Volume 3A_Specifications rev JF.pdf

U.S. Army Corps of Engineers New York District

DESIGN ANALYSIS HANDBOOK

Golf Clubhouse United States Military Academy West Point, NY April 20, 2020

Amendment 1

Volume 3A of 5_Specifications

Contract #: W912-DS-18-D0007

Task Order #: W912-DS-18-F0018

UNCLASSIFIED / FOUO

I. SPECIFICATION CHANGES

Add Section number, Article, paragraph and changes made.

01 11 00 – SUMMARY

Paragraph 1.3 – Paragraph was modified to reflect USACE Contract language of Options instead of Alternates, Tables were added and adjusted to show the updated options and the CLIN numbers form the Contract.

03 30 00 – CAST-IN-PLACE CONCRETE

Paragraph 2.4.6 – Text replaced.

Paragraph 3.5.2 – Text replaced.

05 21 00 – STEEL JOIST FRAMING

Paragraph 2.2 – Connections and bridging added to calculations requirement.

06 10 00 – ROUGH CARPENTRY

Paragraph 1.2 – SD-02 Shop Drawings was added.

SD-03 Product Family -2 items added.

Paragraph 1.7.b.3 – Text was added at end of the sentence.

Paragraph 2.2.1 – Removed Virgin Lumber.

Paragraph 2.2.1 – Added Structural Lumber.

Paragraph 2.2.2 – Added Framing Lumber with table.

Paragraph 2.3 – Added including all subparagraphs.

Paragraph 2.3 – Renumbered to 2.4 Including all subparagraphs.

Paragraph 2.4 – Renumbered to 2.5 Including all subparagraphs.

Paragraph 2.5.7 – Added.

Paragraph 2.5.8 – Added.

Paragraph 2.4.7 – Renumbered to 2.5.9.

Paragraph 3.1.1 – Removed Plastic Lumber.

Paragraph 3.1.1 thru 3.1.5 – Added including all subparagraphs.

Paragraph 3.2.1 thru 3.2.8– Renumbered to 3.2.2 thru 3.2.8.

Paragraph 3.2.1 – Added including all subparagraphs.

Paragraph 3.2.9 – Added.

06 20 00 – FINISH CARPENTRY

Paragraph 2.2.5 – Promoted to 2.3 remaining paragraphs and subparagraphs renumbered.

Paragraph 2.3.1 – Adjusted to separate base bid from Deduct Option 1.

Paragraph 2.3.2 – Items renumbered and item 8 added.

Paragraph 2.4 – Text relocated from Paragraph 2.3.1.

Paragraph 2.4.1 – Adjusted to separate base bid from Deduct Option 1.

Paragraph 2.4.2 – Paragraph added.

Paragraph 2.5.1 – Adjusted to separate base bid from Deduct Option 1.

Paragraph 2.5.2 – Paragraph added.

26 28 01.00 10 – COORDINATED POWER SYSTEM PROTECTION

Paragraph 1.1 - Reference added - EP-385-1-100

II. NEW SPECIFICATIONS SECTIONS

The following new specification sections are hereby issued this date:

04 73 00 – Manufactured Stone Veneer

III. REISSUED SPECIFICATION SECTIONS

The following specification sections are hereby reissued this date:

01 11 00 – SUMMARY

03 30 00 – CAST-IN-PLACE CONCRETE

05 21 00 – STEEL JOIST FRAMING

06 10 00 – ROUGH CARPENTRY

06 20 00 – FINISH CARPENTRY

26 28 01.00 10 – COORDINATED POWER SYSTEM PROTECTION

IV. DELETED SPECIFICATION SECTIONS

The following specification sections are hereby deleted as of this date:

01 35 91 – HISTORIC TREATMENT PROCEDURES

Golf Club House Amendment 1 Submission West Point Army Garrison, West Point, NY 20 April 2020

SECTION 01 11 00

SUMMARY OF WORK

08/15

PART 1 GENERAL

1.1 FAR 52.211-10, COMMENCEMENT, PROSECUTION AND COMPLETION OF WORK

a. The Contractor shall be required to (i) commence work under this contract within five (5) calendar days after the date the Contractor receives the Notice to Proceed, (ii) prosecute the work diligently, and

(iii) complete the entire work ready for use, not later than 720 calendar days after the date the Contractor receives the notice to proceed. The time stated for completion shall include final cleanup of the premises.

