6YOSE_158675B_VOL_2-49_Specs.pdf

YOSEMITE NATIONAL PARK

YOSE

PMIS No. 158675B

REHABILITATE EL PORTAL SANITARY

SEWER TO PREVENT RAW SEWAGE SPILLS

PHASE 2

PROJECT SPECIFICATIONS

(VOLUME 2 OF 2)

May 4, 2017

Revised October 25, 2017

NATIONAL PARK SERVICE

DENVER SERVICE CENTER

VOLUME 2

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TABLE OF CONTENTS

DIVISION 02 – EXISTING CONDITIONS PAGES

02 05 00 General Site Construction Requirements

02 41 00 Demolition & Abandonment

DIVISION 03 – CONCRETE

03 11 13 Cast-In-Place Concrete Forms

03 15 10 Concrete Accessories – Epoxy Anchors

03 21 00 Concrete Reinforcing Steel

03 30 00 Cast-In-Place Concrete Site Elements

03 30 00.01 Concrete Curb, Gutters & Sidewalks

03 31 00 Normal Weight Structural Concrete

03 34 00 Controlled Low Strength Material Slurry Pipe Fill

03 40 00 Precast Concrete Items

DIVISION 04 – MASONRY

(Section not used)

DIVISION 05 – METALS

05 50 00 Metal Fabrications

DIVISION 06 – WOOD, PLASTIC, & COMPOSITES

DIVISION 07 – THERMAL & MOISTURE PROTECTION

DIVISION 08 – OPENINGS

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DIVISION 09 – FINISHES

09 90 00 General Painting & Coating Requirements

09 97 13.23 Exterior Painted Iron, Steel & HDPE

DIVISION 10 – SPECIALITIES

DIVISION 11 – EQUIPMENT

DIVISION 12 – FURNISHINGS

DIVISION 13 – SPECIAL CONSTRUCTION

DIVISION 14 – CONVEYING EQUIPMENT

DIVISION 21 – FIRE SUPPRESSION

DIVISION 22 – PLUMBING

22 00 00 Plumbing General Requirements

22 13 13 Facility Sanitary Sewers

DIVISION 23 – HEATING, VENTILATING, & AIR CONDITIONING (HVAC)

23 11 26 Facility Liquefied-Petroleum Gas Piping

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DIVISION 25 – INTEGRATED AUTOMATION

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 Seismic Requirements for Electrical Systems

26 05 53 Identification for Electrical Systems

26 24 16 Panelboards

26 27 26 Wiring Devices

26 28 13 Fuses

26 28 16 Enclosed Switches & Circuit Breakers

26 28 26 Enclosed Transfer Switches

26 32 13 Engine Generator Propane Vapor

26 43 13 Surge Protector for Low-Voltage Electrical Power Circuits

DIVISION 27 – COMMUNICATIONS

DIVISION 28 – ELECTRONIC SAFETY & SECURITY

DIVISION 31 – EARTHWORK

31 10 00 Site Clearing

31 22 19 Finish Grading

31 23 16.10 Imported Soils & Fill Materials

31 23 16.13 Rock Removal

31 23 17 Watering

31 23 33 Utility Excavation & Backfill

31 23 33.20 Restoration of Surfaces

31 25 00 Erosion & Sediment Control

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DIVISION 32 – EXTERIOR IMPROVEMENTS

32 01 23.01 Stockpiling Aggregate Base Course

32 01 23.02 Removal & Processing of Asphalt Pavement for Recycling

32 11 23 Aggregate Base Courses

32 12 16 Asphalt Paving & Surfacing

32 16 13.33 Asphalt Concrete Curb

DIVISION 33 – UTILITIES

33 00 00 Pipe & Pipe Fittings: General Statement

33 01 30.13 Sewer & Manhole Testing

33 01 30.14 Hydrostatic Testing of Non HDPE Pressure Sewer Pipe

33 01 30.16 CCTV Inspection of Sewer Pipelines

33 01 30.51 Sanitary Sewer System Cleaning & Inspection

33 01 30.73 Epoxy Interior Coating

33 05 13 Manhole Structures

33 05 13.13 Manhole Grade Adjustment

33 05 23 Pipe Bursting Sewer Pipe Installation

33 05 23.13 Horizontal Directional Drilling (HDD)

33 05 26.16 Utility Line Marking

33 09 30 Sewer Flow Measurement & Pressure Gage

33 09 30.20 Refrigerated Sewer Effluent Sampler

33 11 00.10 Testing of HDPE Water Lines & Sewer Force Main Lines

33 11 00.20 Water Piping & Appurtenances

33 11 00.30 Testing of Water Lines

33 12 00 Valves General Statement

33 12 16 Water Utility Distribution Valves

33 13 00 Chlorination of Whole System Water Mains for Distribution

Attachment to 33 13 00 – YNP Flushing and Disinfection Plan Requirements

33 31 13 Sanitary Sewer Pipe

Appendix A – Guidance Memo No. 2003-02

(Guidance Criteria for the Separation of Water Mains & Non-Potable Pipelines)

