W912QR24R0027_CF_Specs_Vol3-0002.pdf

Solicitation For DES Moines Army Reserve Center (ARC), Development for ARC/Vehicle Maintenance Shop Building 101, Polk County, IA

P2: 515372

Design-Build

Specifications - Vol. 3 of 3 (DIV 03 - 41)

03 April 2024

W912QR24R0027

Phase 1 Submittal

25 June 2024

W912QR24R0027

Certified Final Design ARIMS: 200A Disposition: Maintain for 15yrs after construction.

W912QR24R0027_CF_Specs_Vol3-0002

515372 Repair of Bldgs. 100 ARC & 101 VMS Des Moines, Iowa

Section 01 02 00.00 48 Page 1 of 7 Certified Final

Table of Contents

VOLUME I

DIVISION 00 – PROCUREMENT AND CONTRACTING

00 00 01 Table of Contents

00 10 00 Des Moines MRAR Price Breakout Schedule 00 80 00.00 06 Special Provisions

DIVISION 01 – GENERAL REQUIREMENTS

01 02 00.00 48 Statement of Work

Part 1 – Design Objectives and Functional and Area Requirements Part 2 – Applicable Criteria and Coordination with Local Authorities Part 3 – Site Civil Design Part 4 – Site Electrical Design Part 5 – Landscape Architecture Design Part 6 – Architectural and Interior Design Part 7 – Structural Design Part 8 – Thermal Design Part 9 – Plumbing Design Part 10 – Electrical Design Part 11 – HVAC Design Part 12 – Energy Conservation and Sustainable Design Part 13 – Fire Protection Design Part 14 – Commissioning and Building Envelope Sealing Performance Requirements Part 15 – Telecommunications Design

01 03 00.00 48 Design Submission Requirements After Award 01 04 00.00 48 The Design/Build Process 01 32 01.00 06 Project Schedule 01 33 00 Submittal Procedures 01 33 29.00 06 Sustainability Reporting 01 35 26.00 06 Government Safety Requirements 01 42 00 Sources for Reference Publications 01 45 00.15 10 Resident Management System Contractor MODE (RMS CM) 01 45 01.10 06 USACE Quality Control System (QCS), for Army Reserve Centers (ARCs) 01 45 04.10 06 Contractor Quality Control 01 45 35 Special Inspections 01 46 00.00 06 Total Building Commissioning 01 50 00 Temporary Construction Facilities and Controls 01 57 19.00 06 Temporary Environmental Controls and Permits 01 74 19 Construction Waste Management and Disposal 01 78 23 Operation and Maintenance Data

DIVISION 02 – EXISTING CONDITIONS

02 41 00 Demolition

Section 01 02 00.00 48 Page 2 of 7

Attachments to the Volume I

Attachment A Geotechnical Report Attachment B Hazardous Materials Report Attachment C Fire Flow Data Attachment D Room-by-Room Supplemental Requirements Attachment E Site Photos Attachment F LEED v4 Credit Guidance

Section 01 02 00.00 48 Page 3 of 7

VOLUME II

Building 100 – As-Builts Building 101 – As-Builts

Submittal Register Building 100 & 101 - As-Builts

Section 01 02 00.00 48 Page 4 of 7

VOLUME III

DIVISION 03 -CONCRETE

03 20 00.00 48 Concrete Reinforcement 03 30 00.00 48 Cast -in-Place Concrete

DIVISION 04 - MASONRY

04 20 00.00 48 Unit Masonry

DIVISION 05 - METAL

05 12 00.00 48 Structural Steel 05 21 00.00 48 Steel Joist Framing 05 30 00.00 48 Steel Decks 05 40 00.00 48 Cold-Formed Metal Framing 05 50 00.00 48 Metal Fabrications

DIVISION 06 – WOOD, PLASTICS, AND COMPOSITES

06 10 00.00 48 Rough Carpentry 06 20 00.00 48 Finish Carpentry 06 61 16.00 48 Solid Surfacing Fabrication

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 11 00.00 48 Bituminous Dampproofing 07 19 00.00 48 Water Repellent Coating 07 21 00.00 48 Building Insulation 07 22 00.00 48 Roof and Deck Insulation 07 42 13.00 48 Metal Wall Panels 07 52 00.00 48 Modified Bituminous Roofing System 07 53 23.00 48 Ethylene Propylene Diene Monomer Roofing 07 54 19.00 48 Thermoplastic Membrane Roofing System 07 60 00.00 48 Flashing and Sheet Metal 07 84 00.00 48 Firestopping 07 90 00.00 48 Joint Sealers

DIVISION 08 - OPENINGS

08 11 13.00 48 Steel Doors and Frames 08 11 16.00 48 Aluminum Doors and Frames 08 14 00.00 48 Wood Doors 08 31 13.00 48 Access Doors and Frames 08 33 23.00 48 Overhead Rolling Doors 08 51 13.00 48 Aluminum Windows 08 70 00.00 48 Door Hardware 08 80 00.00 48 Glazing 08 90 00.00 48 Louvers and Vents

DIVISION 09 - FINISHES

09 29 00.00 48 Gypsum Board 09 30 00.00 48 Ceramic Tile 09 50 00.00 48 Acoustical Ceilings

Section 01 02 00.00 48 Page 5 of 7

09 65 00.00 48 Resilient Flooring 09 67 00.00 48 Fluid Applied Flooring 09 68 00.00 48 Carpeting 09 90 00.00 48 Paints and Coatings

DIVISION 10 - SPECIALTIES

10 00 10.00 48 Miscellaneous Specialties 10 14 01.00 48 Exterior Signage 10 14 02.00 48 Interior Signage 10 21 13.00 48 Plastic Toilet Partitions 10 22 13.00 48 Wire Mesh Partitions 10 26 00.00 48 Wall and Corner Guards 10 28 00.00 48 Toilet Accessories 10 44 00.00 48 Fire Extinguishers Cabinets and Accessories 10 50 00.00 48 Metal Lockers 10 56 13.00 48 Storage Shelving 10 75 00.00 48 Flag Poles

