density of Structural Lightweight Concrete

C595/C595M

(2021) Standard Specification for Blended Hydraulic Cements

C618

(2022) Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in

C803/C803M

(2018) Standard Test Method for Penetration Resistance of Hardened Concrete

C845/C845M

(2018) Standard Specification for Expansive Hydraulic Cement

C873/C873M

(2015) Standard Test Method for Compressive Strength of Concrete Cylinders Cast in Place in Cylindrical Molds

AST M C900 (2015) Standard Test Method for Pullout Strength of Hardened Concrete

AST M C920 (2018) Standard Specification for Elastomeric Joint Sealants

AST M C989/C989M (2022) Standard Specification for Slag Cement for Use in Concrete and Mortars

ASTM C1012/C1012M (2018b) Standard Test Method for Length

Change of Hydraulic-Cement Mortars Exposed to a Sulfate Solution

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

AST M C1074 (2019) Standard Practice for Estimating Concrete Strength by the Maturity Method

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

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

ASTM C1116/C1116M (2010a; R 2015) Standard Specification for Fiber- Reinforced Concrete

ASTM C1157/C1157M (2020a) Standard Performance Specification for Hydraulic Cement

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

ASTM C1240 (2020) Standard Specification for

Silica Fume Used in Cementitious Mixtures

ASTM C1260 (2021) 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 (2022) Standard Test Method for Potential Alkali- Silica Reactivity of Combinations of Cementitious Materials and Aggregate (Accelerated Mortar-Bar Method)

ASTM C1602/C1602M (2022) Standard Specification for Mixing Water Used in Production of Hydraulic Cement Concrete

ASTM C1778 (2016) Standard Guide for Reducing the Risk of Deleterious Alkali- Aggregate Reaction in Concrete

ASTM D412 (2016) Standard Test Methods for Vulcanized Rubber and

Thermoplastic Elastomers - Tension

ASTM D471 (2016a) Standard Test Method for Rubber Property - Effect of Liquids

ASTM D1751 (2018) Standard Specification for

Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types)

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

ASTM D2628 (1991; R 2016) Standard Specification for Preformed Polychloroprene Elastomeric Joint Seals for Concrete Pavements

ASTM D2835 (1989; R 2017) Standard Specification for Lubricant for Installation of Preformed Compression Seals in Concrete Pavements

ASTM D3042 (2017) Standard Test Method for

Insoluble Residue in Carbonate Aggregates

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

ASTM D6690 (2015) Standard Specification for Joint and Crack Sealants, Hot Applied, for Concrete and Asphalt Pavements

ASTM E96/E96M (2022a) Standard Test Methods for

Gravimetric Determination ofWater Vapor Transmission Rate of Materials

ASTM E329 (2021) Standard Specification for Agencies

Engaged in Construction Inspection, Testing, or Special Inspection

ASTM E1155 (2020) Standard Test Method for Determining Floor Flatness and Floor Levelness Numbers

ASTM E1643 (2018a) Standard Practice for Selection, Design, Installation, and Inspection of Water Vapor Retarders Used in Contact with Earth or Granular Fill Under Concrete Slabs

ASTM E1745 (2017) Standard Specification for Water Vapor Retarders Used in Contact with Soil or Granular Fill under Concrete Slabs

ASTM E1993/E1993M (1998; R 2020) Standard Specification for Bituminous Water Vapor Retarders Used in Contact with Soil or Granular Fill Under Concrete Slabs

CONCRETE REINFORCING STEEL INSTITUTE (CRSI)

CRSI 10MSP (2018) Manual of Standard Practice

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

FOREST STEWARDSHIP COUNCIL (FSC)

FSC STD 01 001 (2015) Principles and Criteria for

Forest Stewardship

NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY (NIST)

NIST PS 1 (2009) DOC Voluntary Product Standard

PS 1- 07, Structural Plywood

U.S. ARMY CORPS OF ENGINEERS (USACE)