33 31 14 Cured In Place Pipeline Rehabilitation

33 32 13.13A Wastewater Grinder Pump Package Lift Station (5638 Foresta Road)

33 32 13.13B Sewage Lift Station Upgrade (Trailer Court)

33 33 33 Temporary Sewer Bypass Pumping

Attachment to 33 33 33 – Outline for Spill Prevention and Response Plan Development

33 34 00 Sanitary Sewerage Force Mains

33 36 13.13 Precast Concrete Tanks

33 39 23 Sanitary Sewer Cleanouts & Valves

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DIVISION 34 – TRANSPORTATION

DIVISION 35 – WATERWAY & MARINE CONSTRUCTION

DIVISION 40 – PROCESS INTEGRATION

DIVISION 41 – MATERIAL PROCESSING & HANDLING EQUIPMENT

DIVISION 42 – PROCESS HEATING, COOLING, & DRYING EQUIPMENT

DIVISION 43 – PROCESS GAS & LIQUID HANDLING, PURIFICATION, & STORAGE

EQUIPMENT

DIVISION 44 – POLLUTION & WASTE CONTROL EQUIPMENT

DIVISION 45 – INDUSTRY SPECIFIC MANUFACTURING EQUIPMENT

DIVISION 46 – WATER & WASTEWATER EQUIPMENT

DIVISION 48 – ELECTRICAL POWER GENERATION

DIVISION 02

EXISTING CONDITIONS

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GENERAL SITE CONSTRUCTION REQUIREMENTS

SECTION 02 05 00

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

3.1 EXAMINATION

A. Site Verification of Conditions

1. Contractor shall perform necessary potholing or locating of underground utilities and services. Perform minor, investigative excavations to verify 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 twenty-four (24) hours.

3. Existing mapping may be used to approximate locations of existing utilities. Contractor is responsible for determining actual locations of all utilities.

4. Contractor shall perform assessment of sewer service lateral replacement as it pertains to the amount of surface restoration required by open cut construction (or pipe burst or horizontal directional drill, or boring, or jacking methods in specific locations, when approved in advance) for each sewer service of all homeowner and or occupied buildings.

The closest practical location for connecting new service laterals to existing laterals near each building shall be evaluated jointly with the Contractor, park staff, and the NPS

Construction Management Representative.

5. Prior to starting sewer service lateral replacement, the Contractor shall photo document pre-construction conditions. The Contractor shall perform complete surface restoration

(e.g. asphalt, gravel, concrete, lawn, native vegetation, xeriscape, gardens, etc.) to pre-construction conditions. Upon NPS approval, the Contractor may utilize pipe burst or horizontal drill methods to minimize surface disturbance and restoration. The contractor shall also remove and reset, protect in place, replace in kind, or otherwise restore all existing property improvements or accessories (e.g. fences, landscape walls, swing sets, outdoor furniture, sheds, patios, etc.).

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3.2 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 project, 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 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 permission of Contracting

Officer. Do not damage other plants and features which are to remain.

3.3 REPAIR / RESTORATION - NOT USED.

3.4 FIELD QUALITY CONTROL

A. Notify Contracting Officer forty-eight (48) hours before performing excavation or fill work.

B. If work has been interrupted by weather, scheduling, or other reason, notify Contracting Officer twenty-four (24) hours minimum prior to intended resumption of grading or compacting.

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

END OF SECTION

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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 including:

1. Permit for transport and disposal of debris.

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

1.3 SITE CONDITIONS

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 utility company for disconnecting existing service on structures to be demolished.

4. Coordinate with Park for services to be disconnected and schedule with utility company.

Schedule and coordinate with Park and utility company far enough in advance so as to not delay work.

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D. Prior to demolishing a utility or facility, notify the Contracting Officer three (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.

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

H. Maintain access to exits at all times.

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, and roots and other organic matter may be used for backfill of demolition areas that are not designated for new construction. Pieces of concrete and masonry smaller than one (1) square foot and suitably shaped for compaction may be used in backfill more than one (1) foot below finished grade.

Restrictions to Backfill:

B. See Section 01 11 00 – Summary of Work; Subsection 1.3.C Preservation of Natural Features

Item 7 and Item 8.

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

A. Arrange for and verify termination of utility services to include capping lines

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

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3.3 DEMOLITION/ABANDONMENT

A. All debris from demolition and abandonment shall be removed off the Park and disposed of in a legal manner. Any material which the Contracting Officer may wish to save or reuse shall be stored per the Contracting Officer 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 three (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 is not damaged.

9. All debris from demolition and abandonment shall be removed off the Park and disposed of in a legal manner. 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.

10. All piping to be abandoned in place shall be filled with slurry.

3.4 HAZARDOUS MATERIALS

A. If suspected hazardous materials are encountered during 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. Contractor shall recycle all recyclable demolished materials. Contractor shall submit names and contact information for proposed recyclers to the Contracting Officer prior to beginning demolition. Only materials not suitable for recycling shall be disposed of in a land fill.

C. Disposal of demolition material shall be in accordance with all EPA, OSHA, and California requirements for materials disposal.

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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.

