Attachment 3-MAHG221063 Construct Troop Walk Specs.pdf

PROJECT:

Construct Troop Walk

PROJECT NUMBER:

MAHG221063

KEESLER AIR FORCE BASE

BILOXI, MISSISSIPPI

508 L Street

Keesler AFB, MS 39534

INDEX

ATTACHMENT 3

FA301025R0019

MAHG22-1063 Construct Troop Walk

SECTION DESCRIPTION

03 30 00 Cast-In-Place Concrete

10 14 00.10 Exterior Signage

31 00 00 Earthwork

31 05 19.13 Geotextiles for Roads

32 01 13.62 Bituminous Surface Treatment

32 11 23.23 Base Course Drainage Layers

32 16 19 Concrete Curbs Gutters and Sidewalks

32 17 23 Pavement Markings

Seals - Insignia Design Paint Colors for Military Service Seals and Insignia

SECTION 03 30 00

CAST IN PLACE CONCRETE

1.0 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.

1.1.1 AMERICAN CONCRETE INSTITUTE (ACI)

1.1.1.1 ACI 117 (2010; Errata 2011) Specifications for Tolerances for Concrete

Construction and Materials and Commentary

1.1.1.2 ACI 121R (2008) Guide for Concrete Construction Quality Systems in

Conformance with ISO 9001

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

Concrete

1.1.1.4 ACI 301 (2016) Specifications for Structural Concrete

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

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

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

Placing Concrete

1.1.1.8 ACI 305.1 (2014) Specification for Hot Weather Concreting

1.1.1.9 ACI 305R (2020) Guide to Hot Weather Concreting

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

Concreting

1.1.1.11 ACI 306R (2016) Guide to Cold Weather Concreting

1.1.1.12 ACI 308.1 (2011) Specification for Curing Concrete

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

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

Inspection

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

1.1.2 ASTM INTERNATIONAL (ASTM)

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

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

1.1.2.3 ASTM C39/C39M (2021) Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

1.1.2.4 ASTM C42/C42M (2020) Standard Test Method for Obtaining and Testing

Drilled Cores and Sawed Beams of Concrete

1.1.2.5 ASTM C78/C78M (2022) Standard Test Method for Flexural Strength of

Concrete (Using Simple Beam with Third-Point Loading)

1.1.2.6 ASTM C94/C94M (2022a) Standard Specification for Ready- Mixed

Concrete

1.1.2.7 ASTM C136/C136M (2019) Standard Test Method for Sieve Analysis of

Fine and Coarse Aggregates

1.1.2.8 ASTM C138/C138M (2017a) Standard Test Method for Density (Unit

Weight), Yield, and Air Content (Gravimetric) of Concrete

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

Cement Concrete

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

Cement

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

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

1.1.2.13 ASTM C231/C231M (2022) Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method

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

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

1.1.2.16 ASTM C330/C330M (2017a) Standard Specification for Lightweight Aggregates for Structural Concrete

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

1.1.2.18 ASTM C567/C567M (2019) Determining Density of Structural Lightweight Concrete

1.1.2.19 ASTM C595/C595M (2021) Standard Specification for Blended Hydraulic Cements

1.1.2.20 ASTM C618 (2022) Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

1.1.2.21 ASTM C803/C803M (2018) Standard Test Method for Penetration Resistance of Hardened Concrete

1.1.2.22 ASTM C845/C845M (2018) Standard Specification for Expansive Hydraulic Cement

1.1.2.23 ASTM C873/C873M (2015) Standard Test Method for Compressive Strength of Concrete Cylinders Cast in Place in Cylindrical Molds

1.1.2.24 ASTM C900 (2015) Standard Test Method for Pullout Strength of Hardened Concrete

1.1.2.25 ASTM C920 (2018) Standard Specification for Elastomeric Joint Sealants

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

1.1.2.27 ASTM C1012/C1012M (2018b) Standard Test Method for Length Change of Hydraulic-Cement Mortars Exposed to a Sulfate Solution

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

1.1.2.29 ASTM C1074 (2019) Standard Practice for Estimating Concrete Strength by the Maturity Method

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

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

1.1.2.32 ASTM C1012/C1012M (2018b) Standard Test Method for Length Change of Hydraulic-Cement Mortars Exposed to a Sulfate Solution

