B08_Section_J_RevSpecifications_Volume_2_of_3.pdf

VOLUME 2 OF 3

GOLDEN GATE NATIONAL

RECREATION AREA

PMIS No. 233751

REHABILITATE POINT BONITA LIFT STATION

CONSTRUCTION SPECIFICATIONS

NATIONAL PARK SERVICE

PACIFIC WEST REGION

August 3, 2021

DIVISION 02 - 48

RFP No. 140P8621R0017 Section J - Attachment No. 003

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TABLE OF CONTENTS

DIVISION 02 – EXISTING CONDITIONS NO. OF PAGES

02 05 00 General Site Construction Requirements

02 23 00 Clearing & Grubbing

02 41 00 Demolition & Abandonment

02 41 19 Selective Demolition

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 31 00 Normal Weight Structural Concrete

03 40 00 Precast Concrete Items

DIVISION 04 – MASONRY (Section not used)

DIVISION 05 – METALS

05 50 16 Miscellaneous Metal for Utilities

DIVISION 06 – WOOD, PLASTICS, & COMPONENTS (Section not used)

DIVISION 07 – THERMAL & MOISTURE PROTECTION (Section not used)

DIVISION 08 – OPENINGS (Section not used)

DIVISION 09 - FINISHES

09 90 00 General Painting & Coating Requirements

09 96 00 High Performance Coating

DIVISION 10 – SPECIALTIES (Section not used)

DIVISION 11 – EQUIPMENT (Section not used)

DIVISION 12 – FURNISHINGS (Section not used)

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DIVISION 13 – SPECIAL CONSTRUCTION

13 13 13 Corrugated Metal Roof Electrical Panel Cover

DIVISION 14 – CONVEYING EQUIPMENT (Section not used)

DIVISION 21 – FIRE SUPPRESSION (Section not used)

DIVISION 22 - PLUMBING

22 00 00 Plumbing General Requirements

22 05 00 Common Work Results for Plumbing

22 05 23 General-Duty Valves for Plumbing Piping

22 05 29 Hangers & Supports for Plumbing Piping & Equipment

22 05 53 Identification for Plumbing Piping & Equipment

22 13 13 Facility Sanitary Sewer

22 13 29.16 Submersible Sewerage Pumps

DIVISION 23 HEATING, VENTILATING, AND AIR CONDITIONING (HVAC) (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 Seismic Requirements for Electrical Systems

26 05 53 Identification for Electrical Systems

26 22 00 Low Voltage Transformers

26 24 16 Panelboards

26 27 26 Wiring Devices

26 28 13 Fuses

26 28 16 Enclosed Switches & Circuit Breakers

26 29 23 Variable-Frequency Motor Controllers

26 30 12 Pump Station Control Panel

DIVISION 27 – COMMUNICATIONS (Section not used)

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

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DIVISION 31 – EARTHWORK

31 10 00 Site Clearing

31 22 19 Finish Grading

31 23 16.10 Importing Soils & Fill Materials

31 23 33 Utility Excavation & Backfill

31 23 33.20 Restoration of Surfaces

31 25 00 Erosion & Sediment Control

DIVISION 32 – EXTERIOR IMPROVEMENTS

32 11 23 Aggregate Base Course

DIVISION 33 – UTILITIES

33 00 00 Pipe & Pipe Fittings: General Statement

33 01 30.13 Sewer & Manhole Testing

33 01 30.73 Epoxy Interior Coating – Field Applied

33 05 26.16 Utility Line Marking

33 11 00.10 Testing of HDPE

33 12 00 Valves General Statement

33 31 13 Sanitary Sewer Pipe

33 33 33 Temporary Sewer Bypass Pumping

33 39 23 Sanitary Sewer Cleanouts & Valves

DIVISION 34 – TRANSPORTATION (Section not used)

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

DIVISION 40 – PROCESS INTERCONNECTIONS (Section not used)

DIVISION 41 – MATERIAL PROCESSING & HANDLING EQUIPMENT (Section not used

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

DIVISION 43 – GAS HANDLING EQUIPMENT (Section not used)

DIVISION 44 – POLLUTION CONTROL EQUIPMENT (Section not used)

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

DIVISION 46 – WATER AND WASTEWATER EQUIPMENT (Section not used)

DIVISION 48 – ELECTRICAL POWER GENERATION (Section not used)

RFP No. 140P8621R0017

33 11 00.20 Facility Water Distribution

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 enough locations to assure that no conflict with the proposed work exists and adequate 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.

