Yuba City City Council
June 16, 2026

May, 2026 01450-2 Septage Hauling and Receiving Station Final

3. Accept portions of the Work, issue instructions contrary to intent of Contract Documents, or act as foreman for CONTRACTOR.

4. Supervise, control, or direct CONTRACTOR's safety precautions or programs; or inspect for safety conditions on Work site, or of persons thereon, whether CONTRACTOR's employees or others.

E. Inspector Will:

1. Conduct on-site observations of the Work in progress to assist ENGINEER in determining when the Work is, in general, proceeding in accordance with Contract Documents.

2. Report to ENGINEER whenever Inspector believes that Work is faulty, defective, does not conform to Contract Documents, or has been damaged; or whenever there is defective material or equipment; or whenever Inspector believes the Work should be uncovered for observation or requires special testing.

1.05 INSPECTION
A. Material and equipment, and workmanship shall be subject to inspection and rejection when not in conformance with Contract Documents.

B. Remove defective work and products from Work site, whether in place or not, and replace or renew with work, material or equipment in conformance with Contract Documents.

C. Questions concerning acceptability of materials, classification of materials, and execution of the Work will be decided by ENGINEER.

D. Facilitate inspection by maintaining proper facilities and providing safe access to the Work, to shops where products are in preparation, and to warehouses and storage yards where products are stored.

E. ENGINEER's Observation of Work That Will Be Covered Up:

1. When directed to allow observation of work before it is covered up, provide timely notification of work readiness and allow ENGINEER reasonable time to observe such work before covering it up.

2. Uncover, at CONTRACTOR's cost, work covered up for which ENGINEER was not given timely notification or reasonable time to conduct observations.

3. ENGINEER may specify time requirements for timely notification and for performing observations.

1.06 SAMPLING AND TESTING
A. General:

1. Prior to delivery and incorporation in the Work, submit listing of sources of materials, when specified in Sections where materials are specified.

2. When specified in Sections where products are specified, a. Submit sufficient quantities of representative samples of character and quality required of materials to be used in the Work for testing or examination. b. Test materials in accordance with standards of national technical organizations.

B. Sampling:

1. Furnish specimens of materials when requested.

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2. Do not use materials which are required to be tested until testing indicates satisfactory compliance with specified requirements.

3. Specimens of materials will be taken for testing whenever necessary to determine quality of material.

4. Assist ENGINEER in preparation of test specimens at site of Work, such as soil samples and concrete test cylinders.

C. Test Standards:

1. Perform sampling, specimen preparation, and testing of materials in accordance with specified standards, and when no standard is specified, in accordance with standard of nationally recognized technical organization.

2. Physical characteristics of materials not particularly specified shall conform to standards published by ASTM, where applicable.

3. Standards and publication references in Contract Documents shall be edition or revision in effect on date stipulated in Document 00700.

1.07 TESTING LABORATORY SERVICES
A. Qualification of Laboratory:

1. Meets "Recommended Requirements for Independent Laboratory Qualification", published by American Council of Independent Laboratories.

2. Meets requirements of ASTM E 329.

3. Has authorization to operate in state in which Project is located.

4. Will submit copy of report of inspection of facilities made by Materials Reference Laboratory of NBS during most recent tour of inspection, with memorandum of remedies of deficiencies reported by inspection.

5. Has testing equipment calibrated at reasonable intervals by devices of accuracy traceable to NBS or accepted values of natural physical constants.

B. Laboratory Duties:

1. Cooperate with ENGINEER and CONTRACTOR.

2. Provide qualified personnel.

3. Notify ENGINEER and CONTRACTOR, in writing, of response time needed to schedule testing or inspections after receipt of notice.

4. Perform specified inspections, sampling and testing of materials and methods of construction in accordance with specified standards to ascertain compliance of materials with requirements of Contract Documents.

5. Promptly notify ENGINEER and CONTRACTOR of observed irregularities or deficiencies of construction.

6. Promptly submit written report of each test and inspection; one copy each to ENGINEER, OWNER, CONTRACTOR, and one copy to file of Project Record Documents. Each report shall include:
a. Date issued.
b. Project title and number.
c. Testing laboratory name, address and telephone number. d. Name and signature of laboratory inspector.
e. Date and time of sampling or inspection.
f. Record of temperature and weather conditions.
g. Date of test.
h. Identification of product and Specification section. i. Location of sample or test in Project.
j. Type of inspection or test.
k. Results of tests and compliance with Contract Documents. l. Interpretation of test results, when requested by ENGINEER.

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C. Limitations of Authority of Testing Laboratory: Laboratory is not authorized to:

1. Release, revoke, alter or enlarge on requirements of Contract Documents.

2. Approve or accept portion of Work.

3. Perform duties of CONTRACTOR.

1.08 CONTRACTOR'S RESPONSIBILITIES:

A. Cooperate with laboratory personnel and provide access to construction and manufacturing operations.

B. Secure and deliver to laboratory adequate quantities of representative samples of materials proposed to be used and which require testing.

C. Provide to laboratory preliminary mix design proposed to be used for concrete, and other materials mixes which require control by testing laboratory.

D. Furnish copies of product test reports.

E. Furnish Incidental Labor and Facilities:

1. To provide access to construction to be tested.

2. To obtain and handle samples at Work site or at source of product to be tested.

3. To facilitate inspections and tests.

4. For storage and curing of test samples.

F. Notify laboratory in advance of when observations, inspections and testing is needed for laboratory to schedule and perform in accordance with their notice of response time.

PART 2 PRODUCTS
Not Used.

PART 3 EXECUTION
Not Used.

END OF SECTION

May, 2026 01500-1 Septage Hauling and Receiving Station Final
SECTION 01500

TEMPORARY FACILITIES AND CONTROLS
PART 1 GENERAL

1.01 SUMMARY
A. Section Includes: Furnishing, maintaining, and removing construction facilities and temporary controls, including temporary utilities, construction aids, barriers and enclosures, security, access roads, temporary controls, project sign, field offices and sheds, and removal after construction.

B. Related Sections:

1. Section 01140 - Work Restrictions: Utilities.

2. Requirements are of concern to OWNER and are representative of construction facilities and controls which are solely CONTRACTOR's responsibility.

3. No attempt is made to set out in detail means or methods necessary to satisfy requirements.
a. Recognition of requirements is made to assist CONTRACTOR in the identification of necessary costs.

1.02 TEMPORARY UTILITIES
A. Temporary Electrical Power:

1. Contractor shall provide portable generators as needed for temporary power to equipment to accommodate phasing of construction. Contractor shall pay all fuel costs. Where available and where it can be accommodated without impact plant operations, it is acceptable to provide temporary power connections from alternate source power locations at the facility. Owner must approve all temporary power connections to existing facilities. In this instance only, Owner shall pay power costs for temporary power.

2. Provide and maintain adequate jobsite power distribution facilities conforming to applicable Laws and Regulations.

B. Temporary Electrical Lighting:

1. In work areas, provide temporary lighting sufficient to maintain lighting levels during working hours not less than lighting levels required by OSHA and state agency which administers OSHA regulations where Project is located.

2. When available, permanent lighting facilities may be used in lieu of temporary facilities.
a. Prior to Substantial Completion of the Work, replace bulbs, lamps, or tubes used by CONTRACTOR for lighting.

C. Temporary Heating, Cooling, and Ventilating:

1. Heat and ventilate work areas to protect the Work from damage by freezing, high temperatures, weather, and to provide safe environment for workers.

2. Permanent heating system may be utilized when sufficiently completed to allow safe operation.

D. Temporary Water:

1. OWNER will pay for construction water. CONTRACTOR shall be responsible for cost of constructing facilities necessary for transporting construction water and for

May, 2026 01500-2 Septage Hauling and Receiving Station Final
actual transportation costs from nearby location within to project site.

CONTRACTOR shall be responsible for paying for and constructing facilities necessary to furnish potable water for human consumption.

2. Remove temporary piping and connections and restore affected portions of the facility to original condition before Substantial Completion.

3. Development of Non-potable Water Supply:
a. Non-potable water is available from hydrants or hose valves within Plant without cost. When combined demand of the Work and plant exceeds plant supply capacity, CONTRACTOR shall provide additional temporary supply capacity.
b. Post ample signs throughout the Work area warning that plant water is not potable.

E. Temporary Sanitary Facilities:

1. Provide suitable and adequate sanitary facilities that are in compliance with applicable Laws and Regulations.

2. At completion of the Work, remove sanitary facilities and leave site in neat and sanitary condition.

F. Temporary Fire Protection: Provide sufficient number of fire extinguishers of type and capacity required to protect the Work and ancillary facilities.

G. First Aid: Post first aid facilities and information posters conforming to requirements of OSHA and other applicable Laws and Regulations in readily accessible locations.

H. Utilities in Existing Facilities: See Section 01140 - Work Restrictions.

1.03 CONSTRUCTION AIDS
A. Provide railings, kick plates, enclosures, safety devices, and controls required by Laws and Regulations and as required for adequate protection of life and property.

B. Use construction hoists, elevators, scaffolds, stages, shoring, and similar temporary facilities of ample size and capacity to adequately support and move loads.

C. Design temporary supports with adequate safety factor to assure adequate load bearing capability.

1. When requested, submit design calculations by professional registered engineer prior to application of loads.

2. Submitted design calculations are for information and record purposes only.

D. Accident Prevention:

1. Exercise precautions throughout construction for protection of persons and property.

2. Observe safety provisions of applicable Laws and Regulations.

3. Guard machinery and equipment, and eliminate other hazards.

4. Make reports required by authorities having jurisdiction, and permit safety inspections of the Work.

5. Before commencing construction Work, take necessary action to comply with provisions for safety and accident prevention.

E. Barricades:

1. Place barriers at ends of excavations and along excavations to warn pedestrian and vehicular traffic of excavations.

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2. Provide barriers with flashing lights after dark.

3. Keep barriers in place until excavations are entirely backfilled and compacted.

4. Barricade excavations to prevent persons from entering excavated areas in streets, roadways, parking lots, treatment plants, or other public or private areas.

F. Warning Devices and Barricades: Adequately identify and guard hazardous areas and conditions by visual warning devices and, where necessary, physical barriers.

1. Devices shall conform to minimum requirements of OSHA and State agency which administers OSHA regulations where Project is located.

G. Hazards in Public Right-of-Way:

1. Mark at reasonable intervals, trenches and other continuous excavations in public right-of-way, running parallel to general flow of traffic, with traffic cones, barricades, or other suitable visual markers during daylight hours. a. During hours of darkness, provide markers with torches, flashers, or other adequate lights.

2. At intersections or for pits and similar excavations, where traffic may reasonably be expected to approach head on, protect excavations by continuous barricades. a. During hours of darkness, provide warning lights at close intervals.

H. Hazards in Protected Areas: Mark or guard excavations in areas from which public is excluded, in manner appropriate for hazard.

I. Above Grade Protection: On multi-level structures, provide safety protection that meets requirements of OSHA and State agency which administers OSHA regulations where Project is located.

J. Protect existing structures, trees, shrubs, and other items to be preserved on Project site from injury, damage or destruction by vehicles, equipment, worker or other agents with substantial barricades or other devices commensurate with hazards.

K. Fences:

1. Provide fencing around CONTRACTOR’s lay down area as required to provide secure storage. Note that lay down area may require leveling and or all weather surface preparation depending on CONTRACTOR’s needs. All such work shall be performed by and paid for by CONTRACTOR.

2. When entire or part of site is to be permanently fenced, permanent fence may be built to serve for both permanent and temporary protection of the Work site, provided that damaged or defaced fencing is replaced prior to Substantial Completion.

3. Protect temporary and permanent openings and close openings in existing fences to prevent intrusion by unauthorized persons. Bear responsibility for protection of plant and material on site of the work when openings in existing fences are not closed.

4. During night hours, weekends, holidays, and other times when no work is performed at site, provide temporary closures or enlist services of security guards to protect temporary openings.

5. Fence temporary openings when openings are no longer necessary.

1.04 SECURITY
A. Make adequate provision for protection of the Work area against fire, theft, and vandalism, and for protection of public against exposure to injury.

May, 2026 01500-4 Septage Hauling and Receiving Station Final

1.05 ACCESS ROADS
A. General:

1. Build and maintain access roads to and on site of the Work to provide for delivery of material and for access to existing and operating plant facilities on site.

2. Build and maintain dust free roads which are suitable for travel at 20 miles per hour.

B. Off-site Access Roads:

1. Build and maintain graded earth roads.

2. Build roads only in public right-of-way or easements obtained by OWNER.

3. Obtain rights-of-way or easements when electing to build along other alignment.

C. On-site Access Roads:

1. Maintain access roads to storage areas and other areas to which frequent access is required.

2. Maintain similar roads to existing facilities on site of the Work to provide access for maintenance and operation.

3. Protect buried vulnerable utilities under temporary roads with steel plates, wood planking, or bridges.

4. Maintain on-site access roads free of mud. Under no circumstances shall vehicles leaving the site track mud off the site onto the public right-of-way.

1.06 TEMPORARY CONTROLS
A. Dust Control:

1. Prevent dust nuisance caused by operations, unpaved roads, excavation, backfilling, demolition, or other activities.

2. Control dust by sprinkling with water, use of dust palliatives, modification of operations, or other means acceptable to agencies having jurisdiction.

B. Noise Control:

1. In inhabited areas, particularly residential, perform operations in manner to minimize noise.

2. In residential areas, take special measures to suppress noise during night hours.

C. Mud Control:

1. Prevent mud nuisance caused by construction operations, unpaved roads, excavation, backfilling, demolition, or other activities.

1.07 PROJECT SIGN
A. Provide and maintain Project identification sign consisting of painted 8 foot wide by 4 foot high exterior grade plywood and minimum 10 foot long 4 by 4 lumber posts, set in ground at least 3 feet, with exhibit lettering by professional sign painter using no more than 5 sign colors.

1. List at least title of Project, and names of OWNER, ENGINEER, and CONTRACTOR.

B. Erect Project identification sign where directed.

1.08 FIELD OFFICES AND SHEDS

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A. CONTRACTOR's Field Office/Shed:

The Contractor shall maintain a Project Construction Connex Box. The Box shall have copies of Contract Documents, As-Built Drawings, progress schedule, shop drawings, and other relevant documents with adequate space to examine documents.

B. Project meetings shall be conducted in the District Offices.

C. It is acceptable to use the District Fax to receive faxes at the job site.

D. All Contractor personnel shall park in designated areas for the Contractor and shall sign in and out daily with the District.

1.09 REMOVAL
A. Remove temporary buildings and furnishings before inspection or when directed.

B. Clean and repair damage caused by installation or use of temporary facilities.

C. Remove underground installations to minimum depth of 24 inches and grade to match surrounding conditions.

D. Restore existing facilities used during construction to specified or original condition.

PART 2 PRODUCTS
Not Used.

PART 3 EXECUTION
Not Used.

END OF SECTION

May, 2026 01600-1 Septage Hauling and Receiving Station Final
SECTION 01600

PRODUCT REQUIREMENTS
PART 1 GENERAL

1.01 SUMMARY
A. Section Includes: Product requirements; product selection; products schedule; execution; manufacturer's instructions; and delivery, handling, and storage.

1.02 PRODUCT REQUIREMENTS
A. Comply with Specifications and referenced standards as minimum requirements.

B. Provide products by same manufacturer when products are of similar nature, unless otherwise specified.

C. Provide identical products when products are required in quantity.

D. Provide products with interchangeable parts whenever possible.

E. Require each equipment manufacturer to have maintenance facilities meeting the following requirements:

1. Minimum 3 years operational experience.

2. Location in continental United States.

3. Equipment and tools capable of making repairs.

4. Staff qualified to make repairs.

5. Inventory of maintenance spare parts.

1.03 PRODUCT SELECTION
A. When products are specified by standard or specification designations of technical societies, organizations, or associations only, provide products which meet or exceed reference standard and Specifications.

B. When products are specified with names of manufacturers but no model numbers or catalog designations, provide:

1. Products by one of named manufacturers which meets or exceeds Specifications.

2. Accepted or-equals.

C. When products are specified with names of manufacturers and model numbers or catalog designations, provide:

1. Products with model numbers or catalog designations by 1 of named manufacturers.

2. Accepted or-equals.

D. When products are specified with names of manufacturers, but with brand or trade names, model numbers, or catalog designations by 1 manufacturer only, provide:

1. Products specified by brand or trade name, model number, or catalog designation.

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2. Products by 1 of named manufacturers proven in accordance with requirements for or-equals to meet or exceed quality, appearance and performance of specified brand or trade name, model number, or catalog designation.

3. Accepted or-equals.

E. When Products are specified with only 1 manufacturer followed by "or Equal," provide:

1. Products meeting or exceeding Specifications by specified manufacturer.

2. Accepted or-equals.

1.04 QUALITY ASSURANCE
A. Employ entities that meet or exceed specified qualifications, to execute the Work.

B. Inspect conditions before executing subsequent portions of the Work. Accept responsibility for correcting unsatisfactory conditions upon executing subsequent portions of the Work.

C. Secure products in place with positive anchorage devices designed and sized to withstand stresses, vibration, and racking.

1.05 DELIVERY, HANDLING, AND STORAGE
A. Prepare Products for Shipment by:

1. Applying grease and lubricating oil to bearings and similar items.

2. Separately packing or otherwise suitably protecting bearings.

3. Tagging or marking products to agree with delivery schedule or Shop Drawings.

4. Including complete packing lists and bills of material with each shipment.

5. Packaging products to facilitate handling and protection against damage during transit, handling and storage.

B. Transport products by methods that avoids product damage. Deliver products in undamaged condition in manufacturer's unopened containers or packaging.

C. Provide equipment and personnel to handle products by methods to prevent soiling or damage.

D. Upon delivery, promptly inspect shipments. Verify compliance with Contract Documents, correct quantities and undamaged condition of products. Immediately store and protect products and materials until installed in Work.

E. Store products with seals and legible labels intact.

F. Store moisture sensitive products in weathertight enclosures.

G. Maintain products within temperature and humidity ranges required or recommended by manufacturer.

H. Connect and operate space heaters during storage when ambient temperatures fall below temperatures recommended by manufacturer.

I. Protect painted surfaces against impact, abrasion, discoloration, and other damage.

Repaint damaged painted surfaces.

J. Exterior Storage of Fabricated Products:

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1. Place on above ground supports which allow for drainage.

2. Cover products subject to deterioration with impervious sheet covering.

3. Provide ventilation to prevent condensation under covering.

K. Store loose granular materials on solid surfaces in well-drained area. Prevent materials mixing with foreign matter.

L. Provide access for inspection.

1.06 MANUFACTURER'S INSTRUCTIONS
A. Deliver, handle, store, install, erect, or apply products in accordance with manufacturer's instructions, Contract Documents and industry standards.

B. Periodically inspect to assure products are undamaged and maintained under required conditions.

PART 2 PRODUCTS
Not Used.

PART 3 EXECUTION
Not Used.

END OF SECTION

May, 2026 01812-1 Septage Hauling and Receiving Station Final
SECTION 01612

SEISMIC DESIGN CRITERIA
PART 1 GENERAL

1.01 SUMMARY
A. Section Includes: Seismic design criteria for the following:

1. Seismic anchorage of Non-Structural components shall include all architectural, mechanical, and electrical components, equipment, distribution systems (i.e. piping, conduit, ducting, other), light poles, flag poles, antenna poles, freestanding walls, solid signs, facilities, and all other similar or related appurtenances necessary to produce the complete architectural, mechanical, and electrical systems.
a. Where the architectural, mechanical or electrical components or equipment has a weight of four hundred pounds (400 lbs) or more. See ASCE 7 section

13.2, 13.3, 13.4 and 13.5Where the mechanical or electrical equipment has a weight of four hundred pounds (400 lbs) or more.
b. Where the architectural, mechanical or electrical components or equipment has a weight of less than four hundred pounds (400 lbs) and a center of mass located four feet (4’-0”) or more above the adjacent floor level See ASCE 7 section 13.2, 13.3, 13.4 and 13.5.
c. Where architectural, mechanical or electrical equipment has a weight of twenty pounds (20 lbs) or less or, in the case of a distributed system that has a weight of five pounds per feet (5 lbs/ft) or less, seismic anchorage need not be considered. Where multiple distributed systems are supported off of the same system their combined weight must be used in determining if design is required for the support system. See ASCE 7 section 13.2, 13.3, 13.4, 13.5 and 13.6.

2. In addition to the requirements of 1 above, provide seismic design for support systems, internal connections and packaged components as called for below:
a. Seismic design of Premanufactured Modular Mechanical and Electrical Systems (i.e. Electrical Switch Boards, Motor Control Centers, Standby Generators and Skid Mounter Systems with an Enclosure), where the Premanufactured Mechanical and Electrical Modules are six feet (6’-0”) or taller and that contain or support mechanical and electrical components shall be designed in accordance with ASCE 7-22 Chapter 15 ‘Nonbuilding Structures Similar to Buildings’. Nonstructural components contained or supported within the modular systems shall be designed in accordance with ASCE 7-22 Chapter 13. Provide design that includes details and calculations signed and sealed by a Civil or Structural engineer registered in the State of California.
b. If Premanufactured Modular Mechanical and Electrical Systems (i.e. Electrical Switch Boards, Motor Control Centers, Standby Generators and Skid Mounter Systems with an Enclosure) is ‘Prequalified’ in accordance with ASCE 7-22 Chapter 13 section 13.2.3, it is exempt from the requirements of Section 2.a above. Manufacturer shall provide seismic qualification based on a nationally recognized testing standard procedure, such as ICC-ES AC 156. Seismic qualification by experience data based on nationally recognized procedures is also acceptable. Seismic pre-approval from OSHPD will also satisfy this requirement. Certification must be provided for either listed option.

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Certification must show seismic capacities are equal to or exceed the seismic demands that are project specific.
c. If Premanufactured Modular Mechanical and Electrical Systems (i.e. Electrical Switch Boards, Motor Control Centers, Standby Generators and Skid Mounter Systems with an Enclosure) has ‘Experience Data’ in accordance with ASCE 7-22 Chapter 13 section 13.2.7, it is exempt from the requirements of Section

2.a and 2.b.
d. Section 2 shall not apply to Skid-Mounted Equipment without an enclosure (i.e. pumps), and single large components, such as air handlers, cooling towers, chillers and boilers.

3. When the Contract Documents require the Contractor to design structures or structural components, provide Calculations and Construction Documents (specifications, drawings and details) for those structures and structural components, and their supports, anchorages, and attachments, are required. See ASCE 7-22 Chapter 13 section 13.2.8

4. Calculations shall use the load cases as required by ASCE 7-22 Chapter 13 section 13.2.2, including the factors ρ and Ω where it is required by the load combination.

5. Typical Details may have been provided for supporting mechanical equipment, electrical equipment and distributed systems (i.e. piping, conduit, ducting, other) as well as for stairs ladders and other miscellaneous items in the construction documents. These Typical Details are to be used for a minimum standard for style, size, and materials and shall be used as a guide for the contractor in designing the specific item or system utilized on the project Design for these systems shall be provided in the submittal. The design shall include details and calculations stamped and signed by a Civil or Structural engineer registered in the State of California.

6. Seismic design of tanks and anchorage of tanks.

7. Other structures or items as specified or indicated on the Drawings.

1.02 REFERENCES
A. International Code Council (ICC).

B. California Building Code (CBC).

1. CBC 2025.

C. American Society of Civil Engineers

1. 7-10 Minimum Design Loads for Buildings and Other Structures (ASCE 7-22) D. American Concrete Institute

1. 318-19 Building Code Requirements for Structural Concrete (ACI 318-19)

1.03 SYSTEM DESCRIPTION
A. Design Requirements for Equipment provided by the Contractor:

1. Design in accordance of the 2025 California Building Code. a. Risk Category, IV
b. Site Class, D
c. Spectral Acceleration Parameter, Ss:0.62
d. Spectral Acceleration Parameter, S1: 0.23
e. Design Spectral Acceleration at short period, SDS: 0.61g

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f. Design Spectral Acceleration at 1-Second Period, SD1: 0.40g g. Seismic response coefficient: Cs shall be calculated in accordance with ASCE 7-22, Section 12.8, Method 2.
h. Long period transition period: TL = 12seconds
i. Response modification coefficient, R: In accordance with ASCE 7, Tables

12.2-1, 12.14-1, 15.4-1 and 15.4-2.
j. Seismic Importance Factor, I:1.25.
k. Component resonance ductility factor, CAR: In accordance with ASCE 7, Tables 13.5-1 and 13.6-1.
l. Component strengthfactor, Rpo: In accordance with ASCE 7, Tables 13.5-1 and 13.6-1.
m. Factor for force amplification, Hf: In accordance with ASCE 7, Section 13.3. n. Structural ductility reduction factor Rµ: In accordance with ASCE 7, Section

13.3. o. Component importance factor, Ip: = 1.5

2. Do not use friction to resist sliding due to seismic forces.

3. Do not use more than 60 percent of the weight of the mechanical and electrical equipment for designing anchors for resisting overturning due to seismic forces.

4. Do not use more than 60 percent of the weight of the tank for resisting overturning due to seismic forces.

5. Use anchor bolts, bolts, or welded studs for anchors for resisting seismic forces.

Anchor bolts used to resist seismic forces shall have a standard hex bolt head. Do not use anchor bolts fabricated from rod stock with an L or J shape.

6. Do not use concrete anchors, flush shells, adhesive anchors, powder actuated fasteners, or other types of anchors unless indicated on the Drawings or accepted in writing by the ENGINEER.

7. Where adhesive anchors are allowed, personnel used for installation shall be certified by an applicable certification program per ACI 318-19 section 26.7.1(l).

8. Anchor design capacity is to be independent of reinforcing steel in the concrete providing ductility.

9. Seismic forces must be resisted by direct bearing on the fasteners used to resist seismic forces. Do not use connections which use friction to resist seismic forces.

1.04 SUBMITTALS
A. Shop Drawings and Calculations: Complete shop drawings and seismic calculations.

B. Calculations shall be signed and stamped by a civil or structural Professional.

Engineer licensed to practice in the state where the Project is located. All calculations shall be done in English units.

PART 2 PRODUCTS
Not Used.

PART 3 EXECUTION
Not Used.

END OF SECTION

May, 2026 01814-1 Septage Hauling and Receiving Station Final
SECTION 01614

WIND DESIGN CRITERIA
PART 1 GENERAL

1.01 SUMMARY
A. Section Includes: Wind design criteria for the following:

1. Design of equipment, light poles, flag poles, antenna poles, freestanding walls, solid signs, tanks, facilities, buildings and all other structures as indicated in ASCE

7. Wind design shall be considered for all cases listed unless equipment is ‘housed’ in a structure or when it can be demonstrated that Wind design does not govern. The minimum Wind loading for other elements that are not defined in ASCE 7 shall be sixteen pounds per square foot (16 lbs/ft2) multiplied by its area.

2. Design of anchorage for the Item 1. Listed above.

3. Other structures or items as specified or indicated on the Contract Drawings and as required by the 2025 California Building Code.

4. All design calculation shall be per 2025 CBC Chapter 16 Load Combinations.

1.02 REFERENCES
A. International Code Council (ICC)
B. California Building Code (CBC).

C. American Society of Civil Engineers

1. 7-16 Minimum Design Loads for Buildings and Other Structures (ASCE 7-22) with supplements 1 through 3.