DIVISION 11 - EQUIPMENT

11 52 13.00 48 Projection Screens

DIVISION 12 - FURNISHINGS

12 20 00.00 48 Window Treatment 12 48 00.00 48 Rugs and Mats

DIVISION 14 – Vertical Transportation

14 24 00.00 48 Hydraulic Elevators

DIVISION 21 – FIRE SUPPRESSION

21 13 13.00 48 Wet Pipe Sprinkler Systems, Fire Protection 21 30 00.00 48 Fire Pumps

DIVISION 22 – PLUMBING

22 11 23.00 48 Plumbing Pumps 22 13 00.00 48 Sanitary, Waste, Vent, and Storm Specialties 22 15 00.00 48 General Service Compressed Air Equipment 22 34 00.00 48 Domestic Water Heaters 22 42 00.00 48 Plumbing Fixtures

DIVISION 23 – HEATING, VENTILATING AND AIR CONDITIONING

23 05 29.00 48 Hangers and Supports 23 05 48.00 48 Vibration Isolation 23 05 53.00 48 Identification for HVAC Piping and Equipment 23 05 93.00 48 Testing, Adjusting, and Balancing 23 07 00.00 48 Mechanical Insulation 23 09 00.00 48 HVAC Instrumentation and Controls 23 21 13.00 48 Piping 23 21 14.00 48 Valves

Section 01 02 00.00 48 Page 6 of 7

23 21 23.00 48 Pumps 23 31 13.00 48 Metal Ductwork 23 33 00.00 48 Ductwork Accessories 23 34 00.00 48 Fans 23 35 16.00 48 Overhead Vehicle Tailpipe Exhaust Systems 23 36 00.00 48 Air Terminal Units 23 37 00.00 48 Air Outlets and Inlets 23 38 13.00 48 Range Hood 23 40 00.00 48 Air Cleaning Devices 23 52 00.00 48 Heating Boilers and Accessories 23 54 16.00 48 Direct-Fired Makeup Air Units 23 64 10.00 48 Packaged Air-Cooled Scroll Chillers 23 64 26.00 48 Packaged Air-Cooled Rotary Screw Chillers 23 73 00.00 48 Air Handling Units 23 81 26.00 48 Split System Air Conditioning Units 23 81 43.00 48 Air-To-Air Heat Pumps 23 82 00.00 48 Terminal Heating Units 23 82 19.00 48 Fan Coil Units 23 84 16.00 48 Dehumidifier Units

DIVISION 26 – ELECTRICAL

26 05 00.00 48 Common Work Results for Electrical 26 05 19.00 48 Low-Voltage Electrical Power Conductors and Cables 26 05 26.00 48 Grounding and Bonding for Electrical Systems 26 05 29.00 48 Hangers and Supports for Electrical Systems 26 05 33.00 48 Raceway and Boxes for Electrical Systems 26 05 53.00 48 Identification for Electrical Systems 26 06 00.00 48 Electrical Utility Services 26 08 00.00 48 Equipment Inspection and Testing 26 22 00.00 48 Low-Voltage Transformers 26 24 00.00 48 Switchboards, Panelboards, and Control Centers 26 27 13.00 48 Electricity Metering 26 27 26.00 48 Wiring Devices 26 28 16.00 48 Enclosed Switches and Circuit Breakers 26 29 00.00 48 Enclosed Controllers 26 41 13.00 48 Lightning Protection 26 51 00.00 48 Interior Lighting 26 56 00.00 48 Exterior Lighting

DIVISION 28 – ELECTRONIC SAFETY AND SECURITY

28 31 76.00 48 Fire Alarm and Mass Notification Systems

DIVISION 31 - EARTHWORK

31 00 00.06 48 Earthwork 31 11 00.00 48 Clearing and Grubbing

DIVISION 32 – EXTERIOR IMPROVEMENTS

32 01 19.00 48 Field Molded Sealants for Sealing Joints in Rigid Pavement 32 05 33.00 48 Landscaping 32 11 20.00 48 Base Course for Rigid and Subbases for Flexible Paving 32 12 16.00 48 Hot Mix Asphalt (HMA) for Roads

Section 01 02 00.00 48 Page 7 of 7

32 13 13.06 48 Portland Cement Concrete Pavement for Road and Site Facilities 32 17 23.00 48 Pavement Markings

DIVISION 33 – UTILITIES

33 11 00.00 48 Water Utility Distribution Piping 33 30 00.00 48 Sanitary Sewerage 33 40 00.00 48 Storm Drainage Utilities 33 46 13.00 48 Foundation Drainage System 33 46 16.00 48 Sub-drainage Piping 33 70 02.00 48 Electric Distribution System

DIVISION 41 – MATERIALS PROCESSING AND HANDLING EQUIPMENT

41 22 00.00 48 Hoists and Cranes

515372 Repairs of Bldgs. 100 ARC & 101 VMS

Section 03 20 00.00 48 Page 1

SECTION 03 20 00.00 48 CONCRETE REINFORCEMENT

References:1. The publications referenced above (or below) establish minimum requirements for materials, systems and execution that may be specified in this Section.

ACI INTERNATIONAL (ACI)

ACI 117 Specifications for Tolerances for Concrete Construction and Materials and Commentary

ACI 318 Building Code Requirements for Structural Concrete and Commentary ACI 318M Metric Building Code Requirements for Structural Concrete and

Commentary ACI SP-66 ACI Detailing Manual

AMERICAN WELDING SOCIETY (AWS)

AWS D1.4/D1.4M Structural Welding Code – Reinforcing Steel

AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)

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

ASTM A53/A53M Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless

ASTM A184/A184M Fabricated Deformed Steel Bar Mats for Concrete Reinforcement ASTM A185/A185M Steel Welded Wire Reinforcement, Plain, for Concrete Reinforcement ASTM A496/A496M Steel Wire, Deformed, for Concrete ASTM A497/A497M Steel Welded Wire Reinforcement, Deformed, for Concrete ASTM A615/A615M Deformed and Plain Billet-Steel Bars for Concrete Reinforcement ASTM A675/A675M Steel Bars, Carbon, Hot-Wrought, Special Quality, Mechanical