(FAR 52.212-3)

b. All work shall be in accordance with the drawings and specifications or instructions attached hereto and made a part thereof, or to be furnished hereafter by the Contracting Officer and subject, in every detail, to his supervision, direction, and instructions.

c. Contract requirements may be specified, in part or in whole, within the Solicitation package, referenced Codes and other publications. Restating of a requirement (in part or whole) does not relieve the Contractor of full compliance with all parts of the Solicitation package, referenced Codes and other publications, as well as, all parts of requirements, below. The contractor shall comply with the mandatory and advisory criteria of all contract-referenced Codes and publications except, when inter-related and/or conflicted requirements are encountered, the more stringent contract requirements shall govern. All contract requirements shall be implemented, and adhered to, by the Contractor and at the Contractor's expense. Unless specifically stated otherwise, all items and work required to complete the contract shall be provided and performed by the contractor.

1.2 WORK COVERED BY CONTRACT DOCUMENTS

1.2.1 Project Description

The work includes the following and incidental related work.

Construction of a Golf Club House 1,301m2 (14,000SF) consisting of main floor and basement. The main floor shall consist of a main entrance with lobby/foyer with gas fireplace, administrative offices and work area, exterior covered patio (for 75 patrons), banquet room (for 150 patrons), snack bar and seating (for 50 patrons), combined kitchen, fire suppression systems throughout the facility, walk-in cooler/freezer, pro-shop retail area, merchandise and program storage, men's and women's restrooms, and receiving/loading area. The basement shall consist of communications and mechanical/electrical rooms and golf club and general storage. Supporting facilities include: transformer and secondary service, water, sewer & gas, parking striped for 100 standard parking spaces and 4 handicapped spaces, walks, curbs & gutters; security/lighting system; communications (phones & computers); alarm system (Monaco); public address system; landscaping;

heating and air condition system; site improvements. Provisions for the handicapped (ADA) will be provided. An Environmental Assessment was conducted to determine the extent and required mitigation of any environmental impacts of this project.

SECTION 01 11 00 Page 1

In addition, all digging within the historically sensitive areas of post is to be done with the oversight of DPW Cultural Resources. All incidental work associated with the above is also included.

1.2.2 Location

The work is located off of Storm King Highway, Route 218, near the intersection of Route 9W, on the site of the demolished former Golf Clubhouse. The exact location will be shown by the Contracting Officer.

1.3 OPTIONS

a. Deduct Options: The following items are to be priced for exlusion from the project with all materials, accessories, installation, labor and other costs as shown in the drawings and specified herein.

No. CLIN No.

Description Included in Base Bid Option to be priced

1 0011 Reduced Gross Area

Provide facility of square footage as shown on the drawings.

Reduce the building square footage as proposed on the drawings including exterior wall and roof area. Provide pricing for all associated work not performed and materials not used.

2 0009 Garapa Wood in lieu of Tigerwood

Provide Tigerwood as currently scheduled.

Provide Garapa Wood for rainscreens, soffits, and Banquet Hall ceiling in lieu of Tigerwood currently scheduled on the drawings.

3 0008 Veneer Masonry Wall

Provide Architectural block as scheduled. Base Bid includes Architectural CMU (AB-1) and (AB-2) for the Exterior and Porcelain Tile (TW3) at the back wall at Bar-124.

Provide adhered manufactured stone veneer in lieu of 4" Decorative CMU, as noted on the drawings. The Porcelain Tile (TW3) at the back wall at Bar-124, remains as indicated on the drawings.

SECTION 01 11 00 Page 2

No. CLIN No.

Description Included in Base Bid Option to be priced

4 0010 Banquet Hall GWB Ceiling

Provide Planked wood ceiling as indicated on the drawings.

Provide suspended acoustical gypsum wall board ceiling on suspension ceiling system with suitable framing. Finish ceiling surface as called for in Section 09 29 00 then prime and paint ceiling as called for in Section 09 90 00 color to be selected.

b. Add Options: The following items are to be priced for inclusion into the project with all materials, accessories, installation, labor and other costs as shown in the drawings and specified herein.

No. CLIN N0.

Description Included in Base Bid Option to be priced

1 0012 Exterior Skin Provide Architectural block as scheduled. Base Bid includes Architectural CMU (AB-1) and (AB-2) for the Exterior and Porcelain Tile (TW3) at the back wall at Bar-124.

Provide Granite (AB-4) for the exterior stone, as noted on the drawings.

This Add Option is also to include Natural Stone (XW2) at the back wall at Snack Bar-124, to match the Granite exterior stone, as indicated on the drawings.

2 0013 Moveable Screen at Snack Bar

Not included Provide a Moveable Screen at Snack Bar, including Structural Supports, as indicated on I-200, I-502 and S-103, S-531.

SECTION 01 11 00 Page 3

No. CLIN N0.

Description Included in Base Bid Option to be priced

3 0014 Mock-ups and testing

Not Included Provide Mock-ups as indicated in the documents and testing for the systems within the exterior mock-up, including curtainwall, per Section 01 45. The detail of the mock-up size materials, etc., and the tests to be performed on the mock-up, is coverd in the individual technical sections and on the drawings. Most are combined mock-ups involving several materials like the ones for the exterior walls.