1.03 SYSTEM DESCRIPTION
A. Design Requirements: Design in accordance with the requirements of the 2019 California Building Code.

1. Risk Category: IV

2. Basic Wind Speed (3 second gust):
a. Ultimate design wind speed, VULT = 104 mph

3. Exposure Category: C

4. Topographic Factor, Ktz = shall be in accordance with ASCE 7-22 Standard.

5. Use anchor bolts, bolts, or welded studs for anchors for resisting wind forces.

Anchor bolts used to resist wind forces shall have a standard hex bolt head. Do not use anchor bolts fabricated from rod stock with an L or J shape. a. Do not use concrete anchors, flush shells, adhesive anchors, powder actuated fasteners, or other types of anchor unless indicated on the Drawings or accepted in writing by the ENGINEER.
b. Where adhesive anchors are allowed personnel used for installation shall be certified by an applicable certification program per ACI 318-19 section 26.7.1 (l).
c. Wind forces must be resisted by direct bearing on the anchors used to resist wind forces. Do not use connections which use friction to resist wind forces.

6. Anchor design capacity is to be independent of reinforcing steel in the concrete providing ductility.

1.04 SUBMITTALS

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A. Shop Drawings and Calculations: Complete shop drawings and wind calculations.

B. Calculations shall be signed and stamped by a civil or structural Professional Engineer licensed to practice in the state where the Project is located. All calculations shall be done in English units.

PART 2 PRODUCTS
Not Used.

PART 3 EXECUTION
Not Used.

END OF SECTION

May, 2026 01722-1 Septage Hauling and Receiving Station Final
SECTION 01722

FIELD ENGINEERING
PART 1 GENERAL

1.01 SUMMARY
A. Section Includes: Field engineering to establish lines and grades for the Work.

B. Related Sections:

1. Section 01770 - Closeout Procedures.

1.02 QUALITY ASSURANCE
A. Qualifications of Surveyor or Engineer: Registered civil engineer or land surveyor in state where Project is located.

1.03 CONSTRUCTION STAKES, LINES, AND GRADES
A. Execute the Work in accordance with the lines and grades indicated.

B. Make distances and measurements on horizontal planes, except elevations and structural dimensions.

1.04 SURVEY REFERENCE POINTS
A. Basic reference line, a beginning point on basic reference line, and a bench mark will be provided, by OWNER.

B. From these reference points, establish other control and reference points as required to properly lay out the Work.

C. Locate and protect control points prior to starting sitework, and preserve permanent reference points during construction.

1. Make no changes or relocations without prior written notice.

2. Replace Project control point, when lost or destroyed, in accordance with original survey control.

D. Set monuments for principal control points and protect them from being disturbed and displaced.

1. Re-establish disturbed monuments.

2. When disturbed, postpone parts of the Work that are governed by disturbed monuments until such monuments are re-established.

1.05 PROJECT SURVEY REQUIREMENTS
A. Establish minimum of 2 permanent bench marks on site referenced to data established by survey control points.

B. Record permanent bench mark locations with horizontal and vertical data on Project Record Documents.

May, 2026 01722-2 Septage Hauling and Receiving Station Final

1.06 RECORD DOCUMENTS
A. Prepare and submit Record Documents as specified in Section 01770.

B. Maintain complete, accurate log of control points and survey.

C. Affix civil engineer's or land surveyor's signature and registration number to Record Drawing to certify accuracy of information shown.

1.07 FIELD QUALITY CONTROL
A. Assume responsibility for accuracy of stakes, alignments, and grades by performing verifications and checking in accordance with standard surveying practice.

B. Accuracy of stakes, alignments, and grades may be checked randomly by ENGINEER.

1. Notice of when checking will be conducted will be given.

2. When notice of checking is given, postpone parts of the Work affected by stakes, alignments or grades to be checked until checked.

3. Do not assume that ENGINEER's check substitutes or complements required field quality control procedures.

PART 2 PRODUCTS
Not Used.

PART 3 EXECUTION
A. Prior to construction, perform survey of all existing asphalt elevations and rock road elevations that will be disturbed by the construction and document existing drainage patterns to be used as part of the final grading at the end of the project. Document all high and low points, pavement elevations, and all drainage features in the affected work area.

B. Prior to Construction, perform survey to verify the path, slope, all utility crossings, and the tie in elevation for the Septage Receiving Facility Sanitary Sewer and drain lines.

Verify all elevations with the Engineer prior to installing the drain line.

END OF SECTION

May, 2026 01732-1 Septage Hauling and Receiving Station Final
SECTION 01732

CUTTING AND PATCHING
PART 1 GENERAL

1.01 SUMMARY
A. Section Includes: Cutting and patching existing and new construction.

B. Related Sections:

1. Section 01330 - Submittal Procedures.

2. Section 01600 - Product Requirements.

1.02 SUBMITTALS
A. Submit Details of Proposed Construction as specified in Section 01330. Before Cutting or Patching Construction Affecting:

1. Work of OWNER or of others.

2. Structural integrity of element of Project.

B. Include with Submittal:

1. Identification of Work.

2. Description of affected construction.

3. Necessity for cutting, patching, alteration, or excavation.

4. Description of proposed construction.

5. Scope of cutting, patching, alteration, or excavation.

PART 2 PRODUCTS

2.01 MATERIALS
A. Comply with specifications and standards for products involved.

PART 3 EXECUTION

3.01 PREPARATION
A. Provide adequate temporary support as necessary to ensure structural integrity of affected portion of Work.

B. Provide devices and methods to protect other portions of Project from damage and persons from injury.

C. Provide protection from elements for that portion of Project which may be exposed by cutting and patching, and maintain excavations free from water.

3.02 CUTTING AND PATCHING
A. Cut, Fit, and Patch When Required To:

1. Make its several parts fit together properly.

May, 2026 01732-2 Septage Hauling and Receiving Station Final

2. Remove and replace construction not conforming to Contract Documents.

3. Remove samples of installed construction as specified for testing.

4. Provide routine penetrations of nonstructural surfaces for installation of piping and electrical conduit.

B. Execute cutting and demolition by methods which will prevent damage and will provide proper surfaces to receive installation of repairs.

C. Openings in existing concrete and masonry.

1. Create Openings By:
a. Saw cutting completely through concrete or masonry, or b. Scoring edges of opening with saw to at least 1 inch depth on both surfaces (when accessible) and removing concrete or masonry by chipping.

2. Do not allow saw cuts to extend beyond limits of opening.

3. Make corners square and true by combination of core drilling and grinding or chipping.

4. Prevent debris from falling into adjacent tanks or channels in service or from damaging existing equipment and other facilities.

D. Sizing of openings in existing concrete or masonry.

1. Make openings sufficiently large to permit final alignment of pipe and fittings without deflections.

2. Allow adequate space for packing around pipes and conduit to ensure watertightness.

E. Grouting pipes in place.

1. Sandblast concrete surfaces and thoroughly clean sand and other foreign material from surfaces prior to placing grout.

2. Grout pipes, sleeves, castings, and conduits in place by pouring grout under a head of at least 4 inches. Vibrate grout into place. Completely fill the spaces occupied by pipes, sleeves, castings, and conduits.

3. Water cure the grout.

F. Connections to existing pipes.

1. Cut existing pipe square.

2. Properly prepare the ends for the connection indicated on the Drawing.

3. Repair any damage to existing lining and coating.

G. Rehabilitate all areas affected by removal of existing equipment, equipment pads and bases, piping, supports, electrical panels, electric devices, and conduits such that little or no evidence of the previous installation remains.

1. Fill areas in existing floors, walls, and ceilings from removed piping, conduit and fasteners with non-shrink grout and finish smooth.

2. Remove Concrete Bases for Equipment and Supports By:
a. Saw cutting clean, straight lines with a depth equal to the concrete cover over reinforcement minus 1/2 inch below finished surface. Do not cut existing reinforcement on floors.
b. Chip concrete within scored lines and cut exposed reinforcing steel and anchor bolts.
c. Patch with non-shrink grout to match adjacent grade and finish.

3. Terminate abandoned piping and conduits with blind flanges, caps, or plugs.

May, 2026 01732-3 Septage Hauling and Receiving Station Final
H. Treat Existing Concrete Reinforcement as Follows:

1. Where existing reinforcement is to remain, protect, clean, and extend into new concrete.

2. Where Existing Reinforcement Is Not to Be Retained, Cut off as Follows:
a. Where new concrete joins existing concrete at the removal line, cut reinforcement flush with concrete surface at the removal line. b. Where concrete surface at the removal line is the finished surface, cut reinforcement 2 inches below the surface, paint ends with epoxy, and patch holes with dry pack mortar.

END OF SECTION

May, 2026 01738-1 Septage Hauling and Receiving Station Final
SECTION 01738

SELECTIVE DEMOLITION
PART 1 GENERAL

1.01 SUMMARY
A. Section Includes: Demolition of portions of structures indicated on the drawings.

1.02 SUBMITTALS
A. Shop Drawings: Include:

1. Demolition methods of load bearing structures not indicated on the Drawings, signed and sealed by structural Professional Engineer registered in state where Project is located.

2. Method of removing embedded relics and antiques.

B. Submittals for Information Only:

1. Permits and notices authorizing demolition.

2. Certificates of severance of utility services.

3. Permit for transport and disposal of debris.

4. Demolition procedures and operational sequence.

C. Project Record Documents: Include locations of service lines and capped utilities.

1.03 REGULATORY REQUIREMENTS
A. Dispose of debris in accordance with governing regulatory agencies.

B. Comply with applicable air pollution control regulations.

C. Obtain permits for building demolition, transportation of debris to disposal site and dust control.

1.04 PREPARATION
A. Protect areas not being demolished from damage by demolition activities.

1.05 ENVIRONMENTAL REQUIREMENTS
A. Apply for and obtain all environmental air quality permits for demolition. Cost of permits shall be paid for by the Contractor.

B. Do not interfere with use of adjacent buildings. Maintain free and safe passage to and from.

C. Prevent movement, settlement or collapse of structures adjacent services, sidewalks, driveways and trees. Provide and place bracing or shoring. Assume liability for movement, settlement or collapse. Promptly repair damage.

May, 2026 01738-2 Septage Hauling and Receiving Station Final
D. Cease operations and notify ENGINEER immediately when safety of structure appears to be endangered. Take precautions to properly support structure. Do not resume operations until safety is restored.

E. Provide erect and maintain barricades, lighting, guard rails, and protective devices as required to protect building occupants, general public, workers, and adjoining property.

1.06 EXISTING SERVICES
A. Arrange and pay for capping and plugging utility services. Disconnect and stub off.

Notify affected utility company in advance and obtain approval before starting demolition.

B. Place markers to indicate location of disconnected services.

1.07 MAINTAINING TRAFFIC
A. Do not close or obstruct roadways without permits.

B. Conduct operations with minimum interference to public or private roadways.

1.08 MATERIALS
A. Materials and equipment to be retained by OWNER:

1. Embedded relics and antiques such as cornerstones, cornerstone contents, commemorative plaques and tablets.

B. Materials and equipment to be re-installed:

1. None.

C. Contractor shall furnish all materials, tools. equipment, devices, appurtenances, facilities and services required for performing selective demolition work.

D. Erect weatherproof closures for exterior openings. Maintain exit requirements.

E. Erect and maintain dustproof partitions as required to prevent spread of dust, fumes and smoke to other parts of building. On completion, remove partitions and repair damaged surfaces to match adjacent surfaces.

F. Protect interior of building from rain and water damage.

G. Provide and maintain protective devices to prevent injury from falling objects.

H. Locate guard rails in stairwells and around open shafts to protect workers. Post clearly visible warning signs.

I. Cause as little inconvenience to adjacent occupied building areas as possible.

J. Protect bench marks and existing construction to remain from damage or displacement.

K. Carefully remove designated materials and equipment to be retained by OWNER or reinstalled. Deliver materials and equipment when and where directed by ENGINEER.

Store and protect materials and equipment to be re-installed.

May, 2026 01738-3 Septage Hauling and Receiving Station Final

1.09 DEMOLITION
A. Demolish designated portions of structures and appurtenances in orderly and careful manner.

B. Assume possession of demolished materials, unless specified otherwise. Remove demolished materials from site at least weekly.

C. Prevent airborne dust. Use water or dust palliative when necessary. Provide and maintain hoses and connections to water main or hydrant.

D. Do not burn materials on site.

E. Pump out buried tanks. Remove tanks and service piping from site.

F. Immediately upon discovery, remove, and dispose of contaminated, vermin infested, or dangerous materials by safe means so as not to endanger health of workers and public.

G. Remove trees and shrubs within marked areas, clear undergrowth and dead plant material as specified in Section 02300.

H. Backfill open pits and holes caused by demolition as specified in Section 02300.

I. Rough grade areas affected by demolition.

J. Remove demolished materials, tools, and equipment upon completion of demolition.

1.10 REPAIR
A. Repair damage caused by demolition.

PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
Not Used

END OF SECTION

May, 2026 01756-1 Septage Hauling and Receiving Station Final
SECTION 01756

TESTING, TRAINING, AND FACILITY START-UP
PART 1 GENERAL

1.01 SUMMARY
A. Section Includes:

1. Equipment and system testing and start-up.

2. Services of manufacturer's representatives.

3. Training of OWNER's personnel.

4. Final testing requirements for the complete facility.

B. Related Sections:

1. Section 01324 - Progress Schedule.

2. Section 13410 - Basic Measurement and Control Instrumentation Materials and Methods.

3. Section 15958 - Mechanical Equipment Testing.

4. Section 16950 - Electrical Testing.

1.02 CONTRACT REQUIREMENTS
A. Testing, training, and start-up are requisite to the satisfactory completion of the Contract.

B. Complete testing, training, and start-up within the Contract Times.

C. Allow realistic durations in the Progress Schedule for testing, training, and start-up activities.

D. Furnish labor, power, chemicals, tools, equipment, instruments, and services required for and incidental to completing functional testing, performance testing, and operational testing.

E. Provide competent, experienced technical representatives of equipment manufacturers for assembly, installation and testing guidance, and operator training.

1.03 START-UP PLAN
A. Submit a general start-up plan with startup schedule and narrative explaining each stage, system, and phase of start up, including start up media required.

B. Submit start-up plan for each piece of equipment and each system not less than 3 weeks prior to planned initial equipment or system start-up.

C. Provide detailed subnetwork of Progress Schedule with the following activities identified:

1. Manufacturer's services.

2. Installation certifications.

3. Operator training.

4. Submission of Operation and Maintenance Manual.

5. Functional testing.

May, 2026 01756-2 Septage Hauling and Receiving Station Final

6. Performance testing.

7. Operational testing.

D. Provide testing plan with test logs for each item of equipment and each system when specified. Include testing of alarms, control circuits, capacities, speeds, flows, pressures, vibrations, sound levels, and other parameters.

E. Provide summary of shutdown requirements for existing systems which are necessary to complete start-up of new equipment and systems.

F. Revise and update start-up plan based upon review comments, actual progress, or to accommodate changes in the sequence of activities.

1.04 PERFORMANCE TESTING
A. Test all Owner supplied and Contractor supplied equipment for proper performance.

B. When Source Quality Control testing is specified:

1. Demonstrate equipment meets specified performance requirements.

2. Provide certified copies of test results.

3. Do not ship equipment until certified copies have received written acceptance from ENGINEER. Written acceptance does not constitute final acceptance.

4. Include costs associated with witnessing performance tests in the bid price.

Include costs for 1 OWNER's representative for travel, lodging, transportation to and from lodging, and 50 Dollars meal allowance per person per day.

1.05 GENERAL START-UP AND TESTING PROCEDURES
A. Mechanical Systems: As specified in individual equipment specifications.

1. Remove rust preventatives and oils applied to protect equipment during construction.

2. Flush lubrication systems and dispose of flushing oils. Recharge lubrication system with lubricant recommended by manufacturer.

3. Flush fuel system and provide fuel for testing and start-up.

4. Install and adjust packing, mechanical seals, O-rings, and other seals. Replace defective seals.

5. Remove temporary supports, bracing, or other foreign objects installed to prevent damage during shipment, storage, and erection.

6. Check rotating machinery for correct direction of rotation and for freedom of moving parts before connecting driver.

7. Perform cold alignment and hot alignment to manufacturer's tolerances.

8. Adjust V-belt tension and variable pitch sheaves.

9. Inspect hand and motorized valves for proper adjustment. Tighten packing glands to ensure no leakage, but permit valve stems to rotate without galling. Verify valve seats are positioned for proper flow direction.

10. Tighten leaking flanges or replace flange gasket. Inspect screwed joints for leakage.

11. Install gratings, safety chains, handrails, shaft guards, and sidewalks prior to operational testing.

B. Electrical Systems: As specified in Section 16950.

1. Perform insulation resistance tests on wiring except 120 volt lighting, wiring, and control wiring inside electrical panels.

2. Perform continuity tests on grounding systems.

May, 2026 01756-3 Septage Hauling and Receiving Station Final

3. Test and set switchgear and circuit breaker relays for proper operation.

4. Perform direct current high potential tests on all cables that will operate at more than 2,000 volts. Obtain services of independent testing lab to perform tests.

5. Check motors for actual full load amperage draw. Compare to nameplate value.

C. Instrumentation Systems: As specified in Section 13410.

1. Bench or field calibrate instruments and make required adjustments and control point settings.

2. Leak test pneumatic controls and instrument air piping.

3. Energize transmitting and control signal systems, verify proper operation, ranges and settings.

1.06 FUNCTIONAL TESTING
A. Functionally test mechanical and electrical equipment for proper operation after general start-up and testing tasks have been completed.

B. Demonstrate proper rotation, alignment, speed, flow, pressure, vibration, sound level, adjustments, and calibration. Perform initial checks in the presence of and with the assistance of the manufacturer's representative.

C. Demonstrate proper operation of each instrument loop function including alarms, local and remote controls, instrumentation and other equipment functions. Generate signals with test equipment to simulate operating conditions in each control mode.

D. Conduct continuous 8 hour test under full load conditions. Replace parts which operate improperly.

1.07 CERTIFICATE OF PROPER INSTALLATION
A. At completion of Functional Testing, furnish written report prepared and signed by manufacturer's authorized representative, certifying equipment:

1. Has been properly installed, adjusted, aligned, and lubricated.

2. Is free of any stresses imposed by connecting piping or anchor bolts.

3. Is suitable for satisfactory full-time operation under full load conditions.

4. Operates within the allowable limits for vibration.

5. Controls, protective devices, instrumentation, and control panels furnished as part of the equipment package are properly installed, calibrated, and functioning.

6. Control logic for start-up, shutdown, sequencing, interlocks, and emergency shutdown have been tested and are properly functioning.

B. Furnish written report prepared and signed by the Electrical and/or Instrumentation Subcontractor certifying:

1. Motor control logic that resides in motor control centers, control panels, and circuit boards furnished by the electrical and/or instrumentation subcontractor has been calibrated and tested and is properly operating.

2. Control logic for equipment start-up, shutdown, sequencing, interlocks and emergency shutdown has been tested and is properly operating.

C. Co-sign the reports along with the manufacturer's representative and subcontractors.

1.08 TRAINING OF OWNER'S PERSONNEL

May, 2026 01756-4 Septage Hauling and Receiving Station Final
A. Provide operations and maintenance training for items of mechanical, electrical and instrumentation equipment. Utilize manufacturer's representatives to conduct training sessions.

B. Coordinate training sessions to prevent overlapping sessions. Arrange sessions so that individual operators and maintenance technicians do not attend more than 2 sessions per week.

C. Provide Operation and Maintenance Manual for specific pieces of equipment or systems 1 month prior to training session for that piece of equipment or system.

D. Satisfactorily complete functional testing before beginning operator training.

E. Provide training sessions for each work shift listed below during the time periods shown. Pooling of shifts will not be permitted unless accepted by OWNER.

Shift
Day Tuesday, 7 a.m.-11 a.m. Thursday, 7 a.m.-11 a.m.

F. Training sessions shall be provided for equipment provided per the following table.

Specification
Number Specification Section O&M Manual Required
Minimum
Number of
Days for
Actual Training
15111 Ball Valves x
15115 Gate, Globe, and Angle Valves x
Division 16 Electrical x
Notes:

X O&M Manual required.

Either no O&M Manual or no training required.
* Days per instrument.
1 Contractor to coordinate testing and training for Owner Supplied Equipment and assist in Owner training the number of days indicated.

G. The CONTRACTOR shall videotape all training sessions and provide a copy for the OWNER.

H. The CONTRACTOR shall designate and provide one or more persons to be responsible for coordinating and expediting his/her training duties. The person or persons so designated shall be present at all training coordination meetings with the OWNER.

May, 2026 01756-5 Septage Hauling and Receiving Station Final
I. The CONTRACTOR’s coordinator shall coordinate the training periods with OWNER personnel and manufacturer’s representatives, and shall submit a training schedule for each piece of equipment or system for which training is to be provided. Such training schedule shall be submitted not less than 21 calendar days prior to the time that the associated training is to be provided and shall be based on the current plan of operation.

1.09 OPERATIONAL TESTING
A. Control System Testing - Contractor shall provide a one week period for Control System Testing by the Owner after functional testing is complete and prior to 7 day operational testing.

B. Conduct operational test of the entire facility after completion of operator training.

Demonstrate satisfactory operation of equipment and systems in actual operation.

C. Conduct operational test for continuous 7 day period.

D. OWNER will provide operations personnel, power, fuel, and other consumables for duration of test.

E. Immediately correct defects in material, workmanship, or equipment which became evident during operational test.

F. Repeat operational test when malfunctions or deficiencies cause shutdown or partial operation of the facility or results in performance that is less than specified.

1.10 RECORD KEEPING
A. Maintain and Submit Following Records Generated During Start-up and Testing Phase of Project:

1. Daily logs of equipment testing identifying all tests conducted and outcome.

2. Logs of time spent by manufacturer's representatives performing services on the job site.

3. Equipment lubrication records.

4. Electrical phase, voltage, and amperage measurements.

5. Insulation resistance measurements.

6. Data sheets of control loop testing including testing and calibration of instrumentation devices and setpoints.

PART 2 PRODUCTS
Not Used.

PART 3 EXECUTION
Not Used.

END OF SECTION

May, 2026 01770-1 Septage Hauling and Receiving Station Final
SECTION 01770

CLOSEOUT PROCEDURES
PART 1 GENERAL

1.01 SUMMARY
A. Section Includes: Contract closeout, including final cleaning, sterilization of systems, preparation and submittal of closeout documents, and final completion certification.

B. Related Sections:

1. Section 01722 - Field Engineering.

1.02 FINAL CLEANING
A. Perform final cleaning prior to inspections for Final Acceptance.

B. Employ skilled workers who are experienced in cleaning operations.

C. Use cleaning materials which are recommended by manufacturers of surfaces to be cleaned.

D. Prevent scratching, discoloring, and otherwise damaging surfaces being cleaned.

E. Clean roofs, gutters, downspouts, and drainage systems.

F. Broom clean exterior paved surfaces and rake clean other surfaces of sitework.

1. Police yards and grounds to keep clean.

G. Remove dust, cobwebs, and traces of insects and dirt.

H. Clean grease, mastic, adhesives, dust, dirt, stains, fingerprints, paint, blemishes, sealants, plaster, concrete, and other foreign materials from sight-exposed surfaces, and fixtures and equipment.

I. Remove non-permanent protection and labels.

J. Clean permanent filters and replace disposable filters when heating, ventilation, and air conditioning units were operated during construction.

K. Clean ducts, blowers and coils when units were operated without filters during construction.

L. Clean light fixtures and replace burned-out or dim lamps.

1.03 WASTE DISPOSAL
A. Arrange for and dispose of surplus materials, waste products, and debris off-site.

1. Prior to making disposal on private property, obtain written permission from OWNER of such property.

B. Do not fill ditches, washes, or drainage ways which may create drainage problems.

May, 2026 01770-2 Septage Hauling and Receiving Station Final
C. Do not create unsightly or unsanitary nuisances during disposal operations.

D. Maintain disposal site in safe condition and good appearance.

E. Complete leveling and cleanup prior to final acceptance of the Work.

1.04 TOUCH-UP AND REPAIR
A. Touch-up or repair finished surfaces on structures, equipment, fixtures, and installations that have been damaged prior to inspection for final acceptance.

B. Refinish or replace entire surfaces which cannot be touched-up or repaired satisfactorily.

1.05 FINAL CLEANING AND STERILIZATION OF SYSTEMS OF PLANT FACILITIES A. Clean channels, pipe, basins, reservoirs, and tanks before running of 7 day test, or before facility goes on stream when 7 day test is not required.

B. Wash, wherever practicable, or broom sweep channels, pipe, basins, reservoirs, and tanks.

C. Sterilize filter basins, reservoirs, clear wells, tanks, channels, and piping intended to carry potable water as follows or in accordance with AWWA Standards.

D. Provide ample sampling outlets in pipe for testing.

E. Fill pipe and other plant facilities with chlorine solution of sufficient strength to retain residual of not less than 10 parts per million at end of 24 hours.

F. When reservoirs and basins are too large to be economically sterilized by filling with chlorine solution, spray reservoirs and basins with solution containing 100 parts per million of chlorine.

G. After sterilization, rinse entire potable water system with potable water sufficient to reduce chlorine residual to not more than 0.6 parts per million throughout system before system is put into service.

1.06 FINAL CLEANING AND STERILIZATION OF SYSTEMS OF POTABLE WATER MAINS A. Clean interior of pipe and fittings.

B. When pipe contains dirt that cannot be removed by flushing, swab pipe interiors with solution containing not less than 500 parts per million of chlorine until clean.

C. Flush 12 inch in diameter and smaller pipe as thoroughly as available water sources will permit.

D. Fill pipe with chlorine solution of sufficient strength to provide 10 parts per million chlorine residual at end of 24 hours.

E. Flush pipes with potable water until chlorine residual is less than 0.6 parts per million before pipes are put into service.

May, 2026 01770-3 Septage Hauling and Receiving Station Final

1.07 CLOSEOUT DOCUMENTS
A. Submit following Closeout Submittals upon completion of the Work and at least 7 days prior to Application for Final Payment:

1. Evidence of Compliance with Requirements of Governing Authorities.

2. Project Record Documents.

3. Operation and Maintenance Manuals.

4. Warranties and Bonds.

5. Keys and Keying Schedule.

6. Evidence of Payment and Release of Stop Payment Notices and Liens as outlined in Conditions of the Contract.

7. Release of claims as outlined in Conditions of the Contract.

8. Survey Record Documents as specified in Section 01722.

9. Certification of Final Completion.

1.08 EVIDENCE OF COMPLIANCE WITH REQUIREMENTS OF GOVERNING AUTHORITIES A. Submit Following:

1. Certificate of Occupancy.

2. Certificates of Inspection:
a. Elevators.
b. Mechanical:
1) Form U-1 "Manufacturer's Data Report for Unfired Pressure Vessels" for each pressure vessel furnished and installed.

1.09 PROJECT RECORD DOCUMENTS
A. Maintain at Project site, available to OWNER and ENGINEER, one copy of the Contract Documents, including Shop Drawings, Requests for Information (RFI's), Plan Clarifications (PCL's), Proposed Change Orders (PCO's) and other submittals in good order.