2. Replace any items damaged through carelessness in removal, storage, or handling with new items of 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 of 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 two (2) coats of rust-preventive compound.

5. Attach unit to suitable crate bottom.

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

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

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

DIVISION 03

CONCRETE

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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)'

1.3 SUBMITTALS

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

B. Shop Drawings and Engineering Data shall be submitted in accordance with 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 decorative finish.

B. Expansion / Contraction Joints

1. Asphalt Impregnated Fiber:

a. Manufactured commercial fiber type meeting requirements of ASTM D 1751 and one half (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 prior to placing.

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

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

Drawings.

D. Form Removal: Removal of forms can usually be accomplished in twelve (12) to twenty-four (24) hours. If temperature is below fifty (50) deg F or if concrete (stairs, beams, etc.)

depends on forms for structural support, leave forms intact for sufficient period for concrete to reach adequate strength.

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CONCRETE ACCESSORIES – EPOXY ANCHORS

SECTION 03 15 10

A. The work covered in this Section includes furnishing and installing two part epoxy adhesive anchor for rebar embed placement involving concrete construction and threaded bolt embed placement into 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 – “Submittal Procedures.”

B. Manufacturer’s material specifications.

C. Manufacturer’s technical data sheet.

D. Manufacturer’s recommendations for storage and installation.

1.4 DELIVERY, STORAGE, AND HANDLING

A. Epoxy adhesive shall be stored per manufacturer’s recommendations prior to and at time of delivery and placing. Properly protect material on site after delivery.

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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 manufacturer’s recommendations and guidelines.

http://www.us.hilti.com/holus/

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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 A615 / A615M-15a, 'Standard Specification for Deformed and Plain Billet-Steel

Bars for Concrete Reinforcement'

2. ASTM A934 / A934M - 13 Standard Specification for Epoxy-Coated Prefabricated Steel

Reinforcing Bars

C. Concrete Reinforcing Steel Institute

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

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

1.4 DELIVERY, STORAGE, AND HANDLING

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

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2.1 MATERIAL

A. Reinforcing Steel

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

a. Grade sixty (60) minimum.

b. Bars shall be deformed type.

c. Bars shall be epoxy coated and conform to ASTM A934 for use in cast in place construction where ground water 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 Contract Documents. For all concrete curbs, gutters and sidewalks associated with full width street asphalt concrete paving improvements, refer to specification section 03 30 00.01, “Concrete Curb, Gutters and

Sidewalks.” For all precast concrete items, refer to specification section 03 40 00, “Precast

Concrete Items”.

A. Normal Weight Structural Concrete – Section 03 31 00

B. ACI 301-05: Specifications for Structural Concrete, American Concrete Institute

A. Test results – Gradation at base.

B. Structural calculations for all cast in place elements intended to replace precast items with

“Professional Engineer’s” or “Structural Engineer’s” seal and signature with current licensure to practice civil or structural engineering in the state of California. Anti-buoyancy calculations shall be included with all cast in place concrete or precast item submittals demonstrating that anti-buoyancy measures have been satisfied.

1. Anti-buoyancy measure calculation assumptions shall use groundwater at surface level in the zone of placement for all cast in place or precast items.

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2.1 MATERIALS

A. 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)

B. Concrete

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

Concrete” for exterior concrete; “unless otherwise noted in the specifications or drawings.”

3.1 PREPARATION

A. Sub-Base

1. Compact sub-base as specified in Division 31 Utility Excavation & Backfill – Section

31 23 33.

3.2 INSTALLATION

A. Place four (4) inches minimum of granular base, level, and compact as specified.

B. Joints

1. Scored Control Joints:

a. Spacing, as approved by the Contracting Officer.

b. Depth of control joints shall be approximately one fourth (1/4) of concrete slab thickness, but not less than one (1) inch.

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C. Finish

1. Slab and Flatwork:

a. Broom finish as specified by ACI 301 unless noted otherwise in the plans or contract documents.

b. Round edges including edges formed by expansion joints.

c. Remove edger marks

d. Adjust structures such as valve boxes, manhole frames and covers, and electrical vaults to grade after slab and flatwork has been constructed for a reasonable distance on all sides of the structure. Complete the concrete work after the structure is adjusted.

3.3 FIELD QUALITY CONTROL

A. Inspection

1. To allow the Contracting Officer’s verification of grades and elevations, notify the

Contracting Officer three days minimum before placing concrete for specified concrete site elements.

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CONCRETE CURB, GUTTERS & SIDEWALKS

SECTION 03 30 00.01

CONCRETE CURB, GUTTERS & SIDEWALKS

A. Section Includes: Provide concrete curbs, curbs and gutters, gutters, and sidewalks as shown on the Drawings and as specified herein.

1.2 REFERENCE SPECIFICATIONS

A. Wherever the words "Standard Specifications" are referred to, the reference is to the State of

California, Department of Transportation, Standard Specifications dated 2015, or current edition.