4 Not Used

5 0015 Perforated Metal Roof Screen

Not Included Provide perforated metal panel roof screen and associated structural supports, as indicated on the drawings.

1.4 DFARS 236.204, DISCLOSURE OF THE MAGNITUDE OF CONSTRUCTION PROJECTS

This project is estimated between $5 Million to $10 Million (CLIN 0001) and $1 to $5 Million for (CLINs 0002 thru 0007).

1.5 AUTHORIZED CONSTRUCTION AREA AND TRESPASSING

Do not inflict damage upon land and properties outside the authorized construction area by unwarranted entry upon, passage through, damage to, or disposal of, material on such land or property. The Contractor may make a separate agreement with any other party, regarding the use of, or right to, land or facilities outside the contract area. If such an agreement is made, it must be in writing and a copy shall be provided to the Contracting Officer. The Contractor must hold and save the Government, its officers, and agents free from liability arising from trespassing or damage occasioned by his operations.

1.6 EXISTING WORK

In addition to FAR 52.236-9 Protection of Existing Vegetation, Structures, Equipment, Utilities, and Improvements:

a. Remove or alter existing work in such a manner as to prevent injury or

SECTION 01 11 00 Page 4 damage to any portions of the existing work which remain.

b. Repair or replace portions of existing work which have been altered during construction operations to match existing or adjoining work, as approved by the Contracting Officer. At the completion of operations, existing work must be in a condition equal to or better than that which existed before new work started.

1.7 LOCATION OF UNDERGROUND UTILITIES

Obtain digging permits prior to start of excavation, and comply with Installation requirements for locating and marking underground utilities.

No excavation whether minor or major including trenching, sidewalk replacement, etc. will be permitted without an approved digging permit.

Contractor shall apply for renewal of work permits as required if the work continues beyond the original permit expiration date. Contact local utility locating service a minimum of 15 days prior to excavating, to mark utilities, and within sufficient time required if work occurs on a Monday or after a Holiday. Verify existing utility locations indicated on contract drawings, within area of work. Work on or near roadways shall be flagged in accordance with the safety requirements in Safety and Health Requirements Manual EM 385-1-1, which forms a part of these specifications. Work located along the alert force route shall not cause blockage, and the Contractor shall maintain unobstructed access for alert force traffic at all times.

Identify and mark all other utilities not managed and located by the local utility companies. Scan the construction site with Ground Penetrating Radar (GPR), electromagnetic, or sonic equipment, and mark the surface of the ground or paved surface where existing underground utilities are discovered. Verify the elevations of existing piping, utilities,and any type of underground obstruction not indicated, or specified to be removed, that is indicated or discovered during scanning, in locations to be traversed by piping, ducts, and other work to be conducted or installed.

Verify elevations before installing new work closer than nearest manhole or other structure at which an adjustment in grade can be made.

1.7.1 Notification Prior to Excavation

Notify the Contracting Officer at least 30 days prior to starting excavation work. The Contractor shall be responsible for obtaining a digging permit prior to commencing any excavation. The digging permit is referred to as the "Dig-Safe Permit" and the procedure for obtaining this permit is as follows:

a. Notification letter and a completed Dig Safe Permit Request will be submitted to the Contracting Officer and must include areas to be excavated, reason for excavation, depth of excavation, and any supporting information such as drawings to allow the processing of permit. A copy of the Dig Safe Permit Request is attached at the end of Section 01 35 26 GOVERNMENTAL SAFETY REQUIREMENTS. The top portion of the request must be filled out by the Contractor. The Contractor shall not be compensated for any delay caused by failure to notify government on timely basis to obtain the digging permit.

b. Once the permit is approved and signed by the Chief of the Utilities Division a Dig-Safe Permit will be issued to the contractor. From the issuance of the Dig-Safe permit, the Contractor has two weeks to commence excavation, after that the permit will no longer be valid and will have to

SECTION 01 11 00 Page 5 be re-submitted.

c. Once utilities have been identified and marked, it is the responsibility of the contractor to maintain markings throughout the duration of the project.

d. In the event that any utility line is damaged, all excavation will stop, and the Contracting Officer and U&FD (845-938-2818) will be contacted immediately. The U&FD will take appropriate action to effect safe repair. If utility lines are uncovered which were not identified in the Dig-Safe, the U&FD will be contacted, and a determination will be made as to which utility is involved and whether the lines are active or abandoned. When an unknown line is uncovered, it will be treated as "live" until determined otherwise.

e. The Dig-Safe permit may be received by the requestor with special instructions. These instructions must be complied with. These instructions will involve procedures that are determined safe by the Chief, Utilities and Facilities Division and will have to be followed.

f. Excavation may generate further actions depending upon each situation.