1. Mark and record field changes and detailed information contained in submittals and change orders monthly.

2. Record actual depths, horizontal and vertical location of underground pipes, duct banks and other buried utilities. Reference dimensions to permanent surface features.

3. Identify specific details of pipe connections, location of existing buried features located during excavation, and the final locations of piping, equipment, electrical conduits, manholes, and pull boxes.

4. Identify location of spare conduits including beginning, ending and routing through pull boxes, and manholes. Record spare conductors, including number and size, within spare conduits, and filled conduits.

5. Provide schedules, lists, layout drawings, and wiring diagrams.

6. Make annotations with erasable colored pencil conforming to the following color code:

Additions Red
Deletions Green
Comments Blue
Dimensions Graphite

May, 2026 01770-4 Septage Hauling and Receiving Station Final
B. Maintain documents separate from those used for construction.

1. Label documents "RECORD DOCUMENTS."
C. Keep documents current.

1. Record required information at the time the material and equipment is installed and before permanently concealing and update monthly.

D. Deliver record documents with transmittal letter containing date, Project title, CONTRACTOR's name and address, list of documents, and signature of CONTRACTOR.

E. During progress meetings, record documents will be reviewed to ascertain that changes have been recorded and the availability of Contract Documents, including Shop Drawings, RFI's, PCL's, PCO's and other submittals will be verified. Monthly contractor payments will be held until record drawings and Contract Documents are properly updated.

1.10 WARRANTIES AND BONDS
A. Provide executed Warranty Form as outlined in the General Conditions.

B. Provide specified additional warranties and bonds from manufacturers and suppliers.

1.11 CERTIFICATE OF FINAL COMPLETION
A. When 7 day operational test has been successfully completed, ENGINEER will certify new facilities are operationally complete. ENGINEER will submit a list of known items (punchlist) still to be completed or corrected prior to contract completion.

B. List of items to be completed or corrected will be amended as items are resolved by CONTRACTOR.

C. When all items have been completed or corrected, submit written certification that the entire work is complete in accordance with the Contract Documents and request final inspection.

D. Upon completion of final inspection, ENGINEER will either prepare a written acceptance of the entire work or advise CONTRACTOR of work not complete. If necessary, inspection procedures will be repeated.

PART 2 PRODUCTS
Not Used.

PART 3 EXECUTION
Not Used.

END OF SECTION

May, 2026 01782-1 Septage Hauling and Receiving Station Final
SECTION 01782

OPERATING AND MAINTENANCE DATA
PART 1 GENERAL

1.01 SUMMARY
A. Section Includes: Preparation and submittal of Operating Maintenance Manuals.

1.02 SUBMITTALS
A. Submit Operating and Maintenance Manuals before field quality control testing and before training of each piece of equipment or system.

B. Submit 3 Manuals for each piece of equipment or system and one electronic PDF copy.

C. Make manuals available at project site for use by construction personnel and ENGINEER.

D. Make additions and revisions to the Manuals in accordance with ENGINEER's review comments.

1.03 PREPARATION
A. Provide Operations and Maintenance Manuals in 3-ring binders with rigid covers and an Electronic PDF copy. Utilize tab sheets to organize information. Electronic PDF copy shall be clearly legible and include all job specific electrical schematics and interconnect drawings. PDF copy shall include organization tabs to allow easy navigation of the manual.

B. Manual Contents:

1. Cover Page: Equipment name, equipment tag number, project name, OWNER's name, appropriate date.

2. Table of Contents: General description of information provided within each tab section.

3. Lubrication Information: Required lubricants and lubrication schedules.

4. Control Diagrams: Internal and connection wiring, including logic diagrams, wiring diagrams for control panels, ladder logic for computer based systems, and connections between existing systems and new additions, and adjustments such as calibrations and set points for relays, and control or alarm contact settings.

5. Start-up Procedures: Recommendations for installation, adjustment, calibration, and troubleshooting.

6. Operating Procedures: Step-by-step procedures for starting, operating, and stopping equipment under specified modes of operation. Include safety precautions and emergency operating shutdown instructions.

7. Preventative Maintenance Procedures: Recommended steps and schedules for maintaining equipment.

8. Overhaul Instructions: Directions for disassembly, inspection, repair and reassembly of the equipment; safety precautions; and recommended tolerances, critical bolt torques, and special tools that are required.

May, 2026 01782-2 Septage Hauling and Receiving Station Final

9. Parts List: Generic title and identification number of each component part of equipment; include bearing manufacturer, model and ball or roller pass frequencies for every bearing.

10. Spare Parts List: Recommended number of parts to be stored at the site and special storage precautions.

11. Drawings: Exploded view or plan and section views with detailed callouts.

12. Provide electrical and instrumentation schematic record drawings.

13. Source (Factory) Quality Control Test Results: Provide copies of factory test reports as specified in Sections 15958 or the equipment section.

14. Field Quality Control Test Results: After field testing is completed, insert field test reports as specified in Sections 15958 or the equipment section.

15. Equipment Summary Form: Completed form in the format attached at the end of this Section. Insert Equipment Summary Form after the tab sheet of each equipment section. The manufacturer's standard form will not be acceptable.

PART 2 PRODUCTS
Not Used.

PART 3 EXECUTION
Not Used.

END OF SECTION

May, 2026 01782-3 Septage Hauling and Receiving Station Final

EQUIPMENT SUMMARY FORM

1. EQUIPMENT ITEM__________________________________________________________

2. MANUFACTURER__________________________________________________________

3. MANUFACTURER MODEL NUMBER(S)________________________________________

4. PROJECT EQUIPMENT IDENTIFICATION NUMBER(S)____________________________

5. LOCATION OF EQUIPMENT__________________________________________________

6. WEIGHT OF INDIVIDUAL COMPONENTS (OVER 100 POUNDS)_____________________ _________________________________________________________________________ _________________________________________________________________________

7. NAMEPLATE DATA - Horsepower____________________________________________ Amperage_____________________________________________________________ Voltage_______________________________________________________________ Service Factor (S.F.)_____________________________________________________ Speed________________________________________________________________ ENC Type_____________________________________________________________ Capacity______________________________________________________________ Other_________________________________________________________________

8. MANUFACTURER'S LOCAL REPRESENTATIVE
Name____________________________________________________________________ Address___________________________________________________________________ Telephone
Number___________________________________________________________________

9. MAINTENANCE REQUIREMENTS_____________________________________________ _________________________________________________________________________ _________________________________________________________________________

10. LUBRICANT LIST___________________________________________________________ _________________________________________________________________________

11. SPARE PARTS (recommendations)_____________________________________________ _________________________________________________________________________

12. COMMENTS_______________________________________________________________ _________________________________________________________________________

May, 2026 02084-1 Septage Hauling and Receiving Station Final
SECTION 02084

UTILITY STRUCTURES
PART 1 GENERAL

1.01 SUMMARY
A. Section Includes: Onsite utility structures.

1. Precast concrete manholes.

2. Precast drainage inlets.

3. Precast ground well boxes
B. Related Sections:

1. Section 02318 - Trenching.

2. Section 03300 - Cast-in-place Concrete.

3. Section 05500 - Metal Fabrications.

4. Section 09960 – High Performance Coatings

1.02 REFERENCES
A. American Society of Testing and Materials (ASTM):

1. A 48 - Specification for Gray-Iron Castings.

2. C 361 - Specification for Reinforced Concrete Low-Head Pressure Pipe.

3. C 478 - Specification for Precast Reinforced Concrete Manhole Sections.

4. C 857 - Minimum Structural Design Loading for Underground Precast Concrete Utility Structures.

5. C 858 - Underground Precast Concrete Utility Structures.

6. ASTM-C-1244 - Concrete Sewers Manholes by the Negative Air Pressure (Vacuum) Test Prior to Backfill.

1.03 SYSTEM DESCRIPTION
A. Performance Requirements:

1. Manholes and Appurtenances: Manholes and appurtenances shall be watertight and free from infiltration or exfiltration.

1.04 SUBMITTALS
A. Shop Drawings: Submit shop drawings for all proposed precast utility structures.

PART 2 PRODUCTS

2.01 MANUFACTURED UNITS
A. Precast Concrete Manholes:

1. Construct precast concrete manholes in accordance with design, size, shape, form, details, and at locations indicated on the Drawings and specified.

2. Construct manholes of precast eccentric or concentric manhole units in accordance with the requirements indicated on the Drawings and specified.

3. Provide precast, cylinder units, taper sections, and eccentric flat top sections meeting strength requirements for "Precast Reinforced Concrete Manhole Risers

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and Tops," ASTM C 478.

4. Base design and manufacture to A-16 (HS 20-44) loading in accordance with ASTM C 857.

5. Liner: Coat or line all interior surfaces of manhole with coating system or PVC liner as indicated on the drawings and as specified in Section 09960.

B. Precast Drainage Inlets:

1. Construct precast concrete drainage inlets in accordance with the size, shape, form, details, and at locations indicated on the Drawings and specified.

2. Base design and manufacture to A-16 (HS 20-44) loading in accordance with ASTM C 857.

3. Precast drainage inlets shall conform to ASTM C 858.

C. Precast Ground Well Boxes: 8 inch inside diameter, minimum.

1. Manufacturers: One of the Following or Equal:
a. Brooks Products, Inc., valve boxes.
b. Christy, valve boxes.

2.02 ACCESSORIES
A. Precast Concrete Manholes:

1. Joint Sealing Compound: Preformed cold-applied ready-to-use plastic joint sealing compound. Manufacturers: One of the following or equal:
a. Quikset Utility Vaults, Santa Ana, CA, Quik-Seal.
b. K. T. Snyder Company, Ram-Neck.

2. Manhole Frames and Cover Sets: Type, size, and quality as specified in Section 05500 or as indicated on the Drawings.

3. Drop Manhole Fittings:
a. Drop Tee and Other Fittings: PVC pipe or as otherwise specified or indicated on the Drawings.

B. Precast drainage inlets.

1. Covers: As indicated on the Drawings.

PART 3 EXECUTION

3.01 INSTALLATION
A. Concrete Manholes.

1. Excavation and Backfill: As specified in Section 02318.

2. Precast Concrete Manholes.
a. Manhole Bases:
1) Form and place concrete on undisturbed soil and/or on aggregate base course compacted to 95 percent of maximum density.
2) Form that portion of base above invert elevation of sewer pipe to provide smooth channel section as indicated on the Drawings. 3) Check forms for accuracy of dimensions and relative smoothness prior to placing concrete for base. Channels shall vary uniformly in size and shape from inlet to outlet if required.
4) Construct of Class A concrete in accordance with Section 03300 to form and dimensions indicated on the Drawings.
5) Place base concrete as monolith.
b. Manhole Sections:

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1) Set each manhole section perfectly plumb.
2) Use sections of various heights and adjustment rings in order to bring top of manhole ring and cover to required elevation.
c. Joints:
1) Seal joints with joint sealing compound unless otherwise indicated on the Drawings.
2) Clean joints with brush and prime.
3) Apply sealing compound as follows, except where instructions differ from manufacturer's printed instructions. Where these instructions differ from manufacturer's instructions, install sealing compound in accordance with manufacturer's written instructions.
a) Remove silicon treated protective paper from one side of preformed rope and lay preformed rope, paper side up, on cleaned joint surface. Press surface firmly end-to-end around entire joint, making minimum 1 inch laps where necessary. b) Remove protective paper from preformed rope and lower next section into place.
4) Seal joints watertight.
d. Manhole Frame and Cover Sets:
1) Install manhole frames and cover sets at locations indicated. 2) Setting:
a) Set manhole frames and covers at elevations and requirements indicated on the Drawings.
b) Where structure is outside limits of traveled shoulder but not in roadside ditch, place structure 1/10 foot or more above existing ground surface.
c) Where cover is in existing pavement or in traveled way of existing road shoulder, place cover flush with existing surface. d) Where manhole cover falls in existing roadside ditch or right of way, place manhole cover approximately 1-1/2 feet above existing ground surface.
e) Set manhole frames at required grade and securely attach to top of precast manhole shaft unit or on adjustment rings, using cement mortar.
f) Setting Covers: After frames are securely set in place in accordance with requirements specified herein, install covers and perform necessary cleaning and scraping of foreign materials from frames and covers as required to accomplish and to assure proper fit. Any frame and cover which creates noise when passed over by traffic shall be replaced.

3. Drop Manholes:
a. Construct drop manholes at locations and in conformance with the details indicated on the Drawings.
b. Provide inside diameter of drop inlet pipe the same as intercepted sewer unless otherwise indicated on the Drawings or specified in this Section. c. Furnish and set fittings in manner as indicated on the Drawings.

4. Pipe Stubs:
a. Provide pipe stubs at manhole locations and in conformance with details indicated on the Drawings and as specified.
b. Plugging Stubs:
1) Plug stubs with vitrified clay stopper or brick plug as indicated on the Drawings.
2) Unless otherwise indicated on the Drawings, comply with following:
a) Stubs Up to and Including 21 Inches: Vitrified clay stoppers.

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b) Stubs Greater than 21 Inches: Brick plugs.

B. Precast Drainage Inlets.

1. Excavation and Backfill: As specified in Section 02318.

3.02 FIELD QUALITY CONTROL
A. Tests.

1. Sanitary Sewer Manholes: Vacuum test all sanitary sewer manholes per ASTM C1244. Use following vacuum test procedures and requirements:
a. After completion of the manhole barrels but prior to backfilling and grade ring installation, seal all openings in the manhole with plugs and a rubber ring "donut" type plug inserted inside the opening of the cone. b. Attach a small vacuum pump to a hose connected to the plug and apply 4 pounds per square inch of vacuum. Allow vacuum to stabilize at 3.5 pounds per square inch for 1 minute, then begin the test. The manhole must maintain vacuum such that no greater than 0.5 pounds per square inch of vacuum is lost during the specified test period.
c. The specified test period is as follows:

Manhole Depth (feet) Minimum Test Period (Seconds)
0-5 13
5-10 33
10-15 52
Greater than 15 65
d. Patch as required and retest manholes that fail the test. e. Provide a vacuum regulator on the vacuum pump such that no greater than 10 pounds per square inch can be applied to the manhole during the test.

Repair all manholes that do not meet the leakage test, or are unsatisfactory from visual inspection. Retest after repair is completed.

END OF SECTION

May, 2026 02200-1 Septage Hauling and Receiving Station Final
SECTION 02200

SITE PREPARATION
PART 1 GENERAL

1.01 SUMMARY
A. Section Includes: Clearing, grubbing, and stripping project site.

1.02 DEFINITIONS
A. Clearing: Consists of removal of natural obstructions and existing foundations, buildings, fences, lumber, walls, stumps, brush, weeds, rubbish, trees, boulders, utility lines, and any other items which shall interfere with construction operations or are designated for removal.

B. Grubbing: Grubbing shall consist of the removal and disposal of wood or root matter below the ground surface remaining after clearing and shall include stumps, trunks, roots, or root systems greater than 1 inch in diameter or thickness to a depth of 6 inches below the ground surface.

C. Stripping: Stripping shall include the removal and disposal of all organic sod, topsoil, grass and grass roots, and other objectionable material remaining after clearing and grubbing from the areas designated to be stripped. The depth of stripping is estimated to be 6 inches, but the required depth of stripping will be determined by the ENGINEER.

D. Trees and Adjacent Vegetation

1. Protect all adjacent trees and vegetation from damage whenever possible.

Review all tree cutting or removal with the Owner prior to any tree or vegetation removal.

1.03 QUALITY ASSURANCE
A. Regulatory Requirements: Verify and comply with applicable regulations regarding those governing noise, dust, nuisance, drainage and runoff, fire protection, and disposal.

B. Pre-construction Conference: Meet with ENGINEER to discuss order and method of work.

1.04 PROJECT CONDITIONS
A. Environmental Requirements:

1. For suspected hazardous materials found, comply with - Hazardous Materials Procedures of project front end Division 0 specifications.

B. Existing Conditions:

1. Verify character and amount of clay, sand, gravel, quicksand, water, rock, hardpan, and other material involved and work to be performed.

1.05 SEQUENCING AND SCHEDULING

May, 2026 02200-2 Septage Hauling and Receiving Station Final
A. Clearing and Grubbing: Perform clearing and grubbing in advance of grading operations.

PART 2 PRODUCTS
Not Used.

PART 3 EXECUTION

3.01 EXAMINATION
A. Verification of Conditions: Examine site and verify existing conditions for beginning work.

3.02 PREPARATION
A. Protect existing improvements from damage by site preparation work. Install fence at drip line of trees to remain as indicated on the Drawings.

3.03 INSTALLATION
A. All clearing, grubbing, and stripping materials can be temporarily stored on-site at the WWTP at the location shown on the drawings. All clearing, grubbing, and stripping materials shall be off-hauled and disposed of by the Contractor in a legal manner prior to completion of the project.

B. Clearing:

1. Clear areas where construction is to be performed and other areas as indicated on the Drawings or specified in this Section of fences, lumber, walls, stumps, brush, roots, weeds, trees, shrubs, rubbish, and other objectionable material of any kind which, if left in place, would interfere with proper performance or completion of the work, would impair its subsequent use, or form obstructions therein.

2. Do not incorporate organic material from clearing and grubbing operations in fills and backfills.

3. Contractor's Construction Facilities: Fill or remove pits, fill, and other earthwork required for erection of facilities, upon completion of the work, and level to meet existing contours of adjacent ground.

C. Grubbing:

1. From Excavated Areas: Grub stumps, roots, and other obstructions 3 inches or over in diameter to depth of not less than 18 inches below finish grade.

2. In Embankment Areas or Other Areas to be Cleared Outside Construction Area:

Do not leave stumps, roots, and other obstructions higher than the following requirements:

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Height of Embankment
over Stump Height of Clearing and Grubbing
0 feet to 2 feet Grub stumps or roots 3 inches or over in diameter to 18 inches below original grade. Cut others flush with
ground.
2 feet to 3 feet Grub stumps 1 foot and over in diameter to 18 inches below original grade. Cut others flush with
ground.

Over 3 feet Leave no stumps higher than stump top diameter, and in no case more than 18 inches.

3. Backfill and compact cavities left below subgrade elevation by removal of stumps or roots to density of adjacent undisturbed soil.

D. Stripping:

1. Remove soil material containing sod, grass, or other vegetation to depth of 6 inches from areas to receive fill or pavement or final ABC in lieu of paving and from area within 5 feet outside foundation walls.

2. Deposit stripped material in accordance with following requirements:
a. Materials free of organics may be re-used in conformance with the project geotechnical report.
b. Off-haul and dispose of all material not reused as part of the project.

3. Replace topsoil where indicated on the Drawings.

E. Special Techniques:

1. None.

END OF SECTION

May, 2026 02233-1 Septage Hauling and Receiving Station Final
Section 02233

WATERING
PART 1: GENERAL

1.01 DESCRIPTION
The work of this section consists of furnishing, hauling, and applying water required in the compaction of embankments, backfills, subgrade, and base course, and for landscaping, dust control, and other construction operations.

PART 2: MATERIALS

2.01 WATER
A. Non-potable water for construction and testing purposes will be available from the Owner at no cost to the Contractor. Only non-potable water shall be used for Construction water. The water is secondary effluent available at hosebibs or hydrants located at the facility. The Contractor shall be responsible for coordinating with the Engineer for the use of this water.

B. No provision in this section is intended to prevent the Contractor from making arrangements for water from other than Owner sources. All costs involved shall be the responsibility of the Contractor’s.

C. Potable water for use by the Contractor personnel or other purposes shall be coordinated by the Contractor at the Contractor’s expense.

PART 3: EXECUTION

3.01 EQUIPMENT
A. Contractor shall provide all necessary pumping equipment, piping, meters, tanks, and water trucks to withdraw and utilize the water. Water trucks shall be of at least 1,000 gallon capacity, equipped with a spray bar of ample capacity and design to insure uniform application of water in the amounts required.

B. The Contractor shall identify all equipment using or hauling “secondary effluent” to notify workmen of potential for contact. Signage shall be as approved by the Engineer.

END OF SECTION

May, 2026 02240-1 Septage Hauling and Receiving Station Final
SECTION 02240

DEWATERING
PART 1 GENERAL

1.01 SUMMARY
A. Section Includes: Installation and maintenance of dewatering systems. Disposal of water entering excavation or other parts of the work.

B. Related Sections:

1. Section 03300 - Cast-in-place Concrete.

2. Section 03600 - Grouts.

1.02 SUBMITTALS
A. Plan: Proposed dewatering plan including arrangement, location, and depths of system components, type, and sizes of filters, and required permits.

1.03 QUALITY ASSURANCE
A. Regulatory Requirements:

1. Assume responsibility for obtaining water discharge permits that are required.

1.04 PROJECT CONDITIONS
A. Environmental Requirements:

1. Keep excavations reasonably free from water. The static water level shall be drawn down a minimum of 4 feet below the bottom of excavations.

2. Do not place concrete or masonry footings, foundations, or floors in water, nor allow water to rise over them until concrete or mortar has set at least 24 hours.

3. Maintain operation of the dewatering system until the complete structure including walls, slabs, beams, struts, and all other structural elements has attained specified strength, and backfill has been completed to 3 feet above the normal static groundwater level.

4. Provide standby power to ensure continuous dewatering in case of power failure.

5. Prior to release of groundwater to its static level, all pressure relief devices shall be fully operational.

6. Release of groundwater to its static level shall be controlled to prevent disturbance of the natural foundation soils or compacted fill and to prevent flotation or movement of structures or pipelines.

B. Refer to project Geotechnical reports for historical data on ground water and soil types.

1.05 SEQUENCING AND SCHEDULING
A. Within Limits of Structure Foundation: Secure written permission from the ENGINEER before locating wells, well points, or drain lines for purposes of dewatering.

B. Locate dewatering facilities where they will not interfere with utilities and construction work to be performed by others.

May, 2026 02240-2 Septage Hauling and Receiving Station Final
PART 2 PRODUCTS
Not Used.

PART 3 EXECUTION

3.01 INSTALLATION
A. Provide and Maintain During Construction: Ample means and devices with which to promptly remove and properly dispose of water entering excavation or other parts of the work, whether water be surface water or underground water.

B. Intercept and divert precipitation and surface water away from excavations through the use of dikes, curb walls, ditches, pipes, sumps, or other means.

C. Disposing of Water:

1. Dispose of water from the work in suitable manner into sludge drying bed.

Contractor shall provide all pumps and hoses required to reach the sludge drying bed.

2. Do not drain water into work built or under construction.

D. Wells, Well Points, and Drain Lines for Dewatering:

1. Locate after receipt of Engineer's written permission.

2. Fill dewatering wells, lines, and French drains to be left in place within structure foundation limits with Class C concrete as specified in Section 03300 or grout as specified in Section 03600, when directed by the ENGINEER.

END OF SECTION

May, 2026 02260-1 Septage Hauling and Receiving Station Final
SECTION 02260

EXCAVATION SUPPORT AND PROTECTION
PART 1 GENERAL

1.01 SUMMARY
A. Section Includes: Excavation support and protection.

B. Related Sections:

1. Section 02300 – Earth Work

1.02 REFERENCES
A. American Institute of Steel Construction, Inc. (AISC):

1. Manual of Steel Construction Allowable Stress Design.

B. American Society of Civil Engineers:

1. Guidelines of Engineering Practice for Braced and Tied-Back Excavations.

C. California Code of Regulations (CCR):

1. Title 8 - Construction Safety Orders.

D. California Labor Code Sections 6705 to 6707 (CLC).

E. Department of the Navy Naval Facilities Engineering Command (NAVFAC):

1. NAVFAC Design Manual 7.2 - Foundations and Earth Structures.

2. NAVFAC Design Manual 7.3 - Soil Dynamics Deep Stabilization and Special Geotechnical Construction.

F. International Code Council (ICC):

1. California Building Code (CBC).

G. State of California Department of Transportation (CALTRANS):

1. CALTRANS California Trenching and Shoring Manual.

H. United States Steel Corporation (USS):

1. USS Steel Sheet Piling Design Manual.

1.03 DEFINITIONS
A. General Engineering Design Practice: General engineering design practice in area of the Project, performed in accordance with recent engineering literature on subject of shoring and stability of excavations.

1. Where general engineering design practice is specified, provide drawings and signed calculations and have design performed by civil or structural engineer registered in State where the Project is located.
a. Provide design calculations that clearly disclose assumptions made, criteria followed, and stress values used for the materials being used. b. Furnish references acceptable to ENGINEER and GEOR substantiating appropriateness of design assumptions, criteria, and stress values.

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B. Shoring: A temporary structural system designed to support vertical faces, or nearly vertical faces, of soil or rock for purposes of excavation. Shoring includes cantilevered sheet piling, internally braced sheet piling, slurry walls, soldier piles and lagging, and other similar shoring systems. Sloping of the soil is not shoring.

C. Geotechnical Engineer-of-Record (GEOR): Is the geotechnical engineer who provided geotechnical design recommendations for the project and/or who has been retained by the OWNER to provide geotechnical consultation, review of submittals and RFIs, and confirmatory/compliance observation and compaction testing services of earthwork operations during construction of the project. Also serves as the OWNER’s Testing Laboratory.

1.04 SYSTEM DESCRIPTION
A. Design Requirements:

1. General:
a. Design means for safe and stable excavations in accordance with general engineering design practice.
1) Preceding shall not apply to trench excavation support conforming to standards set forth in CCR Title 8 - Construction Safety Orders. b. Design steel members in accordance with the California Building Code and the AISC Manual of Steel Design.
c. Design shoring involving materials other than steel in accordance with California Building Code.
d. Perform design in accordance with soil characteristics and design recommendations contained in a written geotechnical report issued and signed by a geotechnical engineer hired by Contractor. The project geotechnical report prepared for the ENGINEER and Owner and made available to the Contractor is for bidding purposes only and shall not be used for shoring design. Contractor's geotechnical engineer shall be registered in the state where the Project is located.
1) Make copy of geotechnical report available at project site for Engineer's review.
2) Retain and pay for geotechnical engineer's services. 3) Obtain report based on soil samples, field and laboratory tests, and borings performed for the geotechnical report for the design of stability of excavations by the geotechnical engineer hired by Contractor. e. When electing to design with material stresses for temporary construction higher than allowable stresses prescribed in the Manual of Steel Construction and the California Building Code, increase in such stresses shall not exceed 10 percent of value of prescribed stresses.
f. Minimum safety factor used for design shall not be less than 1.5. g. The calculated minimum depth of penetration of shoring below the bottom of the excavation shall be increased not less than 30 percent if the full value of passive pressure is used in the design.
h. The maximum height of cantilever shoring above the bottom of excavation shall not exceed 15 feet. Use braced shoring when the height of shoring above the bottom of excavation exceeds 15 feet.
i. The location of the point of fixity for shoring shall not be less than half the calculated minimum embedment depth below the bottom of the excavation. j. Generally acceptable references for the design of shoring and excavations are as follows:
1) CALTRANS California Trenching and Shoring Manual.
2) NAVFAC Design Manual 7.2 - Foundations and Earth Design.

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3) NAVFAC Design Manual 7.3 - Soil Dynamics Deep Stabilization and Special Geotechnical Construction.
4) USS Steel Sheet Piling Design Manual.
5) Guidelines of Engineering Practice for Braced and Tied-Back Excavations published by American Society of Civil Engineers. k. The maximum total deflection at any point on the shoring shall not be more than 3/4 inch.
l. Shoring design shall be performed by a qualified design firm with a minimum of 10 years of experience in the design of shoring systems. Include cost for this shoring design in bid.
m. The shoring design firm shall obtain errors and omissions insurance for the Project for an amount of not less than 1,000,000 dollars.