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

COE CRD-C 513 (1974) Corps of Engineers Specifications for Rubber Waterstops

COE CRD-C 572 (1974) Corps of Engineers

Specifications for Polyvinylchloride Waterstops

U.S. GENERAL SERVICES ADMINISTRATION (GSA)

FS SS-S-200 (Rev E; Notice 1; Notice 2) Sealant, Joint, Two- Component, Jet-Blast- Resistant, Cold-Applied, for Portland Cement Concrete Pavement

U.S. GREEN BUILDING COUNCIL (USGBC)

LEED NC (2013) Leadership in Energy and Environmental Design(tm) New Construction Rating System

-- End of Section --

1.1 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 of the building. A public location is accessible to persons not responsible for operation or maintenance of the building.

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 yard of concrete.

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

1.2 SUBMITTALS

Government approval is required for submittals with a "G" or "S" classification. Submittals not having a "G" or "S" classification are for Contractor Quality Control approval. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals Concrete Curing Plan Quality Control Plan;

Quality Control Personnel Certifications;

Quality Control Organizational Chart

Laboratory Accreditation;

Maturity Method

Data SD-02 Shop

Drawings

Reinforcing

Steel; G SD-03

Product Data

Joint Seals;(LEED NC)

Joint Filler; (LEED NC)

Recycled Aggregate Mat.; (LEED NC)

Cementitious Materials; (LEED NC)

Vapor Retarder and Vapor Barrier

Concrete Curing Materials

Reinforcement; (LEED NC)

Liquid Chemical Floor Hardeners and Sealers Admixtures

Mechanical Reinforcing Bar

Connectors Waterstops; G

Local/Regional Mat.; (LEED NC)

Biodegradable Form Release

Agent PumpingConcrete

Finishing Plan

Nonshrink

Grout

SD-04 Samples

Slab Finish Sample

Surface Finish Samples

SD-05 Design Data

Concrete Mix

Design; G SD-06 Test

Reports

Concrete Mix Design; G

Fly Ash

Pozzolan

Slag

Cement

Aggregates

Tolerance

Report

Compressive Strength Tests;

G Unit Weight of Structural

Concrete Chloride Ion

Concentration

Air Content

Slump Tests

Water

SD-07 Certificates

Reinforcing Bars

Welder Qualifications

Silica Fume Manufacturer's Representative

VOC Content for Form Release Agents, Curing Compounds, and Concrete Penetrating Sealers

Safety Data Sheets

Testing Technician and Testing

Agency SD- 08 Manufacturer's

Instructions

Liquid Chemical Floor Hardeners and Sealers Joint

Sealants; (LEED NC)

Curing Compound

1.3 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," and the "Architect/Engineer" to mean the Contracting Officer.

1.4 DELIVERY, STORAGE, AND HANDLING

Follow ACI 301, ACI 304R and ASTM A934/A934M requirements and recommendations. Do not deliver concrete until vapor retarder, forms, reinforcement, embedded items, and chamfer strips are in place and ready for concrete placement. Do not store concrete curing compounds or sealers with materials that have a high capacity to adsorb volatile organic compound (VOC) emissions. Do not store concrete curing compounds or sealers in occupied spaces.

1.4.1 Reinforcement

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

1.5 QUALITY ASSURANCE

1.5.1 Design Data

1.5.2 Concrete Mix Design

Fourteen 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. Required average strength can be documented by field experience if field strength test data are available and represent a single group of at least 10 consecutive strength tests for one mixture, using materials and conditions similar to those expected for work, and encompassing a period of not less than 45 days. The average of field strength tests shall equal or exceed fcr'.

Changes in materials, conditions, and proportions within the test record shall not have been more closely restricted than those for the proposed work. Test records shall not be more than 24 months old. Obtain mix design approval from the contracting officer prior to concrete placement.

1.6.2 Shop Drawings

1.6.2.1 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.

1.6.3 Control Submittals

1.6.3.1 Concrete Curing Plan

Submit proposed materials, methods and duration for curing concrete elements in accordance with ACI 308.1.