A. As specified in Section 01 33 23: Submittal Procedures.

B. Certificate of compliance indicating that the concrete complies with the specifications.

PART 2 – PRODUCTS

2.1 CONCRETE

A. Comply with the Standard Specifications 2015, Section 73

1. Cement: Type II Modified.

2. All concrete shall include fiber, carbon black coloring so as to match adjacent concrete curb, 6 percent air, and shall have a minimum of 4,000 psi compressive strength at 28-days.

A. Comply with the Standard Specifications, Section 73, Paragraphs 1.02 through 1.03, inclusive.

B. Unless shown otherwise on the Drawings, replace existing curbs, curbs and gutters, gutters and sidewalks in kind.

C. Adjust structures such as valve boxes, manhole frames and covers, and electrical vaults to grade after the curb and gutter or sidewalk has been constructed for a reasonable distance on all sides of the structure. Complete the concrete work after the structure is adjusted.

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NORMAL WEIGHT STRUCTURAL CONCRETE

SECTION 03 31 00

A. The work in this Section includes furnishing and installing Project cast in place concrete work as described in Contract Documents. For all concrete curbs, gutters and sidewalks associated with full width street asphalt concrete paving improvements, refer to specification section 03

30 00.01, “Concrete Curb, Gutters and Sidewalks.” For all precast concrete items, refer to specification section 03 40 00, “Precast Concrete Items.”

A. American Society for Testing and Materials

1. ASTM C 33-99, 'Standard Specification for Concrete Aggregates'

2. ASTM C 94-98c, 'Standard Specification for Ready-Mixed Concrete'

3. ASTM C 150-98, 'Standard Specification for Portland Cement'

4. ASTM C 260-98, 'Standard Specification for Air-Entraining Admixtures for Concrete'

5. ASTM C 494-98a, 'Standard Specification for Chemical Admixtures for Concrete'

6. ASTM C 618-98, 'Standard Specification for Coal Fly Ash and Raw or Calcined Natural

Pozzolan for Use as a Mineral Admixture in Portland Cement Concrete'

7. ASTM E 1155-96 (2001), ‘Standard Test Method for Determining FF Floor Flatness and

FL Floor Levelness Numbers’

B. "Greenbook Standard Specifications, 2015 or current edition"

1.3 SYSTEM DESCRIPTION

A. Design Requirements

1. Concrete cast in place elements of Project are designed to meet "Greenbook Standard

Specifications, 2015 or current edition" Section 201 – CONCRETE, MORTAR, and

RELATED MATERIALS

a. Mix Type Class (565-C-3250P) three thousand-two hundred fifty (3250) psi

B. Performance Requirements

1. Conform to requirements of ASTM C 94 unless specified otherwise.

2. For testing purposes, following concrete strengths are required -

a. At seven (7) days: Sixty (60) percent minimum of twenty-eight (28) day strengths

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b. At twenty-eight (28) days:

1) Mix Type Class (565-C-3250P) - three thousand-two hundred fifty (3250) psi

2) Alternate Mix Type Class (537-CFW-3250P) - three thousand-two hundred fifty (3250) psi

1.4 SUBMITTALS

B. Quality Assurance/Control

1. Concrete mix design.

2. Delivery Tickets: Require mix plant to furnish delivery ticket for each batch of concrete.

Keep delivery tickets at job-site for use by Government or his representatives. Tickets shall show following:

a. Name of ready-mix batch plant

b. Serial number of ticket

c. Date and truck number

d. Name of Contractor

e. Name and location of Project

f. Specific class or designation of concrete in conformance with that employed in

Project specification

g. Amount of concrete

h. Time loaded

i. Type, name and amount of admixtures used

j. Amount and type of cement

k. Total water content

l. Sizes and weights of sand and aggregate

1.5 PROJECT CONDITIONS

A. Project Environmental Requirements

1. Cold Weather Concreting Procedures:

a. No frozen materials shall be used.

b. Forms, reinforcement, and fillers shall be free from frost. Place no concrete on frozen ground.

c. For temperatures below forty (40) degrees F, maintain concrete at between sixty

(60) and eighty (80) degrees F when placing, and fifty (50) degrees F minimum for five (5) days if regular concrete, or at fifty (50) degrees F for three (3) days if high early strength concrete, or longer if determined necessary by the Contracting

Officer.

d. Housing, covering, or other protection shall remain in place for twenty-four (24) hours after heat is discontinued.

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2. Hot Weather Concreting Procedures -

a. Maximum concrete temperature allowed is ninety (90) degrees F in hot weather.

b. Cool aggregate and subgrades by sprinkling.

c. Avoid cement over one hundred forty (140) degrees F

d. Use cold mixing water or ice.

e. Use fog spray or evaporation retardant to lessen rapid evaporation from concrete surface.

