B08_Attachment_2_SEKI_200843_Specs_Cedar_Grove_WWTP_Part_2.pdf

VOLUME 2 OF 2

SEQUOIA & KINGS CANYON NATIONAL PARKS

PMIS 200843 & 200846

REHABILITATE CEDAR GROVE WASTEWATER

SYSTEMS

PROJECT SPECIFICATIONS

Division 2 – 49

Prepared for:

Sequoia & Kings Canyon National Parks Tulare County, California

August 17, 2022

NATIONAL PARK SERVICE

PACIFIC WEST REGION

8-18-2022

VOLUME 2 OF 2

SEKI – 200843 & 200846 TABLE OF CONTENTS - 1

TABLE OF CONTENTS

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

See Specifications Volume 1 for required Division 1 work.

DIVISION 02 – EXISTING CONDITIONS

02 05 00 Common Work Results for Existing Conditions 02 41 00 Demolition & Abandonment 02 41 16 Structure Demolition 02 41 19 Selective Demolition

DIVISION 03 – CONCRETE

03 11 13 Cast-In-Place Concrete Forms 03 15 10 Concrete Accessories - Epoxy Anchors & Embeds 03 21 00 Concrete Reinforcement Steel 03 30 00 Cast-In-Place Concrete Site Elements 03 31 00 Normal Weight Structural Concrete 03 34 00 Controlled Low Strength Material Slurry Pipe Fill 03 40 00 Precast Concrete 03 82 13 Concrete Core Drilling

DIVISION 04 – MASONRY

04 05 00 Common Work Results for Masonry 04 05 13 Masonry Mortaring 04 20 00 Unit Masonry

DIVISION 05 – METALS

05 05 23 Metal Fastening 05 50 00 Metal Fabrications 05 50 16 Miscellaneous Metal For Utilities 05 52 00 Metal Railings

SEKI – 200843 & 200846 TABLE OF CONTENTS - 2

DIVISION 06 – WOOD, PLASTICS, & COMPONENTS

06 10 00 Carpentry 06 16 36 Wood Panel Product Sheathing

DIVISION 07 – THERMAL & MOISTURE PROTECTION

07 16 13 Polymer Modified Cement Waterproofing 07 25 00 Weather Resistive Barrier System 07 31 13 Asphalt Shingles 07 62 00 Sheet Metal Flashing & Trim 07 92 00 Joint Sealers

DIVISION 08 – OPENINGS

08 31 00 Access Hatch 08 90 00 Louvers & Vents

DIVISION 09 – FINISHES

09 90 00 General Painting, Concrete Stain & Coating Requirements 09 96 56 High-Performance Coatings (Epoxy Coatings) 09 97 00.10 Specialty Coatings – Epoxy Lining for Wastewater Structures 09 97 13.23 Exterior Painted Iron & Steel

DIVISION 10 – SPECIALTIES (Section not used)

10 14 00 Signage

DIVISION 11 – EQUIPMENT (Section not used)

DIVISION 12 – FURNISHINGS

12 32 00 Casework

DIVISION 13 – SPECIAL CONSTRUCTION (Section not used)

13 34 18 Post Frame Building Systems

DIVISION 14 – CONVEYING EQUIPMENT (Section not used)

DIVISION 21 – FIRE SUPPRESSION (Section not used)

SEKI – 200843 & 200846 TABLE OF CONTENTS - 3

DIVISION 22 – PLUMBING

22 00 00 Plumbing General Requirements 22 05 00 Common Work Results for Plumbing 22 05 19 Meters & Gauges for Plumbing Piping 22 05 29 Hangers & Supports for Plumbing Piping & Equipment 22 05 48 Vibration & Seismic Control for Plumbing Piping & Equipment 22 05 53 Identification for Plumbing Piping & Equipment 22 11 00 Facility Water Distribution 22 11 19 Domestic Water Piping Specialties 22 13 13 Facility Sanitary Sewers 22 13 16 Sanitary Waste & Vent Piping 22 42 13 Commercial Plumbing Fixtures

