A04_Specs_vol_II_137_pages.pdf

VOLUME 2 OF 2

CAPE HATTERAS NATIONAL SEASHORE

Outer Banks Group PMIS No. 248511

OREGON INLET FISHING CENTER – PAVEMENT MILL &

OVERLAY

DIVISION 2 - 49

PROJECT TECHNICAL SPECIFICATIONS

Prepared for:

Cape Hatteras National Seashore Dare County, North Carolina

April 14, 2023

NATIONAL PARK SERVICE

SOUTH EAST REGION

NORTH MABO - MAJOR ACQUISITION BUYING OFFICE

VOLUME 2 OF 2

TABLE OF CONTENTS

DIVISION, SECTION & PARAGRAPH NUMBERING

The numbering and lettering of sections and paragraphs in this Project Manual are merely for identification.

Sections included are listed in this Table of Contents together with the number of pages in each section.

The Contractor shall check their copies of the Project Manual against this Table of Contents and confirm there are no missing pages or sections.

NUMBER TITLE NO. OF PAGES

00 01 10 Table of Contents 1

See Specifications Volume 1 for required DIVISION 1 work.

DIVISION 02 – EXISTING CONDITIONS

02 05 00 Common Work Results for Existing Conditions 2 02 41 00 Demolition & Abandonment 4 02 41 16 Structure Demolition 3

DIVISION 03 – CONCRETE

03 11 13 Cast-In-Place Concrete Forms 2 03 21 00 Concrete Reinforcing Steel 2 03 30 00 Cast-In-Place Concrete Site Elements 24 03 31 00 Normal-Weight Structural Concrete 7 03 40 00 Precast Concrete 2

DIVISION 31 – EARTHWORK

31 00 00 Earthwork 19 31 22 13 Rough Grading 1 31 22 16 Roadway (Parking Lot) Subgrade Reshaping 2 31 23 00 General Excavation & Fill 5 31 23 33 Trenching & Backfilling 13 31 23 33.20 Restoration of Surfaces 3 31 25 00 Erosion & Sediment Control 4

DIVISION 32 – EXTERIOR

32 11 23 Aggregate Base Courses 6 32 12 16 Asphalt Paving 9 32 12 16.10 Removal & Processing of Asphalt for Recycling 3 32 17 23 Pavement Markings 4 32 17 24 Signage 3

DIVISION 33 – UTILITIES

33 05 26 Utility Line Identification Marking 2 33 41 14 Storm Sewer Drainage Piping 5 33 44 13.13 Catch Basins 1

DIVISION 02

EXISTING CONDITIONS

SECTION 02 05 00

COMMON WORK RESULTS FOR EXISTING CONDITIONS

PART 1 - GENERAL

1.1 DESCRIPTION

A. The work of this Section includes the general procedures and requirements for Site Work.

PART 2 - PRODUCTS - NOT USED.

PART 3 - EXECUTION

2.1 EXAMINATION

A. Site Verification of Conditions

1. The contractor shall perform necessary potholing or locating of underground utilities and services. Perform minor, investigative excavations to verify the location of various existing underground facilities at sufficient locations to assure that no conflict with the proposed work exists and sufficient clearance is available to avoid damage to existing facilities.

2. Upon discovery of conflicts or problems with existing facilities or construction documents, notify Contracting Officer within 24 hours.

3. The existing mapping may be used to approximate the locations of existing utilities. The contractor is responsible for determining the actual locations of all utilities.

2.2 PREPARATION

A. Protection

1. Spillage -

a. Avoid spillage by covering and securing loads when hauling on or adjacent to public streets or highways.

b. Remove spillage and sweep, wash, or otherwise clean projects, streets, and highways.

2. Dust Control: See Division 01 Section 01 57 23 “Temporary Storm Water Pollution Prevention.”

3. Sediment & Erosion Control: See Division 01 Section 01 57 23 “Temporary Storm Water Pollution Prevention.”

4. Existing Plants and Features: Do not damage the tops, trunks, and roots of existing trees and shrubs on site which are intended to remain. Do not use heavy equipment within the branch spread. Interfering branches may be removed only with the permission of the Contracting Officer. Do not damage other plants and features which are to remain.

2.3 REPAIR / RESTORATION - NOT USED.

2.4 FIELD QUALITY CONTROL

A. Notify Contracting Officer Representative 48 hours before performing excavation or fill work.

B. If work has been interrupted by weather, scheduling, or other reason, notify Contracting Officer Representative 24 hours minimum before the intended resumption of grading or compacting.

C. NPS reserves the right to require additional testing to re-affirm the suitability of completed work including compacted soils that have been exposed to adverse weather conditions.

END OF SECTION

SECTION 02 41 00

DEMOLITION & ABANDONMENT

A. The work of this Section includes all demolition, removal, salvage, and disposal of existing wheel stops, concrete, pavement, signage, small structures, and other miscellaneous materials.

1.2 SUBMITTALS

A. As specified in Division 01 Section 01 33 23 “Submittal Procedures.”

B. Certifications and testing consistent with Division 01 Section 01 33 23 “Submittal Procedures” and including:

1. Receipts for disposal of debris.

2. The proposed method of demolition, proposed schedule, sequence of work, and proposed method and schedule for removing, maintaining, and re-establishing facilities and utilities before scheduling the preconstruction meeting.

1.3 SITE CONDITIONS

A. Protection

1. Erect barriers, fences, guardrails, enclosures, chutes, and shoring around all construction activities to protect personnel, structures, and utilities remaining intact.