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

1.1.2.34 ASTM C1074 (2019) Standard Practice for Estimating Concrete Strength by the Maturity Method

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

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

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

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

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

1.1.2.40 ASTM C1240 (2020) Standard Specification for Silica Fume Used in Cementitious Mixtures

1.1.2.41 ASTM C1293 (2008; R 2015) Standard Test Method for

Determination of Length Change of Concrete Due to Alkali-Silica Reaction

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

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

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

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

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

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

1.1.3 NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY (NIST)

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

Plywood

1.1.4 U.S. ARMY CORPS OF ENGINEERS (USACE)

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

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

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

1.1.5 U.S. GENERAL SERVICES ADMINISTRATION (GSA)

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

1.1.6 U.S. GREEN BUILDING COUNCIL (USGBC)

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

1.2 DEFINITIONS

1.2.1 "Cementitious material" as used herein must include all portland cement, pozzolan, fly ash, slag cement, and [silica fume].

1.2.2 "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.

1.2.3 "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.

1.2.4 "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.

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

1.2.6 "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.

1.2.7 "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.

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

1.2.9 "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.

1.2.10 "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).

1.3 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:

1.3.1 SD-01 Preconstruction Submittals Concrete Curing Plan

1.3.1.1 Quality Control Plan; G

1.3.1.2 Quality Control Personnel Certifications; G

1.3.1.3 Quality Control Organizational Chart

1.3.1.4 Laboratory Accreditation; G

1.3.1.5 Form Removal Schedule; G

1.3.1.6 Maturity Method Data

1.3.2 SD-02 Shop Drawings Formwork

1.3.2.1 Product Data

1.3.2.2 Joint Sealants; (LEED NC)

1.3.2.3 Joint Filler; (LEED NC)

1.3.2.4 Formwork Materials

1.3.2.5 Recycled Aggregate Materials; (LEED NC) Cementitious Materials; (LEED

NC) Vapor Retarder and Vapor Barrier Concrete Curing Materials Reinforcement; (LEED NC)

1.3.2.6 Liquid Chemical Floor Hardeners and Sealers

1.3.2.7 Admixtures Reinforcing Fibers

1.3.2.8 Mechanical Reinforcing Bar Connectors

1.3.2.9 Waterstops

1.3.2.10 Local/Regional Materials; (LEED NC) Biodegradable Form Release Agent

1.3.2.11 Pumping Concrete Finishing Plan Nonshrink Grout

1.3.3 SD-04 Samples

1.3.3.1 Slab Finish Sample Surface

1.3.3.2 Finish Samples

1.3.4 SD-05 Design Data

1.3.4.1 Concrete Mix Design; G

1.3.4.2 Formwork Calculations

1.3.5 SD- 06 Test Reports

1.3.5.1 Concrete Mix Design; G

1.3.5.2 Fly Ash: G

1.3.5.3 Cement: G

1.3.5.4 Aggregate: G

1.3.5.5 Fiber-Reinforced Concrete; G

1.3.5.6 Compressive Strength Tests; G

1.3.5.7 Air Content: G Slump Tests: G

1.3.5.8 Water Content: G

1.3.6 SD-08 Manufacturer's Instructions

1.3.6.1 Liquid Chemical Floor Hardeners and Sealers Joint Sealants; (LEED NC)

1.3.6.2 Curing Compound: G

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

1.5 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.

1.6 QUALITY ASSURANCE

1.6.1 Design Data

1.6.1.1 Formwork Calculations

1.6.1.1.1 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 and re-shoring methods proposed for floor and roof slabs, spandrel beams, and other horizontal concrete members. Calculations must indicate concrete pressure with both live and dead loads, along with material types.

1.6.1.2 Concrete Mix Design

1.6.1.2.1 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. 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 Control Submittals

1.6.2.1 Concrete Curing Plan

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

1.6.2.2 Pumping Concrete

1.6.2.2.1 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.

1.6.2.3 Safety Data Sheets

1.6.2.3.1 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.

1.6.3 Test Reports

1.6.3.1 Fly Ash and Pozzolan

1.6.3.1.1 Submit test results in accordance with ASTM C618 for fly ash and pozzolan. Submit test results performed within 6 months of submittal date.

1.6.3.2 Slag Cement

1.6.3.2.1 Submit test results in accordance with ASTM C989/C989M for slag cement. Submit test results performed within 6 months of submittal date.

1.6.3.3 Aggregates

1.6.3.3.1 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.

1.6.3.4 Fiber-Reinforced Concrete

1.6.3.4.1 Test to determine flexural toughness index I5 in accordance with

ASTM C1116/C1116M.