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 “Storm Water Pollution Prevention.”

3. Sediment & Erosion Control: See Division 01 Section 01 57 23 “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.

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3.3 REPAIR / RESTORATION - See Division 01 Specifications.

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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CLEARING & GRUBBING

SECTION 02 23 00

A. The work of this section consists of clearing, grubbing, and removing and disposing of trees, vegetation, and debris.

PART 2 - PRODUCTS

2.1 TREE PAINT

A. Approved asphalt base paint prepared especially for tree surgery.

2.2 BACKFILL MATERIAL

A. As specified in Section 31 23 33.20.

3.1 PROTECTION OF TREES AND PLANTS TO REMAIN

A. Section 01 11 00 and Section 01 34 00.

3.2 CLEARING

A. Remove all trees, brush, and vegetation from areas designated to be cleared. As directed, trim low hanging, unsound, or unsightly branches on trees and shrubs designated to remain. Make cuts flush with trunk or branch. Paint cuts larger than one-half (1/2) inch in diameter with tree paint.

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B. NPS shall be notified at least three (3) weeks prior to vegetation removals during any time of the year. This will allow time for park surveys for nesting birds and other animals if deemed necessary. All vegetation clearing within the current construction limits of the project must occur outside the bird nesting dates (March 1 – July 31). Contractor shall be responsible for maintaining cut vegetation at a height of less than eight (8) inches. If vegetation is maintained below eight (8) inches in height, no nesting surveys would be required prior to working in these areas during the nesting season, (March 1 – July 31). Planned tree removal shall occur in accordance and in coordination to Section 01 34 00 – Natural Habitat Requirements. For selective clearing of trees from January 1 – July 31 or clearing of vegetation over eight (8) inches in stature inside the land bird nesting season (March 1 – July 31) that is necessary due to change in project limits, a nesting survey by NPS Biologist would be required prior to clearing vegetation. Upon approval that the area is appropriate for vegetation removal, the

NPS Biologist will complete nest surveys within five (5) days. If nesting activity is observed, a suitable buffer area determined by NPS Biologist would be established around the area of nesting activity to allow nesting to go until completion. No vegetation clearing work would be allowed within this buffer area. Buffer areas protected for nesting activity would need to be resurveyed for bird nests after completion of nesting activity. Areas without nesting activity would be approved for vegetation removal. The Contractor will have seven (7) days to remove this vegetation, otherwise another nest survey will be required. Nesting activity outside the bird nesting seasons identified above, although unlikely, would still be protected through protective buffers as described above. Notify the Contracting Officer in writing at least three

(3) weeks prior to beginning clearing. Minimize soil disturbance during any clearing operations.

C. All clearing and cutting of vegetation taller than two feet must be approved by the Contracting

Officer five days in advance.

3.3 GRUBBING

A. Remove all stumps, roots, and debris a minimum of six (6) inches below original ground. Use hand methods for grubbing inside drip line of trees to remain. Backfill in accordance with

Section 31 23 33.20.

B. All grubbing must be approved by the Contracting Officer five days in advance.

3.4 SALVAGE

A. No cut or removed trees shall be salvaged and/or left on site.

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3.5 DISPOSAL

A. Dispose of debris and excess material as specified in Section 01 74 19.

PART 4-MEASUREMENT AND PAYMENT

4.1 CLEARING AND GRUBBING

A. Payment will be included in the bid item to which this work relates.

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DEMOLITION AND ABANDONMENT

SECTION 02 41 00

DEMOLITION & ABANDONMENT

A. The work of this Section includes all demolition, removal, salvage and disposal of existing structures, piping, and 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 to avoid delays in 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 exist at all time.

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

J. Provide temporary weather protection to prevent damage to structures and interior areas.

K. Explosives are not permitted.

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.:

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’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 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.

3.4 HAZARDOUS MATERIALS

A. If suspected that 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 designated storage area.

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.”