2. Protect designated trees and plants from damage.

B. Maintaining Traffic

1. Assure minimum interference with roads, streets, driveways, sidewalks, and adjacent facilities.

C. Utility Lines and Services

1. Keep existing structures to remain and adjacent structures intact and in operation.

2. Obtain permission to disrupt any utilities or services temporarily or permanently.

3. Coordinate with the utility company for disconnecting existing service on structures to be demolished.

4. Coordinate with Park for services to be disconnected and schedule with the utility company. Schedule and coordinate with Park and the utility company far enough in advance to not delay work.

D. Before demolishing a utility or facility, notify the Contracting Officer 3 days in advance, and plan the demolition such that the demolition will not create an unsafe condition or interfere with ongoing operations.

E. Where demolition must occur in such a sequence that a portion of this facility must remain operational, coordinate this aspect with the Contracting Officer.

F. Do not burn waste material. All organic material removed from the construction area must be properly chipped and recycled or removed from the Park and properly disposed of.

G. Provide adequate fire protection. Keep the area clear of hazardous substances and debris.

H. Always maintain access to the exit.

I. Explosives are not permitted.

PART 2 - PRODUCTS

2.1 BACKFILL MATERIALS

A. Native soils, stone, gravel, or sand, free from debris, frozen materials, roots, and other organic matter may be used for backfilling demolition areas that are not designated for new construction. Pieces of concrete and masonry smaller than 0.5 square foot and suitably shaped for compaction may be used in backfill more than 1 foot below the finished grade. Restrictions to Backfill:

B. See Section 01 11 00 – Summary of Work; Subsection 1.4.C Preservation of Natural Features

Item 4.

3.1 EXAMINATION

A. Verify that areas to be demolished are unoccupied and discontinued in use.

B. Do not commence work until conditions are acceptable to Contracting Officer

3.2 PREPARATION

A. Arrange for and verify the termination of utility services including capping lines.

B. Remove items scheduled to be salvaged and place them in the designated storage area.

3.3 DEMOLITION/ABANDONMENT

A. All debris from demolition and abandonment shall be removed from the Park and disposed of lawfully. Any material which the Contracting Officer may wish to save or reuse shall be stored per the Contracting Officer's direction.

B. General

1. Dampen debris and use temporary enclosures as necessary to control dust.

2. Do not use water to the extent it causes flooding, contaminated runoff, or icing.

3. Break concrete and masonry into sections less than 3 feet in any dimension and dispose of them off-site.

4. Repair damage to adjacent structures.

5. Make neat saw cuts around areas of concrete to be removed, where the remaining concrete is to be incorporated into new work.

6. Remove existing exposed piping to the extent shown on the Drawings.

7. Remove buried piping to the extent shown on the Drawings.

8. All equipment to be removed or replaced shall be done so in a safe manner and such that the equipment and any associated piping or wiring are not damaged.

9. All debris from demolition and abandonment shall be removed from the Park and disposed of lawfully. Any material which the Contracting Officer may wish to salvage shall be cleaned and stored per the Contracting Officer’s direction and requirements of this specification.

3.4 HAZARDOUS MATERIALS

A. Hazardous materials are not known to exist and are not expected to be encountered on this project site. If suspected hazardous materials are encountered during the demolition of existing facilities, all work is to be stopped immediately and the Contracting Officer is to be immediately notified.

3.5 DISPOSAL

A. Place demolition debris in debris boxes onsite for weekly removal.

B. Dispose of unsuitable and excess material off-site. The contractor shall recycle all recyclable demolished materials. The contractor shall submit names and contact information for proposed recyclers to the Contracting Officer before beginning demolition. Only materials not suitable for recycling shall be disposed of in a landfill.

C. Disposal of demolition material shall be following all EPA, OSHA, and North Carolina requirements for materials disposal.

3.6 SALVAGE

A. Items to be salvaged, stored, and reused include parking lot signage. The project may include other items as specified by the Contracting Officer.

B. Carefully remove items to be salvaged and delivered to Contracting Officer’s storage.

1. Store and protect items indicated to be salvaged.

2. Replace any items damaged through carelessness in removal, storage, or handling with new items of the same type.

3. Do not reuse materials or equipment not specifically indicated or specified to be reused.

C. Preparation of Equipment for Storage

1. Identify each component with markings or tags to show its position in the assembly and the assembly to which it belongs.

2. Place small parts in wooden boxes and clearly mark contents on the outside.

3. Thoroughly clean and dry equipment.

4. Coat unpainted surfaces with 2 coats of rust-preventive compound.

5. Attach the unit to suitable crate bottom.

6. Enclose the unit in polyethylene film and seal all seams and the film to the base of the unit with tape.

7. Construct a crate of wooden slats around the top and sides of the unit.

8. Attach a permanent instruction tag to the outside of the crate stating “This unit has been prepared for storage.”

SECTION 02 41 16

STRUCTURE DEMOLITION

1.1 SECTION INCLUDES

A. Structure Demolition:

1. Demolition of designated site improvements including paving, curbing, wheel stops, concrete, landscape vegetation, trash receptacles, and minor structures.

2. Demolition of below-grade foundations and site improvements to depth to avoid conflict with new construction or site work, e.g., concrete pier caps in the southeast parking lot.

3. Removal of hollow items or items which could collapse.

4. Salvage designated items.

5. Protection of site work and adjacent structures.

6. Disconnection, interruption, capping, and removal of utilities as applicable.

7. Pollution control during building demolition, including noise control.

8. Removal and legal disposal of materials.

9. Protection of designated site improvements and adjacent construction.

B. Hazardous Materials:

1. Not known to be present.

1.2 SUBMITTALS

A. Submit under provisions of Section 01 33 23 - Submittal Procedures.

B. Schedule: Submit for approval demolition schedule, including schedule and methods for capping utilities to be abandoned and maintaining existing utility service.