2.1 MATERIALS – CAST IN PLACE CONCRETE

A. Portland Cement: Meet requirements of ASTM C 150, Type II.

B. Aggregates

1. Combined Aggregate Grading - Grading C

a. Meet requirements of "Greenbook Standard Specifications, 2015 or current edition" Section 201-1.3.2 Combined Aggregate Gradings which by test or actual service produces concrete of required strength and conforms to local governing codes.

b. Aggregate shall be uniformly graded as follows -

1) All Work

Sieve Size Percent Passing

1-1/2 inch 100

1 inch 95 - 100

3/4 inch 77 - 93

3/8 inch 50 - 70

No. 4 39 - 51

No. 8 31 - 41

No. 16 22 - 32

No. 30 12 - 22

No. 50 3 - 15

No. 100 0 - 5

No. 200 0 - 2

C. Water - Clear, apparently clean, and potable.

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D. Admixtures And Miscellaneous

1. Mineral -

a. Fly Ash Pozzolan - Meet requirements of ASTM C 618, Class F or C and with loss on ignition (LOI) of four (4) and two (2) percent maximum respectively.

2. Chemical -

a. No admixture shall contain calcium chloride nor shall calcium chloride be used as an admixture. All chemical admixtures used shall be from same manufacturer and compatible with each other.

b. Air Entraining Admixture -

1) Meet requirements of ASTM C 260.

2) Approved Products -

a) Air Mix 200 or AEA-92 by Euclid

b) Air plus or Super Air Plus by Fritz-Pak

c) MB-VR or MB-AE by Master Builders

d) Sika Air by Sika

e) Daravair or Darex II AEA by W R Grace.

c. Water Reducing Admixture -

1) Meet requirements of C 494, Type A and containing not more than 0.05 percent chloride ions.

2) Approved Products -

a) Eucon WR 75 or Eucon 91 by Euclid

b) FR-2 or FR-3 by Fritz-Pak

c) Pozzolith Normal by Master Builders

d) Plastocrete 160 by Sika

e) Daracem 50/55, WRDA-64, or WRDA-82 by W R Grace.

d. Water Reducing, Retarding Admixture -

1) Meet requirements of ASTM C 494, Type D and contain not more than 0.05 percent chloride ions.

2) Approved Products -

a) Eucon Retarder 75 by Euclid

b) FR-1 or Modified FR-1 by Fritz-PakPozzolith Retarder by Master

Builders

c) Plastiment by Sika

d) Daratard-17 or Daratard-40 by W R Grace.

e. High Range Water Reducing Admixture (Superplasticizer) -

1) Meet requirements of ASTM C 494, Type F or G and containing not more than

0.05 percent chloride ions.

2) Approved Products -

a) Eucon 37 or Eucon 537 by Euclid

b) Supercizer 1 through 7 by Fritz-Pak

c) Rheobuild 1000 by Master Builders

d) Sikament 300 by Sika

e) Darachem-100 or WRDA-19 by W R Grace.

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f. Non-Chloride, Non-Corrosive Accelerating Admixture -

1) Meet requirements of ASTM C 494, Type C or E and not contain more chloride ions than are present in municipal drinking water.

2) Approved Products -

a) Accelguard 80 by Euclid

b) Daraset or Polarset by W R Grace.

3. Evaporation Retardant -

a. Approved Products -

1) Sure Film J-74 by Dayton Superior

2) Euco-Bar By Euclid Chemical Co

3) E-Con by L & M Construction Chemicals

4) Confilm by Master BuildersFine:

2.2 MIXES

A. Submit mix designs to meet following requirements

1. Proportions -

a. Mix Type Class (565-C-3250P) -

1) Minimum weight cement per cubic yard concrete - five hundred-sixty five

(565) pounds

2) Air Entrainment – four (4) percent, plus or minus one (1) percent

3) Water / Cement Ratio – 0.45 maximum by weight

2. Admixtures -

a. Mix design shall show proposed admixture, amount, usage instructions, and justification for proposed use. Do not use any admixture without the Contracting

Officer's written approval.

b. Mineral - For Class (537-C-3250P) no fly ash shall be used and or substituted for cement.

c. Chemical -

1) Four (4) inch slump maximum before addition of high range water reducer.

2) Eight (8) inch slump maximum with use of high range water reducer (HRWR).

3) Specified accelerator or retarder may be used if necessary to meet environmental conditions.

d. Mix Type Class (537-CFW-3250P) -

1) Minimum weight cement per cubic yard concrete five hundred-thirty seven

(556.5) pounds and fly ash percent by weight -

2) Air Entrainment – four (4) percent, plus or minus one (1) percent

3) Water / Cement Ratio – 0.45 maximum by weight

3. Admixtures -

a. Mix design shall show proposed admixture, amount, usage instructions, and justification for proposed use. Do not use any admixture without the Contracting

Officer's written approval.

b. Mineral - For Class (537-CFW-3250P) an amount of specified fly ash equal to fifteen

(15) percent of weight of cement shall be substituted for cement. Substitution shall consider fly ash with cement in determining amount of water necessary to provide specified water / cement ratio.

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c. Chemical -

1) Four (4) inch slump maximum before addition of high range water reducer.

2) Eight (8) inch slump maximum with use of high range water reducer (HRWR).

3) Specified accelerator or retarder may be used if necessary to meet environmental conditions.