DIVISION 23 – HEATING, VENTILATING, & AIR CONDITIONING

23 11 26 Facility Liquified-Petroleum Gas Piping

DIVISION 25 – INTEGRATED AUTOMATION (Section not used)

DIVISION 26 – ELECTRICAL

26 00 00 Electrical General Requirements 26 05 00 Common Work Results for Electrical 26 05 19 Low Voltage Electrical Power Conductors & Cables 26 05 26 Grounding & Bonding for Electrical Systems 26 05 29 Hangers & Supports for Electrical Systems 26 05 33 Raceways & Boxes for Electrical Systems 26 05 48 Vibration Seismic Requirements for Electrical Systems 26 05 53 Identification for Electrical Systems 26 24 16 Panelboards 26 26 00 Power Distribution 26 27 26 Wiring Devices 26 28 13 Fuses 26 28 16 Enclosed Switches & Circuit Breakers 26 29 13 Enclosed Motor Controllers 26 32 13.16 Packaged Engine Generator Systems - Propane 26 32 50 Photovoltaic Systems 26 36 23A Automatic Transfer Switches (300A or Greater) 26 36 23B Automatic Transfer Switches – Small (Less Than 300A) 26 51 00 Interior Lighting 26 56 00 Exterior Lighting

DIVISION 27 – COMMUNICATIONS (Section not used)

SEKI – 200843 & 200846 TABLE OF CONTENTS - 4

DIVISION 28 – ELECTRONIC SAFETY & SECURITY (Section not used)

DIVISION 31 – EARTHWORK

31 00 00 Earthwork 31 05 16 Aggregates for Earthwork 31 11 00 Clearing and Grubbing 31 13 00 Selective Tree & Shrub Removal & Trimming 31 22 19 Finish Grading 31 23 00 Utility Excavation & Fill 31 23 16.10 Imported Soils & Fill Materials 31 23 33.20 Restoration of Surfaces 31 25 00 Erosion & Sediment Control 31 37 00 Riprap, Boulders, Soil Riprap, & Bedding

DIVISION 32 – EXTERIOR IMPROVEMENTS

32 11 23 Aggregate Base Courses 32 12 16 Asphalt Paving 32 13 13.06 Portland Cement Concrete 32 31 13 Chain Link Fences & Gates

DIVISION 33 – UTILITIES

33 00 00 Pipe & Pipe Fittings: General Statement 33 01 10.58 Disinfection of Water Utility Piping Systems 33 01 30.14 Hydrostatic Testing of Non-HDPE Pressure Sewer Pipe 33 01 30.15 Testing HDPE Water & Sewer Force Main Lines 33 01 30.40 Sewer & Manhole Testing 33 01 30.63 Polyurea Interior Coating 33 01 30.82 Epoxy Interior Coating - Field Applied 33 05 00 Common Work Results for Piping Utilities 33 05 26.23 Utility Identification Trace Wires 33 05 61 Concrete Manholes 33 05 63 Concrete Vaults & Chambers 33 05 71 Sanitary Sewer Cleanouts & Valves 33 12 00 Valves – General Statement 33 12 16 Water Utility Distribution Valves 33 14 00 Water Piping & Appurtenances 33 31 13 Site Sanitary Sewerage Gravity Piping 33 31 23 Sanitary Sewerage Force Mains 33 32 13.13 Wastewater Lift Station Pump 33 33 33 Temporary Sewer Bypass Pumping Attachment A – Spill Prevention & Response Plan

SEKI – 200843 & 200846 TABLE OF CONTENTS - 5

DIVISION 34 – TRANSPORTATION (Section not used)

DIVISION 35 – WATERWAY & MARINE CONSTRUCTION (Section not used)

DIVISION 40 – PROCESS INTEGRATION

40 05 00 Common Work Results for Process Interconnections 40 05 19 Ductile Iron Process Pipe 40 05 33 High-Density Polyethylene Process HDPE Pipe 40 05 51 Common Requirements for Process Valves 40 05 60 Valves: General Statement 40 71 13.13 Inline Magnetic Flowmeters 40 71 69 Open Channel Flowmeters 40 73 26 Gauge Pressure Transmitters