Properties ASTM A706/A706M Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement ASTM A767/A767M Zinc-Coated (Galvanized) Steel Bars in Concrete Reinforcement ASTM A775/A775M Epoxy-Coated Steel Reinforcment Bars ASTM A780/A780M Standard Practice for Repair of Damaged and Uncoated Areas of Hot-

Dip Galvanized Coatings ASTM A820/A820M Standard Specification for Steel Fibers for Fiber-Reinforced Concrete ASTM A884/A884M Epoxy-Coated Steel Wire and Welded Wire Reinforcement ASTM C1116 Fiber-Reinforced Concrete

CONCRETE REINFORCING STEEL INSTITUTE (CRSI)

CRSI 10MSP Manual of Standard Practice CRSI RB4.1 Supports for Reinforcement Used in Concrete

General: 1. SUBMITTALS: The following shall be submitted to the Engineer of Record for approval in accordance with Section 01 33 00.00 48 SUBMITTAL PROCEDURES:

a. Shop Drawings: Detail drawings showing reinforcing steel placement, schedules, sizes, grades, and splicing and bending details. Drawings shall show support details including types, sizes and spacing.

b. Certificates:

1) Reinforcing Steel; Certified copies of mill reports attesting that the reinforcing steel furnished contains no less than 25 percent recycled scrap steel and meets the requirements specified herein, prior to the installation of reinforcing steel.

2) Welder certificates, certifying welders employed on the Work, verifying AWS qualification within the previous 12 months.

Section 03 20 00.00 48 Page 2 Certified Final

2. WELDING: Welders shall be qualified in accordance with AWS D1.4/D1.4M. Qualification test shall be performed at the worksite and the Contractor shall notify the Contracting Officer 24 hours prior to conducting tests. Special welding procedures and welders qualified by others may be accepted as permitted by AWS D1.4.

3. DELIVERY AND STORAGE: Reinforcement and accessories shall be stored off the ground on platforms, skids, or other supports.

Products: 1. DOWELS: Round dowels shall conform to to ASTM A675/A675M, Grade 80. Steel pipe conforming to ASTM A53/A53M, Schedule 80, may be used as dowels provided the ends are closed with metal or plastic inserts or with mortar. Proprietary steel dowel systems may be used with the approval of the Structural Engineer of Record and acceptance of the Contracting Officer.

2. FABRICATED BAR MATS: Fabricated bar mats shall conform to ASTM A184/A184M.

3. REINFORCING STEEL: Reinforcing steel shall be deformed bars conforming to ASTM A615/A615M or ASTM A706/A706M, grades and sizes as indicated. Cold drawn wire used for spiral reinforcement shall conform to ASTM A1064/A1064M. In highly corrosive environments or when directed by the Engineer, reinforcing steel shall conform to ASTM A767/A767M as appropriate.

4. WELDED WIRE FABRIC: Welded wire fabric shall conform to ASTM A185/A185M.. When directed by the EngineerEngineerfor special applications, welded wire fabric shall conform to ASTM A884/A884M. Welded wire fabric shall be transported and delivered in flat sheets.

5. WIRE TIES: Wire ties shall be 16 ga. or heavier black annealed steel wire.

6. SUPPORTS: Bar supports for formed surfaces shall be designed and fabricated in accordance with CRSI 10MSP and shall be steel or precast concrete blocks. Precast concrete blocks shall have wire ties and shall be not less than 4 inches square when supporting reinforcement on ground. Precast concrete block shall have compressive strength equal to that of the surrounding concrete. Where concrete formed surfaces will be exposed to weather or where surfaces are to be painted, steel supports within 1/2 inch of concrete surface shall be galvanized, plastic protected or of stainless steel. Concrete supports used in concrete exposed to view shall have the same color and texture as the finish surface. For slabs on grade, supports shall be precast concrete blocks, plastic coated steel fabricated with bearing plates, or specifically designed wire-fabric supports fabricated of plastic.

7. Welds: Weld reinforcement in accordance with AWS D1.4 and AWS D12.1. Welding shall be limited to A706 reinforcing only.

8. SYNTHETIC FIBER REINFORCEMENT: Synthetic fiber shall be polypropylene with a denier less than 100 and a nominal fiber length of 2 inches.

--- End of Section ---

Section 03 30 00.00 48 Page 1

SECTION 03 30 00.00 48 CAST-IN-PLACE CONCRETE

Scope: 1. Provide cast-in-place concrete for general building construction, including, without limitation:

a. Footings and foundations.

b. Slab on grade.

c. Concrete fill for metal floor and roof decks.

d. Base course for exterior paving.

e. Door frames at maintenance bays

f. Requirements (materials, mixes, finishes) apply to concrete work specified in other sections, such as sidewalk paving and fill for metal pan stair treads.

g. Concrete wall panels

References:1. The publications referenced above (or below) establish minimum requirements for materials, ACI 117 Specifications for Tolerances for Concrete Construction and Materials and Commentary

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

ACI 211.1 Standard Practice for Selecting Proportions for Normal, Heavyweight, and Mass Concrete

ACI 211.2 Standard Practice for Selecting Proportions for Structural Lightweight Concrete

ACI 213R Guide for Structural Lightweight Aggregate Concrete ACI 214R Evaluation of Strength Test Results of Concrete ACI 301 Specifications for Structural Concrete ACI 302.1R Guide for Concrete Floor and Slab Construction ACI 301M Metric Specifications for Structural Concrete ACI 304.2R Guide to Placing Concrete by Pumping Methods ACI 304R Guide for Measuring, Mixing, Transporting, and Placing Concrete ACI 305.1 Specifications for Hot Weather Concreting ACI 305R Guide to for Hot Weather Concreting ACI 306.1 Specifications for Cold Weather Concreting ACI 306R Guide to for Cold Weather Concreting ACI 308.1 Specification for Curing Concrete ACI 318 Building Code Requirements for Structural Concrete and

