Attachment_2_-_Specifications_and_Drawings.pdf

ATTACHMENT “2”

TABLE OF CONTENTS

For

Masonry Repairs - 2015

NATIONAL CONSERVATION TRAINING CENTER (NCTC)

SHEPHERDSTOWN, WV

April 29, 2015

Description Section Pages Table of Contents 1 Statement of Work 01011 4 Submittals 01300 5 ENG Form 4025 2 Submittal Register – ENG Form 4288 1 Geotextile 02500 1 Concrete 03300 29 Masonry 04200 5

Contract Drawings 16

Total 64

STATEMENT OF WORK

Masonry Repairs 2015

NATIONAL CONSERVATION TRAINING CENTER (NCTC)

SHEPHERDSTOWN, WV

April 29, 2015

1 OVERVIEW

The National Conservation Training Center (NCTC) is an active training facility for the U.S. Fish and Wildlife Service. The NCTC is a campus setting with multiple buildings.

This project primarily consists of repairing deteriorated stone masonry stairs, walls, and pavers. In most cases the deteriorated areas will be completely demolished and then rebuilt with both existing and new materials. Other work included as part of this project will be the excavation and construction of a wall drain, architectural concrete flatwork, and the construction of a new dry laid masonry patio area.

2 SCOPE OF WORK

Perform all work as described in these documents, including all attachments as described in the Table of Contents. Section 01011 takes precedence over any supporting documents.

3 SITE VISIT

A pre-bid site visit with the contractor and potential subcontractor(s) and the Government is strongly recommended. The date and time for the site visit are specified within the solicitation contract clauses.

4 SPECIAL REQUIREMENTS

4.1 The NCTC is an active training campus. It is designed as a walking campus and many of the work areas are within major pedestrian thoroughfares. Classes in Instructional East and Instructional West cannot be disturbed between the hours of 08:00 and 17:00. Work will need to be closely coordinated to avoid disruption to the facility. The contractor shall plan on performing a large portion of the work outside of the core campus hours of Monday through Friday 08:00 to 17:00 hours.

4.2 In addition to the restricted work hours, the contractor shall take careful note of the limited access to the work areas. Any access routes to work areas shall be approved

01011 - 1

Masonry Repairs - 2015 National Conservation Training Center (NCTC) Shepherdstown, WV by the Contracting Officer’s Representative (COR) prior to start of work. The approval will be based on a written plan to the COR that details the route, equipment to be used, and the methods to be used to protect the existing pavements and infrastructure.

4.3 Any damage to turf or landscape areas shall be restored to their original condition.

4.4 Any work that involves loud or continuous noise shall be scheduled outside of the core hours of the campus. This would include activities such as excavation equipment, saw cutting, compaction, demolition hammers, mortar mixers close to the work areas, etc.

4.5 The contract drawings have a general plan for controlling access around the work areas. Contractor shall remain flexible and diligent in ensuring that the public is protected from the work areas and work activities.

4.6 The one area of work that has to be done on a closed weekend (see definition below) is the drainage work behind the wall per Plate 11D-4, Sheet 12 of 16.

4.7 Definitions–

4.7.1 Closed Weekend – When no guests are scheduled to stay on-site over a weekend or there are no other events planned for a weekend. Closed weekends typically mean that the contractor has full use of the site from 13:00 hours on a Friday until 11:00 hours on the following Sunday.

4.8 Coordination Meetings - In addition to other meetings required under this contract, coordination meetings shall be held as required with the Government to discuss the schedule, work hours, working on weekends, etc.

4.9 General - The schedule and sequencing of all work will be closely coordinated with the COR.

4.10 Facility Events

4.10.1 From time-to-time there are various public events held at the facility.

Contractor shall adjust his work schedule and work areas as directed by the Government.

5 PROTECTION OF EXISTING STRUCTURES

5.1 Many of the work areas for this project have very limited access. All existing sidewalks and pavements shall be protected from mechanical damage from equipment or demolition debris. Contractor shall exercise extreme care in

Statement of Work 01011-2

Shepherdstown, WV preventing tire marks on existing sidewalks and pavements. Any damage to turf or landscape areas shall be restored.

5.2 Use of skid steer equipment is strictly forbidden on sidewalks or the stamped asphalt at the Commons or the Quad. Trucks, tractors, forklifts, etc. shall not “turn around” on the sidewalks or stamped asphalt. Travel shall be limited to straight in and straight out.

5.3 Any laydown areas on existing paved surfaces shall have a protection barrier between the materials and the pavement. The protection layer shall be a minimum of ¼” nominal plywood or OSB.

5.4 Housekeeping

5.4.1 The General Contractor and all subcontractors are to remove dust, debris, and other waste from the job site on a daily basis to maintain cleanliness.

5.4.2 Waste is to be properly bagged and stored for removal in a timely manner.

5.4.3 A wetting agent is to be used to suppress dust.

5.4.4 All interior absorptive materials are to be protected from moisture and inspected for signs of moisture damage prior to installation.