1.6.4 Field Samples

1.6.4.1 Slab Finish Sample

1.6.4.1.1 Install a minimum of 10 foot by 10-foot slab. Slab finish sample must not be part of the final project. Finish as required by specification.

1.6.5 Quality Control Plan

1.6.5.1 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.

1.6.5.2 Quality Manager Qualifications

1.6.5.2.1 The quality manager must hold a current license as a professional engineer in a U.S. state or territory with experience on at least five similar projects. Evidence of extraordinary proven experience may be considered by the Contracting Officer as sufficient to act as the Quality Manager.

1.6.5.3 Field Testing Technician and Testing Agency

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

1.6.5.3.1.1 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.

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

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

1.6.6 Laboratory Qualifications for Concrete Qualification Testing

1.6.6.1 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.

1.6.7 Laboratory Accreditation

1.6.7.1 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:

1.6.7.1.1 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

1.6.7.1.2 U.S. state or territory competent in concrete materials who is competent in concrete materials and must sign all reports and designs.

1.6.7.1.3 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.

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

1.7 ENVIRONMENTAL REQUIREMENTS

1.7.1 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:

1.7.1.1 Supply 100 percent outside air 24 hours a day.

1.7.1.2 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.

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

1.7.2 Submittals for Environmental Performance

1.7.2.1 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.

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

1.7.2.3 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.

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

2.0 PRODUCTS

2.1 FORMWORK MATERIALS

2.1.1 Form-facing material in contact with concrete must be lumber. Submit product information on proposed form-facing materials if different from that specified herein.

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

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

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

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

2.1.6 Design formwork joints to inhibit leakage of mortar.

2.1.7 Limit deflection of facing materials for concrete surfaces exposed to view to 1/240 of center- to-center spacing of facing supports.

2.1.8 Do not use earth cuts as forms for vertical or sloping surfaces.

2.1.9 Submit product information on proposed form-facing materials if different from that specified herein.

2.1.10 Wood Forms

2.1.10.1 Use lumber as specified in Section 06 10 00 ROUGH CARPENTRY and as follows. 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.

2.2 FORMWORK ACCESSORIES

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

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

2.2.3 Form Ties

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

2.2.3.2 The breakback distance for ferrous ties must be at least 2 in for Surface Finish-2.0 or Surface Finish-3.0, as defined in ACI 301.

2.2.3.3 If the breakback distance is less than 3/4 in., use coated or corrosion-resistant ties.

2.2.3.4 Submit manufacturer's data sheet on form ties.

2.2.4 Waterstops

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

2.2.4.2 PVC Waterstop

2.2.4.2.1 Polyvinylchloride waterstops must conform to COE CRD-C 572.

2.2.4.3 Rubber Waterstop

2.2.4.3.1 Rubber waterstops must conform to COE CRD-C 513.

2.2.4.4 Thermoplastic Elastomeric Rubber Waterstop

2.2.4.4.1 Thermoplastic elastomeric rubber waterstops must conform to

ASTM D471.

2.2.4.5 Hydrophilic Waterstop

2.2.4.5.1 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.

2.2.5 Construction and movement joints

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

2.2.5.2 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.

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

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

2.2.5.5 Make construction joints perpendicular to main reinforcement.

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

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

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

2.2.5.9 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.

2.3 CONCRETE MATERIALS

2.3.1 Cementitious Materials

2.3.1.1 Portland Cement

2.3.1.1.1 Unless otherwise specified, provide cement that conforms to

ASTM C150/C150M Type I or II.

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

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

2.3.1.1.4 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.

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

2.3.1.2 Fly Ash

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

2.3.1.2.2 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.

2.3.1.3 Slag Cement

2.3.1.3.1 ASTM C989/C989M, Grade 120.

2.3.1.4 Other Supplementary Cementitious Materials

2.3.1.4.1 Natural pozzolan must be raw or calcined and conform to ASTM

C618, Class N, including the optional requirement for uniformity.

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

2.3.1.4.2.1 The strength activity index at 28 days of age must be at least 95 percent of the control specimens.

2.3.1.4.2.2 The average particle size must not exceed 6 microns.

2.3.1.4.2.3 The sum of SiO2 + Al2O3 + Fe2O3 must be greater than

77 percent.

2.3.2 Water

2.3.2.1 Water or ice must comply with the requirements of ASTM C1602/C1602M.

2.3.2.2 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.