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SELECTIVE DEMOLITION

SECTION 02 41 19

A. The work of this section consists of removal and disposal of existing, septic tank, wet well tank and associated internal mechanical components, wet well power disconnect and sewer lines.

1.2 RELATED WORK

A. Section 01 50 00 – Temporary Facilities & Controls

B. Section 31 23 33 – Utility Excavation & Backfilling

1.3 SUBMITTALS

A. As specified in Section 01 33 23

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

Include schedule for isolating, shutting off and 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 safety of persons in demolition area. Provide temporary barricades as required.

C. Provide adequate fire protection. Keep 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 Contracting Officer direction.

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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.

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

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

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

B. Contractor shall saw-cut the edges of all pavement, walkway, 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 waste water lines (including stormwater) abandoned in placed 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 safe passage of people around selective demolition area and to and from occupied portions of building.

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

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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. The existing sewer lift station shall remain in service until the new lift station has been installed tested and determined to be fully operational, then demolished and existing force main and electrical connected to new lift station.

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

3.4 SALVAGE

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

B. Storage Area: As directed by Contracting Officer.

3.5 DISPOSAL OF DEMOLISHED MATERIALS

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

GOGA - 233751 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 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.

GOGA – 233751 03 15 10 - 1

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

3. ACI 318-14

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 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 or equal:

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.

GOGA - 233751 03 21 00 - 1

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 318-14

B. American Society For Testing And Materials

1. ASTM A 615—12, '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.’

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. Rebars 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 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.

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

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.

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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.

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

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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NORMAL WEIGHT STRUCTURAL CONCRETE

SECTION 03 31 00

A. The work in this Section includes furnishing and installing Project concrete work as described in Contract Documents.

A. American Society for Testing and Materials

1. ASTM C 33-13, 'Standard Specification for Concrete Aggregates'

2. ASTM C 94-14A, 'Standard Specification for Ready-Mixed Concrete'

3. ASTM C 150-12, '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 618-12a, 'Standard Specification for Coal Fly Ash and Raw or Calcined Natural

Pozzolan for Use in Concrete'

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

FL Floor Levelness Numbers’

1.3 SYSTEM DESCRIPTION

A. Design Requirements

1. Concrete elements of Project are designed to meet 2016 CBC chapter for concrete and the following:

a. ACI 318-14 Building Requirements for Structural Concrete

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

b. At twenty-eight (28) days: one-hundred (100) percent of minimum twenty-eight

(28) day strengths.

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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 the Contracting Officer. 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.

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.

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

B. Aggregates

1. Conforming to ASTM C33

2. A minimum of seventy percent (70%) aggregate shall be crushed

3. Fine and Coarse Aggregates to be regarded as separate ingredients

4. Fine aggregates to be natural, not manufactured.

5. Coarse aggregate sieve analysis: Size number 67

6. Pozzolans or other additive shall not be used to compensate for alkali reactivity of aggregates.

C. Water

1. Potable

2. Clean and free from deleterious substances

3. Free of oils, acids, and organic matter

D. Admixtures

1. Air Entraining: ASTM C260

2. Water-reducing, retarding, and accelerating: conform to ASTM C494, Types A through

E, and provisions of ACI 212.3R.

3. High Range Water Reducers (superplasticizers): conform to ASTM C494, Types F or

G.

4. Admixtures to be chloride free

a. Do not used calcium chloride

5. Provide admixtures of same type, manufacturer, and quantity as used in establishing required concrete proportions in the mix design.

E. Fly Ash

1. ASTM C618 Class F

2. Non-staining

3. Suited to provide hardened concrete of uniform light gray color.

4. Maximum loss of ignition: Four percent (4%)

5. Compatible with other concrete ingredients and having no deleterious effects on the hardened concrete.

F. Maximum total chloride ion content for concrete mix including all ingredients measure as a weight percent of cement: 0.10 %

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2.2 MIXES

A. General

1. Provide concrete capable of being placed without aggregate segregation and, when cured, of developing all properties specified.

2. Ready mix concrete shall conform to ASTM C94/94M.

3. All concrete to be normal weight concrete, weighing approximately one hundred-fo0rty five (145) to one hundred-fifty (150) pounds per cubic foot at twenty-eight (28) days after placement.