6 SEQUENCE OF WORK

In general the contractor shall work one set or area of stairs at a time. As one area is being completed then another can be started. This is not to be overly restrictive in the performance of the work, but to preclude having multiple areas torn up and detracting from the campus appearance.

7 JOB CONDITIONS

7.1 Toilet facilities within the buildings are available as a privilege. Available toilet facilities will be designated by the COR. In the event that employees do not respect this privilege, then the contractor shall bring in the necessary portable toilets.

Acceptable locations will be designated by the COR.

7.2 The dining facility and other amenities are not available for contractor use.

7.3 No parking in fire lanes. Fire lanes can be used for access into the building for the delivery of materials only. Vehicles shall be removed immediately after the delivery is complete.

Statement of Work 01011-3

Shepherdstown, WV

7.4 Drive on paved roads and pathways only except as approved by the COR.

7.5 Contractor and subcontractor vehicles shall have signage (can be magnetic) on each side clearly identifying the associated company.

7.6 Employee access rosters shall be provided and maintained for all contractor and subcontractor employees that need access to the NCTC. Lists shall be submitted to the COR for approval.

7.7 Employees shall park at Support Services. Only one (1) vehicle such as a foreman’s vehicle shall be permitted to park near the worksite.

8 STORAGE AND STAGING AREAS

8.1 There is a contractor staging area that is adjacent to Support Services. Storage trailer(s) can be parked in the area(s) designated by the COR.

9 SOLID WASTE DISPOSAL

All waste shall be disposed of off-site by the contractor.

10 CONTRACT DRAWINGS

Included as part of this scope of work are Sheets 1 of 16 through 16 of 16, titled “Masonry Repairs - 2015”, dated April 10, 2015.

11 SPECIFICATIONS

Included as part of this scope of work are attached specifications (as listed above in the Table of Contents).

END OF SECTION

Statement of Work 01011-4

Shepherdstown, WV

SECTION 01300 - SUBMITTALS

1 GENERAL

1.1 SECTION INCLUDES

1.1.1 Refer to FAR 52.236-5 Materials and Workmanship, and specific sections of the Specifications and Drawings.

1.1.2 Prior to the purchase or installation of any item specified as requiring a submittal, the Contractor shall submit manufacturer's literature containing detailed specifications and performance data, or shop drawings fully describing the items. Submittals shall be made by the Contractor only, and not by subcontractors or material suppliers.

1.1.3 All submittals shall be accompanied by Government furnished Eng Form 4025 which shall be used as the document for reviewing the material. A minimum of four (4) copies of data shall be submitted to allow the FWS to retain three

(3) Copies. The submittals shall be marked approved by the prime Contractor before they will be reviewed by the Contracting Officer's Representative.

1.1.4 Submittals are required on the items as listed individually in each Section of the Specifications and as listed on the attached Submittal Register.

1.1.5 The Contractor shall not perform Work related to shop drawings, or samples, prior to obtaining the required submittals, shop drawings, or samples approval by the Contracting Officer's Representative. All work related to submittals, shop drawings, or samples that are performed by the Contractor prior to receipt of the Contracting Officer's Representative approval shall be at the sole risk of the Contractor.

1.1.6 Submit to the Contracting Officer's Representative three (3) copies of the manufacturer's maintenance information and operating instructions for all equipment and package systems before the equipment is delivered to the job site.

1.1.7 Where testing is required for submittal purposes or products or materials to show compliance with Specification requirements, such testing shall be performed by and at the expense of the Contractor. Testing Agencies employed by the Contractor for such purposes shall be submitted for approval to the Contracting Officer's Representative.

01300-1

Shepherdstown, WV

1.2 BUY AMERICAN ACT

1.2.1 All products supplied by Contractor shall conform to the Buy America Act.

1.2.2 Products specified herein establish standards of quality and do not guarantee acceptance under the Act.

1.3 CONSTRUCTION PROGRESS SCHEDULES

1.3.1 Submit within 15 days after Notice-To-Proceed a construction progress schedule in a horizontal bar chart format or CPM, showing the proposed sequence of construction broken down into the major work activities. The schedule time frame format shall be weekly with the first day of each week indicated. Update monthly.

1.3.2 Show projected percentage of completion for each identified work activity as of time of each Application for Progress Payment.

1.3.3 Show submittal dates required for shop drawings, product data, samples, and product delivery dates.

1.3.4 Show dates of equipment testing and demonstrations.

1.3.5 Identify critical path activities.

1.4 SCHEDULE OF VALUES

1.4.1 Submit within 15 days after Notice-To-Proceed a schedule of dollar values based on the Contract Bid Schedule including all bid items. Break down into component parts each item involving a series of operations for which progress payments may be requested. The total costs for the component parts shall equal the amount for that item, and the total cost of all items shall equal the contract Sum. The Contracting Officer's Representative may request data to verify accuracy of dollar values. The Schedule of Values shall form the basis for progress payments.