Commentary ACI 318M Building Code Requirements for Structural Concrete and

Commentary ACI SP-2 ACI Manual of Concrete Inspection ACI SP-15 Field Reference Manual: Standard Specifications for Structural

Concrete ACI 301 with Selected ACI References ACI/MCP-1 Manual of Concrete Practice Part 1: ACI 104-71R-97 to 223-98 ACI/MCP-2 Manual of Concrete Practice Part 2: ACI 224R-01 to ACI 313R-97 ACI/MCP-3 Manual of Concrete Practice Part 3: ACI 315-99 to ACI 343R-95 ACI/MCP-4 Manual of Concrete Practice Part 4: ACI 345R-05 to 355.2R-04

AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)

ASTM C1017/C1017M Standard Specification for Chemical Admixtures for Use in Producing Flowing Concrete

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

Section 03 30 00.00 48 Page 2

ASTM C1077/C1107M Standard Practice for Agencies Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Testing Agency Evaluation

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

ASTM C1116/C1116M Standard Specification for Fiber-Reinforced Concrete ASTM C1157/C1157M Standard Performance Specification for Hydraulic Cement ASTM C1240 Standard Specification for Silica Fume Used in Cementitious

Mixtures ASTM C1260 Standard Test Method for Potential Alkali Reactivity of Aggregates

(Mortar-Bar Method) ASTM C131/C131M Standard Test Method for Resistance to Degradation of Small-Size

Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine

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

ASTM C143/C143M Standard Test Method for Slump of Hydraulic-Cement Concrete ASTM C150/C150M Standard Specification for Portland Cement ASTM C156 Water Retention by Concrete Curing Materials ASTM C1567 Standard Test Method for Potential Alkali-Silica Reactivity of

Combinations of Cementitious Materials and Aggregate (Accelerated Mortar-Bar Method)

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

ASTM C171 Sheet Materials for Curing Concrete ASTM C172/C172M Standard Practice for Sampling Freshly Mixed Concrete ASTM C173/C173M Standard Test Method for Air Content of Freshly Mixed Concrete by the Volumetric Method ASTM C1778 Standard Guide for Reducing the Risk of Deleterious Alkali-

Aggregate Reaction in Concrete ASTM C192/C192M Standard Practice for Making and Curing Concrete Test Specimens in the Laboratory ASTM C231/C231M Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method ASTM C260/C260M Standard Specification for Air-Entraining Admixtures for Concrete ASTM C309 Standard Specification for Liquid Membrane-Forming Compounds for

Curing Concrete ASTM C31/C31M Standard Practice for Making and Curing Concrete Test Specimens in the Field ASTM C311/C311M Standard Test Methods for Sampling and Testing Fly Ash or Natural

Pozzolans for Use in Portland-Cement Concrete ASTM C33/C33M Standard Specification for Concrete Aggregates ASTM C330/C330M Standard Specification for Lightweight Aggregates for Structural

Concrete ASTM C39/C39M Standard Test Method for Compressive Strength of Cylindrical

Concrete Specimens ASTM C42/C42M Standard Test Method for Obtaining and Testing Drilled Cores and

Sawed Beams of Concrete ASTM C494/C494M Standard Specification for Chemical Admixtures for Concrete ASTM C496/C496M Standard Test Method for Splitting Tensile Strength of Cylindrical

Concrete Specimens ASTM C552 Standard Specification for Cellular Glass Thermal Insulation ASTM C567/C567M Determining Density of Structural Lightweight Concrete ASTM C578 Standard Specification for Rigid, Cellular Polystyrene Thermal

Insulation ASTM C591 Standard Specification for Unfaced Preformed Rigid Cellular

Polyisocyanurate Thermal Insulation

Section 03 30 00.00 48 Page 3

ASTM C595/C595M Standard Specification for Blended Hydraulic Cements ASTM C618 Standard Specification for Coal Fly Ash and Raw or Calcined Natural

Pozzolan for Use in Concrete ASTM C685/C685M Standard Specification for Concrete Made by Volumetric Batching and Continuous Mixing ASTM C78/C78M Standard Test Method for Flexural Strength of Concrete (Using

Simple Beam with Third-Point Loading) ASTM C873/C873M Standard Test Method for Compressive Strength of Concrete

Cylinders Cast in Place in Cylindrical Molds ASTM C881/C881M Epoxy-Resin-Base Bonding Systems for Concrete ASTM C920 Elastomeric Joint Sealants ASTM C932 Surface-Applied Bonding Compounds for Exterior Plastering ASTM C937 Grout Fluidifier for Preplaced-Aggregate Concrete ASTM C94/C94M Standard Specification for Ready-Mixed Concrete ASTM C989/C989M Standard Specification for Slag Cement for Use in Concrete and

Mortars ASTM C990 Joints for Concrete Pipe, Manholes and Precast Box Sections Using

Preformed Flexbile Joint Sealants

ASTM D1557 Laboratory Compaction Characteristics of Soil Using Modified Effort

(56,000 ft-lbf/ft3) (2700 kN-m/m3) ASTM D1751 Preformed Expansion Joint Filler for Concrete Paving and Structural

Construction (Nonextruding and Resilient Bituminous Types) ASTM D1752 Preformed Sponge Rubber Cork andRecycled PVC Expansion ASTM D2103 Polyethylene Film and Sheeting ASTM D2628 Preformed Polychloroprene Elastomeric Joint Seals for Concrete

Pavements ASTM D3042 Standard Test Method for Insoluble Residue in Carbonate

Aggregates ASTM D4397 Standard Specification for Polyethylene Sheeting for Construction, Industrial, and Agricultural Applications ASTM D5759 Characterization of Coal Fly Ash and Clean Coal Combustion Fly Ash for Potential Uses ASTM D6690 Standard Specification for Joint and Crack Sealants, Hot-Applied, for

Concrete and Asphalt Pavements ASTM D7116 Joint Sealants, Hot Applied, Jet Fuel Resistant Types, for Portland

Cement Concrete ASTM D75/D75M Standard Practice for Sampling Aggregates ASTM E1155 Standard Test Method for Determining Floor Flatness and Levelness