2. Soldier Piles and Lagging:
a. Provide lagging over the full face of the excavation. Joints between pieces of lagging shall be tight to prevent loss of soil.
b. Provide full face lagging all around penetrations through the lagging. c. If the soldier piles are installed in predrilled holes, the predrilled holes shall be filled with controlled low strength material after the soldiers piles are installed. d. The effective width of driven soldier piles for passive soil resistance shall not exceed 2 times the width of the pile. The effective width of concrete encased soldier piles for passive soil resistance shall not exceed 2 times the width of the concrete encasement.
e. Fill voids behind lagging with gravel or other material acceptable to the ENGINEER.
f. Apply loads from tie back soil, rock, or deadman anchors concentrically to soldier piles or wales spanning between soldier piles. Wales shall be back-toback double channels or other members acceptable to the ENGINEER.

Eccentrically loaded with section soldier piles or wales are not acceptable. g. Design soldier piles for downward loads including vertical loads from tie back anchors.

3. Soil Anchors, Rock Anchors, and Deadman Anchors:
a. Design tie back anchors for a safety factor of not less than 2 times the calculated load form the shoring.
b. Proof load all production anchors to not less than 125 percent of the calculated load from the shoring. Lock off anchors at the calculated anchor load.
c. The length of soil anchors used to calculate resistance to load from the shoring, shall not include any length within the potential active pressure soil failure zone behind the face of shoring.
d. Design tie rods for anchors for 130 percent of the calculated load from the shoring.
e. Design tie rods for anchors for 150 percent of the calculated load from the shoring when tie rod couplers are used and for other conditions where stress concentrations can develop.

B. Performance Requirements:

1. General:
a. Support faces of excavations and protect structures and improvements in vicinity of excavations from damage and loss of function due to settlement or movement of soils, alterations in ground water level caused by such excavations, and related operations.
b. Herein Specified Provisions:
1) Complement, but do not substitute or diminish, obligations of Contractor for the furnishing of a safe place of work pursuant to provisions of the

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Occupational Safety and Health Act of 1970 and its subsequent amendments and regulations and for protection of the Work, structures, and other improvements.
2) Represent minimum requirement for:
a) Number and types of means needed to maintain soil stability. b) Strength of such required means.
c) Methods and frequency of maintenance and observation of means used for maintaining soil stability.

2. Provide safe and stable excavations by means of sheeting, shoring, bracing, sloping, and other means and procedures, such as draining and recharging groundwater and routing and disposing of surface runoff, required to maintain the stability of soils and rock.

3. Provide support for trench excavations for protection of workers from hazard of caving ground.

4. Provide Shoring:
a. Where, as result of excavation work and analysis performed pursuant to general engineering design practice, as defined in this Section:
1) Excavated face or surrounding soil mass may be subject to slides, caving, or other types of failures.
2) Stability and integrity of structures and other improvements may be compromised by settlement or movement of soils, or changes in soil load on structures and other improvements.
b. For trenches 5 feet and deeper.
c. For trenches less than 5 feet in depth, when there is a potential for cave-in. d. Where indicated on the Drawings.

5. For safe and stable excavations, use appropriate design and procedures for construction and maintenance to minimize settlement of supported ground and to prevent damage to structures and other improvements, including:
a. Using stiff support systems.
b. Following appropriate construction sequence.
c. Preventing soil loss through or under support system. 1) Provide support system that is tight enough to prevent loss of soil and extend deep enough to prevent heave or flow of soils from supported soil mass into the excavation.
d. Providing surface runoff routing and discharge away from excavations. e. Where dewatering is necessary, recharge groundwater as necessary to prevent settlement in area surrounding excavation.
f. Where sheet piling is used, use interlocking type sheets. The sheet piles shall be continuous and driven in interlock. If the bottom of the excavation is located below the water table, use "thumb and finger" type interlock. g. Not applying shoring loads to existing structures and other improvements. h. Not changing existing soil loading on existing structures and other improvements.
i. Provide welded steel packing between soil retaining members such as sheet piles and wales and similar members when the gap exceeds 1/2 inch before the wales are loaded.

C. The slope face of temporary unshored excavations shall be located a minimum lateral distance of 10 feet from the outer edge of existing foundations.

D. Where shoring is proximate to existing structures, surcharge loads imposed by such structures shall be included in the shoring design.

1.05 SUBMITTALS
A. Shop Drawings and Calculations:

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1. In accordance with requirements in California Labor Code for trench excavations 5 feet or more in depth and for trenches less than 5 feet in depth when there is potential for cave-in. Submit in advance of excavation work, detailed drawings showing means for safe and stable excavations.
a. Where such drawings vary from excavation support standards set forth in California Code of Regulations Title 8 - Construction Safety Orders, submit design calculations pursuant to general engineering design practice. b. Provide means for safe and stable excavations that are not less effective than required in CCR Title 8 - Construction Safety Orders.

2. For excavations other than trenches, submit, in advance of excavation work, design calculations as performed pursuant to general engineering design practice, as specified in this Section, and detail drawing showing means for safe and stable excavations. In design calculations and detail drawing, cover, as a minimum:
a. Excavations adjacent to structures and other improvements, and b. Excavations 5 feet or more in depth, or less than 5 feet in depth when there is potential for cave-in, at other locations.

3. Submit Following:
a. Provide calculations for the different load, support, and other conditions that occur during the sequence of installation of shoring, construction of facilities protected by the shoring, and sequence of removal of shoring. b. Provide sketches showing the condition at various stages of installation and removal of shoring.
c. Show structures, pipelines, and other improvements located near the shoring, and the shoring on a plan.
d. When utilities penetrate the shoring, submit an elevation of all sides of the shoring showing the locations of the penetrations. Submit details on ground support and sealing around utility penetrations.
e. All calculations and drawings to be wet signed by a licensed Civil or structural Engineer in the State of California.

B. Written geotechnical report on soil characteristics and design recommendations, as specified in this Section. Report shall be wet signed and sealed by a geotechnical engineer registered in the state of California.

C. Control Points and Schedule of Measurements:

1. Submit location and details of control points and method and schedule of measurements in accordance with requirements of this section.

2. Promptly upon constructing control points and making measurements at such control points, as specified in this Section, submit copy of field notes with such measurements. The field notes shall show the current measurement and the change in measurement from the first measurement taken.

D. Detailed Sequence of Installation and Removal of Shoring:

1. Consider effects of ground settlement in the sequence of installation and removal of shoring.

2. Provide sketches showing the conditions at various stages in the sequence of installation and removal of shoring.

E. Submit submittals for stability of excavations as a complete package and include all items required in this section. Incomplete submittals will not be reviewed and will be returned for resubmittal as a complete package.

1.06 SEQUENCING AND SCHEDULING

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A. Do not begin work on excavations, trenches, and means for providing stability of excavation and trenches until submittals have been reviewed and accepted by ENGINEER and until materials necessary for installation are on site.

B. Submit submittals a minimum of 30 days prior to the scheduled date to begin excavation work.

C. Do not begin construction of any shoring or excavation operations until:

1. Control points as specified in this Section and as indicated on the Drawings on existing structures and other improvements have been established and surveyed to document initial elevations and locations.

PART 2 PRODUCTS
Not Used.

PART 3 EXECUTION

3.01 INSTALLATION AND REMOVAL
A. Install means for providing safe and stable excavations as indicated in the submittals.

B. Except for concrete encased soldier piles, slurry walls, and similar shoring systems, remove shoring by completion of the Work. Select shoring system and method of removal which will minimize soil which sticks to shoring from creating large voids and causing settlement. To prevent settlement caused by pulling shoring, fill voids with sand, pea gravel, or pressure injected grout. The methods used shall prevent settlement. Pressure preservative treated wood lagging may be left in place when acceptable to the ENGINEER.

3.02 MAINTENANCE
A. Where loss of soil occurs, plug gap in shoring and replace lost soil with fill material acceptable to ENGINEER.

B. Where measurements and observations indicate possibility of failure or excessive movement of excavation support, determined in accordance with general engineering design practice, take appropriate action immediately.

3.03 CONTROL POINTS
A. Establish control points on shoring and on structures and other improvements in vicinity of excavation for measurement of horizontal and vertical movement.

1. Set Control Points On Shoring Support System:
a. Set points at distances not exceeding 25 feet at each support level. b. Support levels shall be levels of tie-backs, wales, bottom of excavation, and other types of supports.

2. Set control points in corners of existing structures and on curbs, manholes, and other improvements as indicated on the Drawings.

B. Provide plumb bobs with horizontal targets indicating original position of plumb bobs in

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relation to shoring at control points located on shoring.

C. Perform horizontal and vertical survey and measurement of control points at least once every week and provide data to the ENGINEER and GEOR the same day it is collected.

END OF SECTION

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SECTION 02300

EARTHWORK
PART 1 GENERAL

1.01 SUMMARY
A. Section Includes:

1. Loosening, excavating, filling, grading, borrow, hauling, preparing original grade and subgrade, compacting in final location, wetting and drying, and operations pertaining to site grading for buildings, basins, reservoirs, boxes, roads, and other structures.

2. Pumping and draining of excavations.

3. Backfilling and compacting around structures.

B. Related Sections:

1. Section 01330 - Submittal Procedures.

2. Section 02240 - Dewatering.

3. Section 02722 - Aggregate Base Course.

4. Section 02976 - Subgrade Enhancement With Geotextile Fabric.

5. Section 03300 - Cast-in-place Concrete.

1.02 REFERENCES
A. Associated General Contractors (AGC):

1. Manual of Accident Prevention in Construction (Section 9).

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

1. C 131 - Test Method for Resistance to Degradation of Small-Size Course Aggregate by Abrasion and Impact in the Los Angeles Machine.

2. C 136 - Test Method for Sieve Analysis of Fine and Course Aggregates.

3. D 1140 – Test Method for Determining the Amount of Material Finer than the 75µm (No. 200) Sieve in Soils by Washing.

4. D 1556 - Test Method for Density and Unit Weight of Soil in Place by the Sand Cone Method.

5. D 1557 - Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m).

6. D 2419 - Test Method for Sand Equivalent Value of Soils and Fine Aggregate.

7. D 2922 - Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth).

8. D 3017 - Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth).

9. D 4318 - Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils.

C. Division of Industrial Safety (DIS).

D. Institute of Makers of Explosives (IOMOE).

E. Occupational Safety and Health Act (OSHA).

F. State of California Department of Transportation (Caltrans).

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1.03 DEFINITIONS
A. Excavation: Consists of satisfactory loosening, removing, loading, transporting, depositing, and compacting in final location, wet and dry materials, necessary to be removed for purposes of construction, or as required for ditches, grading, roads, and such other purposes as are indicated on the Drawings.

B. Backfill Adjacent to Structure: Is backfill within volume bounded by the exterior surfaces of structure, the surface of undisturbed soil in the excavation around structure, and finish grade around structure.

C. In-Place Density of Compacted Backfill: Is density determined in accordance with ASTM D 1557, or with ASTM D 2922 and ASTM D 3017. All compaction requirements presented in this Section for in-place density are minimum requirements unless otherwise noted.

D. Maximum Density: Is density obtained in laboratory when tested in accordance with ASTM D 1557.

E. Definitions Related to Compaction of Coarse Fill:

1. One Pass: Defined as one movement of roller over area being compacted.

2. Measurement Of Pass Width: Measure width of pass between centers of outside tires or outside edge of roller wheel.

F. Geotechnical Engineer-of-Record (GEOR): Is the geotechnical engineer who provided geotechnical design recommendations for the project and/or who has been retained by the OWNER to provide geotechnical consultation, review of submittals and RFIs, and confirmatory/compliance observation and compaction testing services of earthwork operations during construction of the project. Also serves as the OWNER’s Testing Laboratory.

G. Original Grade: Ground elevation prior to grading.

H. Subgrade: Final soil elevation prior to placement of select fill, such as aggregate base course, and trench fine grading, asphalt concrete, or concrete for foundations or other improvements.

I. Trench Backfill: Material used to backfill trenches above the pipe bedding section.

1.04 SYSTEM DESCRIPTION
A. Performance Requirements:

1. All Earthwork and soil preparation shall be in conformance with the project geotechnical report and as specified here in. Copies of these reports are available to the contractor prior to bidding. In the case of a conflict between this specification and the geotechnical report, the more stringent criteria between the spec and the report shall be followed unless otherwise permitted by the ENGINEER.
a. Project Geotechnical Report: Geotechnical Evaluation Yuba City WWTF Septage Receiving South of Burns Drive, Project Number 25-688, dated March 20, 2026. A copy of this report is available upon request from the Engineer.
b. In addition, work within the City Right of way for Burns drive shall meet all City standard specs and typical details including all earthwork

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activities.
c. Additional Geotechnical reports on the same project site that can be used for reference information.
1) None.

2. In-place use of lime treatment is not allowed.

3. Full depth reclamation, if used, shall be per the requirements of the Geotechnical Report.

4. Where mud, peat, or other soft or unstable material is encountered, remove such material and refill space with properly compacted and moisture conditioned suitable native material or aggregate base course which can be compacted with no perceptible movement under roller.

5. Obtain acceptable material from other sources if surplus or borrow materials obtained within project site do not conform to specified requirements or are not sufficient in quantity for structural backfill.

6. No extra compensation will be made for hauling of fill materials nor for water required to compact fills.

7. Tree Roots:
a. When tree roots are encountered in trench excavations, all tree roots shall be removed from the trench. If roots are too large to be removed, Contractor shall consult with the Engineer on next steps which could include adjusting pipe elevations or other means to avoid the obstruction.

8. Structural Backfill:
a. Material for Backfill:
1) Unless otherwise specified or indicated on the Drawings, material for backfill, within 5 feet of structures, slabs, or wall shall consist of aggregate base course specified in Section 02722. Material for backfill beyond 5 feet of structures, slabs, or wall shall consist of native material or of sand, gravel, or other imported materials acceptable to the ENGINEER.
2) Backfill material under concrete structures, under pavement, or where heavy compaction equipment, such as a pneumatic tired roller, cannot be used satisfactorily shall consist of aggregate base course, except areas indicated on the Drawings as controlled low strength material or concrete encasement.
3) Backfill in any area under concrete structures, shall extend from undisturbed native soil or rock to the bottom surface of the structure.

9. Embankments and Roadway Fills:
a. Material for Fills: Unless otherwise specified or indicated on the Drawings, material shall be Caltrans Class 2 aggregate base within roadways and may be surplus material from excavation for structures or other construction for embankments or, if accepted by the OWNER, and ENGINEER, borrow material excavated from source within Project site may be used for embankments.
b. Whatever source is used, provide fill material conforming with specified requirements.
c. Obtain acceptable material from other sources if surplus or borrow materials obtained within Project site do not conform to specified requirements or are not sufficient in quantity for construction of embankments.

10. Compacted Fills:
a. Provide specified compaction for backfill, fill, and other earthwork. b. Perform confirmation tests to verify and confirm that work has complied, and is complying at all times, with requirements specified in this Section concerning initial compaction demonstration, and field quality control testing.

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c. Jetting in lieu of mechanical compaction is not allowed even if referenced as an option in the geotechnical report at any location for any kind of compaction.

11. Borrow Area:
a. No borrow area has been indicated on the Drawings.
b. Where borrow material is required, provide such material from source selected by the CONTRACTOR, subject to acceptance by the ENGINEER, but not necessarily from within project site.
c. Use of imported borrow shall not cause additional cost to the Contract.

1.05 SUBMITTALS
A. General: Submit in accordance with Section 01330.

B. Property Owner's Permission Agreements: Submit copy of property owner's agreements to allow placement of surplus material on their property.

C. Product Data: Submit material source, gradation, and testing data for all materials, including imported and on-site materials.

D. Excavation Plan: Submit proposed excavation plan.

E. Testing Lab: Submit CONTRACTOR's proposed testing laboratory capabilities and equipment.

F. Test Reports: Submit certified test reports of all tests specified to be performed by the CONTRACTOR. Test reports shall be signed and sealed by a registered geotechnical engineer in the state of California associated with the CONTRACTOR’S Testing Lab.

1.06 QUALITY ASSURANCE
A. Initial Compaction Demonstration:

1. Adequacy of Compaction Equipment and Procedures: Demonstrate adequacy of compaction equipment and procedures before exceeding any of following amounts of earthwork quantities:
a. 100 linear feet of trench backfill.
b. 20 cubic yards of structural backfill.
c. 100 cubic yards of embankment work.
d. 50 cubic yards of base material.

2. Compaction Sequence Requirements: Until specified degree of compaction on previously specified amounts of earthwork is achieved, do not perform additional earthwork of the same kind.

3. After satisfactory conclusion of initial compaction demonstration and at any time during construction, provide confirmation tests as specified under "FIELD QUALITY CONTROL."

1.07 SEQUENCING AND SCHEDULING
A. Schedule earthwork operations to meet requirements as provided in this Section for excavation and uses of excavated material.

B. If necessary, stockpile excavated material in order to use it in specified locations.

C. Excavation and Filling: Perform excavation and filling, during construction, in manner and sequence that provides drainage at all times.

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PART 2 PRODUCTS

2.01 MATERIALS
A. Water for Compacting Fills: Use water from source acceptable to ENGINEER and meeting the requirements of Section 02233.

B. Fill Materials:

1. General:
a. Provide sand, aggregate base course, gravel, Class 2 permeable material, crushed drain rock, suitable native material, and imported general fill, where required for fill and backfill and as noted in the geotechnical report. b. Obtain material for fills from cut sections or from borrow source. c. Provide material having maximum particle size not exceeding 3 inches and that is free of trash, lumber, debris, leaves, grass, roots, stumps, and other vegetable matter.
d. Materials derived from processing demolished or removed asphalt concrete are not acceptable.

2. Aggregate Base Course: As specified in Section 02722.

3. Class 2 Permeable Material:
a. Consist of hard, durable particles of stone or gravel, screened or crushed to the specified size and gradation.
b. Provide free of organic matter, lumps or balls of clay, and other deleterious matter.
c. Durability Index: Percentage of wear not greater than 40 percent when tested in accordance with ASTM C 131.
d. Sand Equivalent: Not less than 75 when tested in accordance with ASTM D 2419.
e. Conform to size and grade within the limits as follows when tested in accordance with ASTM C 136:

Sieve Size
(Square Openings)
Percent by Weight Passing
Sieve
1 inch 100
3/4 inch 90-100
3/8 inch 40-100
Number 4 25-40
Number 8 18-33
Number 30 5-15
Number 50 0-7
Number 200 0-3

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4. Crushed Drain Rock:
a. Consist of hard, durable particles of stone or gravel, screened or crushed to specified size and gradation.
b. Free from vegetable matter, lumps or balls of clay, or other deleterious matter. c. Crush or waste coarse material and waste fine material as required to meet gradation requirements.
d. Durability Index: Not less than 40 percent when tested in accordance with ASTM C 131 [and Caltrans Standard Specifications].
e. Conform to size and grade within the limits as follows when tested in accordance with AASHTO T-27 or ASTM C 136:

Sieve Size
(Square Openings)
Percent By Weight
Passing Sieve
1 1/2 inch 100
1 inch 95-100
1/2 inch 25-60
Number 4 0-10
Number 8 0-5

5. Suitable Native Material:
a. On-site, native, sound, earthen material.
b. 3-inch maximum size.
c. At least 90 percent of material by weight shall pass the 1 inch sieve when tested in accordance with ASTM C 136.
d. Organic content shall not exceed 3 percent by dry unit weight. e. Nesting (concentration) of larger particles shall be avoided.

6. Sand:
a. Clean, coarse, natural sand.
b. Nonplastic when tested in accordance with ASTM D 4318. c. 100 percent shall pass a ½ inch screen.
d. No more than 20 percent shall pass a Number 200 sieve when tested in accordance with ASTM D1140.

7. Clay Liner Materials:
a. Native and/or imported clay materials which exhibit a permeability of 1 x 10-6 CM/sec when placed and compacted as specified herein and as shown on the drawings.

8. Imported General Fill:
a. All import materials furnished under this Section shall be non-hazardous, noncorrosive and shall have a minimum resistivity of 5,000 ohm-cm and a minimum pH of 6.0 as measured by California Test 643. Chlorides shall not exceed 150 PPM and water soluble sulfates shall not exceed 1,000 PPM. b. Free of vegetable matter, lumps or balls of clay, and other deleterious matter. c. 3-inch maximum size
d. At least 90 percent of material by weight shall passing the 1 inch sieve shall not exceed 30 when tested in accordance with ASTM C 136. e. Plasticity Index equal to or less than 15 when tested in accordance with ASTM

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D 4318.
f. Liquid Limit less than 30 when tested in accordance with ASTM D 4318. g. Between 8 and 40 percent of material by weight shall passing the No. 200 sieve when tested in accordance with ASTM D 1140.

9. Trench Backfill:
a. Shall consist of aggregate base course, suitable native material, or imported general fill as indicated in the geotechnical report.

C. Geotextile Fabric:

1. Geotextile shall have the minimum value when tested in accordance with the ASTM method listed below.

2. Geotextile shall be per Section 02976 Subgrade Enhancement with Geotextile Fabric.

PART 3 EXECUTION

3.01 EXAMINATION
A. Verification of Conditions:

1. Character and Quantity of Material:
a. Verify character and quantity of rock, gravel, sand, silt, water, and other inorganic or organic materials to be encountered in work to be performed. b. Determine gradation and shrinkage of excavation and fill material, and suitability of material for use intended in work to be performed. c. Determine quantity of material, and cost thereof, required for construction of excavations and fills, whether from on-site excavations, borrow areas, or imported materials. Include in cost of work to be performed. d. Include wasting of excess material, if required, in cost of work to be performed.

3.02 PREPARATION
A. Surface Preparation:

1. Preparing Ground Surfaces for Fill or Concrete:
a. After clearing is completed, scarify entire areas which underlie fill sections or structures to a depth of 12 inches (unless permitted otherwise by the ENGINEER) and until surface is free of ruts, hummocks, and other features which would prevent uniform compaction by equipment to be used. b. Recompact areas to density specified in "Compacted Fills" in this Section before placing of fill material or concrete.
c. Where cemented rock, cobbles, or boulders compose a large portion of foundation material underlying structures, slabs, or paved areas, it may not be advisable to scarify the top 12 inches prior to compaction. If the ENGINEER deems it advisable not to scarify existing natural ground, then moisten the native soil and compact it as specified in "Compaction of Coarse Fill" in this Section.

2. Preparing Sloped Surfaces for Fill or Foundations:
a. Foundations for Fill Having Slopes in Excess of One Vertical to Six Horizontal:
1) Bench or terrace to adequately key existing ground and fill built thereon. b. Slopes of Original Hillsides and Old Fills: Bench minimum of 4 feet horizontally as fill is placed.
c. Provision of New Benches:
1) Start new bench wherever vertical cut of next lower bench intersects existing ground.

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2) Recompact material thus cut out along with new embankment material at no additional cost to the Contract.
d. Where fill slopes are constructed, overbuild fill slope a minimum of 1 foot laterally and then trim it back to design finish grade.

3. Preparing for Structural Backfill:
a. After completion of foundation footings and walls and other construction below the elevation of the final grades and prior to backfilling, all forms shall be removed and excavation shall be cleaned of all trash and debris. b. After inspection of foundation, walls, and pipes, backfill shall be placed symmetrically to prevent eccentric loading upon or against structures. c. To prevent damage to structures, structural backfill shall be placed with equipment which does not exceed H-20 loading, within a distance of h (h being the vertical distance from the level being compacted down to the surface on the opposite side of the wall). Outside this distance, normal compaction equipment may be used.
d. To further protect structures from damage, only hand operated compaction equipment shall be utilized within a lateral distance of 5 feet from the wall, or within a lateral distance equal to the wall height, whichever is greater.

3.03 APPLICATION
A. General:

1. Temporarily place excavated materials which are not required or unsuitable for fill and backfill temporarily on site at the WWTP at a location indicated on the drawings. All such material shall be off-hauled and disposed of in a legal manner by the Contractor prior to completion of the project.

2. Dispose of surplus material on private property only when written permission agreement is furnished by owner of property. Submit copies of such agreements.

3. Obtain material required for fills in excess of that produced by excavation from borrow areas subject to the fill material requirements specified herein.

4. Rocks, broken concrete, or other solid materials larger than 3 inches in greatest dimension shall not be placed in fill areas, but removed from project site at no additional cost to the Contract.

5. Stabilization of Subgrade: Provide materials used or perform work to stabilize subgrade so it can withstand loads which may be placed upon it by CONTRACTOR's equipment.

B. Excavation:

1. Excavations for Buildings and Structures:
a. Dimensions and Elevations of Excavations: Provide excavations conforming to dimensions and elevations indicated on the Drawings for each building and structure, including trenching for adjacent piping and all work incidental thereto.
b. Soil of Unsuitable Bearing Value: Where soil is encountered having unsuitable bearing value, ENGINEER may direct in writing that excavation be carried to elevations above or below those indicated on the Drawings. c. Unless directed by the ENGINEER, excavations shall not be carried below elevations indicated on the Drawings.
d. Where excavations are made below elevations indicated on the Drawings, adjust elevations of excavations in accordance with the following requirements:
1) Under Slabs: Restore to proper elevation in accordance with procedure specified for backfill in this Section.
e. Excavation Width: Extend excavations at least 24 inches clear from walls and

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footings to allow for placing and removal of forms, installation of services, and inspection. Undercutting of slopes will not be permitted. f. Bottom of Excavations for Structures: Consist of native material with top 12 inches compacted to a minimum of 95% compaction at near optimum moisture content for granular soils and to a minimum of 93% compaction at a minimum of 2% over optimum moisture content for clayey soils. Graded to conform to outside limits of structures as indicated on the Drawings, except where otherwise indicated on the Drawings or specified. g. Difficulty of Excavation: No extra compensation will be made for removal of rock or any other material due to difficulty of excavation. h. Location of Structures on Different Substrates: Where structure will be located partially on fill and partially on undisturbed or natural material, over-excavate entire area to depth of 12 inches below elevations indicated on the Drawings and recompact to a minimum of 95% compaction at near optimum moisture content for granular soils and to a minimum of 93% compaction at a minimum of 2% over optimum moisture content for clayey soils.

2. Excavation of Lined Channels:
a. Excavations in Open Cut for Lined Channels: May be made so as to place concrete directly against excavated surfaces providing faces of excavations are:
1) Firm and stable.
2) Will stand or can be made to stand without sloughing. 3) At all points outside concrete lines indicated on the Drawings. b. Excavations to Provide Subgrade for Lined Channel or Subdrainage Material:
1) Excavate to lines indicated on the Drawings.

3. Excavation of Unlined Channels and Basins:
a. Excavation for Unlined Channels and Basins: Same as specified in Subparagraph 3.03B2, titled "Excavation of Lined Channels" in this Section, except for requirements specified for excavation tolerances. b. Regardless of tolerances specified, perform excavation and grading so that finished surfaces are in uniform planes with no abrupt breaks in surface.