1.5 PRODUCT DATA

1.5.1 Manufacturer's standard schematic drawings:

1.5.1.1 Modify drawings to delete information which is not applicable to Project.

01300-2

Shepherdstown, WV

1.5.1.2 Supplement standard drawings to provide additional information applicable to Project.

1.5.2 Manufacturer's catalog sheets, brochures, diagrams, schedules, performance charts, illustrations, and other standard descriptive data:

1.5.2.1 Clearly mark each copy to identify pertinent materials, products, or models to be used in this work only.

1.5.2.2 Show dimensions and clearances required.

1.5.2.3 Show performance characteristics and capacities.

1.5.2.4 Show wiring diagrams and controls.

1.5.3 Copies required: Submit product data in the quantity which is required to be returned plus three (3) copies that will be retained by the Contracting Officer's Representative.

1.6 SAMPLES

1.6.1 Office Samples:

1.6.1.1 Submit samples of sufficient size and quantity to clearly illustrate:

1.6.1.1.1 Functional characteristics of product or material, with integral parts and attachment devices.

1.6.1.1.2 Full range of color, texture, and pattern.

1.6.1.1.3 Provide permanent identification for each sample.

1.6.2 Color and pattern: Whenever a choice of color or pattern is available in a specified product, submit accurate color chips and pattern charts for review and selection. Printed color charts are not acceptable.

1.6.3 Number required: Submit all samples in the quantity which is required to be returned plus one (1) which will be retained by Contracting Officer's Representative.

1.6.4 Mock-ups: Erect field samples and mock-ups at the Project Site to illustrate materials, equipment, or workmanship and establish standards by which completed work is judged.

01300-3

Shepherdstown, WV

1.6.5 After return of office samples or review of field samples, these items may be used in the construction of the Project with the approval of the Contracting Officer's Representative.

1.6.6 Submit samples with shop drawings when both are required.

1.7 GUARANTEES, WARRANTIES, AND CERTIFICATES

1.7.1 Submit all guarantees, warranties, and certificates prior to final inspection.

1.7.2 Refer to FAR 52.246-21, Warranty of Construction

1.8 SUBMITTAL REGISTER

1.8.1 After development and acceptance of the Contractor's Construction Schedule, prepare a complete register of submittals. Submit the register within 10 days of the date required for submittal of the Contractor's Construction Schedule.

1.8.2 Coordinate Submittal Register with the list of subcontractors, Schedule of Values, and the list of products as well as the Contractor's Schedule.

1.8.3 Number each transmittal sequentially.

1.8.4 The register shall include at a minimum the following:

1.8.4.1 Identification number.

1.8.4.2 Scheduled date for the first submittal.

1.8.4.3 Submittal category (Shop Drawings, Product Data, or Samples).

1.8.4.4 Description of the part of the Work covered.

1.8.4.5 Scheduled date for the Contracting Officer's Representative's final release or approval.

1.8.4.6 Spaces for actual dates of a submission and approval.

1.8.5 Revise the register after each meeting or activity where revisions have been recognized or made. Issue the updated register concurrently with the report of each meeting.

01300-4

Shepherdstown, WV

1.8.6 Submittals covering component items forming a system or items that are interrelated shall be scheduled to be coordinated and submitted concurrently.

1.8.7 Certifications to be submitted with the pertinent drawings shall be so scheduled.

1.8.8 Adequate time (minimum of 15 calendar days exclusive of mailing time) shall be allowed on the register for review and approval by the Government.

Resubmittals of disapproved items shall require the same time periods for review. No delays, damages or time extensions will be allowed for time lost in late submittals.

2 PRODUCTS

Not Used

3 EXECUTION

Not Used

4 SUBMITTALS

See the attached listing of submittals per the ENG Form 4288

END OF SECTION 01300

01300-5

ENG FORM 4288 1 of 1

D A T A

D R A W I N G S

I N S T R U C T I O N S

S C H E D U L E S

S T A T E M E N T S

R E P O R T S

C E R T I F I C A T E S

S A M P L E S

R E C O R D S

O M

A N U A L S

I N F O R M A T I O N

L Y

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T

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E E D

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V E R N M E N T

C O D E

D A T E

R E M A R K S

(a) (c) (d) (f) (g) (h) (i) (j) (k) (l) (m) (n) (o) (p) (q) (r) (s) (t) (u) (v) (w) (x) (y) (z) (aa) (ab)