Numbers ASTM E1643 Standard Practice for Selection, Design, Installation, and Inspection of Water Vapor Retarders Used in Contact with Earth or Granular Fill under Concrete Slabs

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

ASTM E96/E96M Standard Test Methods for Water Vapor Transmission of Materials ASTM E329 Standard Specification for Agencies Engaged in the Testing and/or

Inspection of Materials Used in Construction ASTM E648 Standard Test Method for Critical Radiant Flux of Floor-Covering

Systems Using a Radiant Heat Energy Source

CONCRETE REINFORCING STEEL INSTITUTE (CRSI)

CRSI 10MSP Manual of Standard Practice

NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY (NIST)

Section 03 30 00.00 48 Page 4

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

NATIONAL READY-MIXED CONCRETE ASSOCIATION (NRMCA)

NRMCA CPMB 100 Concrete Plant Standards NRMCA QC 3 Quality Control Manual: Section 3, Plant Certifications Checklist:

Certification of Ready Mixed Concrete Production Facilities NRMCA TMMB 100 Truck Mixer Agitator and Front Discharge Concrete Carrier

Standards

U.S. ARMY CORPS OF ENGINEERS (USACE)

COE CRD-C 513 Corps of Engineers Specifications for Rubber Waterstops COE CRD-C 572 Corps of Engineers Specifications for Polyvinylechloride Waterstops

U.S. GENERAL SERVICES ADMINISTRATION (GSA)

FS MMM-A-001993 Adhesive, Epoxy, Flexible, Filled (For Binding, Sealing, and Grouting) FS SS-S-1614 Sealants, Joint, Jet-Fuel-Resistant, Hot-Applied, for Portland Cement and Tar Concrete Pavements FS SS-S-200 Sealant, Joint, Two-Component, Jet-Blast-Resistant, Cold-Applied, for Portland Cement Concrete Pavement FS UU-B-790 Building Paper, Vegetable Fiber: (Kraft, Waterproofed, Water

Repellant and Fire Resistant)

General: 1. SUBMITTALS: The following shall be submitted to the Engineer of Record (unless noted otherwise) for approval in accordance with Section 01 33 00.10 06 SUBMITTAL

PROCEDURES FOR DESIGN/BUILD:

a. Shop Drawings

1) Mixture Proportions; Submit the results of trial mixture design studies along with a statement giving the maximum nominal coarse aggregate size and the proportions of ingredients that will be used in the manufacture of each strength of concrete, at least 60 days prior to commencing concrete placing operations. Base aggregate weights on the saturated surface dry condition. Accompany the statement with test results from an approved independent commercial testing laboratory, showing that mixture design studies have been made with materials proposed for the project and that the proportions selected will produce concrete of the qualities indicated. No substitutions may be made in the materials used in the mixture design studies without additional tests to show that the quality of the concrete is satisfactory.

2) Lightweight Aggregate Concrete; Written recommendations from lightweight aggregate supplier on batching and mixing cycles.

b. Samples

1) Surface Retarder; Sample of surface retarder material with manufacturer's instructions for application in conjunction with air-water cutting.

c. Test Reports

1) Testing and Inspection for Contractor Quality Control; Certified copies of laboratory test reports, including mill tests and all other test data, for portland cement, blended cement, pozzolan, slag cement, silica fume, aggregate, admixtures, and curing compound proposed for use on this project.

d. Certificates

1) Qualifications; Written documentation for Contractor Quality Control personnel.

2. QUALIFICATIONS:

Section 03 30 00.00 48 Page 5

a. Contractor Quality Control personnel assigned to concrete construction shall be American Concrete Institute (ACI) Certified Workmen in one of the following grades or shall have written evidence of having completed similar qualification programs:

1) Concrete Field Testing Technician, Grade I

2) Concrete Laboratory Testing Technician, Grade I or II

3) Concrete Construction Inspector, Level II

b. Concrete Transportation Construction Inspector or Reinforced Concrete Special Inspector, Jointly certified by American Concrete Institute (ACI), Building Official and Code Administrators International (BOCA), International Conference of Building Officials (ICBO), and Southern Building Code Congress International (SBCCI).

c. The foreman or lead journeyman of the flatwork finishing crew shall have similar qualification for ACI Concrete Flatwork Technician/Finisher or equal, with written documentation.

3. FIELD TEST PANELS:

a. Field test concrete wall panels shall be constructed prior to beginning of work using the materials and procedures proposed for use on the job, to demonstrate the results to be attained. The quality and appearance of each panel shall be subject to the approval of the Architect and the acceptanceacceptance of the Contracting Officer, and, if not judged satisfactory, additional panels shall be constructed until such acceptancecceptance is attained. Formed or finished surfaces in the completed structure shall match the quality and appearance of the accepted field example.

4. SPECIAL REQUIREMENTS: Not Used.

5. GENERAL REQUIREMENTS: Conform to ACI 301 except as herein modified. All materials are to be certified by the Manufacturer or sampled, pretested and approved before use.

a. Tolerances: Except as otherwise specified herein, tolerances for concrete batching, mixture properties, and construction as well as definition of terms and application practices shall be in accordance with ACI 117. Level and grade tolerance measurements of slabs shall be made as soon as possible after finishing; when forms or shoring are used, the measurements shall be made prior to removal.

b. Strength Requirements and w/c Ratio

1) Strength Requirements: Specified compressive strength (f'c) shall be as required by the structural design. Concrete made with high-early strength cement shall have a 7-day strength equal to the specified 28-day strength for concrete made with Type I or II portland cement. Compressive strength shall be determined in accordance with ASTM C39/C39M. Flexural strength shall be determined in accordance with ASTM C78/C78M.

A. Evaluation of Concrete Compressive Strength. Compressive strength specimens 6 by 12 inch cylinders shall be fabricated by the Contractor and laboratory cured in accordance with ASTM C31/C31M and tested in accordance with ASTM C39/C39M 4 inch diameter cylinders may be used if accepted by the Engineer of Record and if sampling and testing conforms to the appropriate ASTM standards.