A. Remove water and debris from space to be placed.

A. Site Tolerances

1. ACI Standards shall govern concrete work except where specified differently.

B. Concrete Types

1. Use specified concrete mix types in following Project elements. If Project elements specified to use Mix Type 1 will be exposed to weather through a winter freeze / thaw season during construction period, use Mix Type 2 for those Project elements.

a. Mix Type Class (537-C-3250P)

1) All concrete elements

b. Alternate Mix Type Class (537-CFW-3250P)

1) All concrete elements

C. Placing

1. Place as soon after mixing as possible. Deposit as nearly as possible in final position.

Placing of concrete shall be continuous until a panel or section is complete.

2. Compact concrete in forms by vibrating and other means where required. Thoroughly work in concrete around reinforcing bars.

3. Do not embed aluminum in concrete.

4. Do not use contaminated, deteriorated, or re-tempered concrete.

5. Avoid accumulation of hardened concrete.

D. Finishing

1. Broom Finishes, Exterior Flatwork Not Specified in “Cast-In-Place Concrete Site

Elements” – Section 03 30 00.

a. Broom finish exterior concrete.

b. Round edges including edges formed by expansion joints.

c. Remove edger marks.

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E. Curing:

1. Keep concrete moist seven days minimum for regular concrete and three (3) days for high early strength. Do not use concrete curing compounds without the Contracting

Officer's written approval. Do not use curing compounds to replace moist curing unless accepted in writing by the Contracting Officer at least three (3) days prior to placement of concrete.

2. Concrete curing blankets are to be used to cover the fresh concrete if night time temperatures drop below forty (40) degrees F.

3.3 FIELD QUALITY CONTROL

A. Test for Portland Cement Concrete

1. Contractor will engage a qualified independent testing agency to perform concrete testing indicated below. Payment for these services will be made by Contractor.

2. Take three (3) concrete test cylinders for every one hundred (100) or less cubic yard of each class of concrete placed. Take one (1) additional test cylinder during cold weather concreting, cured on the jobsite under the same conditions as concrete it represents. At a minimum take three (3) concrete test cylinders for the concrete mat foundation supporting the water tanks and take three (3) concrete test cylinders for the concrete pipe transition thrust block where the above ground piping transitions to underground piping.

a. Curing: Cure and test cylinders at a laboratory approved by the Contracting

Officer.

b. Test Timing: Test one (1) of each three (3) at seven (7) days and the other two (2) at twenty eight (28) days.

c. Test Criteria: All testing shall be per "Greenbook Standard Specifications, 2015 or current edition", Section 201-1.1.5

3. All Portland cement concrete delivered and placed shall be sampled and tested in accordance with ASTM C39 testing.

3.4 ADJUSTING - NOT USED.

3.5 PROTECTION

A. Protect concrete which has not received its initial set from precipitation to avoid excess water in mix and unsatisfactory surface finish.

YOSE – 158675B 03 34 00 - 1

CONTROLLED LOW STRENGTH MATERIAL

SLURRY PIPE FILL

SECTION 03 34 00

CONTROLLED LOW STRENGTH MATERIAL SLURRY PIPE FILL

PART 1 – GENERAL

A. The work in this Section includes furnishing and installing flowable fill in a fluid condition;

that sets within the required time and after curing obtains the desired strength properties as evidenced by the laboratory testing of the specific mix design, for project slurry work as described in Contract Documents for abandonment and filling of sewer piping.

B. This section specifies two flowable fills for use as structural fill to remain:

1. Cement grout flowable fill.

a. Excavatable using a backhoe.

2. Sand Grout flowable fill.

a. Excavatable using hand tools.

1.2 DEFINITIONS

A. Cement Grout Flowable Fill - Ready-mix Controlled Low Strength Material used for abandoned in place sewer pipe fill under roadways, and is also known as controlled density fill, and several other names, some of which are trademark names of material suppliers. Flowable fill (Controlled Low Strength Material) differs from Portland cement concrete as it contains a low cementitious content to reduce strength development for possible future removal. Unless specifically approved otherwise, by the Contracting Officer, flowable fill shall be designed as a permanent material, not designed for future removal. Design strength for this permanent type flowable fill shall be a compressive strength of three hundred (300) psi minimum at twenty-eight (28) days. Chemical admixtures may also be used in flowable fill to modify performance properties of strength, flow, set and permeability.

B. Sand Grout Flowable Fill – Flowable fill used for abandoned in place sewer pipe fill under roadways, designed with a compressive strength that will allow excavation using a hand tool excavatable at compressive strength of one hundred (100) psi maximum at one (1) year.

1.3 RELATED WORK

A. Materials testing and inspection during construction: Per Specification 03 31 00, Normal

Weight Structural Concrete or as directed by the Contracting Officer in writing.

B. Division 01 Specification 02 41 00 - Demolition & Abandonment Earthwork, excavation and backfill and compaction requirements: Section 31 23 33 - Utility Excavation & Backfill.

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1.4 REFERENCES

A. American Society for Testing and Materials (ASTM):

1. D4832-02: Standard Test Method for Preparation and Testing of Controlled Low

Strength Material (CLSM) Test Cylinders.