4. Excavation of Ditches and Gutters:
a. Cutting: Cut ditches and gutters accurately to cross sections and grades indicated on the Drawings.
b. Excavation: Take care not to excavate ditches and gutters below grades indicated on the Drawings.
c. Over Excavation: Backfill excessive ditch and gutter excavation to grade with suitable thoroughly compacted material to form adequate gutter paving. d. Depositing of Material Adjacent to Ditches: Do not deposit any material within three feet of edge of ditch unless otherwise indicated on the Drawings.

5. Necessary Over Excavation:
a. General:
1) Where it becomes necessary to excavate beyond normal lines of excavation in order to remove boulders or other interfering objects, backfill voids remaining after removal as specified in Backfilling of Voids, or as acceptable to the ENGINEER.
2) Perform necessary excavation beyond normal lines as specified above and backfill such voids.
b. Backfilling of Voids:
1) Fill voids with suitable material acceptable to the ENGINEER, placed in manner and to same uniform density as surrounding material. 2) With acceptance of the ENGINEER, concrete of same mix as used in concrete channel may be used.

C. Compaction:

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1. Compacted Fills:
a. Lines and Grades:
1) Construct fills, embankments, and backfills, designated herein as fills, at locations and to lines and grades indicated on the Drawings.

2. Borrow sources are not available within project (plant) site. a. Compacted Fill Shape and Sections: Provide completed fill that corresponds to shape of typical sections indicated on the Drawings or that meets requirements for particular case.
b. Preparation of Areas Designated to Receive Fill Material: Scarify to minimum depth of 12 inches, unless otherwise indicated on the Drawings, and recompact to density of fill material as specified in following Article. c. Fills and Backfills and Upper 12 Inches in Cuts: Compact to percentage of maximum density as follows:
1) Portion of fills/backfills consisting of aggregate base course: compact entire fill/backfill to a minimum of 95% compaction at near optimum moisture content.
2) Compact upper 12 inches of original grade to a minimum of 95% compaction at near optimum moisture content for granular soils and to a minimum of 93% compaction at least 2% over optimum moisture content for clayey soils. Compact fill above original grade to a minimum of 90% compaction (95% for aggregate base course) at near optimum moisture content for granular soils and to a minimum of 90% compaction at least 2% over optimum moisture content for clayey soils.
3) Overexcavation of foundations for at grade structures: compact backfill for excavations resulting from the removal of peat or soils containing more than 3 percent organic content by dry unit weight below at grade structures to a minimum of 95% compaction at near optimum moisture content for granular soils and to a minimum of 93% compaction at least 2% over optimum moisture content for clayey soils
4) Under present and future structures, storage areas, and sidewalks not exposed to vehicular traffic: compact to a minimum of 95% compaction at near optimum moisture content for granular soils and to a minimum of 93% compaction at a minimum of 2% over optimum moisture content for clayey soils.
5) Under roadways, parking, curbs and gutters, and sidewalks and concrete exposed to vehicular traffic: compact aggregate base course and full depth reclamation section (if used) to a minimum of 95% compaction at near optimum moisture content. Compact upper 12 inches of subgrade soils below aggregate base course layer to a minimum of 95% compaction at near optimum moisture content for granular soils and to a minimum of 93% compaction at a minimum of 2% over optimum moisture content for clayey soils.
6) Compacted embankments: Compact to a minimum of 95% compaction at near optimum moisture content for granular soils and to a minimum of 93% compaction at a minimum of 2% over optimum moisture content for clayey soils.
7) Intermediate dikes and sludge bed sides: Compact to a minimum of 90% at near optimum moisture content for granular soils and at least 2% above over optimum moisture content for clayey soils.
8) Demolition areas: Compact to a minimum of 90% at near optimum moisture content for granular soils and at least 2% above over optimum moisture content for clayey soils.
9) Where fills/backfills are greater than 7 feet in depth below design finish grade, the zone below a depth of 7 feet: compact to a minimum of 95%

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compaction at near optimum moisture content for granular soils and to a minimum of 93% compaction at least 2% above over optimum moisture content for clayey soils.
10) All items listed above shall be moisture conditioned to at least 2% over optimum moisture content for clayey soils and near optimum moisture content for granular soils.
d. Placing Compacted Fills:
1) Placement: Place loose material in successive layers that do not exceed 8 inches in depth after compaction.
2) Moisture Content: Bring each layer to at least 2 percentage points above optimum moisture content for clayey soils and near optimum moisture content for granular soils for maximum density before compaction by rolling. If used, the full depth reclamation section shall be moisture conditioned to at least 3% above the optimum moisture content during mixing and re-mixing and shall have a minimum moisture content of near optimum moisture content after it is allowed to cure. 3) Defective Compacted Fills: Remove and recompact.

3. Compaction of Coarse Fill:
a. When materials are coarsely graded such that performance of field density tests are not possible using standard compaction testing equipment:
1) Placement and Compaction: Place material in lifts so as to obtain compacted thickness of 6 inches and roll with pneumatic roller or power roller.
2) Moisture Content: Provide moisture content of fraction of material passing 3/4 inch sieve within plus or minus 2.0% of optimum moisture as determined in accordance with ASTM D 1557, Method C.

4. Compaction of Embankments and Roadway Fills:
a. Construction and Compaction of Fills:
1) Construct in layers of depths specified above.
2) Compact by rolling with power rollers, tamping rollers, vibrating rollers or pneumatic tire rollers.
3) Moisture Content:

5. Compaction of Loose Fill:
a. In Disposal Areas: In disposal areas indicated on the Drawings, bring fill up essentially in level layer over entire spoil area indicated. 1) Continue filling spoil area until disposal of surplus excavated material is completed.
b. Clods or Hard Lumps of Earth of 3 Inches in Greatest Dimension: Break up before compacting material in embankments, except as provided as follows:
1) When fill material includes large rocky material or hard lumps, such as hardpan or cemented gravel which cannot be broken readily, distribute such material throughout fill.
2) Place sufficient earth or other fine material around larger material as it is deposited so as to fill interstices and produce dense, compact fill. Do not place such material within two feet of finish grade of fill. c. Compaction:
1) Uniformly distribute travel of vehicles over fill area as required to provide uniformly compacted surface.

3.04 FIELD QUALITY CONTROL
A. Tests:

1. Confirmation Tests:
a. CONTRACTOR's Responsibilities:

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1) Accomplish specified compaction for backfill, fill, and other earthwork. 2) Control operations by confirmation tests to verify that compaction work complies, and is complying at all times, with requirements specified in this Section concerning compaction, control, and testing. 3) Cost of Confirmation Tests: Paid for by the OWNER.
4) Qualifications of OWNER's Testing Laboratory: Perform confirmation testing by soils testing laboratory acceptable to the ENGINEER. 5) Copies of Confirmation Test Reports: Submit promptly to the ENGINEER.
b. Frequency of Confirmation Testing:
1) Perform testing not less than as follows:
a) Structural Backfill: One every 20 cubic yards of backfilled materials.
b) In embankment or fill: One every 100 cubic yards of backfilled materials.
c) Aggregate Base Materials: One every 50 cubic yards of material placed.

2. Compliance Tests:
a. Frequency of Testing: Periodic compliance tests will be made by the ENGINEER to verify that compaction is meeting requirements previously specified.
b. Coordination with ENGINEERs’ Testing: Remove overburden above level at which the ENGINEER wishes to test and backfill and recompact excavation after testing is completed.
c. If compaction fails to meet specified requirements, perform remedial work by one of the following methods:
1) Remove and replace backfill at proper density.
2) Bring density up to specified level by other means acceptable to the ENGINEER.
d. Retesting:
1) Costs of Retesting: Costs of retesting required to confirm and verify that remedial work has brought compaction within specified requirements shall be borne by the OWNER.
2) OWNER's Confirmation Tests During Performance of Remedial Work:
twice as frequent as original confirmation testing.

B. Tolerances:

1. Finish Grading of Excavations, Backfill and Fills:
a. Perform fine grading under concrete structures such that finished surfaces are never above established grade or approved cross section and are never more than 0.10 feet below.
b. Provide finish surface areas outside of structures that are not more than

0.10 feet above or below established grade or accepted cross section.

2. Of Excavation of Unlined Channels and Basins:
a. In Both Cut and Fill, and Levee and Access Road Side Slopes in Cut: Vertical tolerance of none above and 3 inches below specified grade will be allowed on bottom and side slopes.
b. On Top Surface of Levee and Access Road in Both Cut and Fill, and Levee and Access Road Side Slopes in Fill: Vertical tolerance of none below and 3 inches above specified grade will be allowed.

3. Of Areas Which Are Not under Structures, Concrete, Asphalt, Roads, Pavements, Walks, Dikes and Similar Type Items:
a. Provide finish graded surfaces of either undisturbed natural soil, or cohesive material not less than 6 inches deep.
b. Intent of preceding is to avoid sandy or gravelly areas.

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4. Finished Grading Surfaces:
a. Reasonably smooth, compacted, and free from irregular surface changes. b. Provide degree of finish that is ordinarily obtainable from blade grader operations, except as otherwise specified.
c. Uniformly grade areas which are not under concrete.
d. Finish gutters and ditches so that they drain readily.

3.05 ADJUSTING
A. Finish Grades of Excavations, Backfilling and Fill:

1. Repair and reestablish grades to required elevations and slopes due to any settlement or washing way that may occur from action of the elements or any other cause prior to final acceptance.

3.06 PROTECTION
A. Finish Grades of Excavations, Backfilling and Fill:

1. Protect newly graded areas from action of the elements.

B. Ditches and Gutters:

1. Maintain ditches and gutters excavated free from detrimental quantities of debris that might inhibit drainage until final acceptance.

END OF SECTION

May, 2026 02312-1 Septage Hauling and Receiving Station Final
SECTION 02312

CONTROLLED LOW STRENGTH MATERIAL (CLSM)
PART 1 GENERAL

1.01 SUMMARY
A. Section Includes: Controlled low strength material (CLSM).

B. Related Sections:

1. Section 03300 - Cast-in-place Concrete.

1.02 REFERENCES
A. American Society of Testing and Materials (ASTM):

1. C 31 - Practice for Making and Curing Concrete Test Specimens in The Field.

2. C 33 - Specification for Concrete Aggregate.

3. C 39 – Test Method for Compressive Strength of Cylindrical Concrete Specimens.

4. C 143 - Test Method for Slump of Hydraulic Cement Concrete.

5. C 231 - Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method.

6. C 260 - Specification for Air-Entraining Admixtures for Concrete.

7. C 618 - Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Portland Cement Concrete.

8. D 1557 – Standard Test Methods of Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3(2,700 kN-m/m3))

1.03 SYSTEM DESCRIPTION
A. Performance Requirements:

1. Total Calculated Air Content: Not be less than 8.0 percent nor greater than

12.0 percent.

2. Minimum Unconfined Compressive Strength: Not less than 50 pounds per square inch.

3. Maximum Unconfined Compressive Strength: Not greater than 150 pounds per square inch, measured at 28 days.

4. Wet Density: No greater than 132 pounds per cubic foot.

1.04 SUBMITTALS
A. Shop Drawings: A suggested mix design is as follows:

1. Submit a mix design which conforms to the density and strength criteria established herein.

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Material Weight Specific Gravity Absolute Volume
Cubic Foot
Cement 30 pounds 3.15 0.15
Fly Ash 300 pounds 2.30 2.09
Water 283 pounds 1.00 4.54
Coarse Aggregate 1,465 pounds 2.68 8.76
Fine Aggregate 1,465 pounds 2.68 8.76
Admixture 4-6 ounces - 2.70
TOTAL 3,543 pounds - 27.00
B. Samples:

1. Submit Mix Proportions and Trial Batch Test Results for Acceptance:
a. Prepare the trial batches using the specified cement and aggregates proposed to be used for the work.
b. Prepare sufficient quantity of trial batches to determine slump, workability, consistency, and to provide sufficient test cylinders.

2. Test Cylinders: Prepare test cylinders in accordance with ASTM C 31 with the Following Exception:
a. Fill the concrete test cylinders to overflowing and tap sides lightly to settle the mix.
b. Do not rod the concrete mix and strike off the excess material. c. Place the cylinders in a safe location away from the construction activities.

Keep the cylinders moist by covering with wet burlap, or equivalent. Do not sprinkle water directly on the cylinders.
d. After 2 days, place the cylinders in a protective container for transport to the laboratory for testing. The concrete test cylinders are fragile and shall be handled carefully. The container may be a box with a styrofoam or similar lining that will limit the jarring and bumping of the cylinders.

3. Submit data for each of the test cylinders.
a. Identify the data for the mix and slump for each of the test cylinders.

Determine slump in accordance with ASTM C 143 with the following exceptions:
1) Do not rod the concrete material.
b. Place in the cone in one semi-continuous filling operation, slightly overfilled, tapped lightly and struck off, then measure slump and record. c. Use a slump of the placed material greater than 9 inches, and sufficient to allow the material to flow freely during placement.
1) After trial batch testing and acceptance, maintain slump developed during testing during construction at all times plus or minus 1 inch.

4. Compression test 8 test cylinders.
a. Test 4 test cylinders at 3 days and 4 at 28 days in accordance with ASTM C 39 with the following exception:
1) Place test cylinders in a moist curing room prior to compression testing.

Exercise caution in moving and transporting the cylinders since they are fragile and will withstand only minimal bumping, banging, or jolting

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without damage.
2) Do not remove the test cylinder mold until the cylinder is to be capped and tested.

5. The cylinders ordinarily may be capped with standard sulfur compound or neoprene pads.
a. Perform the capping carefully to prevent premature fractures. b. Use neoprene pads a minimum of 1/2 inch thick, and 1/2 inch larger in diameter than the test cylinders.
c. Do not perform initial compression test until the cylinders reach a minimum age of 3 days.

6. The compression strength of the four test cylinders tested at 28 days shall be equal to or greater than the minimum required compression strength but not to exceed maximum compression strength.

7. If the trial batch tests do not meet the Specifications for strength or density, change the mix design proportions, and make additional trial batches and tests until an acceptable trial batch is produced that meets the Specifications. a. All the test batches and acceptability of materials shall be paid by the CONTRACTOR.
b. After acceptance, do not change the mix design without submitting a new mix design and test information.

PART 2 PRODUCTS

2.01 MATERIALS
A. Controlled Low Strength Material Components:

1. Type II low alkali portland cement as specified herein.

2. Class F fly ash conforming to ASTM C 618.

3. Water as specified in Section 03300.

4. Air entraining admixture conforming to ASTM C 260.

5. Fine Aggregate: Concrete sand, but need not conform to ASTM C 33. No more than 12 percent of aggregate shall pass a No. 200 sieve, and no plastic fines shall be present.

6. Coarse Aggregate: Pea gravel no larger than 3/8 inch.

PART 3 EXECUTION

3.01 INSTALLATION
A. General:

1. Prior to placement, soils located below controlled low strength material placement shall be scarified to a depth of 8 inches, uniform moisture conditioned to or above the optimum moisture content, and compacted to a minimum of 95 percent relative compaction in accordance with ASTM D 1557.

2. Place controlled low strength material by any method which preserves the quality of the material in terms of compressive strength and density. a. Limit lift heights of CLSM placed against structures and other facilities that could be damaged due to the pressure from the CLSM, to the lesser of 3 feet or the lift height indicated on the Drawings. Do not place another lift of CLSM until the last lift of CLSM has set and gained sufficient strength to prevent lateral load due to the weight of the next lift of CLSM. b. The basic requirement for placement equipment and placement methods is

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the maintenance of its fluid properties.
c. Transport and place material so that it flows easily around, beneath or through walls, pipes, or other structures.
d. Use a slump of the placed material greater than 9 inches, and sufficient to allow the material to flow freely during placement. After trial batch testing and acceptance, maintain slump developed during testing during construction at all times within plus or minus 1 inch.
e. Use a slump, consistency, workability, flow characteristics, and pumpability (where required) such that when placed, the material is self-compacting, selfdensifying, and has sufficient plasticity that compaction or mechanical vibration is not required.

3.02 FIELD QUALITY CONTROL
A. General: Make provisions for and furnish all material for the test specimens, and provide manual assistance to assist the ENGINEER in preparing said specimens. Be responsible for the care of and providing curing condition for the test specimens.

B. Tests by OWNER:

1. During the progress of construction, the OWNER will have tests made to determine whether the controlled low strength material, as being produced, complies with the requirements specified hereinbefore:
a. These tests will be made in accordance with ASTM C 31, and ASTM C 39 with exceptions as given herein.
b. Test cylinders will be made and delivered to the laboratory by the ENGINEER and the testing expense will be borne by the OWNER.

2. Not less than four cylinder specimens will be tested for each 150 cubic yards of controlled low strength materials and not less than three specimens for each half day's placement. One cylinder will be tested at 3 days and 2 at 28 days and one shall be held as reserve.

3. The OWNER will test the air content of the controlled low strength material by volume by measurement. Test will be made immediately after discharge from the mixer in accordance with ASTM C 231.

C. Tests by CONTRACTOR:

1. Test the slump of controlled low strength material using a slump cone in accordance with ASTM C 143 with exceptions as given herein. a. Test the slump at the beginning of each placement, as often as necessary to keep the slump within the specified range, and when requested to do so by the ENGINEER.

END OF SECTION

May, 2026 02318-1 Septage Hauling and Receiving Station Final
SECTION 02318

TRENCHING
PART 1 GENERAL

1.01 SUMMARY
A. Section Includes: Trench excavation, fine grading, pipe bedding, backfilling, and compaction for the following, including requirements for ditch crossings:

1. Pipe and electrical conduits.

2. Manholes, valves, or other accessories.

3. Potable water pipe appurtenances.

B. Related Sections:

1. Section 01734 - Work Within Public Right-of-Way: Provision of excavation, backfilling, and compacting of trenches in public right-of-way.

2. Section 02260 - Excavation Support and Protection.

3. Section 02722 - Aggregate Base Course.

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

1. C 131 - Test Method for Resistance to Degradation of Small-Size Course Aggregate by Abrasion and Impact in the Los Angeles Machine.

2. C 136 - Test Method for Sieve Analysis of Fine and Course Aggregates.

3. D 1140 – Test Method for Determining the Amount of Material Finer than the 75µm (No. 200) Sieve in Soils by Washing.

4. D 1556 - Test Method for Density and Unit Weight of Soil in Place by the Sand Cone Method.

5. D 1557 - Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m).

6. D 2419 - Test Method for Sand Equivalent Value of Soils and Fine Aggregate.

7. D 2922 - Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth).

8. D 3017 - Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth).

9. D 4318 - Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils.

1.03 SUBMITTALS
A. Products Data: For all proposed bedding and backfill materials.

1. Material source.

2. Gradation.

3. Testing data.

1.04 SYSTEM DESCRIPTION
A. Performance Requirements:

1. All Earthwork and soil preparation shall be in conformance with the project geotechnical report and as specified here in. Copies of these reports are available at the contractor prior to bidding. In the case of a conflict between this specification and the geotechnical report, the more stringent criteria between the

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spec and the report shall be followed.
a. Project Geotechnical Report: Geotechnical Evaluation Yuba City WWTF Septage Receiving South of Burns Drive, Project Number 25-688, dated March 20, 2026.

1.05 DEFINITIONS
A. Geotechnical Engineer-of-Record (GEOR): Is the geotechnical engineer who provided geotechnical design recommendations for the project and/or who has been retained by the OWNER to provide geotechnical consultation, review of submittals and RFIs, and confirmatory/compliance observation and compaction testing services of earthwork operations during construction of the project. Also serves as the OWNER’s Testing Laboratory.

PART 2 PRODUCTS

2.01 MATERIALS
A. General:

1. Provide material having maximum particle size not exceeding 3 inches and that is free of leaves, grass, roots, stumps, and other vegetable matter.

2. Materials derived from processing demolished or removed asphalt concrete are not acceptable.

B. Aggregate Base Course: As specified in Section 02722.

C. Suitable Native Material:

1. On-site, native, sound, earthen material.

2. 3-inch maximum size.

3. At least 90 percent of material by weight shall pass the 1 inch sieve when tested in accordance with ASTM C 136.

4. Shall contain not more than 3 percent organic content by dry unit weight.

5. Nesting (concentration) of larger particles shall be avoided.

D. Sand:

1. Clean, coarse, natural sand.

2. Nonplastic when tested in accordance with ASTM D 4318.

3. 100 percent shall pass a 1/2 inch screen.

4. No more than 20 percent shall pass a Number 200 sieve when tested in accordance with ASTM D 1140.

PART 3 EXECUTION

3.01 PREPARATION
A. General:

1. Before laying pipes or electrical conduits in fill, place fill and compact it to not less than 2 feet above top of pipe or conduit.

2. After placing and compacting fill, excavate through fill and fine grade as required in this Section.

B. Protection: Stabilize excavation as specified in Section 02260.

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3.02 INSTALLATION
A. Trench Excavation:

1. General Requirements:
a. If, because of soil conditions, safety requirements or other reasons, trench width at top of pipe is increased beyond width specified in this Section, upgrade laying conditions or install stronger pipe designed in conformance with Specifications for increased trench width, without additional cost. b. Pipe and Electrical Conduits:
1) Lay pipe and electrical conduits in open trench.
2) If bottom of excavation is found to consist of rock or any material that by reason of its hardness cannot be excavated to provide uniform bearing surface, remove such rock or other material to a depth of not less than 4 inches below bottom of pipe and refill to grade with aggregate base course material or sand placed at uniform density, with minimum possible compaction, at no additional cost.
3) If bottom of excavation is found to consist of soft or unstable material which is incapable of properly supporting pipe, remove such material to a depth and for the length required, as determined by the ENGINEER, and then refill trench to grade with aggregate base course or sand, compacted to 90 percent of maximum density.
c. Trench Widths:
1) Minimum Clear Width of Trench for Pipe 4 Inches in Diameter and over (Measured at Top of Pipe): Not less than outside diameter of pipe plus 18 inches.
2) Maximum Clear Width of Trench for Pipe (Measured at Top of Pipe):
a) For Pipe Sizes 4 Inches to and Including 24 Inches: Not to exceed outside diameter of pipe plus 24 inches.
3) Maximum Clear Width of Trench for Pipe (Measured at Top of Pipe):
a) For Pipe Sizes Larger than 24 Inches: Not to exceed outside diameter of pipe plus 36 inches.
d. For Manholes, Valves, or Other Accessories:
1) Provide excavations sufficient to leave at least 12 inches clear between their outer surfaces and embankment or shoring which may be used to hold banks and protect them.
2) Do not backfill with earth under manholes, vaults, tanks, or valves. 3) Fill any unauthorized excess excavation below elevation indicated on the Drawings for foundation of any structure with sand, aggregate base course material, bedding material, or concrete at no additional cost. 4) Backfilling of Manhole Excavation: Conform to backfilling requirements as specified for trenches in this Section.
e. Potable Water Pipe Appurtenances:
1) Lay in trenches separate from those used for sewers. 2) Unless otherwise specified or indicated on the Drawings, lay in trenches having cover of not less than 3 feet below surface of ground and located at distance of not less than 10 feet from any parallel sewer trench.
f. At Road Crossings or Existing Driveways:
1) Make provision for trench crossings at these points, either by means of backfills, tunnels, or temporary bridges.
g. Tree Roots and Adjacent Trees and Vegetation:
1) When tree roots are encountered in trench excavations, all tree roots shall be removed from the trench. If roots are too large to be removed, Contractor shall consult with the Engineer on next steps

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which could include adjusting pipe elevations or other means to avoid the obstruction.
2) Protect all adjacent trees and vegetation from damage whenever possible. Review all tree cutting or removal with the Owner prior to any tree or vegetation removal.

B. Trench Fine Grading:

1. For Pipe Placement:
a. Overexcavate bottom of trench by at least 4 inches, or 1/12 outside diameter of pipe, whichever is greater.
b. Fill overcut with bedding material specified herein, and fine graded as specified above.
c. Place bedding material at uniform density, with minimum possible compaction. d. Where trench excavation is below grade of trench fine grading, restore trench bottom to proper grade by backfilling and compacting backfill to to a minimum of 95% percent compaction at near optimum moisture content for granular soils and to a minimum of 93% percent compaction at a minimum of 2% percent over optimum moisture content for clayey soils., at no additional cost.

Use bedding material as specified in this Section.

2. Bell or Coupling Holes:
a. Dig holes after trench bottom has been graded.
b. Provide holes of sufficient width to provide ample room for grouting, banding, or welding.
c. Excavate holes only as necessary in making joints and to ensure that pipe rests upon prepared trench bottom and not supported by any portion of the joint.

3. Depressions for Joints, Other than Bell-and-spigot:
a. Make in accordance with recommendations of joint manufacturer for particular joint used.

C. Pipe Bedding:

1. After Pipe Laid:
a. Place bedding material under and around pipe to level even with spring line of pipe, and compact to 90 percent of maximum density near optimum moisture content.
b. Fill section of trench from spring line to 12 inches above top of pipe with bedding material and mechanically compact to 90 percent of maximum density near optimum moisture content.

2. Pipe Displacement:
a. Take necessary precautions in placement and compaction of bedding material to prevent displacement of piping.
b. In event there is movement or floating, re-excavate re-lay, and backfill the pipe.

3. Consolidation:
a. Utilize vibratory and other mechanical compaction equipment. Flooding and pooling, or jetting methods are not acceptable.

D. Trench Backfill:

1. Place and compact backfill in accordance with following requirements and Section 01734 (whichever is greater):
a. From 12 inches above top of pipe to natural surface level. b. Finish grade indicated on the Drawings as follows:
1) Backfill for Trench Cuts Across Roadways and Paved Streets:
a) Backfill trench up to within 2 feet of finish grade with suitable

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material per the project geotechnical report compacted to 90 percent of maximum density at least 2 percent over optimum moisture content for clayey soils and near optimum moisture content for granular soils.
b) Then backfill from 24 inches below finish grade to finish grade, or to underside of specified aggregate base course material as indicated on the Drawings, or to underside of specified pavement replacement with native material, aggregate base course material, or select material compacted to a minimum of 95% percent compaction at near optimum moisture content for granular soils and to a minimum of 93% percent compaction at a minimum of 2% percent over optimum moisture content for clayey soils.
c) Trench Backfill for Trench Cuts in Areas Outside the Improved Section of Roadways and in Open Country: Backfill trench from 12 inches above top of pipe to finish grade with native material compacted to 90 percent of maximum density at least 2 percent over optimum moisture content for clayey soils and near optimum moisture content for granular soils.
2) Trench Backfill for Longitudinal Trench Cuts in Roadways, Paved Areas, and Storage Areas:
a) Backfill trench up to within 2 feet of finish grade with suitable material per the project geotechnical report compacted to 90 percent of maximum density at least 2 percent over optimum moisture content for clayey soils and near optimum moisture content for granular soils.
b) Then backfill from 24 inches below finish grade to finish grade, or to underside of specified aggregate base course material as indicated on the Drawings, or to underside of specified pavement replacement with native material, aggregate base course material, or select material compacted to a minimum of 95% percent compaction at near optimum moisture content for granular soils and to a minimum of 93% percent compaction at a minimum of 2% percent over optimum moisture content for clayey soils.
c) Trench Backfill for Trench Cuts in Areas Outside the Improved Section of Roadways and in Open Country: Backfill trench from 12 inches above top of pipe to finish grade with native material compacted to 90 percent of maximum density at least 2 percent over optimum moisture content for clayey soils and near optimum moisture content for granular soils.
c. Trench Backfill Through Earth Slopes or Embankments Supporting Structures, Through Structural Fill, or Adjacent to and/or Under Structures: Backfill trench from 12 inches above top of pipe to finish grade with suitable native material compacted to a minimum of 95% percent compaction at near optimum moisture content for granular soils and to a minimum of 93% percent compaction at a minimum of 2% percent over optimum moisture content for clayey soils.
d. Existing Conditions: Where existing underground pipes or conduits larger than 3 inches in diameter cross trenches above new work:
1) Backfill from bottom of trench to spring line of intersecting pipe or conduit with aggregate base course material compacted to 90 percent of maximum density near optimum moisture content when tested in accordance with ASTM D 1557 or ASTM D 2922.