The strength of the concrete will be considered satisfactory so long as the average of all sets of three consecutive test results equals or exceeds the specified compressive strength f'c and no individual test result falls below the specified strength f'c by more than 500 psi. A "test" is defined as the average of two companion cylinders, or if only one cylinder is tested, the results of the single cylinder test. Additional analysis or testing, including taking cores and/or load tests may be required at the Contractor's expense when the strength of the concrete in the structure is considered potentially deficient.

B. Investigation of Low-Strength Compressive Test Results. When any strength test of standard-cured test cylinders falls below the specified strength requirement by more than 500 psi or if tests of field-cured cylinders indicate deficiencies in protection and curing, steps shall be taken to assure that the load-carrying capacity of the structure is not jeopardized. When the strength of concrete in place

Section 03 30 00.00 48 Page 6 is considered potentially deficient, cores shall be obtained and tested in accordance with ASTM C42/C42M. At least three representative cores shall be taken from each member or area of concrete in place that is considered potentially deficient. The location of cores will be determined by the Engineer of Record to least impair the strength of the structure. Concrete in the area represented by the core testing will be considered adequate if the average strength of the cores is equal to at least 85 percent of the specified strength requirement and if no single core is less than 75 percent of the specified strength requirement. Non-destructive tests (tests other than test cylinders or cores) shall not be used as a basis for acceptance or rejection. The Contractor shall perform the coring and repair the holes.

C. Load Tests. If the core tests are inconclusive or impractical to obtain or if structural analysis does not confirm the safety of the structure, load tests may be directed by the Government in accordance with the requirements of ACI 318. Concrete work evaluated by structural analysis or by results of a load test as being understrength shall be corrected in a manner satisfactory to the Government. All investigations, testing, load tests, and correction of deficiencies shall be performed by and at the expense of the Contractor and must be accepted by the Governement, except that if all concrete is found to be in compliance with the drawings and specifications, the cost of investigations, testing, and load tests will be at the expense of the Government.

D. Evaluation of Concrete Flexural Strength. Flexural strength specimens (beams) shall be fabricated by the Contractor and laboratory cured in accordance with ASTM C31/C31M and tested in accordance with ASTM C78. The strength of the concrete will be considered satisfactory so long as the average of all sets of three consecutive test results equals or exceeds the specified flexural strength and no individual test result falls below the specified flexural strength by more than 50 psi.

A "test" is defined as the average of two companion beams. Additional analysis or testing, including taking cores and/or load tests may be required at the Contractor's expense when the strength of the concrete in the slab is considered potentially deficient.

2) Water-Cement Ratio A. Maximum water-cement ratio (w/c) for normal weight concrete shall be as follows:

WATER-CEMENT RATIO, REQUIRED COMPRESSIVE STRENGTH OF

BY WEIGHT STRUCTURE OR PORTION OF STRUCTURE

0.45 5000 psi

0.50 4000 psi

0.55 3000 psi

These water-cement ratios may cause higher strengths than that required above for compressive or flexural strength. The maximum water cement ratio required will be the equivalent water cement ratio as determined by conversion from the weight ratio of water to cement plus pozzolan, silica fume, and slag cement by the weight equivalency method as described in ACI 211.1. In the case where silica fume or slag cement is used, the weight of the silica fume and slag cement shall be included in the equations of ACI 211.1 for the term P which is used to denote the weight of pozzolan. Interpolation may be used for other compressive strengths, and higher strengths are acceptable with attention to similar water-cement ratios.

c. Air Entrainment: Except as otherwise specified for lightweight concrete, all normal weight concrete exposed to weather shall be air entrained as required by the structural design.

Concrete with specified strength over 5000 psi may have 1.0 percent less air than specified.

Specified air content shall be attained at point of placement into the forms. Air content for normal weight concrete shall be determined in accordance with ASTM C231/C231M.

Lightweight concrete in the floor framing parts of the structure shall be air-entrained with a total air content of 4.5 to 7.5 percent, except that if the nominal maximum size coarse aggregate is 3/8 inch or less, the air content shall be 5.5 to 8.5 percent. Air content for lightweight concrete shall be determined in accordance with ASTM C173/C173M.

Section 03 30 00.00 48 Page 7

d. Slump: Slump of the concrete, as delivered to the point of placement into the forms, shall be within the structural design requirements. Slump shall be determined in accordance with

ASTM C143/C143M.

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

f. Size of Coarse Aggregate: The largest feasible nominal maximum size aggregate (NMSA) specified in paragraph AGGREGATES shall be used in each placement. However, nominal maximum size of aggregate shall not exceed any of the following: three-fourths of the minimum cover for reinforcing bars, three-fourths of the minimum clear spacing between reinforcing bars, one-fifth of the narrowest dimension between sides of forms, or one-third of the thickness of slabs or toppings.

g. Special Properties and Products: Concrete may contain admixtures other than air entraining agents, such as water reducers, superplasticizers, or set retarding agents to provide special properties to the concrete, if specified or approved. Any of these materials to be used on the project shall be used in the mix design studies.

h. Lightweight Aggregate Structural Concrete: Lightweight aggregate structural concrete shall conform to the requirements specified for normal weight concrete except as specified herein. Compressive strength shall be determined by test specimens that have been air dried at 50 percent relative humidity for the last 21 days. Air-dry unit weight shall be not over 115 pcf at 28 days as determined by ASTM C567/C567M. However, fresh unit weight shall be used for acceptance during concreting, using a correlation factor between the two types of unit weight as determined during mixture design studies. Lightweight aggregate structural concrete floor fill shall have an air-dry unit weight not exceeding 115 pcf.

i. Technical Service for Specialized Concrete: The services of a factory trained technical representative shall be obtained to oversee proportioning, batching, mixing, placing, consolidating, and finishing of specialized structural concrete. The technical representative shall be on the job full time until the Contracting Officer is satisfied that field controls indicate concrete of specified quality is furnished and that the Contractor's crews are capable of continued satisfactory work. The technical representative shall be available for consultation with and advising Government forces.