Unknown utility locations must be recorded and drawings changed to show location.

g. There are no exceptions to the Dig-Safe Permit process.

h. See SOP 11-7 ANNEX V for additional requirements to obtain a Dig Safe Permit.

1.8 SALVAGE MATERIAL AND EQUIPMENT

Items designated by the Contracting Officer to be salvaged remain the property of the Government. Segregate, itemize, deliver and off-load the salvaged property at the Government designated storage area located within five miles of the construction site.

Provide a salvage plan, listing material and equipment to be salvaged, and their storage location. Maintain property control records for material or equipment designated as salvage. Use a system of property control that is approved by the Contracting Officer. Store and protect salvaged materials and equipment until disposition by the Contracting Officer.

PART 2 PRODUCTS

Not used.

PART 3 EXECUTION

Not used.

-- End of Section --

SECTION 01 11 00 Page 6

SECTION 03 30 00

CAST-IN-PLACE CONCRETE

05/14

PART 1 GENERAL

1.1 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

AMERICAN CONCRETE INSTITUTE INTERNATIONAL (ACI)

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

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

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

ACI 211.2 (1998; R 2004) Standard Practice for Selecting Proportions for Structural Lightweight Concrete

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

ACI 301 (2016) Specifications for Structural Concrete

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

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

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

ACI 305R (2010) Guide to Hot Weather Concreting

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

ACI 306R (2016) Guide to Cold Weather Concreting

ACI 308.1 (2011) Specification for Curing Concrete

ACI 318 (2014; Errata 1-2 2014; Errata 3-5 2015;

Errata 6 2016; Errata 7-9 2017) Building Code Requirements for Structural Concrete

SECTION 03 30 00 Page 1

(ACI 318-14) and Commentary (ACI 318R-14)

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

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

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

ACI SP-66 (2004) ACI Detailing Manual

AMERICAN HARDBOARD ASSOCIATION (AHA)

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

ASTM INTERNATIONAL (ASTM)

ASTM A1064/A1064M (2017) Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete

ASTM A53/A53M (2012) Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless

ASTM A615/A615M (2016) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

ASTM A934/A934M (2016) Standard Specification for Epoxy-Coated Prefabricated Steel Reinforcing Bars

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

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

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

ASTM C1107/C1107M (2014a) Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Nonshrink)

ASTM C1157/C1157M (2017) Standard Performance Specification for Hydraulic Cement

ASTM C1260 (2014) Standard Test Method for Potential Alkali Reactivity of Aggregates

SECTION 03 30 00 Page 2

(Mortar-Bar Method)

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

ASTM C143/C143M (2015) Standard Test Method for Slump of Hydraulic-Cement Concrete

ASTM C150/C150M (2017) Standard Specification for Portland Cement

ASTM C1567 (2013) Standard Test Method for Potential Alkali-Silica Reactivity of Combinations of Cementitious Materials and Aggregate (Accelerated Mortar-Bar Method)

ASTM C1602/C1602M (2012) Standard Specification for Mixing Water Used in Production of Hydraulic Cement Concrete

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

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

ASTM C192/C192M (2016a) Standard Practice for Making and Curing Concrete Test Specimens in the Laboratory

ASTM C231/C231M (2017a) Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method

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

ASTM C295/C295M (2012) Petrographic Examination of Aggregates for Concrete

ASTM C31/C31M (2017) Standard Practice for Making and Curing Concrete Test Specimens in the Field

ASTM C311/C311M (2017) Standard Test Methods for Sampling and Testing Fly Ash or Natural Pozzolans for Use in Portland-Cement Concrete

ASTM C33/C33M (2016) Standard Specification for Concrete Aggregates

ASTM C39/C39M (2017b) Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

ASTM C42/C42M (2013) Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete

SECTION 03 30 00 Page 3

ASTM C494/C494M (2017) Standard Specification for Chemical Admixtures for Concrete

ASTM C552 (2017) Standard Specification for Cellular Glass Thermal Insulation

ASTM C567/C567M (2014) Determining Density of Structural Lightweight Concrete

ASTM C578 (2017a) Standard Specification for Rigid, Cellular Polystyrene Thermal Insulation

ASTM C591 (2017) Standard Specification for Unfaced Preformed Rigid Cellular Polyisocyanurate Thermal Insulation

ASTM C595/C595M (2017) Standard Specification for Blended Hydraulic Cements

ASTM C618 (2017) Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

ASTM C78/C78M (2016) Standard Test Method for Flexural Strength of Concrete (Using Simple Beam with Third-Point Loading)