1.3 QUALITY ASSURANCE

A. Codes and Regulations: Comply with governing codes and regulations. Use experienced workers.

1.4 PRE-INSTALLATION MEETINGS

A. Convene a minimum of two weeks prior to starting the work of this section.

1.5 SEQUENCING

A. Immediate areas of work will not be occupied during demolition. The public, including children, may occupy adjacent areas.

B. No responsibility for buildings and structures to be demolished will be assumed by the

Government or Owner.

C. Ensure that products of this section are supplied to affected trades in time to prevent interruption of construction progress.

PART 2 - PRODUCTS - Not applicable to this Section

3.1 STRUCTURE DEMOLITION

A. Demolition Operations: Do not damage building elements and improvements that are indicated to remain. Items of salvage value, not included on the schedule of salvage items to be returned to the Government, shall be removed from the structure. Storage or sale of items at the project site is prohibited.

B. Utilities: Locate, identify, disconnect, and seal or cap off utilities in buildings to be demolished.

C. Shoring and Bracing: Provide and maintain interior and exterior shoring and bracing.

D. Occupied Spaces: Do not close or obstruct streets, walks, drives, or other occupied or used spaces or facilities without the written permission of the Concessionaire and the Contracting Officer. Do not interrupt utilities serving occupied or used facilities without the written permission of the Concessionaire and the Contracting Officer or COR. If necessary, provide temporary utilities.

E. Operations: Cease operations if public safety or remaining structures are endangered. Perform temporary corrective measures until operations can be continued properly.

F. Security: Provide adequate protection against accidental trespassing. Secure project after work hours.

3.2 SCHEDULE

A. Items for Protection During Demolition Include:

1. Designated site improvements, light posts, electrical cabinets, new asphalt pavement installed by concessionaire (unless specified for demolition), and plantings (unless specified for demolition).

2. Curb and gutter including adjacent sidewalk along the west side of the west parking lot.

(unless specified for demolition and the Bid Option has been awarded).

3. Adjacent construction (unless specified for demolition).

B. Items to be Salvaged for Reinstallation:

1. Parking Lot Signage.

C. Items to be Salvaged for Delivery to Owner:

1. Parking Lot Signage.

2. Other items are to be determined by the Contracting Officer during construction.

D. Utilities Requiring Interruption, Capping, or Removal:

1. Potential to remove and cap abandoned fuel line crossing the north end of the west parking lot.

DIVISION 03

CONCRETE

SECTION 03 11 13

CAST-IN-PLACE CONCRETE FORMS

A. The work of this Section consists of furnishing and installing the required formwork ready for placing concrete curb and gutter along with flatwork. This includes the design, construction, safety, removal, and disposal of the formwork.

1.2 REFERENCES

A. American Society for Testing and Materials

1. ASTM D 1751-97, 'Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Non-extruding and Resilient Bituminous Types)'

1.3 SUBMITTALS

A. Quality Assurance/Control - Manufacturer's application instructions for a form release agent.

B. Shop Drawings and Engineering Data shall be submitted following the requirements of Division 01 Section 01 33 23 “Submittal Procedures.”

2.1 COMPONENTS

A. Forms - wood, metal, or plastic as arranged by Contractor. Forming material shall be compatible with specified form release agents and with finish requirements for concrete to be left exposed or to receive a decorative finish.

B. Expansion / Contraction Joints

1. Asphalt-Impregnated Fiber:

a. Manufactured commercial fiber type meeting requirements of ASTM D 1751 and 1/2 inch thick.

b. Acceptable Products and Manufacturers:

1) Conflex by Masonite Building & Industrial Products Group, Chicago, IL

2) Sealtight by W R Meadows Inc, Elgin, IL

3) Or equal as approved by Contracting Officer Representative before installation.

See Division 01 Section 01 33 23 “Submittal Procedures.”

3.1 INSTALLATION

A. Forms

1. Assemble forms so forms are sufficiently tight to prevent leakage.

2. Properly brace and tie forms.

3. Make proper form adjustments before, during, and after concreting.

4. Use new forms or use forms that have been cleaned of loose concrete and other debris from previous concreting and repaired to proper condition. Provide smooth liner on forms used for concrete to be exposed if necessary to attain specified finish quality.

5. Use metal cold joint forms when unable to place concrete for footings, foundations, and slabs in continuous pours.

B. Accessories

1. Provide for installation of inserts, templates, fastening devices, and other accessories to be set in concrete before placing.

2. Position anchor bolts for hold-down anchors and columns and securely tie them in place before placing concrete.

C. Expansion Joints: Install at joints between the floor slab and foundation wall shown on the Drawings.

D. Form Removal: Removal of forms can usually be accomplished in 12 to 24 hours. If the temperature is below 50 deg F or if concrete (stairs, beams, etc.) depends on forms for structural support, leave forms intact for a sufficient period for concrete to reach adequate strength.

SECTION 03 21 00

CONCRETE REINFORCING STEEL

A. The work covered in this Section includes furnishing and installing concrete reinforcing steel for concrete construction as indicated in the Contract Documents.

A. American Concrete Institute

1. ACI 318

B. American Society for Testing and Materials

1. ASTM A 615-96a, 'Standard Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement'

C. Concrete Reinforcing Steel Institute

1. CRSI ‘Reinforcing Steel-The Manual of Standard Practice.’

1.3 SUBMITTALS

B. Certification from steel supplier that meets minimum requirements of the specification.

1.4 DELIVERY, STORAGE, AND HANDLING

A. Reinforcing steel shall be free of heavy rust scales and flakes, or another coating at the time of delivery and placing. Properly protect rebar on-site after delivery.