6. MIXTURE PROPORTIONS: Covered in Products paragraph 16 of this section.

7. STORAGE OF MATERIALS: Cement and other cementitious materials shall be stored in weathertight buildings, bins, or silos which will exclude moisture and contaminants and keep each material completely separated. Aggregate stockpiles shall be arranged and used in a manner to avoid excessive segregation and to prevent contamination with other materials or with other sizes of aggregates. Aggregate shall not be stored directly on ground unless a sacrificial layer is left undisturbed. Reinforcing bars and accessories shall be stored above the ground on platforms, skids or other supports. Other materials shall be stored in such a manner as to avoid contamination and deterioration. Admixtures which have been in storage at the project site for longer than 6 months or which have been subjected to freezing shall not be used unless retested and proven to meet the specified requirements. Materials shall be capable of being accurately identified after bundles or containers are opened.

8. GOVERNMENT ASSURANCE INSPECTION AND TESTING: Day-to day inspection and testing shall be the responsibility of the Contractor Quality Control (CQC) staff. However, representatives of the Government can and will inspect construction as considered appropriate and will monitor operations of the Contractor's CQC staff. Government inspection or testing will not relieve the Contractor of any of his CQC responsibilities.

a. Materials: The Government maysample and test aggregates, cementitious materials, other materials, and concrete to determine compliance with the specifications as considered appropriate. The Contractor shall provide facilities and labor as may be necessary for procurement of representative test samples. Samples of aggregates will be obtained at the

Section 03 30 00.00 48 Page 8 point of batching in accordance with ASTM D75/D75M. Other materials will be sampled from storage at the jobsite or from other locations as considered appropriate. Samples may be placed in storage for later testing when appropriate.

b. Fresh Concrete: Fresh concrete will be sampled as delivered in accordance with ASTM C172/C172M and tested in accordance with these specifications, as considered necessary.

c. Hardened Concrete: Tests on hardened concrete maymay be performed by the Government when such tests are considered necessary.

d. Inspection: Concrete operations may be tested and inspected by the Government as the project progresses. Failure to detect defective work or material will not prevent rejection later when a defect is discovered nor will it obligate the Government for final acceptance.

9. CONTRACTOR QUALITY CONTROL/VERIFICATION: Perform work in conformance with

Division 01- GENERAL REQUIREMENTS and ACI 301.

a. The Contractor shall maintain a documented Quality Control (QC) Program during the cast-in-place concreting operations covered by this section of specs. The QC Program shall include the following:

1) Coordination, scheduling and monitoring of all sampling, testing and inspections required herein (whether the service is a part of the Contractor's QC Program or part of the Owner/Architect Acceptance/Verification operation).

2) Evaluation and selection of qualified producers/suppliers/subcontractors and their conformance to the requirements of the Contract Documents.

3) Preparation of appropriate procurement documents with adequate reference to the requirements of the Contract Documents.

4) Scheduling and conducting installation and in-progress job conferences.

5) Preparation, review, and submittal of CIP reinforced concrete shop drawings.

6) Prequalification of proposed concrete materials and establishment of mix designs.

Review and approve mix designs before submittals for approval.

7) Conduct Quality Control tests and inspections herein designated as being the responsibility of the Contractor.

8) Periodic monitoring and verification of producer/supplier/subcontractor quality control procedures.

9) Provide verification of conformance for all materials furnished. The Contractor shall designate a responsible qualified person to receive ready-mixed concrete at the job site to verify each truck load for appropriate quality for the portion of the work being placed.

10) Make preplacement of concrete inspections: lines and grades, formwork, reinforcing steel, embedments, blockouts and embedded items.

11) Review formwork design, construction, shoring and reshoring procedures and assure conformance with design parameters and loading conditions.

12) Placement supervision: Pouring conditions, field tests of concrete, conveyance, placement and consolidation, finishing and curing.

b. Quality Verification Testing:

1) Testing services required for construction Quality Verification shall be as follows:

A. Pre qualification of proposed materials including: Course and Fine Aggregated, Cement, Water, Admixtures, Reinforcing and Prestressing Steel and establishment or review of concrete mix designs (ACI 301 Section 4.2, Proportioning).

B. NRMCA Certification or equivalent inspection of batch plant(s) and truck mixers before and during construction.

C. Other testing services needed as required to assure required Concrete Quality.

c. Quality Verification Inspections: Inspection of the cast-in-place, reinforced concrete as required by applicable local building code and by ACI 318, Building Code Chapter 1. The Independent Inspection Agency specified in Division 01 will perform the inspections of cast-in-place reinforced concrete.

1) Inspection to conform to the "ACI Manual of Concrete Inspection" and shall consist of the following services by the Project Special Inspector:

A. Make intensive observations and investigations during construction of the CIP reinforced concrete portions of the project to promote conformity to the intent of the Contract Documents. These services shall be performed during form construction, Section 03 30 00.00 48 Page 9 placement of reinforcement, mix design; and mixing, conveying, testing, placing, finishing, curing and protection of all concrete work specified herein.

(1) Review and approve batching and mixing facilities and operation.

(2) Review and approve concrete mix designs.

(3) Monitor and evaluate Testing Laboratory procedures in the testing of materials and verification of quality control in the production and delivery of concrete to the project.

(4) Observe forms and placement of reinforcing steel, embedded items, joints, etc.

and verify same to be according to plans and specifications.

(5) Review concrete conveying and placing methods and equipment.

(6) Observe concrete placing, consolidation, finishing, curing, protection, repair, and/or patching.

(7) Keep a record of all inspections of the progress of the work, and of any pertinent facts relevant to this portion of the work.

B. Project Inspector's duties are not to be confused nor will they replace any of the

Contractor's supervisory functions; nor will engineering inspection in any way relieve the Contractor of his complete responsibility of these supervisory functions.

General Contractor is solely responsible for the direction and supervision of the entire construction operation, the performance of materials and labor, safety of working conditions, and the ultimate quality of the structure. The Project Inspector's responsibility is to make detailed observations while the work is in progress to provide a large measure of assurance to the Contracting Officer and the Contractor that the concrete work is conforming to the intent of the Contract Documents. His/her role in no way serves as guarantor of the Contractor's work.