ASTM C920 (2014a) Standard Specification for Elastomeric Joint Sealants

ASTM C94/C94M (2017a) Standard Specification for Ready-Mixed Concrete

ASTM C989/C989M (2017) Standard Specification for Slag Cement for Use in Concrete and Mortars

ASTM D1751 (2004; E 2013; R 2013) Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types)

ASTM D1752 (2004a; R 2013) Standard Specification for Preformed Sponge Rubber Cork and Recycled PVC Expansion

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

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

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

ASTM D6690 (2015) Standard Specification for Joint

SECTION 03 30 00 Page 4 and Crack Sealants, Hot Applied, for Concrete and Asphalt Pavements

ASTM E1155 (2014) Standard Test Method for Determining Floor Flatness and Floor Levelness Numbers

ASTM E329 (2014a) Standard Specification for Agencies Engaged in the Testing and/or Inspection of Materials Used in Construction

ASTM F2170 (20182019) Standard Test Method for Determining Relative Humidity in Concrete Floor Slabs Using in situ Probes

CALIFORNIA DEPARTMENT OF PUBLIC HEALTH (CDPH)

CDPH SECTION 01350 (2010; Version 1.1) Standard Method for the Testing and Evaluation of Volatile Organic Chemical Emissions from Indoor Sources using Environmental Chambers

CONCRETE REINFORCING STEEL INSTITUTE (CRSI)

CRSI 10MSP (2009; 28th Ed; Errata) Manual of Standard Practice

FOREST STEWARDSHIP COUNCIL (FSC)

FSC STD 01 001 (1993; Am 1996; Am 1999; Am 2002) Principles and Criteria for Forest Stewardship

NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY (NIST)

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

U.S. ARMY CORPS OF ENGINEERS (USACE)

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

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

U.S. GREEN BUILDING COUNCIL (USGBC)

LEED NC (2009) Leadership in Energy and Environmental Design(tm) New Construction Rating System

1.2 DEFINITIONS

a. "Cementitious material" as used herein must include all portland cement, pozzolan, fly ash, ground granulated blast-furnace slag, and silica fume.

SECTION 03 30 00 Page 5

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

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

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

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

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

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

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

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

i. "Pozzolan" is a siliceous or siliceous and aluminous material, which in itself possesses little or no cementitious value but will, in finely divided form and in the presence of moisture, chemically react with calcium hydroxide at ordinary temperatures to form compounds possessing cementitious properties.

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

1.3 SUBMITTALS

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

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submittals with an "S" are for inclusion in the Sustainability eNotebook, in conformance to Section 01 33 29 SUSTAINABILITY REPORTING. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Concrete Curing Plan

SECTION 03 30 00 Page 6

Quality Control Plan; G

Quality Control Personnel Certifications; G

Quality Control Organizational Chart

Laboratory Accreditation; G

SD-02 Shop Drawings

Reinforcing Steel; G, DO

SD-03 Product Data

Joint Sealants; ( LEED NC); S

Joint Filler; ( LEED NC); S

Materials for Forms

Recycled Aggregate Materials; ( LEED NC); S

Recycled Content of Cementitious Materials; ( LEED NC); S

Vapor Retarder

Concrete Curing Materials

Recycled Content of Reinforcement; ( LEED NC); S

Liquid Chemical Floor Hardener

Admixtures

Waterstops

Local/Regional Materials; ( LEED NC); S

Biodegradable Form Release Agent; S

Pumping Concrete

Finishing Plan

SD-04 Samples

Surface Finish Sample

SD-05 Design Data

Concrete Mix Design; G, DO

SD-06 Test Reports

Concrete Mix Design; G

Fly Ash

Pozzolan

SECTION 03 30 00 Page 7

Ground Granulated Blast-Furnace Slag

Aggregates

Tolerance Report

Compressive Strength Tests; G

Unit Weight of Structural Concrete

Air Content

Slump Tests

Water

SD-07 Certificates

Reinforcing Bars

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

Safety Data Sheets

Forest Stewardship Council (FSC) Certification

Field Testing Technician and Testing Agency

SD-08 Manufacturer's Instructions

Liquid Chemical Floor Hardener

Curing Compound

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.

1.5.1 Reinforcement

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

SECTION 03 30 00 Page 8 accurately identified after bundles are broken and tags removed.

1.6 QUALITY ASSURANCE

1.6.1 Design Data

1.6.1.1 Concrete Mix Design

Sixty days minimum prior to concrete placement, submit a mix design for each strength and type of concrete. Submit a complete list of materials including type; brand; source and amount of cement, complementary cementitious materials, , and admixtures; and applicable reference specifications. Submit mill test and all other test for cement, complementary cementitious materials, aggregates, and admixtures.