01011 Statement of Work 001 Access Plan X X 002 Employee List X X

01300 Submittals 001 Construction Schedule X X 002 Schedule of Values X X

02500 Geotextile 001 Fabric X X X

03300 Concrete 001 Joint Materials X X X 002 Caulk X X X 003 Curing Compound X X

004 WWF X

005 Waterstop X 006 Mix Design X X X X 007 Test Reports X X

04200 Masonry 001 Riser Stone X X X X 002 Riser Stone Samples and Mock-Up X X 003 Wall Stone X X 004 Wall Caps X X 005 Treads X X 006 Slate Pavers X X 007 Mortar X X 008 Work Area 11A Pavers X X 009 Paver Samples and Mock-Up X X 010 Paver Installation Instructions X X 011 Paver Edge Retaining System X X 012 Fire Pit Ring X X 013 Fire Brick X X 014 Aggregate Base X X X 015 Sand X X

CONTRACTOR SPECIFICATION SECTION

National Conservation Training Center: Masonry Repairs - 2015

(b)

A C T I V I

U M B E R

I T E M

N U M B E R

T R A N S M I T T

U M B E R

SUBMITTAL REGISTER

C O D E

CONTRACTOR ACTION GOVERNMENT ACTIONCONTRACTOR SCHEDULE DATES

S P E C

S E C T I O N

DESCRIPTION OF ITEM SUBMITTED

TYPE OF SUBMITTAL CLASSIFICATION

R E V I E W E R

CONTRACT NO.

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SECTION 02500

GEOTEXTILE

Nonwoven needle-punched geotextile made of 100% polypropylene staple filaments with the following characteristics:

Weight - Typical ASTM D-5261 5.25 oz/sy 180 g/sm

Tensile Strength ASTM D-4632 135 lbs 601 N

Elongation @ Break ASTM D-4632 50% 50%

Mullen Burst* ASTM D-3786 250 psi 1,723 kPa

Puncture Strength* ASTM D-4833 75 lbs 334 N

CBR Puncture ASTM D-6241 350 lbs 1,557 N

Trapezoidal Tear ASTM D-4533 55 lbs 245 N

Apparent Opening Size ASTM D-4751 70 US Sieve 0.212 mm

Permittivity ASTM D-4491 1.60 Sec-1 1.60 Sec-1

Water Flow Rate ASTM D-4491 115 g/min/sf 4,686 l/min/sm

UV Resistance @ 500 Hours ASTM D-4355 70% 70%

MASONRY REPAIRS – 2015 NCTC - SHEPHERDSTOWN, WV

SECTION 033000

CAST-IN-PLACE CONCRETE

PART 1 GENERAL

1.1 REFERENCES

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO M 182 (2005; R 2009) Standard Specification for

Burlap Cloth Made from Jute or Kenaf and Cotton Mats

AASHTO M 322M/M 322 (2010) Standard Specification for Rail-Steel and Axle-Steel Deformed Bars for Concrete Reinforcement

AMERICAN CONCRETE INSTITUTE INTERNATIONAL (ACI)

ACI/MCP-1 (2013) Manual of Concrete Practice Part 1

ACI/MCP-2 (2013) Manual of Concrete Practice Part 2

ACI/MCP-3 (2013) Manual of Concrete Practice Part 3

ACI/MCP-4 (2013) Manual of Concrete Practice Part 4

AMERICAN HARDBOARD ASSOCIATION (AHA)

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

ASTM INTERNATIONAL (ASTM)

ASTM A1064/A1064M (2013) 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 (2013) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete

ASTM C1107/C1107M (2013) Standard Specification for Packaged

Dry, Hydraulic-Cement Grout (Nonshrink)

ASTM C1260 (2007) Standard Test Method for Potential

Alkali Reactivity of Aggregates (Mortar-Bar Method)

03300-1

ASTM C143/C143M (2012) Standard Test Method for Slump of Hydraulic-Cement Concrete

ASTM C150/C150M (2012) Standard Specification for Portland

Cement

ASTM C156 (2011) Standard Test Method for Water

Retention by Concrete Curing Materials

ASTM C1567 (2013) Standard Test Method for Potential

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

ASTM C171 (2007) Standard Specification for Sheet

Materials for Curing Concrete

ASTM C172/C172M (2010) Standard Practice for Sampling Freshly

Mixed Concrete

ASTM C173/C173M (2012) Standard Test Method for Air Content of Freshly Mixed Concrete by the Volumetric Method

ASTM C192/C192M (2013a) Standard Practice for Making and

Curing Concrete Test Specimens in the Laboratory

ASTM C231/C231M (2010) Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method

ASTM C233/C233M (2011) Standard Test Method for Air-

Entraining Admixtures for Concrete

ASTM C260/C260M (2010a) Standard Specification for Air-

Entraining Admixtures for Concrete

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

ASTM C309 (2011) Standard Specification for Liquid

Membrane-Forming Compounds for Curing Concrete

ASTM C31/C31M (2012) Standard Practice for Making and

Curing Concrete Test Specimens in the Field

ASTM C33/C33M (2013) Standard Specification for Concrete

Aggregates

ASTM C39/C39M (2012) 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

03300-2

ASTM C494/C494M (2013) Standard Specification for Chemical

Admixtures for Concrete

ASTM C920 (2011) Standard Specification for Elastomeric

Joint Sealants

ASTM C94/C94M (2013a) Standard Specification for Ready-

Mixed Concrete

ASTM D1557 (2012) Standard Test Methods for Laboratory

Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3) (2700 kN-m/m3)