DIVISION 41 – MATERIAL PROCESSING & HANDLING EQUIPMENT

41 22 00 Davit Crane

DIVISION 42 – PROCESS HEATING, COOLING, & DRYING EQUIPMENT (Section not used)

DIVISION 43 – PROCESS GAS & LIQUID HANDLING, PURIFICATION,

& STORAGE EQUIPMENT (Section not used)

DIVISION 44 – POLLUTION CONTROL EQUIPMENT (Section not used)

DIVISION 45 – INDUSTRY – SPECIFIC MANUFACTURING EQUIPMENT (Section not used)

DIVISION 46 – WATER & WASTEWATER EQUIPMENT

46 24 33 Open Channel Electric Grinder 46 53 00 Biological Treatment System

DIVISION 48 – ELECTRICAL POWER GENERATION (Section not used)

END OF SECTION

DIVISION 02

EXISTING CONDITIONS

SEKI – 200843 & 200846 02 05 00 - 1

COMMON WORK RESULTS

FOR 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 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.

SEKI – 200843 & 200846 02 05 00 - 2

COMMON WORK RESULTS

FOR EXISTING CONDITIONS

2.3 REPAIR / RESTORATION - NOT USED.

2.4 FIELD QUALITY CONTROL

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

B. If work has been interrupted by weather, scheduling, or other reason, notify Contracting Officer

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.

SEKI – 200843 & 200846 02 41 00 - 1

DEMOLITION & ABANDONMENT

SECTION 02 41 00

A. The work of this Section includes all demolition, removal, salvage, and disposal of existing structures, piping, pavement, 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 include:

1. Permit for transport and 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 utility company far enough in advance not to delay work.

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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. Separate demolition area from building to remain with temporary dustproof partitions.

J. Provide temporary weather protection to prevent damage to structure and interior area.

K. 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 of demolition areas that are not designated for new construction. Pieces of concrete and masonry smaller than 1 square foot and suitably shaped for compaction may be used in backfill more than 1 foot below 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 termination of utility services to include capping lines.

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

SEKI – 200843 & 200846 02 41 00 - 3

3.3 DEMOLITION/ABANDONMENT

A. All debris from demolition and abandonment shall be removed from the Park and disposed of legally. 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 off-site.

4. Repair damage to adjacent structures.

5. Make neat saw cuts around areas of concrete to be removed, where 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 legally. 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. 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 California requirements for materials disposal.

3.6 SALVAGE

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

1. Store and protect items indicated to be salvaged.

SEKI – 200843 & 200846 02 41 00 - 4

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.

B. 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.”

SEKI – 200843 & 200846 02 41 16 -1

STRUCTURE DEMOLITION

SECTION 02 41 16

1.1 SECTION INCLUDES

A. Structure Demolition:

1. Demolition of designated building structures.

2. Demolition of designated site improvements including paving, curbing, site walls, and utility structures.

3. Demolition of below-grade foundations and site improvements to depth to avoid conflict with new construction or site work.

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

5. Salvage designated items.

6. Protection of site work and adjacent structures.

7. Disconnection, capping, and removal of utilities.

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

9. Removal and legal disposal of materials.

10. Protection of designated site improvements and adjacent construction,

11. Interruption, capping, or removal of utilities as applicable.

B. Hazardous Materials:

1. Not present.

2. Removed under a separate prior contract.

3. Removed as a part of this contract.

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.

SEKI – 200843 & 200846 02 41 16 -2

1.4 PRE-INSTALLATION MEETINGS

A. Convene a minimum of two weeks before starting work in 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 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 indicated to remain. Items of salvage value, not included on the schedule of salvage items to be returned to the Owner, 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 Owner and the authorities having jurisdiction. Do not interrupt utilities serving occupied or used facilities without the written permission of the Owner and authorities having jurisdiction. 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.