1.6.3.2 Pumping Concrete

Submit proposed materials and methods for pumping concrete. Submittal must include mix designs, pumping equipment including type of pump and size and material for pipe, and maximum length and height concrete is to be pumped.

1.6.3.3 Safety Data Sheets

Submit Safety Data Sheets (SDS) for all materials that are regulated for hazardous health effects.

SDS must be readily accessible during each work shift to employees when they are at the construction site.

1.6.4 Test Reports

1.6.4.1 Slag Cement

Submit test results in accordance with ASTM C989/C989M for slag cement.

Submit test results performed within 6 months of submittal date.

1.6.4.2 Aggregates

Submit test results in accordance with ASTM C33/C33M, or ASTM C330/C330M for lightweight aggregate, and ASTM C1293 or ASTM C1567 as required in the paragraph titled ALKALI-AGGREGATE REACTION.

1.6.5 Quality Control Plan

Develop and submit for approval a concrete quality control program in accordance with the guidelines of ACI 121R and as specified herein. The plan must include approved laboratories. Provide direct oversight for the concrete qualification program inclusive of associated sampling and testing. All quality control reports must be provided to the Contracting Officer, Quality Manager and Concrete Supplier. Maintain a copy of ACI SP-15 and CRSI 10MSP at project site.

1.6.6 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.

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.

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

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

1.6.7 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.

1.6.8 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 in a U.S. state or territory competent in concrete materials 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, onsite, independent, accredited laboratory.

1.6 ENVIRONMENTAL REQUIREMENTS

Provide space ventilation according to material manufacturer recommendations, at a minimum, during and following installation of concrete curing compound and sealer. Maintain one of the following ventilation conditions during the curing period or for 72 hours after installation:

a. Supply 100 percent outside air 24 hours a day.

b. Supply airflow at a rate of 6 air changes per hour, when outside temperatures are between 55 degrees F and 84 degrees F and humidity is between 30 percent and 60 percent.

c. Supply airflow at a rate of 1.5 air changes per hour, when outside air conditions are not within the range stipulated above.

1.6.1 Submittals for Environmental Performance

a. Provide data indication the percentage of post-industrial pozzolan (fly ash, slag cement) cement substitution as a percentage of the full product composite by weight.

b. Provide data indicating the percentage of post-industrial and post- consumer recycled content aggregate.

c. Provide product data indicating the percentage of post-consumer recycled steel content in each type of steel reinforcement as a percentage of the full product composite by weight.

d. Provide product data stating the location where all products were manufactured.

PART 2 PRODUCTS

2.2.1 Waterstops

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

2.2.1.1 PVC Waterstop

Polyvinylchloride waterstops must conform to COE CRD-C 572.

2.2.1.2 Rubber Waterstop

Rubber waterstops must conform to COE CRD-C 513.

2.2.1.3 Thermoplastic Elastomeric Rubber Waterstop

Thermoplastic elastomeric rubber waterstops must conform to ASTM D471.

2.2.1.4 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 to 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.

2.2.2 Construction and movement joints

a. Submit details and locations of construction joints in accordance with the requirements herein.

b. Locate construction joints within middle one-third of spans of slabs, beams, and girders. If a beam intersects a girder within the middle one-third of girder span, the distance between the construction joint in the girder and the edge of the beam must be at least twice the width of the larger member.

c. For members with post-tensioning tendons, locate construction joints where tendons pass through centroid of concrete section.

d. Locate construction joints in walls and columns at underside of slabs, beams, or girders and at tops of footings or slabs.

e. Make construction joints perpendicular to main reinforcement.

f. Provide movement joints where indicated in Contract Documents or in accepted alternate locations.

g. Submit location and detail of movement joints if different from those indicated in Contract Documents.

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

i. Provide keyways where indicated in Contract Documents.

Longitudinal keyways indicated in Contract Documents must be at least 1-1/2 in. deep, measured perpendicular to the plane of the joint.

2.1 CONCRETE MATERIALS

2.1.1 Cementitious Materials

2.1.1.1 Portland Cement

a. Unless otherwise specified, provide cement that conforms to ASTM C150/C150M Type I or II.