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 2008) Standard Specification for

Preformed Sponge Rubber Cork and Recycled PVC Expansion

ASTM D6690 (2012) Standard Specification for Joint and

Crack Sealants, Hot Applied, for Concrete and Asphalt Pavements

ASTM D7116 (2005) Standard Specification for Joint

Sealants, Hot Applied, Jet Fuel Resistant Types, for Portland Cement Concrete Pavement

ASTM E329 (2013b) Standard Specification for Agencies

Engaged in the Testing and/or Inspection of Materials Used in Construction

CONCRETE REINFORCING STEEL INSTITUTE (CRSI)

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

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 572 (1974) Corps of Engineers Specifications for

Polyvinylchloride Waterstops

U.S. DEPARTMENT OF COMMERCE (DOC)

DOC/NIST PS1 (1995) Construction and Industrial Plywood with Typical APA Trademarks

1.2 DEFINITIONS

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

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

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

d. "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. Submit the following in accordance with Section 01300 SUBMITTAL PROCEDURES:

SD-03 Product Data

Joint filler Portland Cement Concrete Curing Materials

Reinforcement Materials

SD-05 Design Data

Concrete mix design; G

Thirty 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, and admixtures; and applicable reference specifications.

Provide mix proportion data using at least three different water-cement ratios for each type of mixture, which produce a range of strength encompassing those required for each class and 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. Submit additional data regarding concrete

03300-4 aggregates if the source of aggregate changes. Obtain acknowledgement of receipt prior to concrete placement.

SD-06 Test Reports

Concrete mix design; G

Aggregates

Compressive strength tests

Air Content

Slump

Air Entrainment

SD-07 Certificates

Curing concrete elements

Material Safety Data Sheets

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

Do not deliver concrete until forms, reinforcement, embedded items, isolation strips and chamfer strips are in place and ready for concrete placement. ACI/MCP-2 for job site storage of materials. Protect materials from contaminants such as grease, oil, and dirt. Ensure materials can be accurately identified after bundles are broken and tags removed. 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 accurately identified after bundles are broken and tags removed.

1.6 QUALITY ASSURANCE

1.6.1 Not Used

1.6.2 Control Submittals

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1.6.2.1 Curing Concrete Elements

Submit proposed materials and methods for curing concrete elements

1.6.2.2 Not Used

1.6.2.3 Material Safety Data Sheets

Submit Material Safety Data Sheets (MSDS) for all materials that are regulated for hazardous health effects. Prominently post the MSDS at the construction site.

1.6.3 Test Reports

1.6.3.1 Concrete Mix Design

Submit copies of laboratory test reports showing that the mix has been successfully tested to produce concrete with the properties specified and that mix must be suitable for the job conditions. Include mill test and all other test for cement, aggregates, and admixtures in the laboratory test reports. Provide maximum nominal aggregate size, gradation analysis, percentage retained and passing sieve, and a graph of percentage retained verses sieve size. Submit test reports along with the concrete mix design.

Obtain approval before concrete placement.

1.6.3.2 Aggregates

ASTM C1260 for potential alkali-silica reactions, ASTM C295/C295M for petrographic analysis.

1.7 QUALIFICATIONS FOR CONCRETE TESTING SERVICE

Perform concrete testing by an approved laboratory and inspection service experienced in sampling and testing concrete. Testing agency must meet the requirements of ASTM E329.

1.8 CONCRETE SAMPLING AND TESTING

Testing by the Contractor must include sampling and testing concrete materials proposed for use in the work and testing the design mix for each class of concrete. Perform quality control testing during construction.

Sample and test concrete aggregate materials proposed for use in the work in accordance with ASTM C33/C33M.

Sample and test portland cement in accordance with ASTM C150/C150M.

Sample and test air-entraining admixtures in accordance with ASTM C233/C233M.

Testing must be performed by a Grade I Testing Technician.

PART 2 PRODUCTS

2.1 MATERIALS FOR FORMS

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

2.1.1 Wood Forms

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 DOC/NIST PS1, B-B concrete form panels or better or AHA A135.4, hardboard for smooth form lining.

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 than5/8-inch thick.

2.1.2 Steel Forms

Provide steel form surfaces that do not contain irregularities, dents, or sags.

2.2 FORM TIES AND ACCESSORIES

The use of wire alone is prohibited. Provide form ties and accessories that do not reduce the effective cover of the reinforcement.

2.2.1 Waterstops

Provide waterstops that are Ribbed Centerbulb type, made of polyvinylchloride (PVC) and that conform to ASTM D2628 or approved equivalent.