SEKI – 200843 & 200846 02 41 16 -3

3.2 SCHEDULE

A. Items for Protection During Demolition: (The following are samples only)

1. [Designated site improvements, trees, and plantings.]

2. [Adjacent construction.]

B. Items to be Salvaged for Reinstallation:

1. [Headworks]

2. [Wood trim.]

3. [Flume vault]

C. Items to be Salvaged for Delivery to Owner:

1. NOT APPLICABLE

D. Utilities Requiring Interruption, Capping, or Removal:

1. [Electric.]

SEKI – 200843 & 200846 02 41 19 - 1

SELECTIVE DEMOLITION

SECTION 02 41 19

A. The work of this section consists of removal and disposal of existing, wood fencing, septic tanks, wet well tanks and associated internal mechanical components, abandonment of water lines, valves, sewer lines, sewer cleanouts; and the selective demolition and removal of concrete.

1.2 RELATED WORK

A. Section 01 50 00 - Temporary Facilities & Controls

B. Section 31 23 33 - Utility Excavation & Backfill

1.3 SUBMITTALS

A. As specified in Section 01 33 23

B. Submit a schedule showing sequence of work and methods of demolition and relocation.

Include a schedule for isolating, shutting off, capping utilities, and re-establishing utility services.

1.4 QUALITY ASSURANCE

A. Comply with safety requirements for demolition, ANSI A10 Series.

1.5 PROJECT CONDITIONS

A. Take all necessary measures to control dust during demolition.

B. Ensure the safety of persons in the demolition area. Provide temporary barricades as required.

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

D. Hazardous Materials: Hazardous materials may be present in buildings and structures, such as solvents, oils, and greases. Demolition shall be conducted per the Contracting Officer's direction.

SEKI – 200843 & 200846 02 41 19 - 2

E. Storage or sale of removed items or materials on-site is not permitted.

F. Maintain existing utilities indicated to remain in service and protect them against damage during selective demolition operations.

1.6 SCHEDULING

A. Complete demolition that might damage new construction before starting new work.

PART 2 - PRODUCTS - NOT USED.

3.1 EXAMINATION

A. Verify that utilities have been disconnected, isolated, and capped before starting selective demolition operations.

B. Contracting Officer does not guarantee that existing conditions are the same as those indicated in record documents.

C. Survey existing conditions and correlate with requirements indicated to determine the extent of selective demolition required.

3.2 PREPARATION

A. Provide temporary supports and protection for a portion of the structure to remain. Protect fixtures and equipment to remain. Protect nearby structures and vegetation, as necessary.

B. The contractor shall saw-cut the edges of all pavements, walkways, gutters, and concrete curb sections that are to be removed. The saw cut line shall be straight and smooth to allow for a clean line of repair.

C. Water and wastewater lines (including stormwater) abandoned in place shall be capped.

D. Cap or disconnect utilities. Provide bypass connections as necessary to maintain utility service to occupied areas. Abandon utilities in place that are no longer required in areas not disturbed by construction.

E. Provide temporary barricades and other protection required to prevent injury to people and damage to adjacent buildings and facilities to remain.

F. Provide protection to ensure the safe passage of people around the selective demolition area and to and from occupied portions of the building.

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G. Provide temporary weather protection, during the interval between selective demolition of existing construction on exterior surfaces and new construction, to prevent water leakage and damage to the structure and interior areas.

H. Provide and maintain shoring, bracing, and structural supports as required to preserve stability and prevent movement, settlement, or collapse of construction and finishes to remain and to prevent unexpected or uncontrolled movement or collapse of construction being demolished.

3.3 DEMOLITION

A. Concrete shall be demolished in small sections. Using a power-driven saw, cut concrete to a depth of at least 3/4 inch at junctures with construction to remain. Dislodge concrete from reinforcement at the perimeter of areas being demolished, cut reinforcement, and then remove the remainder of concrete.