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

c. Supplier must certify that no hazardous waste is used in the fuel mix or raw materials.

d. 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.

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

2.3.1.3 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, provided the fly ash does not reduce the amount of cement in the concrete mix below the minimum requirements of local building codes. 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

2.3.1.4 Other Supplementary Cementitious Materials

Natural pozzolan must be raw or calcined and conform to ASTM C618, Class N, including the optional requirement for uniformity.

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 must be at least 95 percent of the control specimens.

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

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

2.1.2 Water

a. Water must comply with the requirements of ASTM C1602/C1602M.

b. Minimize the amount of water in the mix. Improve workability by adjusting the grading of the aggregate and using admixture rather than by adding water.

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

d. Protect mixing water from contamination during storage and delivery.

e. Submit test report showing water complies with ASTM C1602/C1602M.

2.3.3 Aggregate

2.3.3.1 Normal-Weight Aggregate

a. Aggregates mustconform to ASTM C33/C33M unlessotherwise specified in the Contract Documents or approved by the contracting officer.

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. Provide sand that is at least 50 percent natural sand.

d. 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.

e. 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.

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, unless approved by the contracting officer.

e. Use a corrosion-inhibiting admixture for concrete classified under exposure category C1.

f. 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.

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

h. 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.

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

2.2 MISCELLANEOUS MATERIALS

2.2.1 Concrete Curing Materials

Provide concrete curing material in accordance with ACI 301 Section 5 and ACI 308.1 Section

1. Submit product data for concrete curing compounds. Submit manufactures instructions for placement of curing compound.

2.2.2 Nonshrink Grout

Nonshrink grout in accordance with ASTM C1107/C1107M.

2.2.3 Expansion/Contraction Joint Filler

ASTM D1751Type I. Material must be 1/2 inch thick unless otherwise indicated.

2.2.4 Joint Sealants

Submit manufacturer's product data, indicating VOC content.

2.2.4.1 Horizontal Surfaces, 3 Percent Slope, Maximum ASTM D6690 or ASTM C920, Type M, Class 25, Use T.

2.2.4.2 Vertical Surfaces Greater Than 3 Percent Slope

ASTM C920, Type M, Grade NS, Class 25, Use T.

2.2.4.3 Lubricant for Preformed Compression Seals ASTM D2835.

2.3 CONCRETE MIX DESIGN

2.3.1 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, durability, and finishability described in this section and the contract documents.

The minimum cementitious material content for concrete used in floors must meet the following requirements:

Nominal maximum size of aggregate, in.

Minimum cementitious content, pounds per cubic materi al yard

1-1/2 47

1 52

3/4 54

c. Selected target slump must meet the requirements this section, the contract documents, and must not exceed 9 in. Concretemust 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 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.

f. Concrete must be air entrained for members assigned to Exposure Class F1, F2, or F3. The total air content must be in accordance with the requirements of the paragraph titled DURABILITY.

g. Measure air content at the point of delivery in accordance with ASTM C173/C173M or ASTM C231/C231M.

h. Concrete for slabs to receive a hard-troweled finish must not contain an air-entraining admixture or have a total air content greater than 3 percent.

2.3.2 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. 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 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

2.4 REINFORCEMENT

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

b. Submit manufacturer's certified test report for reinforcement.

c. Submit placing drawings showing fabrication dimensions and placement locations of reinforcement and reinforcement supports. Placing drawings must indicate locations of splices, lengths of lap splices, and details of mechanical and welded splices.

d. Submit request with locations and details of splices not indicated in Contract Documents.

e. Submit request to place column dowels without using templates.

2.4.1 Reinforcing Bars

a. Reinforcing bars must be deformed, except spirals, load-transfer dowels, and welded wire reinforcement, which may be plain.

b. Submit mill certificates for reinforcing bars.

PART 3 EXECUTION

3.1 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.

