Attachment 2 - MAHG251001 Construct New School Drop-Off Lane B8568 - Specifications.pdf

Attachment 2

FA301026R0006

PROJECT:

Construct New School Drop-Off Lane, B8568

PROJECT NUMBER:

MAHG251001

KEESLER AIR FORCE BASE

BILOXI, MISSISSIPPI

508 L Street

Keesler AFB, MS 39534

INDEX

SECTION DESCRIPTION

02 41 00 Demolition

03 30 00 Cast-In-Place Concrete

10 14 00.10 Exterior Signage

10 73 00 Extruded Aluminum Walkway Covers

31 00 00 Earthwork

31 05 19.13 Geotextiles for Roads

32 11 23.23 Base Course Drainage Layers

32 12 15 13 Asphalt Mix Design

32 16 19 Concrete Curbs Gutters and Sidewalks

32 17 23 Pavement Markings

32 92 23 Sodding

33 40 00 Stormwater Utilities

SECTION 03 30 00

DEMOLITION

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 AIR-CONDITIONING, HEATING AND REFRIGERATION INSTITUTE

(AHRI)

1.1.1.1 AHRI Guideline K (2009) Guideline for Containers for Recovered Non-

Flammable Fluorocarbon Refrigerants

1.1.2 AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION

OFFICIALS (AASHTO)

1.1.2.1 AASHTO M 145 (1991; R 2012) Standard Specification for Classification of Soils and Soil-Aggregate Mixtures for Highway Construction Purposes

1.1.2.2 AASHTO T 180 (2017) Standard Method of Test for Moisture-Density

Relations of Soils Using a 4.54-kg (10-lb) Rammer and a 457-mm (18-in.) Drop

1.1.3 AMERICAN SOCIETY OF SAFETY PROFESSIONALS (ASSP)

1.1.3.1 ASSP A10.6 (2006) Safety & Health Program Requirements for

Demolition Operations - American National Standard for Construction and Demolition

1.1.4 ASTM INTERNATIONAL (ASTM)

1.1.4.1 ASTM D2487 (2017; E 2020) Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System)

1.1.5 CARPET AND RUG INSTITUTE (CRI)

1.1.5.1 CRI 104 (2015) Carpet Installation Standard for Commercial Carpet

1.1.5.2 CRI 105 (2015) Carpet Installation Standard for Residential Carpet

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

1.1.6.1 EM 385-1-1 (2024) Safety -- Safety and Occupational Health (SOH)

Requirements

1.1.7 U.S. DEFENSE LOGISTICS AGENCY (DLA)

1.1.7.1 DLA 4145.25 (Jun 2000; Reaffirmed Oct 2010) Storage and Handling of Liquefied and Gaseous Compressed Gases and Their Full and Empty Cylinders;

1.1.8 U.S. DEPARTMENT OF DEFENSE (DOD)

1.1.8.1 DOD 4000.25-1-M (2006) MILSTRIP - Military Standard Requisitioning and Issue Procedures

1.1.8.2 MIL-STD-129 (2014; Rev R; Change 1 2018; Change 2

2019; Change 3 2023) Military Marking for Shipment and Storage

1.1.9 U.S. FEDERAL AVIATION ADMINISTRATION (FAA)

1.1.9.1 FAA AC 70/7460-1 (2016; Rev L; Change 2) Obstruction Marking and Lighting

1.1.10 U.S. NATIONAL ARCHIVES AND RECORDS ADMINISTRATION (NARA)

1.1.10.1 40 CFR 61 National Emission Standards for Hazardous

Air Pollutants

1.1.10.2 40 CFR 82 Protection of Stratospheric Ozone

1.1.10.3 49 CFR 173.301 Shipment of Compressed Gases in Cylinders and

Spherical Pressure Vessels

1.2 DEFINITIONS

1.2.1 Demolition

1.2.1.1 Demolition is the process of tearing apart and removing any feature of a facility together with any related handling and disposal operations.