Provide documentation of maximum nominal aggregate size, gradation analysis, percentage retained and passing sieve, and a graph of percentage retained verses sieve size. Provide mix proportion data using at least three different water-cementitious material ratios for each type of mixture, which produce a range of strength encompassing those required for each type of concrete required. If source material changes, resubmit mix proportion data using revised source material. Provide only materials that have been proven by trial mix studies to meet the requirements of this specification, unless otherwise approved in writing by the Contracting Officer. Indicate clearly in the submittal where each mix design is used when more than one mix design is submitted. Resubmit data on concrete components if the qualities or source of components changes.

For previously approved concrete mix designs used within the past twelve months, the previous mix design may be re-submitted without further trial batch testing if accompanied by material test data conducted within the last six months. Obtain mix design approval from the contracting officer prior to concrete placement.

1.6.2 Shop Drawings

1.6.2.1 Reinforcing Steel

ACI SP-66 . Indicate bending diagrams, assembly diagrams, splicing and laps of bars, shapes, dimensions, and details of bar reinforcing, accessories, and concrete cover. Provide a plan showing layout of concrete walls, beams, columns, pedestals, foundations, and slabs. Do not scale dimensions from structural drawings to determine lengths of reinforcing bars. Reproductions of contract drawings are unacceptable.

1.6.3 Control Submittals

1.6.3.1 Concrete Curing Plan

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

1.6.3.2 Pumping Concrete

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

SECTION 03 30 00 Page 9

1.6.3.3 Silica Fume Manufacturer's Representative

The manufacturer's representative must be present at mix plant to ensure proper mix, including high range water reducer, and batching methods during the first 3 days of concrete mix preparation and placement. After which the manufacturer's representative must designate a representative at the concrete producer's plant to ensure the concrete mix procedures meet the silica fume manufacturer's recommendations.

1.6.3.4 VOC Content for form release agents, curing compounds, and concrete penetrating sealers

Submit certification for the form release agent, curing compounds, and concrete penetrating sealers that indicate the VOC content of each product.

1.6.3.5 Safety Data Sheets

Submit Safety Data Sheets (SDS) for all materials that are regulated for hazardous health effects. SDS must be readily accessible during each work shift to employees when they are at the construction site.

1.6.4 Test Reports

1.6.4.1 Fly Ash and Pozzolan

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

1.6.4.2 Ground Granulated Blast-Furnace Slag

Submit test results in accordance with ASTM C989/C989M for ground granulated blast-furnace slag. Submit test results performed within 6 months of submittal date.

1.6.5 Field Samples

1.6.5.1 Surface Finish Samples

Provide a minimum of three sample concrete panels for each finish for each mix design, 3 feet by 3 feet, 3 inches thick. Use the approved concrete mix design(s). Provide sample panels on-site at locations directed. Once approved, each set of panels must be representative of each of the finishes specified and of the workmanship and finish(es) required. Do not remove or destroy samples until directed by the Contracting Officer.

1.6.6 Quality Control Plan

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

1.6.7 Quality Control Personnel Certifications

The Contractor must submit for approval the responsibilities of the various quality control personnel, including the names and qualifications

SECTION 03 30 00 Page 10 of the individuals in those positions and a quality control organizational chart defining the quality control hierarchy and the responsibility of the various positions. Quality control personnel must be employed by the Contractor.

Submit American Concrete Institute certification for the following:

a. CQC personnel responsible for inspection of concrete operations.

b. Lead Foreman or Journeyman of the Concrete Placing, Finishing, and Curing Crews.

c. Field Testing Technicians: ACI Concrete Field Testing Technician, Grade I.

1.6.7.1 Quality Manager Qualifications

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 (5) similar projects. Evidence of extraordinary proven experience may be considered by the Contracting Officer as sufficient to act as the Quality Manager.

1.6.7.2 Field Testing Technician and Testing Agency

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

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

ACI SP-2 .

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

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

1.6.8 Laboratory Qualifications for Concrete Qualification Testing

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

1.6.9 Laboratory Accreditation

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

a. Aggregate Testing and Mix Proportioning: Aggregate testing and mixture proportioning studies must be performed by an accredited laboratory and under the direction of a registered professional engineer in a

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

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

ASTM C31/C31M.

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

1.7 ENVIRONMENTAL REQUIREMENTS

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

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

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

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

1.7.1 Submittals for Environmental Performance

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

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

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

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

e. For projects using FSC certified formwork, provide chain-of-custody documentation for all certified wood products.

f. For projects using reusable formwork, provide data showing how formwork is reused.

g. Provide SDS product information data showing that form release agents meet any environmental performance goals such as using vegetable and soy based products.

h. Provide SDS product information data showing that concrete adhesives meet any environmental performance goals including low emitting, low volatile organic compound products.