3.1.1 General

Surfaces against which concrete is to be placed must be free of debris, loose material, standing water, snow, ice, and other deleterious substances before start of concrete placing.

3.1.2 Subgrade Under Slabs on Ground

a. Before construction of slabs on ground, have underground work on pipes and conduits completed and approved.

b. Previously constructed subgrade or fill must be cleaned of foreign materials

c. Finish surface of capillary water barrier under interior slabs on ground must not show deviation in excess of 1/4 inch when tested with a 10-foot straightedge parallel with and at right angles to building lines.

d. Finished surface of subgrade or fill under exterior slabs on ground must not be more than 0.02-foot above or 0.10-foot below elevation indicated.

3.2 WATERSTOP INSTALLATION AND SPLICES

a. Provide waterstops in construction joints as indicated.

b. Install formwork to accommodate waterstop materials. Locate waterstops in joints where indicated in Contract Documents. Minimize number of splices in waterstop. Splice waterstops in accordance with manufacturer's written instructions. Install factory- manufactured premolded mitered corners.

c. Install waterstops to form a continuous diaphragm in each joint.

Make adequate provisions to support and protect waterstops during progress of work. Protect waterstops protruding from joints from damage.

3.2.1 PVC Waterstop

Make splices by heat sealing the adjacent waterstop edges together using a thermoplastic splicing iron utilizing a non-stick surface specifically designed for waterstop welding.

Reform waterstops at splices with a remolding iron with ribs or corrugations to match the pattern of the waterstop. The spliced area, when cooled, must show no signs of separation, holes, or other imperfections when bent by hand in as sharp an angle as possible.

3.2.2 Rubber Waterstop

Rubber waterstops must be spliced using cold bond adhesive as recommended by the manufacturer.

3.2.3 Thermoplastic Elastomeric Rubber Waterstop

Fittings must be shop made using a machine specifically designed to mechanically weld the waterstop. A portable power saw must be used to miter or straight cut the ends to be joined to ensure good alignment and contact between joined surfaces. Maintain continuity of the characteristic features of the cross section of the waterstop (for example ribs, tabular center axis, and protrusions) across the splice.

3.2.4 Hydrophilic Waterstop

Miter cut ends to be joined with sharp knife or shears. The ends must be adhered with adhesive.

3.3 PLACING REINFORCEMENT AND MISCELLANEOUS MATERIALS

a. Unless otherwise specified, placing reinforcement and miscellaneous materials must be in accordance to ACI 301. Provide bars, welded wire reinforcement, wire ties, supports, and other devices necessary to install and secure reinforcement.

b. Reinforcement must not have rust, scale, oil, grease, clay, or foreign substances that would reduce the bond. Rusting of reinforcement is a basis of rejection if the effective cross- sectional area or the nominal weight per unit length has been reduced.

Remove loose rust prior to placing steel. Tack welding is prohibited.

Concre te Expos ure

Member Reinforcement Specified cover, in.

Notexposed Slabs, joists, No. 43 14 and No. 57 bars

1-1/2 to weather or and walls in contact with ground

No. 36 11 bar and 3/4 smaller

Beams, Primary reinforcement, 1-1/2 columns, stirrups, ties, spirals, pedestals, and tension ties and hoops

3.3.1 General

Provide details of reinforcement that are in accordance with the Contract Documents.

3.5.7 Welding

Welding must be in accordance with AWS D1.4/D1.4M.

3.4 BATCHING, MEASURING, MIXING, AND TRANSPORTING CONCRETE

In accordance with ASTM C94/C94M, ACI 301, ACI 302.1R and ACI 304R, except as modified herein. Batching equipment must be such that the concrete ingredients are consistently measured within the following tolerances: 1 percent for cement and water, 2 percent for aggregate, and 3 percent for admixtures.

Furnish mandatory batch ticket information for each load of ready-mix concrete.