2.1 MATERIAL

A. Reinforcing Steel

1. Rebars shall have grade identification marks and conform to ASTM A 615.

a. Grade 60 minimum.

b. Bars shall be deformed type.

c. Bars shall be free of heavy rust scales and flakes, or other bond-reducing coatings.

B. Welded Wire

1. Welded wire fabric shall conform to ASTM 185.

2.2 FABRICATION - NOT USED.

3.1 INSTALLATION

A. Bend bars cold according to the recommendations of Chapter 7, the current ACI 318.

B. Accurately place and support with chairs, bar supports, spacers, or hangers as recommended by the current edition of CRSI ‘Reinforcing Steel-The Manual of Standard Practice.’

SECTION 03 30 00

CAST-IN-PLACE CONCRETE SITE ELEMENTS

A. The work of this Section consists of furnishing and performing all operations necessary for the placement of cast-in-place concrete site elements as described in the Contract Documents.

A. Normal Weight Structural Concrete – Section 03 31 00

B. ACI 301: Specifications for Structural Concrete, American Concrete Institute

C. ACI 117 – ‘Specifications for Tolerances for Concrete Construction and Materials.”

D. ACI 318 – “Building Code Requirements for Reinforced Concrete.”

E. Concrete Reinforcing Steel Institute (CRSI), “Manual of Standard Practice.”

1.3 TESTING AGENCY FOR CONCRETE MIX DESIGNS

A. Testing agency for the trial concrete mix design retained and reimbursed by the Contractor and approved by CO.

B. The testing agency shall furnish equipment and qualified technicians to establish the proportions of ingredients for concrete mixes.

1.4 SUBMITTALS

A. Product Data: Submit manufacturer’s product data with application and installation instructions for proprietary materials and items, including admixtures, patching compounds, epoxies, grouts, waterstops, joint systems, fiber reinforcement, curing compounds, dry-shake finish materials, hardeners, sealers mechanical splices, hooked anchorage systems, dowel bar substitute systems, dowel bar sleeves, joint fillers, and others as requested.

B. Samples: Submit samples of materials specified if requested, including names, sources, and descriptions.

C. Mix Designs: Submit mix designs as specified herein.

D. Material and Mill Certificates: Provide material and mill certificates as specified herein. The Manufacturer and Contractor shall sign the material and mill certificates certifying that each material item complies with specified requirements. Provide certification from admixture manufacturers that chloride ion content complies with specified requirements.

E. Construction Joints: Submit a drawing of proposed construction joint locations in concrete for slab on grade, mat foundations, structural floors, roofs, and walls. Submit any additional or changed reinforcing that is required at construction joints that differs from that shown on the drawings.

F. Pour Sequence for Mat Foundation: Submit the proposed pour sequence for mat foundations.

G. Industrial Slabs: Submit the proposed pour sequence and procedure for protecting concrete during placement, finishing, and curing.

H. Test results – Concrete break tests.

1.5 QUALIFICATIONS

A. The concrete supplier shall have a minimum of five years of experience in manufacturing ready-mixed concrete products complying with ASTM C 94 requirements for production facilities and equipment.

B. The concrete contractor shall have a minimum of five years of experience with the installation of concrete similar in material, design, and the extent to that indicated for this Project and whose work has resulted in construction with a record of successful –service performance

C. Any testing laboratory retained by the Contractor or Subcontractor to run tests required by this specification but not performed by the Government’s testing laboratory shall meet the basic requirements of ASTM E 329.

1.6 QUALITY CONTROL

A. The Contractor is responsible for the control of quality, including workmanship and materials furnished by his subcontractors and suppliers.

B. Document Conflict and Precedence: In case of conflict between Contract Documents and

Contract Specifications, request clarification from the Architect/Engineer through the “Request for Information” (RFI) process before proceeding with the Work. In case of a conflict between and/or among the construction drawings and specifications, the strictest interpretation shall govern, unless specified otherwise in writing.

C. Inspection and Testing of the Work: Materials and installed work may require testing and retesting, as directed by the governing building code, the Architect/Engineer, or the Contracting Officer at any time during the progress of work.

1. The Contractor shall provide 48 hours of notification to the Testing Laboratory of construction operations including the project schedule to allow the Testing Laboratory to schedule inspections. Failure to sufficiently notify may result in additional costs incurred by the Testing Laboratory that may be back-charged to the Contractor.

2. The Contractor shall cooperate with laboratory personnel and provide access to the work.

3. The Contractor shall make arrangements with the Testing Laboratory for off-site inspection of material stockpiles, concrete delivery vehicles, concrete material storage facilities, and concrete-batching facilities.

4. If required, the Contractor shall furnish casual labor, equipment, and facilities as required for sampling and testing by the laboratory and otherwise facilitate the required inspections and tests.

5. Inspection or testing by the Contracting Officer does not relieve the Contractor of his responsibility to perform the Work following the Contract Documents. Tests not specifically indicated to be done at the Government’s expense, including retesting of rejected materials and installed work, shall be done at the Contractor’s expense at no additional cost to the Government.

D. Acceptance Criteria for Concrete Strength: A strength test is defined as the average strength of two 6” x 12” cylinder breaks or three 4” x 8” cylinder breaks tested at the strength age indicated on the drawings for that class of concrete. The strength level of an individual class of concrete shall be considered satisfactory when both of the following requirements are met:

1. The average of all sets of three consecutive strength tests equals or exceeds the required f’c.

2. No individual strength test falls below the required f’c by more than 0.1 f’c or 500 psi, whichever is greater.

E. Responsibility for Selection and use of concrete admixtures and chemical treatments: The Contractor shall be responsible for selecting admixtures and surface treatments that are compatible with the intended use of the concrete including all final surface treatments called for within this or other specifications or on the Contract Drawings. The Contractor is responsible for following the manufacturer’s instructions for the use of their product including abiding by any limitations placed by the manufacturer on the use of any of its products.