1.2.2 General Requirements

1.2.2.1 Do not begin demolition or deconstruction until authorization is received from the Contracting Officer. The work of this section is to be performed in a manner that maximizes the value derived from the salvage and recycling of materials. Remove rubbish and debris from the project site.

The work includes demolition, salvage of identified items and materials, and removal of resulting rubbish and debris. Remove rubbish and debris from Government property daily, unless otherwise directed. Store materials that cannot be removed daily in areas specified by the Contracting Officer. In the interest of occupational safety and health, perform the work in accordance with EM 385-1-1, Section 17, Demolition, and other applicable Sections.

1.3 ITEMS TO REMAIN IN PLACE

1.3.1 Comply with FAR 52.236-9 to protect existing vegetation, structures, equipment, utilities, and improvements. Coordinate the work of this section with all other work indicated. Construct and maintain shoring, bracing, and supports as required. Ensure that structural elements are not overloaded. Increase structural supports or add new supports as may be required as a result of any cutting, removal, deconstruction, or demolition work performed under this contract. Do not overload [structural elements] [pavements to remain]. Provide new supports and reinforcement for existing construction weakened by demolition, deconstruction, or removal work. Repairs, reinforcement, or structural replacement require approval by the Contracting Officer prior to performing such work.

1.3.2 Existing Construction Limits and Protection

1.3.2.1 Do not disturb existing construction beyond the extent indicated or necessary for installation of new construction. Provide temporary shoring and bracing for support of building components to prevent settlement or other movement. Provide protective measures to control accumulation and migration of dust and dirt in all work areas. Remove dust, dirt, and debris from work areas daily.

1.3.3 Weather Protection

1.3.3.1 For portions of the building to remain, protect building interior and materials and equipment from the weather at all times. Where removal of existing roofing is necessary to accomplish work, have materials and workmen ready to provide adequate and temporary covering of exposed areas.

1.3.4 Trees

1.3.4.1 Protect trees within the project site which might be damaged during demolition or deconstruction, and which are indicated to be left in place, by a 6 foot high fence. Erect and secure fence a minimum of 5 feet from the trunk of individual trees or follow the outer perimeter of branches or clumps of trees. Replace any tree designated to remain that is damaged during the work under this contract with like-kind or as approved by the Contracting Officer.

1.3.5 Utility Service

1.3.5.1 Maintain existing utilities indicated to stay in service and protect against damage during demolition and deconstruction operations. Prior to start of work, utilities serving each area of alteration or removal will be shut off by the utility provider and disconnected and sealed by the Contractor.

1.3.6 Facilities

1.3.6.1 Protect electrical and mechanical services and utilities. Where removal of existing utilities and pavement is specified or indicated, provide approved barricades, temporary covering of exposed areas, and temporary services or connections for electrical and mechanical utilities. Floors, roofs, walls, columns, pilasters, and other structural components that are designed and constructed to stand without lateral support or shoring, and are determined to be in stable condition, must remain standing without additional bracing, shoring, or lateral support until demolished or deconstructed, unless directed otherwise by the Contracting Officer.

1.3.6.2 Ensure that no elements determined to be unstable are left unsupported and place and secure bracing, shoring, or lateral supports as may be required as a result of any cutting, removal, deconstruction, or demolition work performed under this contract.

1.4 AVAILABILITY OF WORK AREAS

1.4.1 Areas in which the work is to be accomplished will be available at contract award.

1.5 QUALITY ASSURANCE

1.5.1 Submit timely notification of demolition projects to Federal, State, regional, and local authorities in accordance with 40 CFR 61, Subpart M. Notify the [Regional Office of the United States Environmental Protection Agency (USEPA)] [State's environmental protection agency] [local air pollution control district/agency] and the Contracting Officer in writing 10 working days prior to the commencement of work in accordance with 40 CFR 61, Subpart M. Comply with federal, state, and local hauling and disposal regulations. In addition to the requirements of the "Contract Clauses," conform to the safety requirements contained in ASSP A10.6.