3.4 SALVAGE

A. Carefully clean and store items to be salvaged or reused.

B. Storage Area: As directed by the Contracting Officer.

3.5 DISPOSAL OF DEMOLISHED MATERIALS

A. Except for items and materials indicated to be salvaged, remove all demolished materials from the project site.

B. Do not allow demolished materials to accumulate on-site.

C. Remove and transport debris in a manner that will prevent spillage on adjacent surfaces and areas.

3.6 RESTORATION AND CLEAN-UP

A. Repair and clean adjacent surfaces damaged or soiled by demolition work.

B. Restore utility service to normal operation.

C. Remove equipment, temporary protection and barriers, and debris. Dispose of unsalvageable material as specified in Section 01 50 00.

DIVISION 03

CONCRETE

SEKI – 200843 & 200846 03 11 13 - 1

CAST-IN-PLACE CONCRETE FORMS

SECTION 03 11 13

A. The work of this Section consists of furnishing and installing required formwork ready for placing of concrete. 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)'

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

B. Shop Drawings and Engineering Data shall be submitted per 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) Equal as approved by Contracting Officer before installation. See Division

01 Section 01 33 23 “Submittal Procedures.”

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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 used 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 where 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.

SEKI – 200843 & 200846 03 15 10 - 1

CONCRETE ACCESSORIES – EPOXY ANCHORS

SECTION 03 15 10

CONCRETE ACCESSORIES - EPOXY ANCHORS

A. The work covered in this Section includes furnishing and installing a two-part epoxy adhesive anchor for rebar embed placement involving concrete construction and threaded bolt embed placement into the cast in place or precast concrete as indicated in the Contract Documents.

A. American Concrete Institute

1. ACI 318-05

2. ACI 318-08

B. American Society For Testing And Materials

1. ASTM D 695-96, 'Compressive Strength'

2. ASTM D 638-97, 'Tensile Strength'

C. Concrete Reinforcing Steel Institute

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

A. As specified in Section - 01 33 23.

B. Manufacturer’s material specifications.

C. Manufacturer’s technical datasheet.

D. Manufacturer’s recommendations for storage and installation.

1.4 DELIVERY, STORAGE, AND HANDLING

A. The epoxy adhesive shall be stored per the manufacturer’s recommendations before and at the time of delivery and placing. Properly protect material on-site after delivery.

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CONCRETE ACCESSORIES – EPOXY ANCHORS

2.1 MATERIAL

A. Two-Part Epoxy Adhesive Anchor

1. Approved Product: The following material is approved; others shall be approved by the Contracting Officer following Section 01 33 23 “Submittal Procedures.”

Hilti RE 500 Epoxy Adhesive Anchor Hilti, Inc.

5400 South 122nd East Avenue Tulsa, OK 74146

(800) 879-8000 http://www.us.hilti.com/holus/

A. Installation shall be per the manufacturer’s recommendations and guidelines.

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CONCRETE REINFORCING STEEL

SECTION 03 21 00

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 318-08

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.’

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

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 other coatings at the time of delivery and placing. Properly protect rebar on-site after delivery.

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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 epoxy coated for use in the cast-in-place construction where groundwater has been encountered.

d. 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.

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’.

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CAST-IN-PLACE CONCRETE SITE ELEMENTS

SECTION 03 30 00

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 COR.

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.

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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.

I. 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

J. Any testing laboratory retained by the Contractor or Subcontractor to run tests required by this specification but not performed by the Owner’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 among 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 structural 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 Owner 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.

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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 Owner 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 Owner’s expense, including retesting of rejected materials and installed work, shall be done at the Contractor’s expense.

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 blackouts 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.

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2.1 CONCRETE MATERIALS

A. Refer to the drawings 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 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 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 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 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.

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

N. Corrosion Inhibitor: Provide at dosage rates per manufacturer’s recommendation 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 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.

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

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.

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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.

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 and 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.

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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. 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 including air entrainment, water reducers, 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

Owner'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 Owner.

Any adjustments in approved mix designs including changes in admixtures shall be submitted in writing for approval before field use.

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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.