F. Survey for Anchor Rods and Reinforcing Steel Dowels: The Contractor shall use a qualified and experienced field engineer (construction surveyor), having a minimum of three years of experience as a “lead” field engineer on projects of similar type, the layout of the proper location of all embedded anchor rods and tension rods for structural precast before they are encased in concrete.

1.7 PROVISION FOR OTHER WORK

A. Provide for installation of inserts, hangers, metal ties, anchors, bolts, angle guards, dowels, thimbles, slots, nailing strips, blocking, grounds, and other fastening devices required for attachment of work. Properly locate in cooperation with other trades and secure in position before concrete is poured. Do not install sleeves or blockouts in any concrete slabs, beams, or columns except where shown on the drawings or upon written approval

B. Protect adjacent finish materials against damage and spatter during concrete placement.

C. To maintain location accuracy, the General Contractor’s field engineer shall furnish building control lines and elevation benchmarks for the use of all trades.

2.1 CONCRETE MATERIALS

A. Refer to the drawings and specifications for classes and strengths of concrete required.

B. Normal weight Aggregates: ASTM C 33, and as herein specified. Submit material certificates from an aggregate supplier or test results from an independent testing Laboratory certifying conformance to this specification for each source of aggregate.

C. Use one brand of cement, for each class of concrete, throughout the project, unless approved otherwise. Submit mill certificates certifying conformance to this specification for each brand and type of cement. Documentation of design mix strength history must match the cement brand used.

1. Testing of cement in place of mill certificate submittal will be required if:

a. The cement has been in storage at the mixing site for over 30 days

b. It is suspected that the cement has been damaged in storage or transit or is in any way defective.

D. Water: Comply with the requirements of ASTM C 1602

E. Low-alkali cement: Cement that has the additional requirement that equivalent alkalis (Na2O + 0.658K2O) do not exceed 0.60% according to ASTM C 150-00, Table 2.

F. Cementitious materials, aggregate, and water must be extracted or recovered as well as manufactured within 500 miles of the project site.

G. Air-Entraining Admixture: ASTM C 260. Submit the manufacturer's certification that the product conforms to the requirements specified and is compatible with all other admixtures to be used.

H. Water-Reducing Admixture: ASTM C 494, Type A. See maximum permissible chloride ion content in concrete specified below. Submit the manufacturer's certification that the product conforms to the requirements specified and is compatible with all other admixtures to be used.

I. High-Range Water-Reducing Admixture (superplasticizer): ASTM C 494, Type F or Type G.

See maximum permissible chloride ion content in concrete specified below. Submit the manufacturer's certification that the product conforms to the requirements specified and is compatible with all other admixtures to be used.

J. Water-Reducing, Retarding Admixture: ASTM C 494, Type D. See maximum permissible chloride ion content in concrete specified below. Submit the manufacturer's certification that the product conforms to the requirements specified and is compatible with all other admixtures to be used.

K. Water-Reducing, Accelerator Admixture (Non-Corrosive, Non-Chloride): ASTM C 494, Type

C or E. Submit manufacturer's certification that the product conforms to the requirements specified and is compatible with all other admixtures to be used.

L. Viscosity Modifying Admixture: Used to enhance plastic concrete properties such as workability, pumpability, and stability for “self-consolidating concrete.

M. Shrinkage Reducing Admixture: An admixture that reduces drying shrinkage by reducing the capillary tension of pore water.

N. Corrosion Inhibitor: Product shall meet criteria established under ACI 222R-19, “Guide to

Protection of Reinforcing Steel in Concrete against Corrosion”, specifically Chapter 4, “Protection Against Corrosion in New Construction”. Provide at dosage rates per the drawings and specifications based on design life, application, clear cover, and other products in the concrete mix.

O. Crystalline-forming Waterproofing Admixture: A powder admixture capable of producing concrete that is watertight under hydrostatic pressure up to 7 atmospheres when tested per Corps of Engineers test CRD-C48 and capable of sealing cracks up to 0.4mm.

P. Calcium Chloride and Chloride Ion Content: Calcium chloride or admixtures containing more than 0.5% chloride ions by weight of the admixture are not permitted.

Q. Certification: Written conformance to all the above-mentioned requirements and the chloride ion content of the admixture as tested by an accredited laboratory will be required from the admixture manufacturer at the time of the mix design review

2.2 RELATED MATERIALS

A. Waterstops: Provide waterstops at all construction joints and other joints in all foundation walls below grade and where shown on the drawings. Size to suit joints. Provide flat, dumbbell type, or center bulb type where shown on drawings.

1. ADCOR ES waterstops: W.R. Grace & Co.

2. Polyvinyl chloride (PVC) waterstops: Corps of Engineers CRD-C 572.

3. Preformed Plastic Waterstops: Federal Specifications SS-S-210A "Sealing Compound for

Expansion Joints".

4. Manufacturers: Synko-Flex Products, Inc.

5. Bentonite Waterstop RX: manufactured by American Volclay Products.

6. “Or Other” waterstop that meets the same specifications.

B. Vapor Retarder: Provide vapor retarder cover chosen from products specified below over prepared base material where indicated.