B. Minimum twenty-eight (28) day compressive strengths:

1. Normal weight concrete: Five thousand (5,000) psi

C. Air Entrainment

1. Provide air entrainment in all concrete resulting in a total air content percent by volume as follows:

a. Maximum three percent (3%) total air content.

D. Slump

1. Walls, columns, and mat slab:

a. Eight (8) inches maximum, four (4) inches minimum measured at the point of discharge into the concrete member.

b. Slump shall be obtained by use of a mid-range or high-range water reducer in accordance with ASTM C494.

2. All other members: Four (4) inches maximum, one (1) inch minimum before the additional of water-reducing admixtures.

3. Concrete lower than minimum slump may be used provided it can be properly placed and consolidated.

4. Provide additional water or water reducing admixture at ready mix plant for concrete that is to be pumped to allow for slump loss due to pumping.

a. Provide only enough additional water so that slump of concrete at discharge end of pump hose does not exceed maximum slump specified and the maximum specified water-cement ratio is no exceeded.

5. Slump may be adjusted in the field through use of water reducers.

a. Coordinate dosage and mixing requirements with concrete supplier.

E. Proportioning

1. General:

a. Proportion ingredients to produce a mixture which will work readily into corner and angles of forms and around reinforcement by methods of placement and consolidation employed without permitting materials to segregate or excessive free water to collect on surface.

b. Proportion ingredients to produce proper placability, durability, strength, and other required properties.

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2. Normal weight concrete minimum cement contents and maximum water cement ratios:

5000 psi concrete: min cement = 611 lb/yd max w/cm = 0.40

3. Fly Ash:

a. For cast-in-place concrete only, a maximum of twenty-five (25) percent by weight of Portland cement content per cubic yard may be replaced with fly ash at a rate of one pound (1 lb) fly ash for one pound (1 lb) cement.

b. If fly ash is used, the water to fly ash plus cement ratio is not to exceed the maximum water cement ratio specified in this section.

4. Water reducing, retarding, and accelerating admixtures:

a. Use in accordance with manufacturer’s instructions.

b. Do not use unless required by these specifications or approved for use by the

Engineer.

5. High Range Water Reducers (superplasticizers):

a. Use in accordance with manufacturer’s instructions.

b. Do not use unless required by these specifications or approved for use by the

Engineer.

6. Concrete mix proportioning methods for normal weight concrete:

a. Method 1

1) Use when combination of materials proposed is to be evaluated and proportions selected on a basis of trial mixes.

2) Produce mixes having suitable proportions and consistencies based on ACI

211.1, using at least three (3) different water cement ratios or cement contents which will produce a range of compressive strengths encompassing the required average strength.

3) Design trial mixes to produce a slump within 0.75 IN of maximum specified, and for air entrained concrete, air content within 0.5 percent specified.

4) For each water cement ratio or cement content, make at least three (3) compression test cylinders for specified test age, and cure in accordance with ASTM C192.

a) Test for strength at 28 days in accordance with ASTM C39.

5) From results of these tests, plot a curve showing relationship between water cement ratio or cement content and compressive strength.

6) From this curve select water cement ratio or cement content to be used to produce required average strength.

7) Use cement content and mixture proportions such that maximum water cement ratio is not exceeded when slump is maximum specified.

8) Base field control on maintenance of proper cement content, slump, air content and water cement ratio.

9) See paragraph hereafter for definition of required average strength.

b. Method 2

1) In lieu of trial mixes, field test records for concrete made with similar ingredients may be used.

2) Use of proposed concrete mix proportions based on field test records subject to approval by Engineer based on information contained in field test records and demonstrated ability to provide the required average strength.

3) Field test records to represent materials, proportions and conditions similar to those specified.

a) Changes in the materials, proportions and conditions within the test records shall have not been more restricted than those for the proposed concrete mix.

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b) Field test records shall meet the requirements of ACI 318 for building concrete and ACI 350 for liquid containing concrete, Paragraph 5.3.1.

4) Required concrete proportions may be established by interpolation between the strengths and proportions of two (2) or more test records each of which meets the requirements of this Specification Section.