2.3 CONCRETE

2.3.1 Not Used

2.3.1.1 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/MCP-1. In the trial mixture, use at least three different water-cement 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-cement ratio required must be based on equivalent water-cement ratio calculations as determined by the conversion from the weight ratio of

03300-7 water to cement 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-cement 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 and 28 days. From these results, plot a curve showing the relationship between water-cement ratio and strength for each set of trial mix studies. In addition, plot a curve showing the relationship between 7 and 28 day strengths.

2.3.1.2 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/MCP-2. 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/MCP-2. When a concrete production facility does not have a suitable record of tests to establish a standard deviation, the required average strength must follow ACI/MCP-2 requirements.

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 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/cement ratio

2.3.3 Concrete Curing Materials

2.3.3.1 Absorptive Cover

Provide burlap, cotton mats, and other absorbent materials for curing concrete, as described in ACI 308R.

2.3.3.2 Moisture-Retaining Cover

Provide waterproof paper cover for curing concrete conforming to ASTM C171, regular or white, or polyethylene sheeting conforming to ASTM C171, or polyethylene-coated burlap consisting of a laminate of burlap and a white opaque polyethylene film permanently bonded to the burlap; burlap must conform to ASTM C171, Class 3, and polyethylene film must conform to ASTM C171. When tested for water retention in accordance with ASTM C156, weight of water lost 72 hours after application of moisture retaining covering

03300-8 material must not exceed 0.039 gram per square centimeter of the mortar specimen surface.

2.3.3.3 Membrane-Forming Curing Compound

Provide liquid type compound conforming to ASTM C309, Type 1, clear, Type 1D with fugitive dye for interior work and Type 2, white, pigmented for exterior work.

2.4 MATERIALS

2.4.1 Cement

2.4.1.1 Portland Cement

Provide cement that conforms to ASTM C150/C150M, Type I, IA, II, or IIA.

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

2.4.2 Water

Minimize the amount of water in the mix. The amount of water must not exceed 45 percent by weight of cementitious materials (cement plus pozzolans), and in general, improve workability by adjusting the grading rather than by adding water. Water must be fresh, clean, and potable; free from injurious amounts of oils, acids, alkalis, salts, organic materials, or other substances deleterious to concrete.

2.4.3 Aggregates

ASTM C33/C33M, except as modified herein. Furnish aggregates for exposed concrete surfaces from one source. Provide aggregates that do not contain any substance which may be deleteriously reactive with the alkalies in the cement.

Fine and coarse aggregates must show expansions less than 0.08 percent at 16 days after casting when testing in accordance with ASTM C1260. Should the test data indicate an expansion of 0.08 percent or greater, reject the aggregate(s) or perform additional testing using ASTM C1567 using the Contractor's proposed mix design. In this case, include the mix design low alkali portland cement and one of the following supplementary cementitious materials:

Aggregates must not possess properties or constituents that are known to have specific unfavorable effects in concrete when tested in accordance with ASTM C295/C295M.

Concrete exposed to view shall be considered architectural concrete and shall contain only natural products. Fine sand-like particles that are derived from slag or fly ash will not be permitted.

2.4.4 Nonshrink Grout

ASTM C1107/C1107M.

2.4.5 Admixtures

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ASTM C494/C494M: Type A, water reducing; Type B, retarding; Type C, accelerating; Type D, water-reducing and retarding; and Type E, water-reducing and accelerating admixture. Do not use calcium chloride admixtures.

2.4.5.1 Air-Entraining

ASTM C260/C260M.

2.4.5.2 High Range Water Reducer (HRWR) (Superplasticizers)

ASTM C494/C494M, Type F.2.4.6 [Enter Appropriate Subpart Title Here]

2.4.7 Materials for Curing Concrete

2.4.7.1 Impervious Sheeting

ASTM C171; waterproof paper, clear or white polyethylene sheeting, or polyethylene-coated burlap.

2.4.7.2 Pervious Sheeting

AASHTO M 182.

2.4.7.3 Liquid Membrane-Forming Compound

ASTM C309, white-pigmented, Type 2, Class B.

2.4.8 Expansion/Contraction Joint Filler

ASTM D1751, ASTM D1752, cork or 100 percent post-consumer paper meeting ASTM D1752 (subparagraphs 5.1 to 5.4). Material must be 1/2 inch thick, unless otherwise indicated.

2.4.8.1 Preformed Joint Filler Strips

Provide nonextruding and resilient bituminous type filler strips conformingto ASTM D1751.

2.4.9 Joint Sealants

2.4.9.1 Horizontal Surfaces, 3 Percent Slope, Maximum

ASTM D6690 or ASTM C920, Type M, Class 25, Use T. ASTM D7116 for surfaces subjected to fuel.

2.4.9.2 Not Used

2.4.10 Biodegradable Form Release Agent

Provide product that does not bond with, stain, or adversely affect concrete surfaces and does not impair subsequent treatments of concrete surfaces.

Provide form release agent that does not contain diesel fuel, petroleum-based lubricating oils, waxes, or kerosene.