3.4.1 Mixing

a. Mix concrete in accordance with ASTM C94/C94M, ACI 301 and ACI 304R.

b. Machine mix concrete. Begin mixing within 30 minutes after the cement has been added to the aggregates. Place concrete within 90 minutes of either addition of mixing water to cement and aggregates or addition of cement to aggregates if the concrete temperature is less than 84 degrees F.

c. Place concrete within 60 minutes if the concrete temperature is greater than

84 Degrees F except as follows: if set retarding admixture is used and slump requirements can be met, limit for placing concrete may remain at 90 minutes. Additional water may be added, provided that both the specified maximum slump and submitted water- cementitious material ratio are not exceeded and the required concrete strength is still met. When additional water is added, an additional 30 revolutions of the mixer at mixing speed is required.

d. If the entrained air content falls below the specified limit, add a sufficient quantity of admixture, within the manufacturer's recommended dosage, to bring the entrained air content within the specified limits. Dissolve admixtures in the mixing water and mix in the drum to uniformly distribute the admixture throughout the batch. Do not reconstitute concrete that has begun to solidify.

e. When fibers are used, add fibers together with the aggregates and never as the first component in the mixer. Fibers must be dispensed into the mixing system using appropriate dispensing equipment and procedure as recommended by the manufacturer.

3.4.2 Bonding

Surfaces of set concrete at joints, must be roughened and cleaned of laitance, coatings, loose particles, and foreign matter. Roughen surfaces in a manner that exposes the aggregate uniformly and does not leave laitance, loosened particles of aggregate, nor damaged concrete at the surface.

Obtain bonding of fresh concrete that has set as follows:

3.4.2.1 At joints between footings and walls or columns, between walls or columns and the beams or slabs they support, and elsewhere unless otherwise specified; roughened and cleaned surface of set concrete must be dampened, but not saturated, immediately prior to placing of fresh concrete.

3.4.2.2 At joints in exposed-to-view work; at vertical joints in walls; at joints near midpoint of span in girders, beams, supported slabs, other structural members; in work designed to contain liquids; the roughened and cleaned surface of set concrete must be dampened but not saturated and covered with a cement grout coating.

3.4.2.3 Provide cement grout that consists of equal parts of portland cement and fine aggregate by weight with not more than 6 gallons of water per sack of cement. Apply cement grout with a stiff broom or brush to a minimum thickness of 1/16 inch. Deposit fresh concrete before cement grout has attained its initial set.

3.4.3 Formed Surfaces

Tolerances

Tolerances in accordance with ACI 117 and as indicated.

Provide for surfaces exposed to public view a surface finish SF-3.0. Patch holes and defects in accordance with ACI 301. Provide a smooth-rubbed finish per ACI 301 Section 5 in the locations indicated. Provide a grout-cleaned rubbed finish per ACI 301 Section 5 in the locations indicated.

2. 4. 4. FLOOR, SLAB, AND PAVEMENT FINISHES AND

MISCELLANEOUS CONSTRUCTION

In accordance with ACI 301 and ACI 302.1R, unless otherwise specified. Slope floors uniformly to drains where drains are provided. Where straightedge measurements are specified, Contractor must provide straightedge.

3.4.4.1 Finish

Place, consolidate, and immediately strike off concrete to obtain proper contour, grade, and elevation before bleedwater appears. Permitconcrete to attain a set sufficient for floating and supporting the weight of the finisher and equipment. If bleedwater is present prior to floating the surface, drag the excess water off or remove by absorption with porous materials. Do not use dry cement to absorb bleedwater. Grate tampers ("jitterbugs") shall not be used.

3.5 JOINTS

3.5.1 Construction Joints

Make and locate joints not indicated so as not to impair strength and appearance of the structure, as approved. Joints must be perpendicular to main reinforcement.

Reinforcement must be continued and developed across construction joints. Locate construction joints as follows:

3.5.1.1 Construction Joints for Constructability Purposes

Near midpoint of spans for supported slabs, beams, and girders unless a beam intersects a girder at the center, in which case construction joints in girder must offset a distance equal to twice the width of the beam. Make transfer of shear through construction joint by use of inclined reinforcement.

Provide keyways at least 1-1/2-inches deep in construction joints in slabs.