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1.8 SUSTAINABLE DESIGN REQUIREMENTS

1.8.1 Local/Regional Materials

Use materials or products extracted, harvested, or recovered, as well as manufactured, within a 100 mile radius from the project site, if available from a minimum of three sources.See Section 01 33 29 LEED(tm) DOCUMENTATION for cumulative total local material requirements. Concrete materials may be locally available. Submit documentation indicating distance between manufacturing facility and the project site. Indicate distance of raw material origin from the project site. Indicate relative dollar value of local/regional materials to total dollar value of products included in project.

1.8.2 Forest Stewardship Council (FSC) Certification

Use FSC-certified wood where specified. Provide letter of certification signed by lumber supplier. Indicate compliance with FSC STD 01 001 and identify certifying organization. Submit FSC certification numbers;

identify each certified product on a line-item basis. Submit copies of invoices bearing the FSC certification numbers.

1.8.3 Indoor Air Quality Certification

Provide products certified to meet indoor air quality emissions requirements of CDPH SECTION 01350 . Provide current product certification documentation from certification body.

PART 2 PRODUCTS

2.1 MATERIALS FOR FORMS

Provide wood, plywood, plastic, carton, or steel. Use plywood or steel forms where a smooth form finish is required.

2.1.1 Wood Forms

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. Submit data verifying that composite wood products contain no urea formaldehyde resins. Virgin wood used must be FSC-certified.

2.1.1.1 Concrete Form Plywood (Standard Rough)

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

2.1.1.2 Overlaid Concrete Form Plywood (Standard Smooth)

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

2.1.2 Plastic Forms

Plastic lumber as specified in Section 06 10 00 ROUGH CARPENTRY. Provide plastic forms that contain a minimum of 50 percent post-consumer recycled

SECTION 03 30 00 Page 13 content, or a minimum of 50 percent post-industrial recycled content.

2.2 FORM TIES AND ACCESSORIES

Provide a form tie system that does not leave mild steel after break-off or removal any closer than 2 inches from the exposed surface. Do not use wire alone. Form ties and accessories must not reduce the effective cover of the reinforcement.

2.2.1 Waterstops

2.2.1.1 PVC Waterstop

Polyvinylchloride waterstops must conform to COE CRD-C 572 .

2.2.1.2 Rubber Waterstop

Rubber waterstops must conform to COE CRD-C 513 .

2.2.1.3 Thermoplastic Elastomeric Rubber Waterstop

Thermoplastic elastomeric rubber waterstops must conform to ASTM D471.

2.2.1.4 Hydrophilic Waterstop

Swellable strip type compound of polymer modified chloroprene rubber that swells upon contact with water must conform to ASTM D412 as follows:

Tensile strength 420 psi minimum; ultimate elongation 600 percent minimum. Hardness must be 50 minimum on the type A durometer and the volumetric expansion ratio in distilled water at 70 degrees F must be 3 to 1 minimum.

2.2.2 Dovetail Anchor Slot

Preformed metal slot approximately 1 inch by 1 inch of not less than 22 gage galvanized steel cast in concrete. Coordinate actual size and throat opening with dovetail anchors and provide with removable filler material.

2.2.3 Perimeter Insulation

Perimeter insulation must be extruded high strength polystyrene conforming to ASTM C578, Type II; polyurethane conforming to ASTM C591, Type II; or cellular glass conforming to ASTM C552, Type I or IV. Isulation shall be capable of supporting 40 psi. Comply with EPA requirements in accordance with Section 01 33 29 SUSTAINABILITY REPORTING.

2.3 CONCRETE MIX DESIGN

2.3.1 Contractor-Furnished Mix Design

ACI 211.1 , ACI 301 , and ACI 318 and ACI 211.2 ACI 304.2R and ACI 213R except as otherwise specified. Indicate the compressive strength (f'c) of the concrete for each portion of the structure(s) as specified below.

Where faster set time is required, use Type III cement before using calcium chloride with approval from the contracting officer.

2.3.1.1 Footings

Proportion normal-weight concrete mixture as follows:

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a. Minimum Compressive Strength: As Indicated on the drawings.

b. Maximum Water-Cementitious Materials Ratio: 0.45.

c. Slump Limit: 8 inches for concrete with a verified slump of 4 inches before adding high-range water reducing admixture or plasticizing admixture, plus or minus 1 inch.

d. Air Content: 6 percent, plus or minus 1.5 percent at point of delivery for 1 inch nominal maximum aggregate size..

2.3.1.2 Foundation Walls

Proportion normal-weight concrete mixture as follows:

a. Minimum Compressive Strength: As Indicated on the drawings.

b. Maximum Water-Cementitious Materials Ratio: 0.45.

c. Slump Limit: 8 inches for concrete with a verified slump of 4 inches before adding high-range water reducing admixture or plasticizing admixture, plus or minus 1 inch..

d. Air Content: 6 percent, plus or minus 1.5 percent at point of delivery for 1 inch nominal maximum aggregate size..