2.5 REINFORCEMENT

03300-10

Galvanize bars, fabrics, connectors, and chairs.

2.5.1 Reinforcing Bars

ACI/MCP-2 unless otherwise specified. Use deformed steel. ASTM A615/A615M and AASHTO M 322M/M 322 with the bars marked A, S, W, Grade 60.2.5.2

2.5.2.1 Steel Wire

Wire must conform to ASTM A1064/A1064M.

2.5.3 Reinforcing Bar Supports

Provide bar ties and supports of coated or non corrodible material.

2.5.4 Dowels for Load Transfer in Floors

Provide dowels for load transfer in floors of the type, design, weight, and dimensions indicated. Provide dowel bars that are plain-billet steel conforming to ASTM A615/A615M, Grade 40. Provide dowel pipe that is steel conforming to ASTM A53/A53M.

2.5.5 Supports for Reinforcement

Supports include bolsters, chairs, spacers, and other devices necessary for proper spacing, supporting, and fastening reinforcing bars and wire fabric in place.

Provide wire bar type supports conforming to ACI/MCP-3, ACI/MCP-4 and CRSI

10MSP.

Legs of supports in contact with formwork must be hot-dip galvanized, or plastic coated after fabrication, or stainless-steel bar support.

PART 3 EXECUTION

3.1 EXAMINATION

Do not begin installation until substrates have been properly constructed;

verify that substrates are plumb and true.

If substrate preparation is the responsibility of another installer, notify Architect/Engineer of unsatisfactory preparation before processing.

Check field dimensions before beginning installation. If dimensions vary too much from design dimensions for proper installation, notify Architect/Engineer and wait for instructions before beginning installation.

3.2 PREPARATION

Determine quantity of concrete needed and minimize the production of excess concrete. Designate locations or uses for potential excess concrete before the concrete is poured.

3.2.1 General

03300-11

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

Remove standing water without washing over freshly deposited concrete.

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

3.2.2 Subgrade Under Slabs on Ground

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

Previously constructed subgrade or fill must be cleaned of foreign materials and inspected by the Contractor for adequate compaction and surface tolerances as specified.

Actual density of top 12 inches of subgrade soil material-in-place must not be less than the following percentages of maximum density of same soil material compacted at optimum moisture content in accordance with ASTM D1557.

SOIL MATERIAL PERCENT MAXIMUM

DENSITY

Capillary water barrier 100

Cohesionless soil material 100

Cohesive soil material 95

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

Prepare subgrade or fill surface under exterior slabs on ground as indicated on drawings.

3.2.3 Formwork

Complete and approve formwork. Remove debris and foreign material from interior of forms before start of concrete placing.

3.2.4 Reinforcement and Other Embedded Items

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

3.3 FORMS

ACI/MCP-2. Provide forms for concrete placement. Set forms mortar-tight and true to line and grade. Chamfer above grade exposed joints, edges, and external corners of concrete0.75 inch unless otherwise indicated. Provide formwork with clean-out openings to permit inspection and removal of debris.

03300-12

3.3.1 General

Construct forms to conform, within the tolerances specified, to shapes dimensions, lines, elevations, and positions of cast-in-place concrete members as indicated. Forms must be supported, braced, and maintained sufficiently rigid to prevent deformation under load.

3.3.2 Design and Construction of Formwork

Provide forms that are tight to prevent leakage of cement paste during concrete placing.

Support form facing materials by structural members spaced close to prevent deflection of form facing material. Fit forms placed in successive units for continuous surfaces to accurate alignment to ensure a smooth completed surface within the tolerances specified. Where necessary to maintain the tolerances specified, such as long spans where immediate supports are not possible, camber formwork for anticipated deflections in formwork due to weight and pressure of fresh concrete and to construction loads.

Chamfer exposed joints, edges, and external corners a minimum of 3/4 inch by moldings placed in corners of column, beam, and wall forms.

Provide forms that are readily removable without impact, shock, or damage to concrete.

3.3.3 Coating

Before concrete placement, coat the contact surfaces of forms with a nonstaining mineral oil, nonstaining form coating compound, or two coats of nitrocellulose lacquer. Do not use mineral oil on forms for surfaces to which adhesive, paint, or other finish material is to be applied.

3.3.4 Reuse

Reuse forms providing the structural integrity of concrete and the aesthetics of exposed concrete are not compromised.

3.3.5 Forms for Standard Rough Form Finish

Give rough form finish concrete formed surfaces that are to be concealed by other construction, unless otherwise specified.

Form facing material for standard rough form finish must be the specified concrete form plywood or other approved form facing material that produces concrete surfaces equivalent in smoothness and appearance to that produced by new concrete form plywood panels.

For concrete surfaces exposed only to the ground, undressed, square-edge, 1-inch nominal thickness lumber may be used. Provide horizontal joints that are level and vertical joints that are plumb.