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

2.3.2.4 Protect mixing water and ice from contamination during storage and delivery.

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

2.3.2.6 When non-potable source is proposed for use, submit documentation on effects of water on strength and setting time in compliance with ASTM C1602/C1602M.

2.3.3 Aggregate

2.3.3.1 Normal-Weight Aggregate

2.3.3.1.1 Aggregates must conform to ASTM C33/C33M unless otherwise specified in the Contract Documents or approved by the contracting officer.

2.3.3.1.2 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.

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

2.3.3.1.4 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.

2.3.3.1.5 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.

2.3.3.2 Lightweight Aggregate

2.3.3.2.1 Lightweight aggregate in accordance with ASTM C330/C330M.

2.3.3.3 Recycled Aggregate Materials

2.3.4 Admixtures

2.3.4.1 Chemical admixtures must conform to ASTM C494/C494M.

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

2.3.4.3 Chemical admixtures for use in producing flowing concrete must conform to

ASTM C1017/C1017M.

2.3.4.4 Do not use calcium chloride admixtures, unless approved by the contracting officer.

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

2.3.4.6 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.

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

2.3.4.8 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.

2.3.4.9 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

2.4.1.1 Provide concrete curing material in accordance with ACI 301 Section 5 and ACI 308.1 Section 2. Submit product data for concrete curing compounds.

Submit manufactures instructions for placement of curing compound.

2.4.2 Nonshrink Grout

2.4.2.1 Nonshrink grout in accordance with ASTM C1107/C1107M.

2.4.3 Floor Finish Materials

2.4.3.1 Liquid Chemical Floor Hardeners and Sealers

2.4.3.1.1 Hardener must be a colorless aqueous solution containing a blend of inorganic silicate or siliconate material and proprietary components combined with a wetting agent; that penetrates, hardens, and densifies concrete surfaces. Submit manufactures instructions for placement of liquid chemical floor hardener.

2.4.3.1.2 Use concrete penetrating sealers with a low (maximum 100 grams/liter, less water and less exempt compounds) VOC content. Submit manufactures instructions for placement of sealers.

2.4.4 Expansion/Contraction Joint Filler

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

2.4.5 Joint Sealants

2.4.5.1 Submit manufacturer's product data, indicating VOC content.

2.4.6 Horizontal Surfaces, 3 Percent Slope, Maximum ASTM

2.4.6.1 D6690 or ASTM C920, Type M, Class 25, Use T.

2.4.7 Vertical Surfaces Greater Than 3 Percent Slope ASTM C920, Type M, Grade NS, Class 25, Use T.

2.4.8 Lubricant for Preformed Compression Seals ASTM 2835.

2.4.9

2.5 CONCRETE MIX DESIGN

2.5.1 Properties and Requirements

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

2.5.1.2 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.

2.5.1.3 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 materia l yard

1-1/2 470

1 520

3/4 540

2.5.1.4 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.

2.5.1.5 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.

2.5.1.6 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.

2.5.1.7 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.

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

2.5.1.9 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.

2.5.2 Durability

2.5.2.1 Alkali-Aggregate Reaction

2.5.2.1.1 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):

2.5.2.1.2 For each aggregate used in concrete, the expansion result determined in accordance with ASTM C1293 must not exceed

0.04 percent at one year.

2.5.2.1.3 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.

2.5.2.1.4 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:

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

2.5.2.1.6 Concrete must be air entrained for members assigned to Exposure Class F1, F2, or F3. The total air content must meet the requirements of the following table:

Nominal maximum aggregate size, in.

Total air content, percent*^

Exposure Class F2 and F3

Exposure Class F1

3/8 7.5 6.0

1/2 7.0 5.5

3/4 6.0 5.0

1 6.0 4.5

1-1/2 5.5 4.5

2 5.0 4.0

3 5.5 3.5

2.5.2.1.7 Tolerance on air content as delivered must be plus/minus 1.5 percent.

2.5.2.1.8 ^For f'c greater than 5000 psi, reducing air content by 1.0 percentage point is acceptable.