2.3.1.3 Slab-on-Grade

Proportion normal-weight concrete mixture as follows:

a. Minimum Compressive Strength: As Indicated on the drawings.

b. Maximum Water-Cementitious Materials Ratio: 0.50.

c. Slump Limit: 8 inches for concrete with a verified slump of 4 inches before adding high-range water reducing admixture or plasticizing admixture, plus or minus 1 inch..

d. Air Content: Do not allow air content of trowel-finished floors to exceed 3 percent.

2.3.1.4 Mix Proportions for Normal Weight Concrete

Trial design batches, mixture proportioning studies, and testing requirements for various classes and types of concrete specified are the responsibility of the Contractor. Base mixture proportions on compressive strength as determined by test specimens fabricated in accordance with ASTM C192/C192M and tested in accordance with ASTM C39/C39M. Samples of all materials used in mixture proportioning studies must be representative of those proposed for use in the project and must be accompanied by the manufacturer's or producer's test report indicating compliance with these specifications. Base trial mixtures having proportions, consistencies, and air content suitable for the work on methodology described in ACI 211.1 .

In the trial mixture, use at least three different water-cementitious material ratios for each type of mixture, which must produce a range of strength encompassing those required for each class and type of concrete required on the project. The maximum water-cementitious material ratio allowed must be based on equivalent water-cementitious material ratio

SECTION 03 30 00 Page 15 calculations as determined by the conversion from the weight ratio of water to cement plus pozzolan by weight equivalency method. Design laboratory trial mixture for maximum permitted slump and air content.

Each combination of material proposed for use must have separate trial mixture, except for accelerator or retarder use can be provided without separate trial mixture. Report the temperature of concrete in each trial batch. For each water-cementitious material ratio, at least three test cylinders for each test age must be made and cured in accordance with ASTM C192/C192M and tested in accordance with ASTM C39/C39M for 7, 28, days. From these results, plot a curve showing the relationship between water-cementitious material ratio and strength for each set of trial mix studies. In addition, plot a curve showing the relationship between 7 and 28 day strengths.

2.3.1.5 Required Average Strength of Mix Design

The selected mixture must produce an average compressive strength exceeding the specified strength by the amount indicated in ACI 301 , but may not exceed the specified strength at the same age by more than 20 percent. When a concrete production facility has a record of at least 15 consecutive tests, the standard deviation must be calculated and the required average compressive strength must be determined in accordance with ACI 301 .

2.3.2 Ready-Mix Concrete

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

Ready-mixed concrete manufacturer must provide duplicate delivery tickets with each load of concrete delivered. Provide delivery tickets with the following information in addition to that required by ASTM C94/C94M:

Type and brand cement

Cement and complementary cementitious materials content in 94-pound bags per cubic yard of concrete

Maximum size of aggregate

Amount and brand name of admixtures

Total water content expressed by water cementitious material ratio

2.3.3 Concrete Curing Materials

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 MATERIALS

2.4.1 Cementitious Materials

For exposed concrete, use one manufacturer and one source for each type of cement, ground slag, fly ash, and pozzolan.

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2.4.1.1 Fly Ash

ASTM C618, Class F, except that the maximum allowable loss on ignition must not exceed 6 percent. Class F fly ash for use in mitigating Alkali-Silica Reactivity must have a Calcium Oxide (CaO) content of less than 8 percent and a total equivalent alkali content less than 1.5 percent.

Add with cement. Fly ash content must be a minimum of 20 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, provide the maximum amount of fly ash permittable that meets the code requirements for cement content. Report the chemical analysis of the fly ash in accordance with ASTM C311/C311M. Evaluate and classify fly ash in accordance with ASTM D5759.

2.4.1.2 Raw or Calcined Natural Pozzolan

Natural pozzolan must be raw or calcined and conform to ASTM C618, Class N, including the optional requirements for uniformity and effectiveness in controlling Alkali-Silica reaction and must have an ignition loss not exceeding 3 percent. Class N pozzolan for use in mitigating Alkali-Silica Reactivity must have a Calcium Oxide (CaO) content of less than 13 percent and total equivalent alkali content less than 3 percent.

2.4.1.3 Ultra Fine Fly Ash and Ultra Fine Pozzolan

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

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

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

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

2.4.1.4 Ground Granulated Blast-Furnace Slag

ASTM C989/C989M, Grade 100 . Slag content must be a minimum of 25 percent by weight of cementitious material.

2.4.1.5 Portland Cement

Provide cement that conforms to ASTM C150/C150M, Type I, II, or III, with tri-calcium aluminates (C3A) content less than 10 percent and a maximum cement-alkali content of 0.80…