1. Plastic Vapor Retarder Provide a flexible preformed sheet membrane conforming to ASTM E 1745 with the following properties.

a. Class A material

b. Minimum of 15 mils thick

c. Maximum water vapor permeance rating of 0.01 Perms after mandatory conditioning as tested by ASTM E 96

d. Acceptable products include the following:

1) Stego Wrap Vapor Barrier (15 mils)", Stego Industries, LLC

2) Ecoshield-E” (15 mils),

3) Epro“Monarflex Reflex Super, Monarflex

4) “Or Other” that meets the same ASTM E 1745 specifications.

2. Tape for Plastic Vapor Retarders: High-density polyethylene tape with a pressure-sensitive adhesive having a minimum width of 4 inches having a maximum water vapor transmission rate of 0.3 perms.

3. Absorptive Cover: Burlap cloth made from jute or kenaf, weighing approximately 9 oz.

per sq. yd., complying with AASHTO M 182, Class 2.

4. Moisture-Retaining Cover: One of the following, complying with ANSI/ASTM C 171:

a. Waterproof paper.

b. Polyethylene film.

c. Polyethylene-coated burlap.

d. Polyethylene-coated natural cellulose fabric such as “Aquacure” by Greenstreak

Group, Inc.

e. “Or Other” that meets AASHTO M 182, Class 2 specifications.

C. Surface Hardener Agents including Slip-resistive Emery Aggregate or Aluminum Granule

Finish, Colored, Mineral Aggregate, Dry Shakes, and Metallic Aggregate Hardener Finish

D. Evaporation Control: Monomolecular film-forming compound applied to exposed concrete slab surfaces for temporary protection from rapid moisture loss in hot weather conditions.

E. Liquid membrane-forming Curing and Curing Sealing Compounds.

F. Evaporation Control: Monomolecular film-forming compound applied to exposed concrete slab surfaces for temporary protection from rapid moisture loss in hot weather conditions.

G. Chemical Curing/Floor Hardener Compounds: Silicate-based compounds that react with concrete constituents to harden the surface, resulting in a surface having a maximum abrasion coefficient of 0.25 cm3/cm2 when tested following ASTM C 418.

H. Water and Chloride Ion Repelling Penetrating Sealer: Clear, solvent-based silane or siloxane penetrating sealer which reacts chemically with the concrete surface to function as a Chloride Ion screen with a minimum 90% factor, or a Clear, solvent-free, silane penetrating sealer that reacts chemically with the concrete surface to function as a Chloride Ion screen with a minimum 83% factor, when either is tested following NCHRP #244, Series II, 100% solids, and applied per the manufacturer's recommendation.

I. Install only anchors identified on the drawings by the named manufacturer and product type.

Substitutions using products may be approved by this Specification for permitted use provided complete design calculations, as required by and per the proposed product’s current and valid ICC Evaluation Service Report (ESR) and ACI 318 Appendix D, are signed and sealed by a professional engineer licensed in California and submitted for formal review. The contractor shall request design criteria for all conditions where a product substitution is considered.

Failure to obtain approval for an anchor substitution may result in the request by the Engineer to remove installed anchors and replace them with the product specified on the drawings at the Contractor’s expense.

2.3 PROPORTIONING AND DESIGN OF CONCRETE MIXES

A. The Contractor shall submit concrete mix designs for each class of concrete indicated on the structural drawings and in the Specifications for approval at least 15 working days before the start of construction. If required, the Contractor shall engage the services of an independent Testing Laboratory to assist in preparing the mix design. The Contractor shall not begin work with a particular mix until that mix design has been approved.

B. The Contractor, acting in conjunction with his Concrete Supplier, shall submit in writing the mix designs, the method used to select mix proportions. Either of the following methods, as outlined in ACI 301, may be used.

1. Field Experience Method

2. Laboratory Trial Mixture Method

C. Required types of concrete and compressive strengths shall be as indicated on the Structural

Drawings.

1. All mix designs shall state the following information:

2. Mix design number or code designation by which the Contractor shall order the concrete from the Supplier.

3. Structural slab or member for which the concrete is designed (i.e., columns, shear walls, footings, slab on grade, etc.).

4. Wet and dry unit weight.

5. Provide data on 7-day and 28-day compressive strength.

6. Aggregate type, source, size, gradation, fineness modulus.

7. Cement type and brand.

8. Fly ash or other pozzolan type and brand (if any).

9. Admixtures include air entrainment, water reducers, corrosion inhibitor, high-range water reducers, accelerators, and retarders if any.

10. Design Slump or Slump/Flow.

11. Proportions of each material used.

12. Water/cementitious ratio and maximum allowable water content.

13. The method by which the concrete is intended to be placed (bucket, chute, or pump).

14. Required average strength qualification calculations per ACI 301 4.2.3.3a and 4.2.3.3b.

Submit separate qualification calculations for each production facility that will supply concrete to the project.

15. Documentation of Average strength (trial mix data or field test data) per ACI 301: When field test data is used to qualify average strength, submit separate documentation for each production facility that will supply concrete to the project.

16. Field test data submitted for qualification of average strength under ACI 301 shall include copies of the Concrete Testing Laboratory's reports from which the data was compiled.

D. Admixtures

1. Admixtures to be used in concrete shall be subject to the approval of the Engineer and the Government's Testing Laboratory and shall be used for the purpose intended by the manufacturer to produce concrete to meet the specified requirements.

2. Quantities of admixtures to be used shall be in strict accordance with the manufacturer’s instructions.

E. Adjustments of Concrete Mixes: Mix design adjustments may be requested by the Contractor when characteristics of materials, job conditions, weather, test results, or other circumstances warrant. Such mix design adjustments shall be provided at no additional cost to the Government. Any adjustments in approved mix designs including changes in admixtures shall be submitted in writing for approval before field use.