10. TESTING LABORATORY SERVICES: Comply with general requirements of Division 01 and

ACI 301, Section 1.6. The testing laboratory shall provide the following:

a. Review the Contractor's prequalification tests, and certifications for CIP Concrete Materials and evaluate for conformance to Contract Document requirements and advise the Engineer and Contracting Officer.(ACI 301, Section 1.6).

b. Procure random samples of the concrete as it is discharged from the mixer/truck at the jobsite and just prior to being deposited in the forms and conduct strength tests as specified in ACI 301, Section 1.6.

c. In addition to the requirements and duties in ACI 301, Section 1.6, the testing lab shall provide the following:

1) Review and evaluate Concrete Mix Designs submitted by the Contractor before submittal for A/E Review.

2) Review Manufacturer's reports and/or certification for each shipment of cement and reinforcing steel and/or conduct spot checks and laboratory tests of the materials as received for compliance with specifications.

3) Inspect concrete batching, mixing, and delivery operations periodically or as directed.

4) Sample (and test when directed) cement and aggregates and verify approved admixtures. Store samples in a protected place until authorize to dispose of them.

5) Submit to the Concrete Producer, Contractor, Engineer and Contracting Officer during construction, the results of concrete tests. As a minimum include the following information:

A. Weight of concrete - ASTM C138.

B. Slump - ASTM C143 C. Air content of freshly-mixed concrete by the pressure method, ASTM C231 or the volumetric method, ASTM C173 or ASTM C567 for lightweight concrete.

D. Concrete temperature (at placement time).

E. Air temperature (at placement time) F. Strength determined in accordance with ASTM C39.

6) 6) Other testing or inspection as required by the Contracting Officer or Engineer.

d. Periodic field and concrete plant inspections made by a competent representative of the

Testing Laboratory during structural concreting operations including audit and spot check of the Producer's and/or Contractor's quality control procedures to assure proper and

Section 03 30 00.00 48 Page 10 adequate control. When it appears that any material furnished fails to fulfill specification requirements, the Testing Laboratory is to report such deficiency immediately to the Contracting Officer, Engineer and Contractor and appropriately record it in his/her report.

e. Concrete reinforcement verification and/or testing: Receive and evaluate mill test certifications for conformance with contract document requirements. Perform quality tests if in the absence of identifiable mill test certifications the quality is in doubt at the cost of the Contractor.

Products: 1. CEMENTITIOUS MATERIALS: Cementitious Materials shall be portland cement, ASTM C150 -

Type I or II unless otherwise approved by the Engineer of Record. Use of cementitious materials in concrete which will have surfaces exposed in the completed structure shall be restricted so there is no change in color, source, or type of cementitious material.

a. The Contractor shall assume responsibility for verification of the quality and soundness of cement. Cement is to be of one type and from the same mill; it is to be of uniform color for all concrete with exposed architectural concrete finishes.

b. Where the identity of the cement can be maintained, the Manufacturer's Mill Test Reports may be accepted as certification of pretesting of cement to be used. Where the delivery methods make it impractical to pretest and/or maintain proper identity of the tested cement, pretesting may be waived; in which case, samples are to be taken of all shipments of cement used and retained by the Testing Lab for a period of one year. Such samples are to be tested when directed to verify conformance.

2. AGGREGATES: Test and evaluate fine and coarse aggregates for alkali-aggregate reactivity in accordance with ASTM C1260. Evaluate the fine and coarse aggregates separately and in combination, which matches the proposed mix design proportioning. All results of the separate and combination testing must have a measured expansion less than 0.10 (0.08) percent at 16 days after casting. Should the test data indicate an expansion of 0.10 (0.08) percent or greater, reject the aggregate(s) or perform additional testing using ASTM C1260 and ASTM C1567.

Perform the additional testing using ASTM C1260 and ASTM C1567 using the low alkali portland cement in combination with slag cement, or Class F fly ash. Use slag cement in the range of 40 to 50 percent of the total cementitious material by mass. Use Class F fly ash in the range of 25 to 40 percent of the total cementitious material by mass.

a. Normal-weight concrete - ASTM C33

b. All concrete exposed to the weather shall conform to the limits of deleterious substances and physical properties of Table 3, ASTM C33.

c. Local aggregates: Local aggregates not complying with ASTM C33 but which have been shown by special test or actual service to produce concrete of adequate strength and durability may be used when acceptable to the A/E.

d. Abrasive aggregates non-slip finishes: Provide nonslip surfacing material consisting of 55 percent, minimum, aluminum oxide or silicon-dioxide abrasive ceramically bonded together to form a homogeneous material sufficiently porous to provide a good bond with portland cement paste; or factory-graded emery aggregate consisting of not less than 45 percent aluminum oxide and 25 percent ferric oxide. Use well graded aggregate from particles retained on the No. 30 sieve to particles passing the No. 8 sieve.

e. Lightweight Aggregate: Lightweight fine and coarse aggregate shall conform to the quality and gradation requirements of ASTM C330/C330M. Lightweight aggregate shall be prewetted in accordance with the Manufacturer's instructions unless otherwise specified.

For pumped concrete, prewetting shall be sufficient to ensure that slump loss through the pump line does not exceed 4 inches.

3. CHEMICAL ADMIXTURES: Chemical admixtures, when required or permitted, shall conform to the appropriate specification listed. Admixtures shall be furnished in liquid form and of suitable concentration for easy, accurate control of dispensing. The following admixtures are permitted or are required as specified herein and are to be used in strict accordance with the Manufacturer's specifications or recommendations. Admixtures containing calcium chloride, thiocyanates or admixtures containing more than 0.05% chloride ions are not permitted.

Section 03 30 00.00 48 Page 11

a. Air-Entraining Admixture: ASTM C260/C260M shall consistently entrain the air content in the specified ranges under field conditions and achieve the specified air content in all permanently exposed exterior concrete.