2. C618-03: Standard Specifications for Coal Fly Ash and Raw or Calcined Natural

Pozzolan for use as Mineral Admixture in Concrete. (Use Fly Ash conforming to the chemical and physical requirements for mineral admixture, Class F listed, including

Table 2 (except for Footnote A). Waive the loss on ignition requirement.)

3. C403/C403M-05: Standard Test Method for Time of Setting of Concrete Mixtures by

Penetration Resistance.

4. C150-99 Rev.A-04: Standard Specification for Portland Cement

5. C33-03 - Standard Specification for Concrete Aggregates

6. C494/C494M-04: Standard Specification for Chemical Admixtures for Concrete

7. C940 RevA-98: Standard Specification for Expansion and Bleeding of Freshly Mixed

Grouts for Preplaced – Aggregate Concrete in the Laboratory

B. American Concrete Institute (ACI):

1. SP-150-94: Controlled Low-Strength Materials

1.5 QUALITY ASSURANCE

A. Manufacturer

1. Flowable fill shall be manufactured by a ready-mix concrete producer with a minimum of one (1) year experience in the production of similar products.

B. Materials

1. For each type of material required for the work of this Section, provide primary materials that are the products of one manufacturer. If not otherwise specified here, materials shall comply with recommendations of ACI 229, “Controlled Low Strength Materials.”

C. Pre-Approval Procedures

1. The use of flowable shall be restricted to pipe abandonment as specified in the contract documents. During the submittal process, the contractor shall prepare and submit various flowable fill mix designs corresponding to required pipe abandonment requirements.

Prior to commencement of field operations the contractor shall establish procedures to maintain optimum working conditions and to coordinate this work with related and adjacent work.

1.6 SUBMITTALS

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SLURRY PIPE FILL

B. Flowable fill Mix Design: Provide flowable fill mix design containing cement and water. At the contractor’s option, it may also contain fly ash, aggregate, or chemical admixtures in any proportions such that the final product meets the strength and flow consistency, and shrinkage requirements included in this specifications.

1. Test and Performance - Submit the following data:

a. Cement Grout Flowable fill shall have a minimum strength of three hundred (300) psi according to ASTM C 39 at twenty-eight (28) days after placement.

b. Sand Grout Flowable fill shall have a minimum strength of one hundred (100) psi according to ASTM C 39 after one (1) year after placement.

c. Both flowable fills shall have minimal subsidence and bleed water shrinkage.

Evaporation of bleed water shall not result in shrinkage of more than one-eighth inch per foot (1/8 in/ft) of flowable fill depth (for mixes containing high fly ash content).

Measurement of a Final Bleeding shall be as measured in Section 10 of ASTM C

940 “Standard Test Method for Expansion and Bleeding of Freshly Mixed Grouts for Preplaced-Aggregate Concrete in the Laboratory.

d. Cement Grout Flowable fill shall have a unit weight of one hundred-fifteen to one hundred-forty five pounds per cubic foot (115 – 145 lb/cf); measured at the point of placement after a sixty (60) minute ready-mix truck ride.

e. Sand Grout Flowable fill shall have a unit weight of ninety to one hundred-fifteen pounds per cubic foot (90 – 115 lb/cf) measured at the point of placement after a sixty (60) minute ready-mix truck ride.

C. Provide documentation that the admixture supplier has experience of at least one year, with the products being provided and any equipment required to obtain desired performance of the product.

D. Quality Assurance/Control

1. Concrete mix design.

2. Delivery Tickets: Require mix plant to furnish delivery ticket for each batch of slurry.

Keep delivery tickets at job site for use by Government or his representatives. Tickets shall show following:

a. Name of ready-mix batch plant

b. Serial number of ticket

c. Date and truck number

d. Name of Contractor

e. Name and location of Project

f. Specific class or designation of slurry in conformance with that employed in Project specification

g. Amount of slurry

h. Time loaded

i. Type, name and amount of admixtures used

j. Amount and type of cement

k. Total water content

l. Sizes and weights of sand and aggregate

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1.7 DELIVERY, STORAGE AND HANDLING

A. Deliver and handle all products and equipment required, in strict compliance with manufacturer’s recommendations. Protect from damage due to weather, excessive temperatures, and construction operations.

1.8 PROJECT CONDITIONS

A. Perform installation of cement grout and sand grout flowable fill only when existing and forecasted weather conditions are within the limits established by the manufacturer of the materials and products used.

1. No frozen materials shall be used.

A. Provide cement grout and sand grout flowable fill containing, at a minimum, cementitious materials and water. Cementitious materials shall be Portland cement, pozzolanic materials, or other self-cementing materials, or combinations thereof, at the contractor’s option, and following approval by the Contracting Officer. The cement grout and sand grout flowable fill mix design may also contain, fine aggregate or filler, and/or chemical admixtures in any proportions such that the final product meets the strength, flow consistency and shrinkage requirements included in this specification, as approved by the Contracting Officer.