F. Chloride Ion Content:

1. Unless noted otherwise, The maximum water-soluble chloride ion concentration in hardened concrete measured at ages from 28 to 42 days contributed from all ingredients including water, aggregates, cementitious materials, and admixtures shall not exceed the limits specified in ACI 318-08 Table 4.3.1 depending on to which Corrosion Exposure Class (CO, C1 or C2) the concrete is subject as noted on the drawings. Water-soluble chloride ion tests shall conform to ASTM C 1218. One test shall be run for each class of concrete before the mix design submittal and each time a change is made to the mix design (such as a change in aggregate type or source).

2. The chloride ion content in all concrete used for prestressed or post-tensioned concrete shall not exceed 0.06 percent by weight of cement.

3. The Concrete Supplier shall certify on the Mix Design Submittal Form that the chloride ion content in all concrete mix designs used on the project does not exceed the limits stated above.

2.4 MATERIALS

A. General: Concrete shall be "Ready Mixed" and comply with ACI 318 and ANSI/ASTM C94, except as specified. Batch mixing at the site is permitted.

B. Granular Base

1. Base-type gravel or crushed rock, graded as follows -

Sieve Size Percent by Weight Passing Sieve 1 inch 100 3/4 inch 85 - 100 No. 4 45 - 60 No. 10 30 - 50 No. 200 5 - 10 (non-plastic)

C. Concrete

1. Meet requirements specified in Division 03 Section 03 31 00 “Normal Weight Structural

Concrete” for exterior concrete.

3.1 SLUMP LIMIT

A. The slump, as measured in the field where concrete cylinders are taken, shall be within plus or minus 1 inch of the design slump noted on the Mix Design Submittal. Self- consolidating concrete shall have a slump/flow of plus or minus 2 inches of the design slump noted on the Mix Design Submittal. Water may be added to the concrete in the field only to the extent that the prescribed water/cementitious ratio noted in the Mix Design Submittal Form is not exceeded.

3.2 JOINTS IN CONCRETE

A. Construction Joints: Locate and install construction joints as indicated on the drawings or if not shown on drawings, located so as not to impair the strength and appearance of the structure.

1. Keyways: Provide continuous keyways with a depth of one-tenth of the member thickness (1 1/2" minimum or as shown on the drawings) in construction joints only where shown on the drawings.

2. Joint Construction: Place construction joints in the center of one-third of suspended spans and grade beams and as shown on the drawings for slabs-on-grade and walls unless shown otherwise. Place joints perpendicular to the main reinforcement. Continue reinforcement across construction joints unless otherwise shown on the drawings.

Dowels that cross construction joints shall be supported during concreting operations to remain parallel with the slab or wall surface and at right angles to the joint. Submit all construction joint locations as a shop drawing submittal.

3. Waterstops: Provide waterstops in construction joints as indicated on the Structural Drawings. Install waterstops to form a continuous diaphragm in each joint. Make provisions to support and protect exposed waterstops during the progress of work.

Fabricate field joints in waterstops per the manufacturer's printed instructions.

4. Isolation Joints in Slabs-on-Ground: Construct isolation joints (without dowels) in slabs-on-ground at points of contact between slabs on the ground and vertical surfaces only where specifically detailed on the drawings. Install joint-filler strips at joints where indicated. Extend joint-filler strips full width and depth of joint, terminating flush with the finished concrete surface, unless otherwise indicated on the drawings. Install joint-filler strips in lengths as long as practicable. Where more than one length is required, lace or clip sections together. Provide construction joints with dowels at all locations unless isolation joints are detailed.

5. Contraction joints in slabs-on-grade and unbonded topping slabs: Maximum joint spacing shall be 36 times the slab thickness or 20 feet, whichever is less and at a minimum, on column lines unless otherwise noted on the drawings. Use one of the two following methods (sawed or formed) to create the joints. Do not use the formed joint in areas subject to vehicular traffic or industrial slabs.

a. Sawed Joints

1) Primary Method: Early-Entry, dry-cut method, by Soff-Cut International, Corona, CA (800) 776-3328. The finisher must have documented successful experience in the use of this method before this project. Install cuts within 1 to 4 hours, depending on air temperature, after the final finish as soon as the concrete surface is firm enough to not be torn or damaged by the blade at each saw cut location. Use a 1/8-inch thick blade, cutting 1 1/4” inch into the slab.

2) Optional Method (where Soff-Cut System method equipment is not available, subject to limitations): This method may not be used when there is no dowel passing through the contraction joint. Use a conventional saw to cut joints within 4 to 12 hours after finishing as soon as the concrete has hardened sufficiently to prevent aggregates from being dislodged by the saw. Complete cutting before shrinkage stresses become sufficient to produce cracking. Use a 1/8-inch thick blade, cutting to a depth of 1/4 of the slab thickness but not less than 1 inch. Cut to a depth of 1/3 slab thickness for slabs reinforced with steel fibers.

b. Formed Joints: Form contraction joints by inserting pre-molded plastic hardboard or fiberboard strip into fresh concrete until the top surface of the strip is flush with the slab surface. The depth is to be 1/4 the slab thickness, but not less than 1 inch. Tool slab edges round on each side of the insert. After the concrete has cured, remove the inserts and clean the groove of loose debris.

c. Joint Filler: Provide in both contraction and saw-cut construction joints when specified.

1) Remove dirt and debris from the joint by vacuuming immediately before filling the joint. Clean the joint of curing compounds and sealers.

2) Filler material shall be applied to the joints when the building is under permanent temperature control, but no less than 90 days after slab construction.