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2) Extend aggregate base course material 2 feet on either side of intersecting pipe or conduit to ensure that material remains in place while other backfill is placed.

E. Compacting Native Material:

1. Assure that native material, when used as previously specified, is capable of being compacted to degree specified.

2. If native material cannot be compacted to density as previously specified, remove and dispose of material whether it has been placed in trench as backfill or not, and utilize other backfill material from another source acceptable to the ENGINEER.

3.03 FIELD QUALITY CONTROL
A. Tests:

1. Confirmation Tests:
a. Contractor's Responsibilities:
1) Accomplish specified compaction of trench backfill.
2) Control operations by confirmation tests to verify and confirm that compaction work complies, and is complying at all times, with requirements specified in this Section concerning compaction, control, and testing.
3) Cost of Confirmation Tests: Paid for by the OWNER.
4) Qualifications of OWNER's Testing Laboratory: Provide lab certification.

Perform confirmation testing by soils testing laboratory acceptable to the GEOR.
5) Copies of Confirmation Test Reports: Submit promptly to the ENGINEER.
b. Frequency of Confirmation Testing:
1) Perform testing not less than as follows:
a) For Trenches: At each test location include tests for each type or class of backfill from bedding to finish grade.
b) In Open Fields: 2 every 1,000 linear feet.
c) Along Dirt or Gravel Road or off Traveled Right-of-way: Two every 500 linear feet.
d) Crossing Paved Roads: 2 locations along each crossing. e) Under Pavement Cuts or Within 2 Feet of Pavement Edges:
1 location every 200 linear feet.

2. Compliance Tests:
a. Frequency of Testing: Periodic compliance tests will be made by the ENGINEER to verify that compaction is meeting requirements previously specified.
b. For Tests in Water Settled Backfill: Remove overburden above level at which the ENGINEER wishes to test. Backfill and recompact excavation after testing is completed.
c. If Compaction Fails to Meet Specified Requirements: Perform remedial work by one of the following methods:
1) Remove and replace backfill at proper density.
2) Bring density up to specified level by other means acceptable to the ENGINEER.
d. Retesting:
1) Costs of Retesting: Costs of retesting required to confirm and verify that remedial work has brought compaction within specified requirements shall be borne by the OWNER.
2) Contractor's Confirmation Tests During Performance of Remedial Work:

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a) Performance: Perform tests in manner acceptable to the ENGINEER.
b) Frequency: Double amount specified for initial confirmation tests.

3. Water Testing Pipe:
a. After Bedding the Pipe, CONTRACTOR Has the Following Option To:
1) Water-test pipe.
2) Backfill to surface, at his own risk, before water-testing pipe. b. If pipe does not pass test, uncover pipe, locate leaks, repair and retest, repeating until pipe section under test passes.

3.04 SCHEDULES
A. Bedding Materials: Bedding materials shall be as listed in the project geotechnical report. For situations not listed in the project geotechnical report, use the following schedule of bedding materials.

1. For Pipe less than 16 Inch Nominal Size: Except as otherwise specified, use sand or aggregate base course.

2. For Pipe from 16 Inch to 48 Inch Nominal Size: Except as otherwise specified, use sand or aggregate base course.

3. For Pipe over 48 Inches: Same as specified in subparagraph 3.04A1.

4. For Polyvinyl Chloride or Other Plastic Pipe less than 2 Inches in Diameter: Sand.

END OF SECTION

May, 2026 02360-1 Septage Hauling and Receiving Station Final
SECTION 02360

SOIL TREATMENT
PART 1 GENERAL

1.01 SUMMARY
A. Section Includes: Soil treatment for control of unwanted plant life.

1.02 SUBMITTALS
A. Product Data: Include for each material to be used, composition by percentage, dilution schedule, rate and volume calculations, intended application rate; current EPAapproved labels and Material Safety Data Sheets for each product used.

B. Test Reports: Indicate regulatory agency approval reports when required.

C. Manufacturer's Instructions: Complete handling, mixing, application, cleanup, and safety instructions.

D. Certificate of Treatment: Indicate materials and quantities used, and times of application.

1.03 QUALITY ASSURANCE
A. Qualifications of Applicator: Licensed applicator in the State where project is located.

1.04 PROJECT CONDITIONS
A. Environmental Requirements:

1. Do not apply treatment materials when soil or fill is excessively wet in order to avoid surface flow of material from application site.

1.05 SEQUENCING AND SCHEDULING
A. Notification of Treatment: Notify ENGINEER in advance so that ENGINEER may be present during application.

PART 2 PRODUCTS

2.01 MATERIALS
A. Vegetation Control:

1. Soil Sterilization Type. Manufacturers: One of the following or equal:
a. DuPont, Oust.
b. Drexel Chemical Corp.'s, Diuron 4L.

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PART 3 EXECUTION

3.01 EXAMINATION
A. Verify that soil is unfrozen, sufficiently dry to absorb soil treatment materials and ready to receive treatment in accordance with manufacturer’s instructions.

B. Verify final grading is complete.

3.02 APPLICATION
A. Vegetation Control:

1. Provide vegetation control material for unwanted plant life under structures, trenches, sidewalks, and pavements.

2. Apply vegetation control material in accordance with manufacturer's installation instructions.

3. Do not allow soil treatment materials to contact areas not designated for treatment.

B. Prevent spillage and contact by wind-carried material.

C. Re-treat disturbed treated soil with same treatment materials and application as original treatment.

3.03 PROTECTION OF FINISHED WORK
A. Do not permit soil grading or surface disruption over treated work.

END OF SECTION

May, 2026 02622-1 Septage Hauling and Receiving Station Final
SECTION 02622

FILTER FABRIC FOR DRAINS AND UNDERDRAINS
PART 1 GENERAL

1.01 SUMMARY
A. Section Includes: Nonwoven Engineering Fabrics (Geotextile) for drains and underdrains.

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

1. D 3776 - Test Methods for Mass per Unit Area (Weight) of Woven Fabric.

2. D 4491 - Test Methods for Water Permeability of Geotextiles by Permittivity.

3. D 4632 - Test Method for Grab Breaking Load and Elongation of Geotextiles.

1.03 DEFINITIONS
A. Filter Fabric for Drains and Underdrains: Nonwoven filter fabric manufactured from polyester, nylon, or polypropylene material, or any combination thereof.

1.04 PROJECT CONDITIONS
A. Take field measurements to determine the exact lengths and dimensions of the surfaces to receive the fabric.

1.05 SUBMITTALS
A. Product Data.

B. Samples.

C. Quality Control Submittals:

1. Certificates of Compliance.

2. Manufacturer's Instructions.

1.06 DELIVERY, STORAGE, AND HANDLING
A. Storage and Protection:

1. Furnish engineering fabrics in protective covers capable of protecting the fabric from ultraviolet rays, abrasion, and water.

PART 2 PRODUCTS

2.01 MANUFACTURERS
A. One of the Following or Equal:

1. Amoco, Style 4550.

2. Nicolon, Mirafi 140NC.

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2.02 MATERIAL REQUIREMENTS
A. Physical Properties: Meet the following minimum requirements.

Property(1) Test Method Requirements(1)
Weight, minimum ASTM D 3776 4.0 ounces per square
yard
Grab tensile strength ASTM D 4632 120 pounds
Grab tensile elongation ASTM D 4632 50 percent
Toughness, minimum 6,500 pounds
Permitivity, minimum ASTM D 4491 1.5 per second
(1) Minimum average roll values.

PART 3 EXECUTION

3.01 PREPARATION
A. Surface Preparation: During grading operations, take care not to disturb or scarify the subgrade. This may require use of lightweight dozers for low strength soils such as saturated, cohesionless, or low cohesion soils. Recompact if subgrade is scarified.

B. Prior to placement of fabric; prepare surface to smooth conditions free of debris, depressions, or obstructions which may damage the fabric.

3.02 INSTALLATION
A. Follow manufacturer's installation instructions and as complimented herein.

B. Place the fabric smoothly without folds or wrinkles.

C. Use special care when placing the filter fabric in contact with the soil so that no void spaces occur between the filter fabric and the prepared surface.

D. Overlap the filter fabric sheets according to manufacturer's installation.

E. Place drainage aggregate on the filter fabric as specified.

3.03 FIELD QUALITY CONTROL
A. Inspection: Before covering, the conditions of the fabric will be observed by the ENGINEER to determine that no holes or rips exist in the fabric. Repair all such occurrences by placing a new layer of fabric extending beyond the defect in all directions a distance equal to the minimum overlap required for adjacent rolls.

END OF SECTION

May, 2026 02722-1 Septage Hauling and Receiving Station Final
SECTION 02722

AGGREGATE BASE COURSE
PART 1 GENERAL

1.01 SUMMARY
A. Section Includes: Aggregate base course.

B. Related Sections:

1. Section 02300 - Earthwork.

1.02 REFERENCES
A. State of California Department of Transportation:

1. CalTrans - 2015 Standard Specification.

B. American Society of Testing and Materials (ASTM):

1. C 117 - Test Method for Material Finer than 75 µM (Number 200) Sieve in Mineral Aggregate by Washing.

2. C 136 - Method for Sieve Analysis of Fine and Coarse Aggregates.

3. D 4318 - Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils.

1.03 SUBMITTALS
A. Product Data:

1. Source, gradation, and testing data for aggregate base course.

B. Quality Control:

1. Test Reports: Reports for tests required by Sections of 2015 CalTrans Standard Specifications.

2. Certificates of Compliance: Certificates as required by Sections of 2015 CalTrans Standard Specifications.

1.04 DELIVERY, STORAGE, AND HANDLING
A. Storage and Protection: Protect from segregation and excessive moisture during delivery, storage, and handling.

PART 2 PRODUCTS

2.01 MATERIALS
A. Aggregate Base Course:

1. Class 2, 3/4 inch maximum aggregate size free from vegetable matter and other deleterious substances, and of such nature that aggregate can be compacted readily under watering and rolling to form a firm, stable base.

2. Materials derived from processing demolished or removed asphalt concrete are not acceptable.

3. Coarse aggregate material retained in Number 4 sieve shall consist of material of which at least 25 percent by weight shall be crushed particles when tested in

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accordance with California Test 205.

4. Aggregate shall not be treated with lime, cement, or other chemical material before the Durability Index test is performed.

5. Aggregate grading and sand equivalent tests shall be performed to represent not more than 500 cubic yards or one day's production of material, whichever is smaller.

6. Grade within the limits and conform to quality requirements as follows when tested in accordance with California Test 202:

Sieve Sizes
(Square Openings)
Percent by Weight
Passing Sieve
1 inch 100
3/4 inch 90-100
Number 4 35-60
Number 30 10-30
Number 200 2-9
Quality Requirements
Description California Test Minimum Test Result
Resistance (R Value) 301 78
Sand Equivalent 217 22
Durability Index 229 35
PART 3 EXECUTION

3.01 EXAMINATION
A. Verification of Conditions: Examine conditions upon which the work specified in this Section depends for defects that may influence installation and performance.

B. Do not proceed with installation until unsatisfactory conditions have been corrected.

3.02 PREPARATION
A. Subgrade Preparation: Prepare as specified in Section 02300, "Earthwork."

3.03 INSTALLATION
A. Furnish, spread, and compact aggregate base course material to the lines, grades, and dimensions indicated on the Drawings.

1. Spreading: Spread in accordance with sections of CalTrans Standard

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Specifications.

2. Compacting: Compact in accordance with sections of CalTrans Standard Specifications.

3.04 FIELD QUALITY CONTROL
A. Tests: Perform field tests as required per Section 02300.

END OF SECTION

May, 2026 02742-1 Septage Hauling and Receiving Station Final
SECTION 02742

ASPHALT CONCRETE PAVING
PART 1: GENERAL

1.01 DESCRIPTION
This section includes materials, testing, and installation of asphalt concrete pavement, aggregate base course, herbicide, prime coat, tack coat, and seal coat. All materials shall be in conformance with California Department of Transportation (CalTrans) Standard Specifications 2025 standard edition.

1.02 RELATED WORK SPECIFIED ELSEWHERE
Section 02300: Earthwork
Section 02360: Soil Treatment
Section 02722: Aggregate Base Course

1.03 SUBMITTALS
Submit six copies of a report from a testing laboratory verifying that aggregate material conforms to the specified gradations or characteristics.

PART 2: MATERIALS

2.01 ASPHALT CONCRETE PAVING
Asphalt concrete paving shall conform to Type A in Section 39-HMA of the Caltrans 2025 Standard Specifications, having ½-inch-maximum medium grading.

2.02 AGGREGATE BASE COURSE
Aggregate base shall be Class 2 aggregate base, ¾-inch-maximum size per Section 26 of the CalTrans Standard Specifications. Aggregate shall contain no detectable asbestos.

2.03 PRIME COAT
All areas to be paved shall receive prime coat. Prime coat shall be per Section 39-4.02 in the CalTrans Standard Specifications.

2.04 TACK COAT
Tack coat shall conform with Viscosity Grade PG 64-10 paving asphalt per Section 92 in the CalTrans Standard Specifications.

2.05 ASPHALT
Asphalt shall be viscosity grade PG 64-10. Asphalt content in the pavement shall be 5.5% to

6.0%.

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2.06 AGGREGATE FOR ASPHALT CONCRETE
Class 2 AB per section 02722.

2.07 SEAL COAT
Seal coat shall be Type II slurry seal per Section 37 of the CalTrans Standard Specifications.

2.08 REDWOOD HEADER
Provide where indicated on the drawings. Size of redwood headers shall be 2-inches by the depth of the asphalt concrete paving; minimum size shall be 2-inches by 4-inches. Redwood shall be Construction Heart Grade stamped by the California Lumber Inspection Service.

2.09 HERBICIDE OR WEED KILLER
Provide under asphalt per section 02360.

2.10 PAINT FOR TRAFFIC AND PARKING LOT STRIPING AND MARKING Provide Acetone-based paint for all traffic stripes and pavement markers as indicated on the drawings and per Section 84-3 of the CalTrans Standard Specifications.

PART 3: EXECUTION

3.01 PAVEMENT REMOVAL
A. Initially cut asphalt concrete pavement with pneumatic pavement cutter or other equipment at the limits of the excavation and remove the pavement. After backfilling the excavation, saw cut asphalt concrete pavement to the full depth of pavement at a point not less than 9 inches outside the limits of the excavation or the previous pavement cut, whichever is greater, and remove the additional pavement.

B. Saw cut concrete pavement, including cross gutters, curbs and gutters, sidewalks, and driveways, to the full depth of pavement at a point 1 foot beyond the edge of the excavation and remove the pavement. The concrete pavement may initially be cut at the limits of the excavation by other methods prior to removal and the saw cut made after backfilling the excavation. If the saw cut falls within 3 feet of a concrete joint or pavement edge, remove the concrete to the joint or edge.

C. Make arrangements for and dispose of the removed pavement.

D. Final pavement saw cuts shall be straight along both sides of trenches, parallel to the pipeline alignment, and provide clean, solid, vertical faces free from loose material.

Saw cut and remove damaged or disturbed adjoining pavement. Saw cuts shall be parallel to the pipeline alignment or the roadway centerline or perpendicular to same.

3.02 PAVEMENT REPLACEMENT
Pavement replaced after cutting shall match the depth and section indicated on the Drawings.

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3.03 INSTALLATION
Producing, hauling, placing, compacting, and finishing of asphalt concrete shall conform to Section 39 of the CalTrans Standard Specifications. Apply seal coat to all paving except open asphalt concrete.

3.04 CONNECTIONS WITH EXISTING PAVEMENT
Where new paving joins existing paving, saw cut the existing surfaces 12 inches back from the joint line full depth. Dispose of waste material offsite. Tack prior to placing the asphalt concrete. Meet lines shall be straight and the edges vertical. Paint the edges of meet line cuts with liquid asphalt or emulsified asphalt prior to placing asphalt concrete. After placing the asphalt concrete, seal the meet line by painting with a liquid asphalt or emulsified asphalt and then immediately cover with clean, dry sand.

3.05 PREPARATION OF SUBGRADE
A. Per Section 2300.

B. The finished subgrade shall be within a tolerance of 0.05 of a foot of the grade and cross section shown and shall be smooth and free from irregularities and at the specified relative compaction.

3.06 PLACING AGGREGATE BASE COURSE
Place aggregate base course to a minimum thickness as specified for the roadway.

Compact to as noted in Section 2300.

3.07 COMPACTION OF AGGREGATE BASE AND LEVELING COURSES
Compaction and rolling shall begin at the outer edges of the surfacing and continue toward the center. Apply water uniformly throughout the material to provide moisture for obtaining the specified compaction. Compact each layer to the specified relative compaction before placing the next layer.

3.08 PLACING PRIME COAT
Apply prime coat to the surface of the leveling course of aggregate base at the rate of 0.25 gallon per square yard per Section 39-4.02 in the CalTrans Standard Specifications.

3.09 PLACING TACK COAT
Apply tack coat on surfaces to receive finish pavement per Section 39-4.02 in the CalTrans Standard Specifications. Apply tack coat to metal or concrete surfaces that will be in contact with the asphalt concrete paving.

3.10 PLACING ASPHALT PAVING
Install in accordance with Section 39-6 in the CalTrans Standard Specifications.

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3.11 COMPACTION OF ASPHALT CONCRETE PAVING
Compact until roller marks are eliminated and a density of 92% minimum to 98% maximum has been attained per ASTM D 2041. Compacting equipment shall conform to the provisions of Section 39-5.02, “Compacting Equipment.”

3.12 APPLYING SEAL COAT
Apply slurry seal coat at the rate of 10 to 18 pounds of dry aggregate per square yard.

3.13 SURFACE TOLERANCE
A. Finished grade shall not deviate more than 0.02 foot in elevation from the grade indicated in the drawings. Slopes shall not vary more than 1/4 inch in 10 feet from the slopes shown in the drawings.

B. After paving has been installed and compacted, spray water over the entire paved area. Correct any areas where water collects and does not drain away.

3.14 APPLYING PAINT FOR TRAFFIC AND PARKING LOT STRIPING AND MARKING Apply in accordance with Section 84 of the CalTrans Standard Specifications.

END OF SECTION

May, 2026 02952-1 Septage Hauling and Receiving Station Final
SECTION 02952

PAVEMENT RESTORATION AND REHABILITATION
PART 1 GENERAL

1.01 SUMMARY
A. Section Includes:

1. Resurfacing roads and paved surfaces in which surface is removed or damaged by installation of new work or operations of the Contractor.

B. Related Sections:

1. Section 02722 - Aggregate Base Course.

2. Section 02742 - Asphaltic Concrete Paving.

3. Section 03300 - Cast-in-place Concrete.

1.02 SYSTEM DESCRIPTION
A. Performance Requirements:

1. Limiting Dimensions:
a. Determine the exact lengths and dimensions of such roads, pavements, parking areas, and walks that will require removal and replacement for new work.
b. Join existing surfaces to terminals of new surfacing in smooth juncture.

B. Conduct work in conformance with the project Geotechnical Report.

1.03 SUBMITTALS
A. Mix Designs:

1. Prior to placement of asphalt concrete, submit full details, including design and calculations for the asphalt concrete mix proposed.

2. Submit gradation of aggregate base.

3. Submit proposed mix design of portland cement concrete.

PART 2 PRODUCTS

2.01 MATERIALS
A. Aggregate Base Course: As specified in Section 02722.

B. Asphalt Pavement: As specified in Section 02742.

C. Portland Cement Concrete Replacement Material: Class A concrete as specified in Section 03300.

2.02 EQUIPMENT
A. Roads, Pavements, Parking Areas, and Walks:

1. Equipment Requirements: Good condition, capable of performing work intended in satisfactory manner.

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2.03 ACCESSORIES
A. Material for Painting Asphalt Concrete Pavement: Tack coat as required.

PART 3 EXECUTION

3.01 INSTALLATION
A. Aggregate Surface Removal Replacement:

1. When trench cut is in aggregate surfaced areas, replace aggregate base course material with material matching existing material compacted to 95 percent of its maximum density.

B. Pavement Removal and Temporary Asphalt Replacement:

1. Install temporary asphalt pavement or first course of permanent pavement replacement immediately following backfilling and compaction of trenches that have been cut through existing pavement.

2. Except as otherwise provided, maintain this temporary pavement in safe and reasonably smooth condition until required permanent pavement is installed.

3. Remove and dispose of temporary paving from project site.

4. Where longitudinal trench is partly in pavement, replace pavement to original pavement edge, on a straight line, parallel to center line of roadway.

5. Where no part of longitudinal trench is in pavement, surfacing replacement shall only be required where existing surfacing materials have been removed.

C. Asphalt Pavement Replacement:

1. Replace asphalt pavement to same thickness as adjacent pavement and match as nearly as possible adjacent pavement in texture, unless otherwise indicated on the Drawings.

2. Cut existing asphalt pavements to be removed for trenches or other underground construction by wheel cutter, clay spade, or other device capable of making neat, reasonably straight and smooth cut without damaging adjacent pavement. Cutting device operation shall be subject to acceptance of ENGINEER.

3. Cut and trim existing pavement after placement of required aggregate base course and just prior to placement of asphalt concrete for pavement replacement, and paint trimmed edges with material for painting asphalt concrete pavement immediately prior to constructing new abutting asphalt pavements. No extra payment will be made for these items, and all costs incurred in performing this work shall be incidental to pipe laying or pavement replacement.

4. Conform replacement of asphalt pavement to contour of original pavement.

D. Portland Cement Concrete Pavement Replacement:

1. Where trenches lie within Portland cement concrete section of streets, alleys, sidewalks, and similar concrete construction, saw cut such concrete (to a depth of not less than 1-1/2 inches) to neat, vertical, true lines in such manner adjoining surfaces are not damaged.

2. Place portland cement concrete replacement material to dimension as indicated on the Drawings.

3. Provide expansion joints that match existing.

4. Before placing replacement concrete, thoroughly clean edges of existing pavement and wash with neat cement and water.

5. Surface Finish: Wood float finish.

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E. Curb, Gutter, and Sidewalk Replacement:

1. Where any concrete curb, gutter, or sidewalk has been removed or displaced, replace to nearest construction joints with new Class A curb, gutter, or sidewalk to same dimensions and finish as original construction that was removed. a. Provide expansion joints of same spacing and thickness as original construction.

F. Pavement Replacement

1. Trim existing asphalt pavements which are to be matched by pavement widening or pavement extension to neat true line with straight vertical edges free from irregularities with saw specifically designed for this purpose. Minimum allowable depth of cut shall be 1-1/2 inches.

2. Cut and trim existing pavement after placement of required aggregate base course and just prior to placement of asphalt concrete for pavement widening or extension, and paint trimmed edges with material for painting asphalt concrete pavement immediately prior to constructing new abutting asphalt concrete pavements. No extra payment will be made for these items and all costs incurred in performing this work shall be incidental to widening or pavement extension.

3.02 FIELD QUALITY CONTROL
A. Tests:

1. Asphalt concrete per Caltrans.

2. Concrete as specified in Section 03300.

B. Inspection:

1. Asphalt Concrete:
a. Lay 10 foot straightedge parallel to center line of trench when the trenches run parallel to street, and across pavement replacement when trench crosses street at angle.
b. Remove and correct any deviation in cut pavement replacement greater than 1/4 inch in 10 feet.

2. Portland Cement Concrete Replacement Pavement:
a. Lay 10 foot straightedge either across pavement replacement or longitudinal with center line of gutter or ditch.
b. Remove and correct any deviation in cut pavement replacement greater than 1/4 inch in 10 feet.

END OF SECTION

May, 2026 02976-1 Septage Hauling and Receiving Station Final
SECTION 02976

SUBGRADE ENHANCEMENT WITH GEOTEXTILE FABRIC
PART 1 GENERAL

1.01 SUMMARY
A. Section Includes: Woven geotextile material used for subgrade enhancement below areas to receive import fill or road base material and as otherwise indicated on the Drawings.

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

1. D 3786 - Test Method for Hydraulic Bursting Strength of Knitted Goods and Nonwoven Fabrics: Diaphragm Brushing Strength Tester Method.

2. D 4533 - Test Method for Trapezoid Tearing Strength of Geotextiles.

3. D 4632 - Test Method for Grab Breaking Load and Elongation of Geotextiles.

4. D 4833 - Test Method for Index Puncture Resistance of Geotextiles, Geomembranes, and Related Products.

1.03 DEFINITIONS
A. Subgrade Enhancement: Woven geotextile fabric manufactured from polyester, polypropylene, or polypropylene-nylon material or any combination thereof.

B. Performance Requirements:

1. Limiting Dimensions:
a. Verify exact lengths and dimensions of such roads, pavements, parking areas, and walks.
b. Join existing surfaces to terminals of surfacing in smooth juncture.

C. Geotechnical Engineer-of-Record (GEOR): Is the geotechnical engineer who provided geotechnical design recommendations for the project and/or who has been retained by the OWNER to provide geotechnical consultation, review of submittals and RFIs, and confirmatory/compliance observation and compaction testing services of earthwork operations during construction of the project.

1.04 SUBMITTALS
A. Product Data.

B. Samples.

C. Quality Control Submittals:

1. Certificates of Compliance.

2. Manufacturer's Instructions.

1.05 DELIVERY, STORAGE, AND HANDLING
A. Storage and Protection:

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1. Furnish engineering fabrics in protective covers capable of protecting the fabric from ultraviolet rays, abrasion, and water.

1.06 PROJECT CONDITIONS
A. Field Measurements:

1. Take field measurements to determine the exact lengths and dimensions of the surfaces to receive the fabric.

PART 2 PRODUCTS

2.01 MANUFACTURERS
A. One of the Following or Equal:

1. Mirafi® 600X, Mirafi® RS280i.

2.02 MATERIAL REQUIREMENTS
A. Physical Properties: Meet the following minimum requirements.

Property(1) Test Method Requirements(1)
Grab Tensile Strength(2) ASTM D 4632 315 pounds
Grab Tensile Elongation(2) ASTM D 4632 12 percent
Trapezoid Tear Strength(2) ASTM D 4533 113 pounds
Puncture Strength(2) ASTM D 4833 900 pounds
UV Resistance after 500 hours ASTM D 4355 70 % Strength Apparent Opening Size ASTM D 4751 40 US Sieve
Permittivity ASTM D 4491 0.05/sec
Flow Rate ASTM D 4491 4 gal/min/ft^2
(1) Minimum average roll values.
(2) or Tensile Strength @ 2% Strain (ASTM D 4595) 600 pounds/foot or Tensile Strength @ 5% Strain (ASTM D 4595) 1600 pounds/foot

2.03 EQUIPMENT
A. Roads, Pavements, Ponds, Berms, General Site Areas, Parking Areas, and Walks:

1. Use equipment in good condition, capable of performing work intended in satisfactory manner.

PART 3 EXECUTION

3.01 EXAMINATION
A. Verifications of Conditions.

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3.02 PREPARATION
A. Surface Preparation: During grading operations, take care not to disturb or scarify the subgrade. This may require use of lightweight dozers for low strength soils such as saturated, cohesionless, or low cohesion soils.