2.5.2.1.9 Submit documentation verifying compliance with specified requirements.

2.5.2.1.10 For sections of the structure that are assigned Exposure Class F3, submit certification on cement composition verifying that concrete mixture meets the requirements of the following table:

Cementitious material Maximum percent of total cementitious material by mass*

Fly ash or other pozzolans conforming to ASTM C618

Slag cement conforming to ASTM C989/C989M 50

Silica fume conforming to ASTM C1240 10

Total of fly ash or other pozzolans, slag cement, and silica fume

50^

Total of fly ash or other pozzolans and silica fume 35^

2.5.2.1.11 *Total cementitious material also includes ASTM C150/C150M, ASTM C595/C595M, ASTM C845/C845M, and ASTM C1157/C1157M cement. The maximum percentages above must include:

2.5.2.1.11.1 Fly ash or other pozzolans present in ASTM

C1157/C1157M or ASTM C595/C595M Type IP blended cement.

2.5.2.1.11.2 Slag cement present in ASTM C1157/C1157M or

ASTM C595/C595M Type IS blended cement.

2.5.2.1.11.3 Silica fume conforming to ASTM C1240 present in

ASTM C1157/C1157M or ASTM C595/C595M Type IP blended cement.

2.5.2.1.12 ^Fly ash or other pozzolans and silica fume must constitute no more than 25 percent and 10 percent, respectively, of the total mass of the cementitious materials.

2.5.2.2 Corrosion and Chloride Content

2.5.2.2.1 Provide concrete meeting the requirements of the following table based on the exposure class assigned to members requiring protection against reinforcement corrosion in Contract Documents.

2.5.2.2.2 Submit documentation verifying compliance with specified requirements.

2.5.2.2.3 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.

The maximum water- soluble chloride ion (Cl-) content in concrete, percent by mass of cement is as follows

:Exposure class

Maximum w/cm*

Minimum f'c, psi

Maximum water- soluble chloride ion (CL-) content in concrete, percent by mass of cement

Reinforced concrete C0 N/A 2500 1.00 C1 N/A 2500 0.30 C2 0.4 5000 0.15

Prestressed concrete C0 N/A 2500 0.06 C1 N/A 2500 0.06 C2 0.4 5000 0.06

2.5.2.3 The maximum w/cm limits do not apply to lightweight concrete.

2.5.2.3.1 Sulfate Resistance

Provide concrete meeting the requirements of the following table based on the exposure class assigned to members for sulfate exposure.

Exposur e class

Maximu m w/cm

Minim u m f'c, psi

Required cementitious materials-types Calcium chloride admixture ASTM

C150/C150M

ASTM

C595/C595M

ASTM

C1157/C1157M

S0 N/A 2500 N/A N/A N/A No restrictions

S1 0.50 4000 II*^ Types with (MS) designation

MS No restrictions

S2 0.45 4500 V^ Types with (HS) designation

HS Not permitted

S3 0.45 4500 V + pozzolan or slag cement**

Types with

(HS)

designation plus pozzolan or slag cement**

HS + pozzolan or slag cement**

Not permitted

S3 0.40 5000 V*** Types with (HS) designation

HS Not permitted

2.5.2.4 For seawater exposure, other types of portland cements with tricalcium aluminate (C3A) contents up to 10 percent are acceptable if the w/cm does not exceed 0.40.

2.5.2.4.1 The amount of the specific source of the pozzolan or slag cement to be used shall be at least the amount determined by test or service record to improve sulfate resistance when used in concrete containing Type V cement. Alternatively, the amount of the specific source of the pozzolan or slag used shall not be less than the amount tested in accordance with ASTM C1012/C1012M and meeting the requirements maximum expansion requirements listed herein.

2.5.2.4.2 If Type V cement is used as the sole cementitious material, the optional sulfate requirement of 0.040 percent maximum expansion in ASTM C150/C150M shall be required.

2.5.2.4.3 ^ Other available types of cement, such as Type III or Type I, are acceptable in exposure classes S1 or S2 if the C3A contents are less than 8 or 5 percent, respectively.

2.5.2.4.4 The maximum w/cm limits for sulfate exposure do not apply to lightweight concrete.

2.5.2.4.5 Alternative combinations of cementitious materials of those listed in this paragraph are acceptable if they meet the maximum expansion requirements listed in the following table:

Exposure class Maximum expansion when tested using ASTM C1012/C1012M

At 6 months At 12 months At 18 months

S1 0.10 percent N/A N/A

S2 0.05 percent 0.10 percent^ N/A

S3 N/A N/A 0.10 percent

2.5.2.5 ^The 12-month expansion limit applies only when the measured expansion exceeds the 6-month maximum expansion limit.