Comply with the Environmental Protection Agency requirements specified. Use of explosives will not be permitted.

1.5.2 Dust and Debris Control

1.5.2.1 Prevent the spread of dust and debris and avoid the creation of a nuisance or hazard in the surrounding area. Do not use water if it results in hazardous or objectionable conditions such as, but not limited to, ice, flooding, or pollution.

1.6 PROTECTION

1.6.1 Traffic Control Signs

1.6.1.1 Where pedestrian and driver safety is endangered in the area of removal work, use traffic barricades with flashing lights. Anchor barricades in a manner to prevent displacement by wind. Notify the Contracting Officer prior to beginning such work.

1.6.2 Protection of Personnel

1.6.2.1 Before, during and after the demolition work continuously evaluate the condition of the site specific features being demolished and take immediate action to protect all personnel working in and around the project site. No area, section, or component of floors, roofs, walls, columns, pilasters, or other structural element will be allowed to be left standing without sufficient bracing, shoring, or lateral support to prevent collapse or failure while workmen remove debris or perform other work in the immediate area.

1.7 RELOCATIONS

1.7.1 Perform the removal and reinstallation of relocated items as indicated with workmen skilled in the trades involved. Repair or replace items to be relocated which are damaged by the Contractor with new undamaged items as approved by the Contracting Officer.

1.8 EXISTING CONDTIONS

1.8.1 Before beginning any demolition or deconstruction work, survey the site and examine the drawings and specifications to determine the extent of the work.

Record existing conditions in the presence of the Contracting Officer [or the Contracting Officer's Representative] [and a representative from the non-federal sponsor] showing the condition of structures and other facilities adjacent to areas of alteration or removal. Photographs or electronic images with a minimum resolution of 3072 x 2304 pixels, capable of a print resolution of 300 dpi, will be acceptable as a record of existing conditions. Include in the record the elevation of the top of foundation walls, finish floor elevations, possible conflicting electrical conduits, plumbing lines, alarms systems, the location and extent of existing cracks and other damage and description of surface conditions that exist prior to starting work. It is the Contractor's responsibility to verify and document all required outages which will be required during the course of work, and to note these outages on the record document. Submit survey results to the Contracting Officer.

2.0 PRODUCTS

2.1 FILL MATERIAL

2.1.1 Comply with excavating, backfilling, and compacting procedures for soils used as backfill material to fill basements, voids, depressions or excavations resulting from demolition or deconstruction of structures. Provide fill material consisting of waste products from demolition or deconstruction until all waste appropriate for this purpose is consumed.

2.1.2 Provide fill material conforming to the definition of satisfactory soil material as defined in ASTM D2487 and AASHTO M 145, Soil Classification Groups A-1, A-2-4, A-2-5 and A-3. In addition, fill material must be free from roots and other organic matter, trash, debris, frozen materials, and stones larger than 2 inches in any dimension.

2.1.3 Proposed fill material must be sampled and tested by an approved soil testing laboratory, as follows:

Soil Classification AASHTO M 145

Moisture-Density Relations AASHTO T 180, Method B or D

3.0 EXECUTION

3.1 EXISTING FACILITIES TO BE REMOVED

3.1.1 Inspect and evaluate existing structures onsite for reuse. Disassemble existing construction scheduled to be removed for reuse. Dismantled and removed materials are to be separated, set aside, and prepared as specified, and stored or delivered to a collection point for reuse, remanufacture, recycling, or other disposal, as specified. Designate materials for reuse onsite whenever possible.

3.1.2 Structures

3.1.2.1 Remove existing structures indicated to be removed to grade.

3.1.2.2 Demolish structures in a systematic manner from the top of the structure to the ground. Complete demolition work above each tier or floor before the supporting members on the lower level are disturbed. Demolish concrete and masonry walls in small sections. Remove structural framing members and lower to ground by means of derricks, platforms hoists, or other suitable methods as approved by the Contracting Officer.