3.5.2 Isolation Joints in Slabs on Ground

a. Provide joints at points of contact between slabs on ground and vertical surfaces, such as column pedestals, foundation walls, grade beams, and elsewhere as indicated.

b. Fill joints with premolded joint filler strips 1/2 inch thick, extending full slab depth. Install filler strips at proper level below finish floor elevation with a slightly tapered, dress-and- oiled wood strip temporarily secured to top of filler strip to form a groove not less than 3/4 inch in depth where joint is sealed with sealing compound and not less than 1/4 inch in depth where joint sealing is not required. Remove wood strip after concrete has set.

Contractor must clean groove of foreign matter and loose particles after surface has dried.

3.5.3 Contraction Joints in Slabs on Ground

a. Provide joints to form panels as indicated.

b. Under and on exact line of each control joint, cut 50 percent of welded wire reinforcement before placing concrete.

c. Sawcut contraction joints into slab on ground in accordance with ACI 301 Section 5.

d. Joints must be 1/8-inch wide by 1/5 to 1/4 of slab depth and formed by inserting hand- pressed fiberboard strip into fresh concrete until top surface of strip is flush with slab surface. After concrete has cured for at least 7 days, the

Contractor must remove inserts and clean groove of foreign matter and loose particles.

3.5.4 Sealing Joints in Slabs on Ground

a. Contraction and control joints which are to receive finish flooring material must be sealed with joint sealing compound after concrete curing period.

Slightly underfill groove with joint sealing compound to prevent extrusion of compound. Remove excess material as soon after sealing as possible.

b. Sealed groove must be left ready to receive filling material that is provided as part of finish floor covering work.

3.5.4.1 Preparations Prior to Placing

When topping is placed on a green concrete base slab, screed surface of base slab to a level not more than 1-1/2 inches nor less than 1 inch below required finish surface. Remove water and laitance from surface of base slab before placing topping mixture. As soon as water ceases to rise to surface of base slab, place topping.

When topping is placed on a hardened concrete base slab, remove dirt, loose material, oil, grease, asphalt, paint, and other contaminants from base slab surface, leaving a clean surface. Prior to placing topping mixture, 2-1/2-inches minimum, slab surface must be dampened and left free of standing water.

Immediately before topping mixture is placed, broom a coat of neat cement grout onto surface of slab. Do not allow cement grout to set or dry before topping is placed.

When topping is placed on a metal surface, such as metal pans for steel stairs, remove dirt, loose material, oil, grease, asphalt, paint, and other contaminants from metal surface.

3.5.4.2 Placing

Spread standard topping mixture evenly on previously prepared base slab or metal surface, brought to correct level with a straightedge, and struck off. Topping must be consolidated, floated, checked for trueness of surface, and refloated as specified for float finish.

3.5.4.3 Finishing

Give trowel finish standard floor topping surfaces.

Give other finishes standard floor topping surfaces as indicated.

3.5.4.4 Base Slab

a. Screed surface of slab to a level no more than 1-1/2 inches nor less than 1 inch below grade of finished floor.

b. Give slab a scratch finish as specified.

c. Preparations prior to placing.

Remove dirt, loose material, oil, grease, asphalt, paint and other contaminants from base slab surface. Prior to placing topping mixture, dampen slab surface and leave free of standing water.

Immediately before topping mixture is placed, broom a coat of neat cement grout onto surface of slab. Allow cement grout to set or dry before topping mixture is placed.

3.6 Placing

Spread heavy-duty topping mixture evenly on previously prepared base slab, and bring to correct level with a straightedge, and strike off. Provide topping that is consolidated, floated, and checked for trueness of surface as specified for float finish, except that power- driven floats is the impact type.

3.6.1.1 Finishing

Give trowel finish heavy-duty floor topping surfaces. Provide trowel finish as specified, except that additional troweling after first power troweling must be not less than three hand- troweling operations.

3.7 CURING AND PROTECTION

Curing and protection in accordance with ACI 301 Section 5, unless…