B. Portland Cement: Meet requirements of ASTM C 150, Type I or II.

C. Mixing Water: Fresh, clean, and potable.

D. Air Entraining Admixture: ASTM C260.

E. Chemical Admixtures: ASTM C494.

F. Aggregate: ASTM C33.

2.2 FLOWABLE FILL MIXTURE

A. Submit mix designs to meet following requirements:

1. Mix design shall produce a consistency that will result in a flowable product at the time of placement which does not require manual means to move it into place.

2. Cement Grout Flowable fill shall have a minimum strength of three hundred (300) psi according to ASTM C39 at twenty-eight (28) days after placement.

3. Sand Grout Flowable fill shall have a minimum strength of one hundred (100) psi according to ASTM C39 at one (1) year after placement.

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SLURRY PIPE FILL

4. Flowable fill shall have minimal subsidence and bleed water shrinkage. Evaporation of bleed water shall not result in shrinkage of more than one-eighth inch per foot (1/8 in/ft) of flowable fill depth (for mixes containing high fly ash content). Measurement of a Final Bleeding shall be as measured in Section 10 of ASTM C 940 “Standard Test Method for Expansion and

Bleeding of Freshly Mixed Grouts for Preplaced-Aggregate Concrete in the Laboratory.

5. Cement Grout Flowable fill shall have a unit weight of one hundred-fifteen to one hundred-forty five pounds per cubic foot (115 – 145 lb/cf) measured at the point of placement after a sixty (60) minute ready-mix truck ride. In the absence of strength data the cementitious content shall be a maximum of one hundred-fifty pounds per cubic yard (150 lbs/cy).

6. Sand Grout Flowable fill shall have a unit weight of ninety to one hundred-fifteen pounds per cubic foot (90 – 115 lbs/cf) measured at the point of placement after a sixty (60) minute ready-mix truck ride. In the absence of strength data the cementitious content shall be a maximum of fifty pounds per cubic yard (50 lbs/cy).

7. Flowable fill shall have an in-place yield of at least ninety-eight percent (98%) of design yield for permanent cement grout type and a maximum of one hundred-ten percent (110%) of design yield for removable sand grout type at one (1) year.

8. Provide equipment as recommended by the Manufacturer and comply with manufacturer’s recommendations for the addition of additives, whether at the production plant or prior to placement at the site.

A. Clean and flush sewer pipe that is to be abandoned and filled.

B. Remove water and debris; clean and flush currently abandoned piping to be filled.

A. Placing

1. Place as soon after mixing as possible.

2. Do not use contaminated, deteriorated, or re-tempered slurry.

3. Avoid accumulation of hardened slurry.

3.3 ADJUSTING - NOT USED.

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PRECAST CONCRETE ITEMS

SECTION 03 40 00

A. Precast concrete structures: Manholes, overflow emergency storage tank and vaults as detailed on plans.

1.2 STANDARDS

A. See standards listed in related sections.

A. For concrete items detailed in plans:

1. Shop drawings showing all dimensions, all standard views and major cross-section views, and placement of all reinforcement (including ties and stirrups) and embedded items.

2. Structural calculations for all precast or cast in place elements and items with

“Professional Engineer’s” or “Structural Engineer’s” seal and signature with current licensure to practice civil or structural engineering in the state of California. Anti-buoyancy calculations shall be included with all precast or cast in place concrete item submittals demonstrating that anti-buoyancy measures have been satisfied.

3. Placement drawings, showing lifting inserts, weight and center of gravity, and lifting method requirements.

4. Anti-buoyancy measure calculation assumptions shall use groundwater at surface level in the zone of placement for all precast items or cast in place items.

5. Reinforcement schedule, with steel shop instructions, and shape details.

6. For sites with access restriction by obstacles or property boundaries, approach plan showing positions of transporting truck and lifting implement to effect placement.

7. Manhole lids rated for H20 loading for structures located in areas accessible to vehicles.

8. Non-shrink grout manufacturer’s product data and installation. Include manufacturer’s

Material Safety Data Sheets.

YOSE – 158675B 03 40 00 - 2

2.1 PRECAST MANHOLES AND CYLINDERS

A. For manhole precast items, mix design shall use “water-containing concrete” per precast concrete manufacturer’s recommendations and shall satisfy all submittal requirements

(1.3.A.1through 7) and specifically requirements of submittal section (1.3.A.2) above.

2.2 PRECAST OVERFLOW STORAGE TANK

A. Precast overflow tank items shall use “water-containing concrete” mix requirements of

Division 33 Section 33 36 13.13 “Precast Concrete Tanks” or mix design meeting precast concrete manufacturer’s recommendations and shall at a minimum meet requirements of submittal section (1.3.A.2) above.

2.3 PRECAST COMPONENTS FACTORY OR FIELD APPLIED INTERIOR COATING

A. All inside surfaces shall be smooth and free of cracks and crazing. The inside precast concrete surface will be coated per specification section 33 01 30.73, interior coating. All surfaces other than those made in contact with the precast concrete surface shall be coated with air-inhibited resin or gel coat.

2.4 PREAPPROVED MANUFACTURER

A. Preapproved manufacturer of precast concrete structures: tanks and manholes (or COR approved equal):

1. Jensen Precast®

5400 Raley Blvd., Sacramento, CA 95838

P…