2.5.2.6 Concrete Temperature

2.5.2.6.1 The temperature of concrete as delivered must not exceed 95°F.

2.5.2.7 Concrete permeability

2.5.2.7.1 Provide concrete meeting the requirements of the following table based on exposure class assigned to members requiring low permeability in the Contract Documents.

Exposure class

Maximu m w/cm*

Minimum f'c, psi Additional minimum requirement s

W0 N/A 2500 None

W1 0.5 4000 None

2.5.2.7.2 The maximum w/cm limits do not apply to lightweight concrete.

2.5.2.7.3 Submit documentation verifying compliance with specified requirements.

2.5.3 Ready-Mix Concrete

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

2.5.3.2 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:

2.5.3.3 Type and brand cement

2.5.3.4 Cement and supplementary cementitious materials content in 94-pound bags per yard of concrete

2.5.3.5 Maximum size of aggregate

2.5.3.6 Amount and brand name of admixtures

2.5.3.7 Total water content expressed by water cementitious material ratio

3.0 EXECUTION

3.1 PREPARATION

3.1.1 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.

3.1.2 General

3.1.2.1 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.

3.1.2.2 Remove standing water without washing over freshly deposited concrete.

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

3.1.3 Subgrade Under Foundations and Footings

3.1.3.1 When subgrade material is semi-porous and dry, sprinkle subgrade surface with water as required to eliminate suction at the time concrete is deposited, or seal subgrade surface by covering surface with specified vapor retarder.

3.1.3.2 When subgrade material is porous, seal subgrade surface by covering surface with specified vapor retarder.

3.1.4 Subgrade Under Slabs on Ground

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

3.1.4.2 Previously constructed subgrade or fill must be cleaned of foreign materials

3.1.4.3 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.

3.1.4.4 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.

3.1.5 Edge Forms and Screed Strips for Slabs

3.1.5.1 Set edge forms or bulkheads and intermediate screed strips for slabs to obtain indicated elevations and contours in finished slab surface and must be strong enough to support vibrating bridge screeds or roller pipe screeds if nature of specified slab finish requires use of such equipment.

3.1.5.2 Align concrete surface to elevation of screed strips by use of strike-off templates or approved compacting-type screeds.

3.1.6 Reinforcement and Other Embedded Items

3.1.6.1 Secure reinforcement, joint materials, and other embedded materials in position, inspected, and approved before start of concrete placing.

3.1.6.2 When concrete is placed, reinforcement must be free of materials deleterious to bond. Reinforcement with rust, mill scale, or a combination of both will be considered satisfactory, provided minimum nominal dimensions, nominal weight, and minimum average height of deformations of a hand-wire-brushed test specimen are not less than applicable ASTM specification requirements.

3.2 FORMS

3.2.1 Provide forms, shoring, and scaffolding for concrete placement. Set forms mortar-tight and true to line and grade.

3.2.2 Chamfer above grade exposed joints, edges, and external corners of concrete 0.75 inch. Place chamfer strips in corners of formwork to produce beveled edges on permanently exposed surfaces.

3.2.3 Provide formwork with clean-out openings to permit inspection and removal of debris.

3.2.4 Inspect formwork and remove foreign material before concrete is placed.

3.2.5 At construction joints, lap form-facing materials over the concrete of previous placement. Ensure formwork is placed against hardened concrete so offsets at construction joints conform to specified tolerances.

3.2.6 Provide positive means of adjustment (such as wedges or jacks) of shores and struts. Do not make adjustments in formwork after concrete has reached initial setting. Brace formwork to resist lateral deflection and lateral instability.

3.2.7 Fasten form wedges in place after final adjustment of forms and before concrete placement.

3.2.8 Provide anchoring and bracing to control upward and lateral movement of formwork system.

3.2.9 Construct formwork for openings to facilitate removal and to produce opening dimensions as specified and within tolerances.

3.2.10 Provide runways for moving equipment. Support runways directly on formwork or structural members. Do not support runways on reinforcement. Loading applied by runways must not exceed capacity of formwork or structural members.Position and support expansion joint materials, waterstops, and other embedded items to prevent displacement.

3.2.11 Fill voids in sleeves, inserts, and anchor slots temporarily with removable material to prevent concrete entry into voids.

3.2.12 Clean surfaces of formwork and embedded materials of mortar, grout, and foreign materials before concrete placement.

3.2.13 Coating

3.2.13.1 Cover formwork surfaces with an acceptable material that inhibits bond with concrete.

3.2.13.2 If formwork release agent is used, apply to formwork surfaces in accordance with manufacturer's recommendations before placing reinforcement. Remove excess release agent on formwork prior to concrete placement.