3.03 INSTALLATION
A. Mirfai RS280i only shall be used under the heave traffic loading pavement sections where a TI of 7 or higher is called for on the plans or in the Geotechnical Report.

Mirfai 600X can be used at other locations where geotextile fabric is called for.

B. Follow Manufacturer's Installation Instructions and as Complimented Herein:

1. Once the subgrade along a particular segment of road alignment has been prepared, unroll the geotextile in line with the placement of the new aggregate base coarse. Do not drag fabric across the subgrade. Place and roll out fabric as smoothly as possible. If heat bonded fabric is used, place fuzzy side against the soil with the bonded side up.

2. Overlap parallel rolls or ends of fabric 24 inches or sewn soils that have a California Bearing Ratio (CBR) less than 5 or an R-value less than 20, use a 36 inch overlap.

3. Secure fabric with pins placed on 6 foot centers at the midpoint of all overlaps and at the edges to maintain them during construction activities. Reduce spacing of pins if necessary to eliminate tearing and movement of the fabric.

4. For roadways, select fabric widths such that overlaps of parallel rolls occur at the lane lines. Do not place overlaps along anticipated main wheel path locations.

5. Make overlaps at the ends of rolls in the direction of the aggregate placement with the previous roll on top.

6. When fabric intersects an existing pavement area, extend the fabric to the edge of the old system and anchor fabric.

7. Place aggregate base coarse on the fabric in such a manner and thickness that wheel rutting of aggregate over the fabric is limited to 1/2 inch. The minimum thickness shall be as indicated on the Drawings. Use lightweight dozers if necessary. Do not allow equipment directly on the fabric.

3.04 FIELD QUALITY CONTROL
A. Inspection: Before covering, the conditions of the fabric will be observed by the ENGINEER to determine that no holes or rips exist in the fabric. Repair all such occurrences by placing a new layer of fabric extending beyond the defect in all directions a distance equal to the minimum overlap required for adjacent rolls.

END OF SECTION

May, 2026 03055-1 Septage Hauling and Receiving Station Final
SECTION 03055

EPOXY BONDING REINFORCING BARS AND RODS IN CONCRETE
PART 1 GENERAL

1.01 SUMMARY
A. Section Includes: Bonding reinforcing bars and all thread rods in concrete using epoxy adhesive.

B. Related Sections:

1. The following Sections are related to the Work described in this Section. This list of Related Sections is provided for convenience only and is not intended to excuse or otherwise diminish the duty of the CONTRACTOR to see that the completed Work complies accurately with the Contract Documents.

2. Section 03200- Concrete Reinforcing.

3. Section 05120 - Structural Steel.

1.02 REFERENCES
A. American National Standards Institute (ANSI):

1. Standard B212.15 - Carbide Tipped Masonry Drills and Blanks for Carbide Tipped Masonry Drills.

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

1. C 881 - Specification for Epoxy-Resin-Base Bonding Systems for Concrete.

C. ICC Evaluation Service, Inc. (ICC-ES):

1. AC308 - Acceptance Criteria for Post-Installed Adhesive Anchors in Concrete Elements.

D. Society for Protective Coatings (SSPC):

1. SP-1 Solvent Cleaning.

1.03 SUBMITTALS
A. Product Data: Furnish technical data for epoxy adhesives, including installation instructions, independent laboratory test results, and handling and storage instructions.

B. Quality Control Submittals:

1. Epoxy manufacturer's past project experience data on at least 3 similar projects supplied with proposed products within the last 3 years.

2. Special Inspection: All epoxy installations shall have special inspection by the OWNERs' designated Inspector/Testing Laboratory.

3. Provide test reports on the epoxy per ICC Evaluation Service, Inc., Evaluation Services Report in compliance with the AC308-Acceptance Criteria for PostInstalled Adhesive Anchors in Concrete Elements.

C. Where adhesive anchors are allowed, personnel used for installation shall be certified by an applicable certification program per ACI 318-19 section 26.7.1 (l).

1.04 DELIVERY, STORAGE, AND HANDLING

May, 2026 03055-2 Septage Hauling and Receiving Station Final
A. Storage of Epoxy Components:

1. Store epoxy components on pallets or shelving in a covered-storage area.

2. Control temperature per manufacturer's instructions and dispose of product if shelf life has expired.

PART 2 PRODUCTS

2.01 GENERAL
A. Like Items of Materials: Use end products of one manufacturer in order to achieve structural compatibility and singular responsibility.

2.02 EPOXY ADHESIVE FOR SELF-CONTAINED CARTRIDGE SYSTEM A. Epoxy adhesives shall have a current ICC Evaluation report documenting acceptance under AC318 Chapter 17 for use with cracked concrete and for the seismic design categories specified.

B. Manufacturers: One of the following or equal:

1. Hilti, Tulsa, OK, HIT-RE500 V3.

2. Simpson Strong-Tie company Inc. Pleasanton, CA; SET-3G.

2.03 ALL THREAD BARS
A. Materials: As specified per ICC Reports.

2.04 REINFORCING BARS
A. As specified in Section 03200.

PART 3 EXECUTION

3.01 GENERAL
A. Provide Epoxy Adhesive Packaged as Follows:

1. Disposable, self-contained cartridge system capable of dispensing both epoxy components in the proper mixing ratio, and fit into a manually or pneumatically operated caulking gun.

2. Dispensing, components through a mixing nozzle that thoroughly mixes components

3. Personnel Installing Epoxy: All personnel installing epoxy systems shall be certified per ACI 318-19 Section 26.7.1 (l). prior to installing any portion of epoxy systems.

3.02 HOLE SIZING AND INSTALLATION
A. Drilling Holes:

1. Determine location of reinforcing bars or other obstructions with a nondestructive indicator device, and mark locations with construction crayon on the surface of the concrete.

2. Do not damage or cut existing reinforcing bars, electrical conduits, or other items embedded in the existing concrete without acceptance by ENGINEER.

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3. All drill frames shall have dual offset holes so that if the CONTRACTOR hits rebar in a hole, the CONTRACTOR can move over and down into a new hole location without removing the drill frame.

B. Hole Drilling Equipment:

1. Electric or pneumatic rotary impact type with medium or light impact.

2. Drill Bits: Carbide-tipped in accordance with ANSI B212-15 unless otherwise recommended by the manufacturer or required as a "condition of use" in the ICC Evaluation Report submitted.

3. Where edge distances are less than 2 inches, use lighter impact equipment to prevent microcracking and concrete spalling during drilling process.

4. Minimum edge distances, concrete thickness, allowable shear and allowable tension loads shall be in compliance with the current ICC evaluation report.

C. Hole Diameter: Per ICC Reports.

D. Obstructions in Drill Path:

1. If an existing reinforcing bar or other obstruction is hit while drilling hole, stop drilling hole and fill the hole with Epoxy Grout. Relocate the hole to miss the obstruction and drill another hole. Repeat the above until the hole has been drilled to the required depth. Contact ENGINEER for minimum hole to hole spacing requirements.

2. Avoid drilling an excessive number of holes in an area of a structural member which would excessively weaken the structural member and endanger the stability of the structure. When required, fill holes which hit obstructions with Epoxy Grout and allow Epoxy Grout to reach strength equal to the existing concrete before drilling adjacent holes.

3. Bent Bar Dowels: Where edge distances are critical, and striking reinforcing steel is likely, and if acceptable to ENGINEER, drill hole at 10 degree angle or less from axis of reinforcing bar or all thread rod being installed.

E. Install reinforcing bars and all thread rods to depth, spacing, and locations as indicated on the Drawings.

1. Do not install epoxy bonded all-thread rods or reinforcing bars in overhead applications.

F. Cleaning Holes: Per ICC Report.

G. Cleaning Reinforcing Bars and All Thread Rods:

1. Solvent clean reinforcing bars or all thread rods over embedment length in accordance with SSPC SP-1 Solvent Cleaning. Provide an oil and grease free surface to promote bonding of adhesive to steel.

2. Clean reinforcing bars and all thread rods over embedment length to bare metal.

The reinforcing bar or all thread rod shall be free of oil, grease, paint, dirt, mill scale, rust, or other coatings that will reduce bond.

H. Filling Hole with Epoxy:

1. Fill the hole with epoxy before inserting the reinforcing bar or all thread rod. Fill hole with epoxy starting from back of the hole. Fill hole without creating air voids.

2. Fill the hole with sufficient epoxy so that excess epoxy is extruded out of the hole when the reinforcing bar or all thread rod is inserted into the hole.

3. Do not install epoxy prior to receiving epoxy manufacturer's onsite training.

I. Minimum Epoxy Anchor Embedment Depth:

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1. Where epoxy anchor concrete embedment is not shown on the drawings/details the minimum embedment depth shall be 4".

3.03 MANUFACTURERS' SERVICES
A. Furnish manufacturer's representative to conduct jobsite training for proper installation, handling, and storage of epoxy, for personnel who will perform actual installation.

ENGINEER may attend training sessions.

3.04 FIELD QUALITY CONTROL
A. Any personnel installing epoxy dowels or anchors in inclined, vertical, or overhead surfaces shall be trained and certified as required under ACI-318 Section 17.8. contractor shall submit certification for all personnel installing epoxy systems for approval prior to installation of epoxy systems.

B. OWNER's representative will:

1. Review epoxy manufacturer's recommended special inspection procedures.

2. Periodically inspect hole-drilling operations for conformance with Contract Documents and manufacturer's recommendations.

3. Observe that depth and location of holes conform to the requirements in the Contract Documents prior to placement of epoxy.

4. Continuously inspect placement of epoxy and reinforcing bars installation.

5. Perform pull/tension testing of the epoxy anchors and reinforcing.

END OF SECTION

May, 2026 03071-1 Septage Hauling and Receiving Station Final
SECTION 03071

EPOXIES
PART 1 GENERAL

1.01 SUMMARY
A. Section Includes:

1. Epoxy.

2. Epoxy gel.

3. Epoxy bonding agent.

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

1. D 638 - Test Method for Tensile Properties of Plastics.

2. D 695 - Test Method for Compressive Properties of Rigid Plastics.

3. D 790 - Test Methods for Flexural Properties of Unreinforced and Reinforced Plastics and Electrical Insulating Materials.

1.03 SYSTEM DESCRIPTION
A. Performance Requirements:

1. Provide epoxy materials that are new and use them within shelf life limitations set forth by manufacturer.

2. Perform and conduct work of this Section in neat orderly manner.

1.04 SUBMITTALS
A. Product Data: Submit manufacturer's data completely describing epoxy materials.

B. Quality Control Submittals:

1. Manufacturer's installation instructions.

PART 2 PRODUCTS

2.01 MATERIALS
A. Epoxy: Moisture-tolerant two-part type low viscosity epoxy adhesive material containing 100 percent solids and meeting or exceeding following characteristics when tested in accordance with standards specified: Manufacturers: One of the following or equal:

1. Sika Chemical Corp.'s, Sikadur 35 Hi-Mod LV.

May, 2026 03071-2 Septage Hauling and Receiving Station Final
Physical
Characteristic Test Method Required Results
Tensile Modulus of
Elasticity
ASTM D 638 4.1X105 pounds per square inch at
14 days and 73 degrees Fahrenheit cure.

Flexure Strength
Neat
ASTM D 790 14,000 pounds per square inch at
14 days and 73 degrees Fahrenheit cure.

Compressive
Strength Neat
ASTM D 695 6,000 pounds per square inch at 24 hours
and 73 degrees Fahrenheit cure.

Tensile Adhesion
Strength
ASTM C882 4000 pounds per square inch at 2 day
moist cure.
____
B. Epoxy Gel: Manufacturers: One of the following or equal:

1. Sika Chemical Corp.'s, Sikadur 31, Hi-Mod Gel.

C. Epoxy Bonding Agent: Manufacturers: One of the following or equal:

1. Sika Chemical Corp.'s, Sikadur 32, Hi-Mod.

D. Extended Application Life Epoxy Bonding Agent: Manufacturers: One of the following or equal:

1. Larsen Products Corp, Weld Crete.

PART 3 EXECUTION

3.01 INSTALLATION
A. Install and cure epoxy materials in accordance with manufacturer's installation instructions.

B. Epoxy:

1. Apply in accordance with manufacturer's installation instructions.

C. Epoxy Gel:

1. Apply in accordance with manufacturer's installation instructions.

2. Use for vertical or overhead work, or where high viscosity epoxy is required.

3. Epoxy gel used for vertical or overhead work may be used for horizontal work.

D. Epoxy Bonding Agent:

1. Apply in accordance with manufacturer's installation instructions.

2. Bonding agent will not be required for filling snap tie holes or for normal finishing and patching of similar sized small defects.

3. Bonding agent is required for dry packing taper tie holes per Specification Section 03102.

E. Extended Application Life Epoxy Bonding Agent:

1. Apply in accordance with manufacturer's installation instructions.

2. Extended Application Life Bonding agent used only for concrete to concrete applications where extended application life is required, E.G. while "buttoning" forms, etc.

END OF SECTION

May, 2026 03102-1 Septage Hauling and Receiving Station Final
SECTION 03102

CONCRETE FORMWORK
PART 1 GENERAL

1.01 SUMMARY
A. Section Includes: Concrete formwork.

B. Related Sections:

1. Section 03300 - Cast-in-place Concrete.

2. Section 03600 - Grouts.

1.02 REFERENCES
A. American Concrete Institute (ACI):

1. 117 - Standard Specifications for Tolerances for Concrete Construction and Materials.

1.03 SYSTEM DESCRIPTION
A. Design Requirements:

1. Design of concrete forms, falsework, and shoring in accordance with local, state, and federal regulations.

2. Design forms and ties to withstand concrete pressures without bulging, spreading, or lifting of forms.

B. Performance Requirements:

1. Construct forms so that finished concrete conforms to shapes, lines, grades, and dimensions indicated on the Drawings.

2. It is intended that surface of concrete after stripping presents smooth, hard, and dense finish that requires minimum amount of finishing.

3. Provide sufficient number of forms so that the work may be performed rapidly and present uniform appearance in form patterns and finish.

4. Use forms that are clean and free from dirt, debris, concrete, and similar type items. Coat with acceptable form release oil if required, prior to use or reuse.

1.04 SUBMITTALS
A. Information on the CONTRACTOR's Proposed Forming System: Submit in such detail as the ENGINEER may require in order to assure himself that intent of the Specifications can be complied with by use of proposed system.

B. Alternate Combinations of Plywood Thickness and Stud Spacing: May be submitted.

1.05 QUALITY ASSURANCE
A. Qualifications of Formwork Manufacturers: Use only forming systems manufactured by manufacturers having minimum 5 years experience, except as otherwise specified, or accepted in writing by the ENGINEER.

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B. Regulatory Requirements: Install work of this Section in accordance with local, state, and federal regulations.

1.06 PROJECT CONDITIONS
A. Requirements Due to Weather Condition:

1. Removal of Formwork: Do not remove forms from concrete which has been placed when outside ambient air temperature is below 50 degrees Fahrenheit until concrete has attained specified strength as determined by test cylinders stored in field under equivalent conditions as concrete structure.

PART 2 PRODUCTS

2.01 MATERIALS
A. Form Ties:

1. General:
a. Provide form ties for forming system selected that are manufactured by recognized manufacturer of concrete forming equipment.
b. Do not use wire ties or wood spreaders of any form.
c. Provide ties of type that accurately tie, lock, and spread forms. d. Provide form ties of such design that when forms are removed they locate no metal or other material within 1-1/2 inches of the surface of the concrete. e. Do not allow holes in forms for ties to allow leakage during placement of concrete.

2. Cone-snap or Flat Bar Form Ties:
a. Cone-snap ties shall form a cone shaped depression in the concrete with a minimum diameter of 1 inch at the surface of the concrete and 1-1/2 inches deep.
b. Provide neoprene waterseal washer which is located near the center of the concrete.

3. Taper Ties:
a. Neoprene Plugs for Taper Tie Holes: Size so that after they are driven, plugs are located in center third of wall thickeners.
b. Drypack Mortar for Filling Taper Tie Holes:
1) Consist of mix of 1 part of Portland cement to 1 part of plaster sand. 2) Amount of water to be added to cement-sand mix is to be such that mortar can be driven into holes and be properly compacted. 3) Admixtures or Additives: Are not to be used in dry-pack mortar.

B. Built-up Plywood Forms:

1. Built-up plywood forms may be substituted for prefabricated forming system subject to following minimum requirements:
a. Size and Material:
1) Full size 4 by 8 feet plywood sheets, except where smaller pieces are able to cover entire area.
2) Sheet Construction: 5-ply plywood sheets, 3/4 inch nominal, made with 100 percent waterproof adhesive, and having finish surface that is coated or overlaid with surface which is impervious to water and alkaline calcium and sodium hydroxide of cement.
b. Wales: Minimum 2 by 4 inch lumber.
c. Studding and Wales: Contain no loose knots and be free of warps, cups, and bows.

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C. Steel or Steel Framed Forms:

1. Steel Forms: Provide forms that are:
a. Rigidly constructed and capable of being braced for minimum deflection of finish surface.
b. Capable of providing finish surfaces that are flat without bows, cups, or dents.

2. Steel Framed Plywood Forms:
a. Provide forms that are rigidly constructed and capable of being braced. b. Plywood Paneling: 5-ply, 5/8 inch nominal or 3/4 inch nominal, made with 100 percent waterproof adhesive, and having finish surface that is coated or overlaid with surface which is impervious to water and alkaline calcium and sodium hydroxide of cement.

D. Incidentals:

1. External Angles:
a. Where not otherwise indicated on the Drawings, provide with 3/4 inch bevel, formed by utilizing true dimensioned wood or solid plastic chamfer strip on walkways, slabs, walls, beams, columns, and openings.
b. Provide 1/4 inch bevel formed by utilizing true dimensioned wood or solid plastic chamfer strip on walkways, walls, and slabs at expansion, contraction, and construction joints.

2. Keyways: Steel, plastic, or lumber treated with form coating, applied according to label directions.

3. Inserts:
a. Dovetail Anchors or Ties:

PART 3 EXECUTION

3.01 EXAMINATION
A. Verification of Conditions:

1. Do not place any concrete until all forms have been thoroughly checked for alignment, level, strength, and to assure accurate location of all mechanical and electrical inserts or other embedded items.

3.02 INSTALLATION
A. Forms and Accessories:

1. Vertical Forms:
a. Remain in place minimum of 24 hours after concrete is placed. b. If, after 24 hours, concrete has sufficient strength and hardness to resist surface or other damage, forms may be removed.

2. Other Forms Supporting Concrete and Shoring: Remain in place as follows:
a. Sides Of Footings: 24 hours minimum.
b. Vertical Sides of Beams, Girders, and Similar Members: 48 hours minimum. c. Slabs, Beams, and Girders: Until concrete strength reaches specified strength or until shoring is installed.
d. Shoring for Slabs, Beams, and Girders: Shore until concrete strength reaches specified strength.
e. Wall Bracing: Until concrete strength of beams and slabs laterally supporting wall reaches specified strength.

3. Green Concrete:
a. No heavy loading on green concrete will be permitted. b. Green concrete is defined as concrete with less than 100 percent of specified strength.

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4. Immediately after forms are removed, carefully examine concrete surfaces, and repair any irregularities in surfaces and finishes as specified in Section 03300.

B. Form Ties:

1. Cone-snap Rod and Bar Ties: Tie forms together at not more than 2 foot centers vertically and horizontally. After forms are removed from wall, fill tie holes as follows:
a. Remove form ties from surfaces.
b. Roughen cone shaped tie holes by heavy sandblasting before repair. c. Dry pack cone shaped tie holes with drypack mortar as specified in Section 03600.

2. Taper Ties:
a. Neoprene Plug in Taper Tie Holes: After forms and taper ties are removed from wall, plug tie holes with neoprene plug as follows:
1) Heavy sandblast and then clean tie holes.
2) After cleaning, drive neoprene plug into each of taper tie holes with steel rod. Final location of neoprene plug shall be in center third of wall thickness. Bond neoprene plug to concrete with epoxy.
3) Locate steel rod in cylindrical recess, made in plug, during driving. a) At no time are plugs to be driven on flat area outside cylindrical recess.
b. Dry Pack Of Taper Tie Holes: After Installing Plugs in Tie Holes:
1) Coat tie hole surface with epoxy bonding agent and fill with drypack mortar as specified in Section 03600.
a) Drypack Mortar: Place in holes in layers with thickness not exceeding tie hole diameter and heavily compact each layer. b) Dry pack the outside of the hole no sooner than 7 days after the inside of the hole has been dry packed.
c) Wall surfaces in area of drypacked tie holes: On the water side of water containing structures and the outside of below grade walls:
(1)Cover with minimum of 10 mils of epoxy gel.
(2)Provide epoxy gel coating on wall surfaces that extend minimum of 2 inches past drypack mortar filled tie holes. (3)Provide finish surfaces that are free from sand streaks or other voids.

C. Built-up Plywood Forms:

1. Studding:
a. Spaced at 16 inches or 24 inches on center.
b. Closer spacing may be required depending upon strength requirements of the forms, in order to prevent any bulging surfaces on faces of finished concrete work.
c. Install studs perpendicular to grain of exterior plys of plywood sheets.

2. Wales: Form wales of double lumber material minimum size as specified in this Section.

3. Number of Form Reuses: Depends upon durability of surface coating or overlay used, and ability to maintain forms in condition such that they are capable of producing flat, smooth, hard, dense finish on concrete when stripped.

D. Steel or Steel Framed Forms:

1. Steel Forms:
a. Adequately brace forms for minimum deflection of finish surface.

2. Steel Framed Plywood Forms:
a. Rigidly construct and brace with joints fitting closely and smoothly.

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b. Number of Form Reuses: Depends upon durability of surface coating or overlay used.

3. Built-up Plywood Forms: As specified in this Section may be used in conjunction with steel forms or steel framed plywood forms for special forming conditions such as corbels and forming around items which will project through forms.

E. Bracing and Alignment of Forms:

1. Line and Grade: Limit deviations to tolerances which will permit proper installation of structural embedded items or mechanical and electrical equipment and piping.

2. Formwork:
a. Securely brace, support, tie down, or otherwise hold in place to prevent any movement.
b. Make adequate provisions for uplift pressure, lateral pressure on forms, and deflection of forms.

3. When Second Lift is Placed on Hardened Concrete: Take special precautions in form work at top of old lift and bottom of new lift to prevent:
a. Spreading and vertical or horizontal displacement of forms. b. Grout "bleeding" on finish concrete surfaces.

4. Pipe Stubs, Anchor Bolts, and Other Embedded Items: Set in forms where required.

5. Cracks, Openings, or Offsets at Joints in Formwork: Close those that are 1/16 inch or larger by tightening forms or by filling with acceptable crack filler.

F. Incidentals:

1. Keyways: Construct keyways as indicated on the Drawings.

2. Reentrant Angles: May be left square.

3. Level Strips: Install level strips at top of wall concrete placements to maintain true line at horizontal construction joints.

4. Inserts:
a. Encase pipes, anchor bolts, steps, reglets, castings, and other inserts, as indicated on the Drawings or as required, in concrete.
b. Use dovetail anchors or ties in conjunction with slots or inserts for various materials as specified under other sections of these Specifications and as may be necessary for required work.

G. Pipe and Conduit:

1. Install pipe and conduit in structures as indicated on the Drawings, and seal with materials as shown on the Drawings.

H. Tolerances:

1. Finish concrete shall conform to shapes, lines, grades, and dimensions indicated on the Drawings.

2. The maximum deviation from true line and grade shall not exceed tolerances listed below at time of acceptance of project.

3. General: Comply with ACI 117, paragraphs 2.0 through 2.2 and paragraphs 4.0 through 4.5, except as modified in following:
a. Slabs:
1) Slope: Uniformly sloped to drain when slope is indicated on the Drawings.
2) Slabs Indicated to Be Level: Have maximum deviation of 1/8 inch in 10 feet without any apparent changes in grade.
b. On Circular Tank Walls: The CONTRACTOR may deviate from finish line indicated on the Drawings by use of forms with chord lengths not to exceed 2 feet.

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c. Inserts: Set inserts to tolerances required for proper installation and operation of equipment or systems to which insert pertains.
d. Maximum Tolerances: As follows:

Item Inches
Sleeves and Inserts Plus 1/8 Minus 1/8
Projected Ends of Anchor Bolts Plus 1/4 Minus 0.0
Anchor Bolt Setting Plus 1/16 Minus 1/16

END OF SECTION

May, 2026 03150-1 Septage Hauling and Receiving Station Final
SECTION 03150

CONCRETE ACCESSORIES
PART 1 GENERAL

1.01 SUMMARY
A. Section Includes:

1. Waterstops.

2. Preformed synthetic sponge rubber expansion joint material.

3. Preformed bituminous fiber expansion joint material.

4. Expanded polystyrene joint filler.

5. Hardboard.

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

1. C 203 - Test Methods for Breaking Load and Flexural Properties of Block-Type Thermal Insulation.

2. D 570 - Test Method for Water Absorption of Plastics.

3. D 624 - Test Method for Tear Strength of Conventional Vulcanized Rubber and Thermoplastic Elastomers.

4. D 638 - Test Method for Tensile Properties of Plastics.

5. D 746 - Test Method for Brittleness Temperature of Plastics and Elastomers by Impact.

6. D 747 - Test Method for Apparent Bending Modulus of Plastics by Means of a Cantilever Beam.

7. D 792 - Test Methods for Density and Specific Gravity (Relative Density) of Plastics by Displacement.

8. D 2240 - Test Method for Rubber Property—Durometer Hardness.

B. U. S. Army Corps of Engineers (U.S.ACOE):

1. CRD-C-572, Specification for Polyvinylchloride Waterstop.

1.03 SUBMITTALS
A. Product Data:

1. Submit data of complete physical properties for polyvinyl chloride waterstops.

2. Preformed Expansion Joint Material: Submit sufficient information on each type of material for review to determine conformance of material to requirements specified.

B. Samples: Submit samples of polyvinyl chloride waterstop.

C. Laboratory Test Reports: Submit reports indicating that average properties of polyvinyl chloride waterstops material and finish conform to requirements specified in this Section.

D. Quality Control Submittals:

1. Certificates of Compliance: Submit written certificates that polyvinyl chloride waterstops supplied on this project meet or exceed physical property requirements of current U.S.ACOE CRD-C-572.

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2. Manufacturer's Instructions: Submit instructions for materials specified in this Section that are specified to be installed with such instructions.

1.04 QUALITY ASSURANCE
A. Mock-ups:

1. Welding Demonstration:
a. Demonstrate ability to weld acceptable joints in polyvinyl chloride waterstop before installing waterstop in forms.
b. Quality of welded joints will be subject to acceptance of the ENGINEER.

PART 2 PRODUCTS

2.01 MATERIALS
A. Polyvinyl Chloride Waterstops: Provide waterstops manufactured from virgin polyvinyl chloride plastic compound that does not contain any scrap or reclaimed material.