7. Required average strength to exceed the specified twenty-eight (28) day compressive strength by the amount determined or calculated in accordance with Paragraph 5.3 of

ACI 318 for building concrete and ACI 350 for liquid containing concrete using the standard deviation of the proposed concrete production facility as described in

Paragraphs 5.3.1 and 2.

F. Allowable Shrinkage: 0.04 percent per ASTM C157 as modified by SEAOC for concrete at liquid containing structures.

2.3 SOURCE QUALITY CONTROL

A. To assure stockpiles are not contaminated or material segregated, perform any test for determining conformance to requirements for cleanness and grading on samples secured from aggregates at point of batching.

B. Do not use frozen or partially frozen aggregates.

3.1 PREPARATION

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

3.2 INSTALLATION

A. Site Tolerances

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

B. 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.

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C. 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.

D. Curing: 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.

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 for Public Works Construction – 2012 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.

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PRECAST CONCRETE ITEMS

SECTION 03 40 00

A. Concrete structures: Wet well and piping vaults.

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. The detailed structural (including backfill and bedding material and compaction requirements), mechanical, and electrical drawings and equipment list for all precast or cast in place elements and items must each be signed and sealed by a professional engineer licensed to practice civil 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. Access hatch rated for AASHTO H20 loading having a watertight seal for structures located in areas accessible to vehicles.

8. Detailed structural (including backfill and bedding material and compaction requirements), mechanical, and electrical drawings and equipment lists showing complete design along with all necessary changes and embodying all special features of the system including anti-buoyancy measures (ground water level is to be assumed at surface level for anti-buoyancy calculation measure purposes) proposed to be furnished and installed must be submitted for National Park Service approval.

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2.1 PRODUCTS IN OTHER SECTIONS: CONCRETE MIXES & REINFORCING STEEL, SUBJECT

TO:

A. For other precast items, use “water-containing concrete” mix requirements of Division 03

Section 03 31 00 “Normal Weight Structural Concrete.”

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

1. Jensen Precast®

5400 Raley Blvd., Sacramento, CA 95838

Phone: (916) 991-8800

Toll-Free: (800) 843-9569

Fax: (916) 991-8810

2. Oldcastle Infrastructure™

135 Aviation Boulevard, Santa Rosa, CA, 95403

Phone: (707) 546-5016

2.2 ACCESSORIES

A. Wet well shall be manufactured and furnished with access opening thirty six inches (36”) by sixty inches (60”) with final dimensions to be determined and manufactured based on opening required for double leaf access hatch. Modification of completed tank will not be permitted.

Hatch shall have torsion assist and be lockable.

1. The access hatch shall be set flush with finish surface concrete poured around the entire perimeter of the hatch. Hatch lids shall form a watertight seal and be secured with tamper resistant fasteners having recessed drives, such as hex, Torx,or square.

B. Vault housing flow meter and valves shall be manufactured and furnished with access opening thirty inches (30”) by sixty inches (60”) with final dimensions to be determined and manufactured based on opening required for double leaf access hatch. Modification of completed vault will not be permitted. Hatch shall have torsion assist and be lockable.

1. The access hatch shall be set flush with finish surface concrete poured around the entire perimeter of the hatch. Hatch lids shall form a watertight seal and be secured with tamper resistant fasteners having recessed drives, such as hex, Torx,or square.

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3.1 PLACEMENT

A. Bed as required to control subsidence.

B. Install plumb and true, to grade and alignment as required per plans.

3.2 FINISHING AND SEALING

A. Seal points and penetrations of precast, chambers, vaults, and manholes as required using non-shrink grout.

1. Premixed compound consisting of non-metallic aggregate, cement, water reducing and plasticizing agents; capable of developing minimum compressive strength of six thousand (6000) psi in twenty-eight (28) days.

DIVISION 05

METALS

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MISCELLANEOUS METAL FOR UTILITIES

SECTION 05 50 16

PART 1 – GENERAL

1.1 SUMMARY

A. This section contains specifications for miscellaneous metals not specified in other sections including steel used to support piping.