3.2.13.3 Do not allow formwork release agent to contact reinforcement or hardened concrete against which fresh concrete is to be placed.

3.2.14 Reshoring

3.2.14.1 Do not allow structural members to be loaded with combined dead and construction loads in excess of loads indicated in the accepted procedure.

3.2.14.2 Install and remove reshores or backshores in accordance with accepted procedure.

3.2.14.3 For floors supporting shores under newly placed concrete, either leave original supporting shores in place, or install reshores or backshores.

Shoring system and supporting slabs must resist anticipated loads. Locate reshores and backshores directly under a

3.2.14.4 shore position or as indicated on formwork shop drawings.

3.2.14.5 In multistory buildings, place reshoring or backshoring over a sufficient number of stories to distribute weight of newly placed concrete, forms, and construction live loads.

3.2.15 Forms for Standard Smooth Form Finish

3.2.15.1 Provide formwork in accordance with ACI 301 Section 5 with a surface finish, SF-3.0, for formed surfaces that are exposed to view.

3.2.15.2 For post-tensioned structures, do not remove formwork supports until stressing records have been accepted by the Contracting Officer.

3.2.15.3 After ends or end fasteners of form ties have been removed, repair tie holes in accordance with ACI 301 Section 5 requirements.

3.2.16 Forms for Concrete Pan Joist Construction

3.2.16.1 Pan-form units for one-way or two-way concrete joist and slab construction must be factory-fabricated units of the approximate section indicated. Units must consist of steel or molded fiberglass concrete form pans. Closure units must be furnished as required.

3.2.17 Tolerances for Form Construction

3.2.17.1 Construct formwork so concrete surfaces conform to tolerances in

ACI 117.

3.2.17.2 Position and secure sleeves, inserts, anchors, and other embedded items such that embedded items are positioned within ACI 117 tolerances.

3.2.17.3 To maintain specified elevation and thickness within tolerances, install formwork to compensate for deflection and anticipated settlement in formwork during concrete placement. Set formwork and intermediate screed strips for slabs to produce designated elevation, camber, and contour of finished surface before formwork removal. If specified finish requires use of vibrating screeds or roller pipe screeds, ensure that edge forms and screed strips are strong enough to support such equipment.

3.2.18 Removal of Forms and Support

3.2.18.1 If vertical formed surfaces require finishing, remove forms as soon as removal operations will not damage concrete.

3.2.18.2 Remove top forms on sloping surfaces of concrete as soon as removal will not allow concrete to sag. Perform repairs and finishing operations required. If forms are removed before end of specified curing period, provide curing and protection.

3.2.18.3 Do not damage concrete during removal of vertical formwork for columns, walls, and sides of beams. Perform needed repair and finishing operations required on vertical surfaces. If forms are removed before end of specified curing period, provide curing and protection.

3.2.18.4 Leave formwork and shoring in place to support construction loads and weight of concrete in beams, slabs, and other structural members until in-place required strength of concrete is reached.

3.2.18.5 Form-facing material and horizontal facing support members may be removed before in- place concrete reaches specified compressive strength if shores and other supports are designed to allow facing removal without deflection of supported slab or member.

3.2.19 Strength of Concrete Required for Removal of Formwork

3.2.19.1 If removal of formwork, reshoring, or backshoring is based on concrete reaching a specified in-place strength, mold and field-cure cylinders in accordance with ASTM C31/C31M. Test cylinders in accordance with

3.2.19.2 ASTM C39/C39M. Alternatively, use one or more of the methods listed herein to evaluate in- place concrete strength for formwork removal.

3.2.19.3 Tests of cast-in-place cylinders in accordance with ASTM C873/C873M. This option is limited to slabs with concrete depths from 5 to 12 in.

3.2.19.4 Penetration resistance in accordance with ASTM C803/C803M.

3.2.19.5 Pullout strength in accordance with ASTM C900.

3.2.19.6 Maturity method in accordance with ASTM C1074. Submit maturity method data using project materials and concrete mix proportions used on the project to demonstrate the correlation between maturity and compressive strength of laboratory cured test specimens to the Contracting Officer.

3.3 WATERSTOP INSTALLATION AND SPLICES

3.3.1 Provide waterstops in construction joints as indicated.

3.3.2 Install formwork to accommodate…