3.3.6 Tolerances for Form Construction

Construct formwork to ensure that after removal of forms and prior to patching and finishing of formed surfaces, provide concrete surfaces in accordance with tolerances specified in ACI/MCP-1 and ACI/MCP-2.

03300-13

3.3.7 Removal of Forms and Supports

After placing concrete, forms must remain in place for the time periods specified in ACI/MCP-4. Do not remove forms and shores until the concrete has gained sufficient strength to support its weight and superimposed loads.

Base such determination on compliance with one of the following:

Prevent concrete damage during form removal. Clean all forms immediately after removal.

3.3.7.1 Special Requirements for Reduced Time Period

Forms may be removed earlier than specified if ASTM C39/C39M test results of field-cured samples from a representative portion of the structure indicate that the concrete has reached a minimum of 85 percent of the design strength.

3.4 NOT USED

3.5 FORMED SURFACES

3.5.1 Preparation of Form Surfaces

Coat contact surfaces of forms with form-coating compound before reinforcement is placed. Provide a commercial formulation form-coating compound that does not bond with, stain, nor adversely affect concrete surfaces and impair subsequent treatment of concrete surfaces that entails bonding or adhesion nor impede wetting of surfaces to be cured with water or curing compounds. Do not allow excess form-coating compound to stand in puddles in the forms nor to come in contact with concrete against which fresh concrete is placed. Make thinning of form-coating compound with thinning agent of the type, in the amount, and under the conditions recommended by form-coating compound manufacturer's printed or written directions.

3.5.2 Tolerances

ACI/MCP-4 and as indicated.

3.5.3 As-Cast Form

Provide form facing material producing a smooth, hard, uniform texture on the concrete. Arrange facing material in an orderly and symmetrical manner and keep seams to a practical minimum. Support forms as necessary to meet required tolerances. Do not use material with raised grain, torn surfaces, worn edges, patches, dents, or other defects which can impair the texture of the concrete surface.

3.6 PLACING REINFORCEMENT AND MISCELLANEOUS MATERIALS

ACI/MCP-2. Provide bars, wire fabric, wire ties, supports, and other devices necessary to install and secure reinforcement. Reinforcement must not have rust, scale, oil, grease, clay, or foreign substances that would reduce the bond. Rusting of reinforcement is a basis of rejection if the effective cross-sectional area or the nominal weight per unit length has

03300-14 been reduced. Remove loose rust prior to placing steel. Tack welding is prohibited.

3.6.1 General

Provide details of reinforcement that are in accordance with ACI/MCP-3 and ACI/MCP-4 and as specified.

3.6.2 Reinforcement Supports

Place reinforcement and secure with galvanized or non corrodible chairs, spacers, or metal hangers. For supporting reinforcement on the ground, use concrete or other non corrodible material, having a compressive strength equal to or greater than the concrete being placed.

3.6.3 Splicing

As indicated. For splices not indicated ACI/MCP-2. Do not splice at points of maximum stress.

3.6.4 Cover

ACI/MCP-2 for minimum coverage, unless otherwise indicated on drawings.

3.6.5 Setting Miscellaneous Material

Place and secure anchors and bolts, pipe sleeves, conduits, and other such items in position before concrete placement. Plumb anchor bolts and check location and elevation. Temporarily fill voids in sleeves with readily removable material to prevent the entry of concrete.

3.6.6 Construction Joints

Locate joints to least impair strength. Continue reinforcement across joints unless otherwise indicated.

3.6.7 Expansion Joints and Contraction Joints

Provide expansion joint at edges of interior floor slabs on grade abutting vertical surfaces, and as indicated. Make expansion joints 1/2 inch wide unless indicated otherwise. Fill expansion joints not exposed to weather with preformed joint filler material. Completely fill joints exposed to weather with joint filler material and joint sealant. Do not extend reinforcement or other embedded metal items bonded to the concrete through any expansion joint unless an expansion sleeve is used. Provide contraction joints, either formed or saw cut or cut with a jointing tool, to the indicated depth after the surface has been finished. Complete saw joints within 4 to 12 hours after concrete placement. Protect joints from intrusion of foreign matter.

3.6.8 Fabrication

Shop fabricate reinforcing bars to conform to shapes and dimensions indicated for reinforcement, and as follows:

Provide fabrication tolerances that are in accordance with ACI/MCP- 1, ACI/MCP-2 and ACI/MCP-3.

03300-15

Provide hooks and bends that are in accordance with ACI/MCP-3 and ACI/MCP-4.

Reinforcement must be bent cold to shapes as indicated. Bending must be done in the shop. Rebending of a reinforcing bar that has been bent incorrectly is not be permitted. Bending must be in accordance with standard approved practice and by approved machine methods.

Tolerance on nominally square-cut, reinforcing bar ends must be in accordance with ACI/MCP-3.

Deliver reinforcing bars bundled, tagged, and marked. Tags must be metal with bar size, length, mark, and other…