3.1.3 Utilities and Related Equipment

3.1.3.1 General Requirements

3.1.3.1.1 Do not interrupt existing utilities serving occupied or used facilities, except when authorized in writing by the Contracting Officer. Do not interrupt existing utilities serving facilities occupied and used by the Government except when approved in writing and then only after temporary utility services have been approved and provided. Do not begin demolition or deconstruction work until all utility disconnections have been made. Shut off and cap utilities for future use, as indicated.

3.1.4 Paving and Slabs

3.1.4.1 Sawcut and remove concrete and asphaltic concrete paving and slabs including aggregate base as per drawings. Provide neat sawcuts at limits of pavement removal as indicated. Move, grind and store pavement and slabs designated to be recycled and utilized in this project as directed by the Contracting Officer. Remove pavement and slabs not to be used in this project from the project site at Contractor's expense.

3.1.5 Concrete

3.1.5.1 Saw concrete along straight lines to a depth of a minimum 2 inch. Make each cut in walls perpendicular to the face and in alignment with the cut in the opposite face. Break out the remainder of the concrete provided that the broken area is concealed in the finished work, and the remaining concrete is sound. At locations where the broken face cannot be concealed, grind smooth or saw cut entirely through the concrete. Sawcuts in existing concrete sidewalk must be at the nearest existing expansion joint.

3.1.6 Patching

3.1.6.1 Where removals leave holes and damaged surfaces exposed in the finished work, patch and repair these holes and damaged surfaces to match adjacent finished surfaces, using on-site materials when available. Where new work is to be applied to existing surfaces, perform removals and patching in a manner to produce surfaces suitable for receiving new work.

Make finished surfaces of patched area flush with the adjacent existing surface and match the existing adjacent surface as closely as possible to texture and finish. Provide patching as specified and indicated, and include the following:

3.1.6.1.1 Concrete and Masonry: Completely fill holes and depressions, [caused by previous physical damage or] left as a result of removals in existing masonry walls to remain, with an approved masonry patching material, applied in accordance with the manufacturer's printed instructions.

3.1.6.2 Preparation for Storage

3.1.6.2.1 Remove water, dirt, dust, and foreign matter from units; drain tanks, piping and fixtures; if previously used to store flammable, explosive, or other dangerous liquids, steam clean interiors. Seal openings with caps, plates, or plugs. Secure motors attached by flexible connections to the unit. Change lubricating systems with the proper oil or grease.

3.2 CONCURRENT EARTH-MOVING OPERATIONS

3.2.1 Do not begin excavation, filling, and other earth-moving operations that are sequential to demolition or deconstruction work in areas occupied by structures to be demolished or deconstructed until all demolition and deconstruction in the area has been completed and debris removed. Fill holes, open basements and other hazardous openings.

3.3 DISPOSITION OF MATERIAL

3.3.1 Title to Materials

3.3.1.1 Except for salvaged items specified in related Sections, and for materials or equipment scheduled for salvage, all materials and equipment removed and not reused or salvaged, become the property of the Contractor and must be removed from Government property. Materials approved for storage by the Contracting Officer must be removed before completion of the contract. Title to materials resulting from demolition and deconstruction, and materials and equipment to be removed, is vested in the Contractor upon approval by the Contracting Officer. The Government will not be responsible for the condition or loss of, or damage to, such property after contract award. Showing for sale or selling materials and equipment on site is prohibited.

3.4 CLEANUP

3.4.1 Remove debris and rubbish from project site and similar excavations. Remove and transport the debris in a manner that prevents spillage on streets or adjacent areas. Apply local regulations regarding hauling and disposal.

3.5 DISPOSAL OF REMOVED MATERIALS

3.5.1 Regulation of Removed Materials

3.5.1.1 Dispose of debris, rubbish, scrap, and other nonsalvageable materials resulting from removal operations with all applicable federal, state and local regulations as contractually specified in the Waste Management Plan.

END OF SECTION

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…