3) Follow the manufacturer's recommended procedure for installing filler material.

The joint filler must be flush with the adjacent concrete. A concave profile on the top of the joint filler is unacceptable and will be grounds for removal and replacement.

d. The Contractor shall protect the joints from damage caused by wheeled traffic or other sources during construction until a joint-filler material (if specified) has been installed.

3.3 INSTALLATION OF EMBEDDED ITEMS

A. General: Set and build into work anchorage devices and other embedded items required for other work that is attached to, or supported by, cast-in-place concrete. Use setting drawings, diagrams, instructions, and directions provided by suppliers of items to be attached thereto unless directed otherwise by these specifications. Install reglets to receive the top edge of foundation sheet waterproofing where specified, and to receive thru-wall flashings in the outer face of the concrete frame at exterior walls, where flashing is shown at lintels, relieving angles, and other conditions.

B. Anchor Rods: Furnish anchor rods and other connectors required for securing structural steel to foundations and other in-place work as shown on the drawings. Furnish 1/8" minimum steel templates for presetting rods and other anchors to accurate locations as shown on the drawings in keeping with the tolerances noted in ACI 117 for embedded anchor rods.

C. Edge Forms and Screed Strips for Slabs: Set edge forms or bulkheads and intermediate screed strips for slabs to obtain required elevations and contours in the finished slab surface. Provide and secure units sufficiently strong to support types of screed strips by use of strike-off templates or accepted compacting type screeds.

D. Do not install sleeves and blockouts in concrete slabs, pier caps, footings, or walls except where shown on the structural drawings or approved by the Engineer.

E. Securely fasten embedded plates, angles, anchor rods, and other items to be built into the concrete to the formwork or hold them in place with templates. Insertion of these items into concrete after casting is prohibited.

3.4 VAPOR RETARDER INSTALLATION

A. Install vapor retarder following ASTM E 1643 and manufacturer’s instructions.

B. Lap all seams 6” and seal all joints in the field with the specified pressure-sensitive tape. Heat-welded joints done in a shop before delivery is an acceptable method to minimize the number of field joints.

C. Seal all pipe penetrations through the vapor retarder with a boot made from the vapor retarder material and tape.

3.5 CONCRETE PLACEMENT

A. Pre-placement Inspection: Before placing concrete, inspect and complete formwork installation, reinforcing steel, and items to be embedded or cast in. Notify other crafts to permit installation of their work; cooperate with other trades in setting such work. Moisten wood forms immediately before placing concrete where form coatings are not used.

B. Coordinate the installation of joint materials and vapor retarders with the placement of forms and reinforcing steel.

C. Comply with ACI 301 and as herein specified.

1. Concrete Temperature: The maximum acceptable concrete temperature at the truck discharge point shall be 95 °F.

2. Deposit concrete continuously or in layers of such thickness that no concrete will be placed on concrete that has hardened sufficiently to cause the formation of seams or planes of weakness. If a section cannot be placed continuously, provide construction joints as herein specified. Deposit concrete as nearly as practicable to its final location to avoid segregation. Spread concrete using short-handled, square-ended shovels, or come-along.

3. Placing Concrete in Forms: Deposit concrete in forms in horizontal layers not deeper than 24" and in a manner to avoid inclined construction joints. Where placement consists of several layers, place each layer while the preceding layer is still plastic to avoid cold joints.

4. Consolidate placed concrete with mechanical vibrating equipment supplemented by hand-spading, rodding, or tamping. Use internal vibrators of the largest size and power that can properly be used in the work as described in the table entitled “Range of characteristics, performance, and applications of internal vibrators” found in ACI 301.

5. Do not use vibrators to transport concrete inside forms. Insert and withdraw vibrators vertically at uniformly spaced locations not farther than the visible effectiveness of the machine. Place vibrators to rapidly penetrate the placed layer and at least 6 inches into the preceding layer. Do not insert vibrators into lower layers of concrete that have begun to set. At each insertion limit duration of vibration to the time necessary to consolidate concrete and complete the embedment of reinforcement and other embedded items without causing segregation of mix.

6. Placing Concrete Slabs: Deposit and consolidate concrete slabs in a continuous operation, within the limits of construction joints, until the placing of a panel or section is completed. Place concrete for beams, girders, brackets, column capitals, haunches, and drop panels at the same time as concrete for slabs. Do not place concrete over columns and walls until concrete in columns and walls is no longer plastic and has been in place for at least one hour.

7. Consolidate concrete during placing operations so that concrete is thoroughly worked around reinforcement and other embedded items and into corners of forms, eliminating air and stone pockets that may cause honeycombing, pitting, or planes of weakness.

8. Bring slab surfaces to the correct level with straightedge and strike-off. Use highway straightedges, bull floats, or darbies to smooth the surface free of humps or hollows before excess moisture or bleed water appears on the surface. Do not disturb slab surfaces before beginning finishing operations.

9. Maintain reinforcing in proper position during concrete placement operations.

10. Placing Concrete by Pump: If concrete is placed by using a pump, the grout used for pump-priming must not become a part of the completed structure unless an engineered grout design mix and grout location are approved in advance by the Engineer.

3.6 FINISH OF FORMED SURFACES

A. General: Formed surfaces shall have the finishes as described below and as shown on the drawings after formwork is removed and repairs made.

B. Standard Finish: Provide SF-1.0 on all concrete surfaces not exposed to view in the final condition unless otherwise specified.

C. Exposed Finishes: Provide SF-2.0 on all concrete surfaces exposed to view in final condition unless otherwise specified.

D. Definitions and Finish Requirements

1. Surface…