1.2 RELATED WORK

A. Section 03 30 00 - Cast-in-Place Concrete for Utilities

B. Section 09 90 90 - Painting for Utilities

C. Section 23 05 29 – Not Used

1.3 REFERENCE

A. Applicable provisions of Division 1 shall govern work under this Section.

B. AISC - Specifications and Code of Standard Practice

C. AISC - Structural Shop Drafting Textbook.

D. ASTM A36 - Structural Steel

E. ASTM A307 - Carbon Steel Bolts and Studs, 60,000 psi Tensile Strength

F. ASTM A325 - Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi

Minimum Tensile Strength.

G. ASTM A500 - Cold Formed Welded and Seamless Carbon Steel Structural Tubing in Round and Shapes.

H. ASTM A992 - Steel for Structural Shapes for use in Building Framing.

I. AWS A2.0 - Standard Welding Symbols

J. AWS D1.1 - Structural Welding Code

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1.4 FIELD MEASUREMENTS

A. Take measurements in the field as required to verify or supplement dimensions shown on the drawings and assume responsibility for fit of new work to work in place.

1.5 SUBMITTALS

A. Refer to Division 1 of the Specifications for submittal procedures.

B. Product Data: Submit manufacturer’s product data for pre-manufactured components.

C. Approval will be for size and arrangements of principal and auxiliary members. Errors in dimensions shown on shop drawings shall be responsibility of Contractor. Contract drawings shall not be used as erection or shop drawings.

D. Except as shown otherwise, structural steel details shall conform to standard practice as illustrated in Structural Shop Drafting Textbook of the AISC. Design, fabrication and erection of all shop and field connections by this Contractor.

E. Submit three (3) copies for review.

2.1 STRUCTURAL STEEL FOR PIPE, ANCHORS, GUIDES, SUPPORTS AND STANCHIONS

A. Structural and Miscellaneous Steel: W-shaped members shall conform to ASTM A992 fy =

50 KS1.

B. Structural tubing shall conform to ASTM A500 Grade B.

C. Angle plates and channels shall conform to ASTM A36.

D. Support, guide and anchor steel for steel piping as shown on drawings.

E. Priming for Steam, Condensate and Air Pipe: Shop primed painting of structural steel shall be two coats (6 DMils Thickness total) of ethyl silicate inorganic zinc-rich equal to TNEMEC

Tneme-zinc 90E-92. Primer shall be suitable for temperature to at least 500° F. Shop surface prep shall be SSPC-SP6 Commercial Blast Cleaning.

F. All support steel embed plates shall be hot dipped galvanized.

G. High strength bolts, nuts and washers shall be made of heat treated steel; and shall conform to requirements of ASTM A325. Provide interference body bearing type where indicated.

H. Headed welded studs shall conform to ASTM A307.

I. Epoxy anchors shall be HIT HY500 as manufactured by Hilti, Inc., or approved equal.

J. All anchor rods, anchor bolts, nuts and washers shall be 316 stainless steel.

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2.2 FRAMES, COVERS, ACCESS HATCHES

A. Furnish manhole entrance covers and frames as shown. Frames shall be installed as shown on drawings.

B. See specification 03 40 00 Precast Concrete Items – “Accessories” for hatch criteria.

C. Guarantee: 10-year material.

2.3 DRY PIT/SUMP PUMP GRATE FRAMES

C. Sump pump grate frames shall be hot dipped galvanized steel.

2.4 MANHOLE LADDERS – Not Used

2.5 LADDER “SAFETY POST” – Not Used

3.1 FABRICATION

A. Mechanical Contractor shall provide steel embedment plates for steel pipe and anchor bolts for pipe supports, anchors, and guides to General Contractor to install.

B. Work shall be made and erected square, plumb, straight and true, smooth, accurately fitted joints and intersections. Work shall be adequately reinforced and anchored in place.

C. Shearing and punching shall leave clean, true lines and surfaces. Weld permanent connections.

Insofar as possible, work shall be fitted and shop assembled, ready for erection. At all materials exposed to skin welds shall be ground smooth.

D. Grind off sharp areas of exposed steel including sheared edges.

E. Do cutting, fitting, drilling, welding, tapping, etc., as may be required to complete this work and to join or accommodate work of other trades.

F. Any steel pipe anchors, guides and supports shall be shop primed and intermediate coat applied in accordance with paint requirements of Section 09 90 90 Painting for Utilities.

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G. Welding shall be in accordance with code of American Welding Society.