B. Expanded Polystyrene Joint Filler:

1. Type: Commercially available polystyrene board, having following minimum characteristics:
a. Flexural Strength, Minimum: 35 pounds per square inch in accordance with ASTM C 203.
b. Compressive Yield Strength: Between 16 and 40 pounds per square inch, at 5 percent compression.

C. Hardboard: 1/8 inch minimum thickness, conforming to FS LLL-B-810, any type.

2.02 WATERSTOPS
A. Manufacturers: One of the following or equal:

1. Sika Greenstreak Plastic Product Division of Western Textile Products Company.

B. Polyvinyl Chloride Waterstops:

1. Material and Type: Provide polyvinyl chloride waterstops. Ribbed type waterstops will not be allowed.

2. Unless otherwise specified or indicated on the Drawings, provide following types:
a. 6 inch flat dumbbell type in construction and contraction joints. b. 9 inch wide dumbbell with hollow center bulb in expansion joints.

3. Provide polyvinyl chloride waterstops complying with following requirements:

Physical Characteristics Test Method Required Results
Specific Gravity ASTM D 792 1.38 maximum
Hardness Shore A15 ASTM D 224
0 79 +/-3
Tensile Strength ASTM D 638 Not less than 2,000 pounds per square inch
Ultimate Elongation ASTM D 638 Not less than 350 percent Alkali Extraction CRD-C-572 +0.25%-0.10% +/-5 points
ASTM D 746 Passes at -35 degrees F

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Physical Characteristics Test Method Required Results
Low Temperature Brittle
Point
Water Absorption ASTM D 570 Not more than 0.15 percent
maximum
Accelerated Extraction
Tensile
CRD-C-572 Not less than 1600 pounds per
square inch, 300% min.

Stiffness in Flexure ASTM D 747 Not less than 700 pounds per square inch
Tear Resistance ASTM D 624 Not less than 300 pounds per inch Weight Requirements
6 inch Waterstops — Weigh not less than 130 pounds
per 100 linear feet
9 inch Waterstops — Weigh not less than 220 pounds
per 100 linear feet
Thickness — 3/8 inch
Center Bulb:
9 inch Waterstops
— 1-1/2 inch nominal outside
diameter
Allowable Tolerances
Width — Plus or minus 3/16 inch
Thickness — Plus or minus 1/32 inch

2.03 PREFORMED EXPANSION JOINT MATERIAL
A. Material: Synthetic sponge rubber or bituminous fiber types.

B. Use specific type in applications as indicated on the Drawings.

C. Synthetic Sponge Rubber Type:

1. Manufacturers: One of the following or equal:
a. W.R. Meadows

2. Uniform thickness, grey-colored, top quality blown sponge rubber.

3. Compressible with minimum of 95% recovery.

4. Not less than 30 lbs/cf.

D. Bituminous Fiber Type:

1. Manufacturers: One of the following or equal:
a. W.R. Meadows

2. Cellular fibers securely bonded together and uniformly saturated with asphalt.

3. Versatile, resilient, flexible, and non-extruding.

4. When compressed to half of its original thickness recovery is a minimum of 70%.

E. Match type as indicated on the drawings
F. No recycled products shall be used in either type.

PART 3 EXECUTION

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3.01 INSTALLATION
A. Waterstops, General:

1. Install waterstops in concrete joints where indicated on the Drawings.

2. Carry waterstops in walls into lower slabs and join to waterstops in slabs with appropriate types of fittings.

3. In Waterbearing Structures: Provide all joints with waterstops, whether indicated on the Drawings or not.

4. Provide waterstops that are continuous.

5. Set waterstops accurately to position and line as indicated on the Drawings.

6. Hold and securely fix edges in position at intervals of not more than 24 inches so that they do not move during placing of concrete.

7. Do not drive nails, screws, or other fasteners through waterstops in vicinity of construction joints.

8. Use wires at not more than 24 inches on centers near outer bulbs to tie waterstops into position.

9. Special clips may be used in lieu of wires, at CONTRACTOR's option.

10. Terminate waterstops 3 inches from top of finished surfaces of walls and slabs unless otherwise specified or indicated on the Drawings.

11. Polyvinyl Chloride Waterstops:
a. Install waterstops so that joints are watertight.
b. For joints such as unions, crosses, ells, and tees, field weld with thermostatically controlled equipment recommended by waterstop manufacturer.
c. Split type waterstop will not be permitted except where specifically indicated on the Drawings.

B. Joints:

1. Construct expansion, contraction, and construction joints as indicated on the Drawings.

2. Preformed Expansion Joint Material: Fasten expansion joint strips to concrete, masonry, or forms with adhesive. No nailing will be permitted, nor shall expansion joint strips be placed without fastening.

C. Expanded Polystyrene Joint Filler:

1. When filler is indicated on the Drawings or specified, place filler in correct position before concrete is placed against filler.

2. Fill holes and joints in filler with caulking to prevent entry of mortar into joint or passage of mortar or concrete from one side of joint to other.

D. Hardboard:

1. When indicated on the Drawings, face surface of joint filler with hardboard.

2. Other facing materials may be used provided they furnish equivalent protection.

3. Hold boards in place by nails, waterproof adhesive, or other means acceptable to the ENGINEER.

END OF SECTION

May, 2026 03200-1 Septage Hauling and Receiving Station Final
SECTION 03200

CONCRETE REINFORCEMENT
PART 1 GENERAL

1.01 SUMMARY
A. Section Includes: Concrete reinforcement.

1.02 REFERENCES
A. American Concrete Institute (ACI):

1. 315 - Detailing Manual: Details and Detailing of Concrete Reinforcement.

2. 318 - Building Code Requirements for Structural Concrete.

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

1. A143 - Practice for Safeguarding Against Embrittlement of Hot-Dip Galvanized Structural Steel Products and Procedure, for Detecting Embrittlement.

2. A185 - Specification for Steel Welded Wire Fabric, Plain, for Concrete Reinforcement.

3. A615 - Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement.

4. A767 - Specification for Zinc-Coated (Galvanized) Steel Bars for Concrete Reinforcement.

C. American Welding Society (AWS):

1. D1.4 - Structural Welding Code - Reinforcing Steel.

1.03 SYSTEM DESCRIPTION
A. The Drawings contain general notes concerning amount of reinforcement and placing, details of reinforcement at wall corners and intersections, and details of extra reinforcement around openings in concrete.

1.04 SUBMITTALS
A. Shop Drawings:

1. Shop Drawings on Reinforcing Steel:
a. Submit to the ENGINEER copy of reinforcing steel detail drawings in accordance with Contract Documents.
b. Changes to Reinforcing Steel Contract Drawing Requirements:
1) Indicate in separate letter submitted with shop drawings any changes of requirements indicated on the Drawings for reinforcing steel. 2) Such changes will not be acceptable unless the ENGINEER has accepted such changes in writing.
c. Reinforcing steel detail drawings will be reviewed and returned. d. Review of shop drawings by the ENGINEER will be limited to general compliance with the Contract Documents.

B. Samples:

1. Bar Supports: Submit samples of chairs proposed for use along with letter stating where each type chair will be used.

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1.05 DELIVERY, STORAGE, AND HANDLING
A. Packing and Shipping:

1. Deliver bars bundled and tagged with identifying tags.

B. Acceptance at Site:

1. Reinforcing Bars: Reinforcing bars are acceptable with either grade identification marks and/or a manufacturer's guarantee of grade.

1.06 SEQUENCING AND SCHEDULING
A. Bar Supports: Do not place concrete until samples and attached data of bar supports has been reviewed and accepted by the ENGINEER.

PART 2 PRODUCTS

2.01 MATERIALS
A. Reinforcement:

1. General: Provide reinforcing steel that is new material, of quality specified, free from excessive rust or scale or any defects affecting its usefulness.

B. Reinforcing Bars:

C. Reinforcing Steel Bars to Be Embedded in Concrete or Masonry: Deformed Bars shall be in accordance with ASTM A706 or A615 (conforming to the ductility requirements of A706), including Supplementary Requirement S1, Grade 60, and free from rust, scale, oil, or frost. No. 3 bars may be Grade 40.

1. Hot-Dip Galvanized Reinforcing Bars:
a. When reinforcing bars are indicated on the Drawings to be hot-dip galvanized, perform such galvanizing in accordance with ASTM A767 and ASTM A143. b. Galvanizing: Galvanize bars in conformance with Class 1 coating and perform galvanizing after fabrication and shearing.

2. Thread Bars:
a. Provide thread bars having continuous rolled-in pattern of thread-like deformations along entire length.
b. Provide hex nuts and couplers for the thread bars that develop 125 percent of yield strength of bar.
c. Thread Bars:
1) Conform to ASTM A 615 Grade 60.
2) Manufacturers: One of the following or equal:
a) DYWIDAG Systems International, Long Beach, California, DYWIDAG Threadbar.
d. Do not substitute cut threads on regular reinforcing bars for thread bars.

D. Bar Supports:

1. Reinforcement Support Chairs:
a. Hot-dip galvanized steel. Provide hot-dip galvanized steel with plastic tips at surfaces which will be exposed to view. Use unless otherwise indicated on the Drawings.
b. Stainless Steel where indicated on the Drawings.

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E. Tie Wires: Annealed steel.

F. Welded Wire Fabric Reinforcement:

1. Welded Wire Fabric: ASTM A 185.

2. Fabric may be used in place of reinforcing bars if only if approved by the ENGINEER in writing.

3. Provide fabric in flat sheet form.

4. Provide fabric having cross-sectional area per linear foot of not less than crosssectional area per linear foot of reinforcing bars indicated on the Drawings.

2.02 FABRICATION
A. Shop Assembly:

1. Cut and bend bars in accordance with provisions of ACI 315 and ACI 318.

2. Bend bars cold.

3. Provide bars free from defects and kinks and from bends not indicated on the Drawings.

PART 3 EXECUTION

3.01 EXAMINATION
A. Verification of Conditions:

1. Reinforcing Bars:
a. Verify that bars are new stock free from rust scale, loose mill scale, excessive rust, dirt, oil, and other coatings which adversely affect bonding capacity when placed in the work.

3.02 PREPARATION
A. Surface Preparation:

1. Reinforcing Bars: Thin coating of red rust resulting from short exposure will not be considered objectionable. Thoroughly clean any bars having rust scale, loose mill scale, or thick rust coat.

2. Cleaning of Reinforcement Materials: Remove concrete or other deleterious coatings from dowels and other projecting bars by wire brushing or sandblasting before bars are embedded in subsequent concrete placement.

3.03 INSTALLATION
A. Reinforcing Bars:

1. No field bending of new bars will be allowed. Field bending of existing bars will be allowed where shown on the structural drawings. Field bending of the existing bars shall follow the guidelines as shown on the structural drawings.

2. Welding:
a. Weld reinforcing bars where indicated on the Drawings or acceptable to the ENGINEER.
b. Perform welding in accordance with AWS D1.4.

B. Placing Reinforcing Bars:

1. Accurately place bars and adequately secure them in position.

2. Overlap bars at splices as specified or indicated on the Drawings.

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3. Unless specifically otherwise indicated on the Drawings, install bars at lap splices in contact with each other and fasten bars together with tie wire.

4. If lap splice length for bars in concrete is not specified or indicated on the Drawings, bars shall be lap spliced in accordance with ACI 318.

5. If not specified or indicated on the Drawings and not specified in DIVISION 4, lap splice bars in masonry in accordance with the California Building Code.

6. Bar Supports:
a. Provide in sufficient number to prevent sagging and to support loads during construction, but in no case less than quantities and at locations as indicated in ACI 315.
b. Support reinforcing for concrete placed on ground by standard manufactured chairs, with steel plates for resting on ground.
c. Do not use brick, broken concrete masonry units, spalls, rocks, or similar material for supporting reinforcing steel.

7. If not indicated on the Drawings, provide protective concrete cover in accordance with ACI 318.

C. Tying of Bar Reinforcement:

1. Fasten bars securely in place with wire ties.

2. Tie bars sufficiently often to prevent shifting.

3. There shall be at least 3 ties in each bar length (does not apply to dowel lap splices or to bars shorter than 4 feet, unless necessary for rigidity).

4. Tie slab bars at every intersection around periphery of slab.

5. Tie wall bars and slab bar intersections other than around periphery at not less than every fourth intersection, but at not greater than following maximum spacings:

Bar Size
Slab Bars
Spacing
(Inches)
Wall Bars
Spacing
(Inches)
Bars Number 5 and Smaller 60 48
Bars Number 6 through Number 9 96 60
Bars Number 10 and Number 11 120 96

6. After tying wire ties, bend ends of wire ties in towards the center of the concrete section. Wire ties shall conform to the cover requirements of the reinforcing bars.

7. Above tying requirements do not apply to reinforcement for masonry. Refer to DIVISION 4 for tying requirements for masonry.

D. Lap Splices of Reinforcing Bars:

1. Where bars are to be lapped spliced at joints in concrete, ensure bars project from concrete first placed, minimum length equal to lap splice length indicated on the Drawings.

2. Where lap splice length is not indicated on the Drawings, then provide lap splice length as specified in ACI 318 and this Division.

E. Welded Wire Fabric Reinforcement:

1. Install necessary wiring, spacing chairs, or supports to keep welded wire fabric in place while concrete is being placed.

2. Bend fabric as indicated on the Drawings or required to fit work.

3. Unroll or otherwise straighten fabric to make perfectly flat sheet before placing in the Work.

4. Lap splice welded wire fabric as indicated on the Drawings.

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5. If lap splice length is not indicated on the Drawings, splice fabric in accordance with ACI 318.

END OF SECTION

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SECTION 03300

CAST-IN-PLACE CONCRETE
PART 1 GENERAL

1.01 SUMMARY
A. Section Includes: Cast-in-place concrete.

B. Related Sections:

1. Section 03150 - Concrete Accessories.

2. Section 03366 - Tooled Concrete Finishes.

1.02 REFERENCES
A. California Building Code (CBC) 2025
B. American Concrete Institute (ACI):

1. 318 – 19 Building Code Requirements for Structural Concrete.

2. ACI 301-20

3. Recommended Practices.

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

1. C31 - Practice for Making and Curing Concrete Test Specimens in the Field.

2. C33 - Specification for Concrete Aggregates.

3. C39 - Test Method for Compressive Strength of Cylindrical Concrete Specimens.

4. C40 - Test Method for Organic Impurities in Fine Aggregates for Concrete.

5. C42 - Method of Obtaining and Testing Drilled Cores and Sawed Beams of Concrete.

6. C88 - Test Method of Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate.

7. C94 - Specification for Ready-Mixed Concrete.

8. C114 - Test Methods for Chemical Analysis of Hydraulic Cement.

9. C131 - Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine.

10. C136 - Test Method for Sieve Analysis of Fine and Coarse Aggregates.

11. C143 - Test Method for Slump of Hydraulic Cement Concrete.

12. C150 - Specification for Portland Cement.

13. C157 - Test Method for Length Change of Hardened Hydraulic-Cement Mortar and Concrete.

14. C172 - Practice for Sampling Freshly Mixed Concrete.

15. C173 - Test Method for Air Content of Freshly Mixed Concrete by the Volumetric Method.

16. C203 - Test Methods for Breaking Load and Flexural Properties of Block-Type Thermal Insulation.

17. C227 - Test Method for Potential Alkali Reactivity of Cement-Aggregate Combinations (Mortar-Bar Method).

18. C260 - Specification for Air-Entraining Admixtures for Concrete.

19. C289 - Test Method for Potential Alkali-Silica Reactivity of Aggregates (Chemical Method).

20. C309 - Specification for Liquid Membrane-Forming Compounds for Curing Concrete.

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21. C311 - Test Methods for Sampling and Testing Fly Ash or Natural Pozzolans for Use as a Mineral Admixture in Portland-Cement Concrete.

22. C469 - Test Method for Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression.

23. C494 - Specification for Chemical Admixtures for Concrete.

24. C595M - Specification for Blended Hydraulic Cements.

25. C618 - Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Portland-Cement Concrete.

26. D75 - Practices for Sampling Aggregates.

1.03 DEFINITIONS
A. Alkali: Is defined to mean sum of sodium oxide and potassium oxide calculated as sodium oxide.

B. Hairline Crack: Crack with a crack width of less than 4 thousandths of an inch.

1.04 SYSTEM DESCRIPTION
A. Performance Requirements:

1. General:
a. Except as otherwise specified, provide concrete composed of portland cement, fine aggregate, coarse aggregate, and water so proportioned and mixed as to produce plastic, workable mixture in accordance with requirements as specified in this Section and suitable to specific conditions of placement.
b. Proportion materials in manner such as to secure lowest water-cement ratio which is consistent with good workability, plastic, cohesive mixture, and one which is within specified slump range.
c. Proportion fine and coarse aggregate in manner such as not to produce harshness in placing nor honeycombing in structures.

2. Watertightness of Concrete Work: It is intent of this Section to secure for every part of the Work concrete and grout of homogeneous structure, which when hardened will have required strength, watertightness, and durability. a. It is recognized that some surface hairline cracks and crazing will develop in the concrete surfaces.
b. Construction, contraction, and expansion joints have been positioned in structures as indicated on the Drawings, and curing methods specified, for purpose of reducing number and size of these expected cracks, due to normal expansion and contraction expected from specified concrete mixes. c. Class A, Class B, and Class D Concrete: Watertight: Repair cracks which develop in walls or slabs and repair cracks which show any signs of leakage until all leakage is stopped.
d. Pressure inject visible cracks, other than hairline cracks and crazing, in following areas with epoxy as approved by the Engineer. 1) Floors and walls of water bearing structures.
2) Walls and overhead slabs of passageways or occupied spaces, outsides of which are exposed to weather or may be washed down and are not specified to receive separate waterproof membrane. 3) Other Items Not Specified to Receive Separate Waterproof Membrane:

Slabs over water channels, wet wells, reservoirs, and other similar surfaces.

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e. Walls or slabs, as specified above, that leak or sweat because of porosity or cracks too small for successful pressure grouting: Seal on water or weather side by coatings of surface sealant system, as specified in this Section. f. Grouting and Sealing: Continue as specified above until structure is watertight and remains watertight for not less than one year after final acceptance or date of final repair, whichever occurs later in time.

3. Workmanship and Methods: Provide concrete work, including detailing of reinforcing, conforming with best standard practices and as set forth in ACI 318, Manuals, and Recommended Practices.

1.05 SUBMITTALS
A. Product Data: Submit data completely describing products.

B. Information on Heating Equipment to Be Used for Cold Weather Concreting: Submit information on type of equipment to be used for heating materials and/or new concrete in process of curing during excessively cold weather.

C. For conditions that promote rapid drying of freshly placed concrete such as low Humidity, high temperature, and wind: Submit corrective measures proposed for use prior to placing concrete.

D. Copies of Tests of Concrete Aggregates: Submit certified copies in triplicate of commercial laboratory tests of all samples of concrete aggregates.

1. Fine Aggregate:
a. Clay lumps.
b. Reactivity.
c. Shale and chert.
d. Soundness.
e. Color.
f. Decantation.

2. Coarse Aggregate:
a. Clay lumps and friable particles.
b. Reactivity.
c. Shale and chert.
d. Soundness.
e. Abrasion loss.
f. Coal and ignite.
g. Materials finer than 200 sieve.

E. Sieve Analysis: Submit sieve analyses of fine and coarse aggregates being used in triplicate at least every 3 weeks and at any time there is significant change in grading of materials.

F. Concrete Mixes: Submit full details, including mix design calculations for concrete mixes proposed for use for each class of concrete.

1. Include information on correction of batching for varying moisture contents of fine aggregate.

2. Submit source quality test records with mix design submittal. a. Include calculations for f'cr based on source quality test records.

3. Trial batch results may not be required if adequate, recent test results for the mix design are submitted, meeting all of the requirements of this Specification Section, including the requirements of Section 03300-2.04.

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G. If There Is Change in Aggregate Source, or Aggregate Quality from Same Source:

Submit new set of design mixes covering each class of concrete.

H. Test Batch Test Data:

1. Submit data for each test cylinder.

2. Submit data that identifies mix and slump for each test cylinder.

I. Sequence of Concrete Placing: Submit proposed sequence of placing concrete showing proposed beginning and ending of individual placements.

J. Curing Compound Other than Specified Compound: Submit complete data on proposed compound.

K. Repair of Defective Concrete: Submit mix design for grout.

L. Acceptance of Method of Concrete Repair: Make no repair until the ENGINEER has reviewed and accepted method of preparing surfaces and proposed method of repair.

M. If Either Fine or Coarse Aggregate Is Batched from More than One Bin: Submit analyses for each bin, and composite analysis made up from these, using proportions of materials to be used in mix.

N. Cement Mill Tests: Include alkali content, representative of each shipment of cement for verification of compliance with specified requirements.

O. Pozzolan Certificate of Compliance: Identify source of pozzolan and certify compliance with requirements of ASTM C 618.

P. Information on mixing equipment.

Q. Drying shrinkage test data.

R. Modulus of elasticity test data.

1.06 DELIVERY, STORAGE, AND HANDLING
A. Packing and Shipping:

1. Deliver, store, and handle concrete materials in manner as to prevent damage and inclusion of foreign substances.

2. Deliver and store packaged materials in original containers until ready for use.

3. Deliver aggregate to mixing site and handle in such manner that variations in moisture content will not interfere with steady production of concrete of specified degree of uniformity and slump.

B. Acceptance at Site: Reject material containers or materials showing evidence of water or other damage.

1.07 PROJECT CONDITIONS
A. Environmental Requirements:

1. Hot Weather Concreting:
a. When Ambient Air Temperature Is above 90 Degrees Fahrenheit: Prior to placing concrete, cool forms and reinforcing steel to by water cooling to below 90 degrees Fahrenheit.

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b. Temperature of Concrete Mix at Time of Placement: Keep temperature below 90 degrees Fahrenheit by methods which do not impair quality of concrete.

2. Cold Weather Concreting:
a. Concrete placed below ambient air temperature of 45 degrees Fahrenheit and falling or below 40 degrees Fahrenheit: Make provision for heating water. b. If materials have been exposed to freezing temperatures to degree that any material is below 35 degrees Fahrenheit: Heat such materials. c. Heating Water, Cement, or Aggregate Materials:
1) Do not heat in excess of 160 degrees Fahrenheit.
d. Protection of Concrete in Forms:
1) Protect by means of covering with tarpaulins, or other acceptable covering.
2) Provide means for circulating warm moist air around forms in manner to maintain temperature of 50 degrees Fahrenheit for at least 5 days.

3. For conditions that promote rapid drying of freshly placed concrete such as low humidity, high temperature, and wind: Take corrective measures to minimize rapid water loss from concrete.
a. Furnish and use sufficient number of maximum and minimum self-recording thermometers to adequately measure temperature around concrete.

1.08 SEQUENCING AND SCHEDULING
A. Schedule placing of concrete in such manner as to complete any single placing operation to construction, contraction, or expansion joint.

B. Schedule placing of concrete such that new concrete pours shall not be poured against existing concrete until the existing concrete is a minimum of 14 days old.

PART 2 PRODUCTS

2.01 MATERIALS
A. Aggregate:

1. General:
a. Provide concrete aggregates that are sound, uniformly graded, and free of deleterious material in excess of allowable amounts specified. b. Grade aggregate in accordance with ASTM D75 and C136. c. Provide unit weight of fine and coarse aggregate which produces in place concrete with weight of not less than 140 pounds per cubic foot.

B. Fine Aggregate:

1. Provide fine aggregate for concrete or mortar consisting of clean, natural sand or of sand prepared from crushed stone or crushed gravel.

2. Do not provide aggregate having deleterious substances in excess of following percentages by weight of contaminating substances. In no case shall total exceed percent listed.

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Item Test Method Percent
Removed by decantation (dirt, silt, etc.) ASTM C 117 3
Shale or Chert ASTM C 295 1
Clay Lumps ASTM C 142 1

3. Except as otherwise specified, grade fine aggregate from coarse to fine in accordance with requirements of ASTM C33.

C. Coarse Aggregate:

1. General: Provide coarse aggregate consisting of gravel or crushed stone made up of clean, hard, durable particles free from calcareous coatings, organic matter, or other foreign substances.

2. Weight: Not exceeding 15 percent, for thin or elongated pieces having length greater than 5 times average thickness.

3. Deleterious Substances: Not in excess of following percentages by weight, and in no case having total of all deleterious substances exceeding 2 percent.

Item Test Method Percent
Shale or chert ASTM C 295 1
Coal and lignite ASTM C 123 1/4
Clay lumps and friable particles ASTM C 142 1/4
Materials finer than Number 200 sieve ASTM C 117 1/2*
* Except when material finer than Number 200 sieve consists of crusher dust, maximum amount shall be 1 percent.

4. Grading:
a. Aggregate: As specified in ASTM C33, Size Number 57, except as otherwise specified or authorized in writing by the ENGINEER.
b. Aggregate for Class CE Concrete for Encasement of Electrical Conduits:
1) Graded as specified in ASTM C33, Size Number 8.
2) Provide concrete utilizing this aggregate equal to Class C concrete in all other respects, and is designated as Class CE.

D. Portland Cement:

1. General: Conform to specifications and tests for ASTM C150, Types II modified/ Type V, Low Low Alkali, except as specified otherwise.

2. Exposed Concrete in Any Individual Structure: Use only one brand of portland cement.

3. Cement for Finishes: Provide cement from same source and of same type as concrete to be finished.

E. Admixtures:

1. General:
a. Do not use admixtures of any type, except as specified, unless written authorization has been obtained from the ENGINEER.
b. Compatible with concrete and other admixtures.

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c. Do not use admixtures containing chlorides calculated as chloride ion in excess of 0.5 percent by weight.
d. Use in accordance with manufacturer's recommendations and add each admixture to concrete mix separately.

2. Air Entraining Admixture:
a. Provide all concrete with 5 percent, plus or minus 1 percent, entrained air of evenly dispersed air bubbles at time of placement.
b. Conform to ASTM C 260.

3. Fly Ash Pozzolan Admixture:
a. Pozzolan:
1) Conforming to requirements of ASTM C618, Class F, may be used as admixture in concrete made with Type II Portland cement. 2) Pozzolan may replace portland cement at ratio of 1.0 pound fly ash for each pound of portland cement replaced.
3) Maximum of 15 percent by weight of minimum quantities of portland cement listed in Table A under paragraph 2.03E may be replaced with pozzolan.
4) Do not use pozzolan as an admixture in concrete made with portlandpozzolan cement. b. Loss on Ignition for Pozzolan: Not exceed four percent.

4. Water Reducing Admixture:
a. May be used at the CONTRACTOR's option.
b. Conform to ASTM C494, Type A or Type D.
c. Not contain air entraining agents.
d. Liquid form before adding to the concrete mix.
e. No decrease in cement is permitted as result of use of water reducing admixture.

5. Superplasticizers: Are not to be used without review and approved by ENGINEER in writing.

F. Water:

1. Water for Concrete, Washing Aggregate, and Curing Concrete: Clean and free from oil and deleterious amounts of alkali, acid, organic matter, or other substances.

2. Chlorides and Sulfate Ions:
a. Water for Conventional Reinforced Concrete: Use water not containing more than 1,000 milligrams per liter of chlorides calculated as chloride ion, nor more than 1,000 milligrams per liter of sulfates calculated as sulfate ion. b. Water for Prestressed or Post-tensioned Concrete: Use water not containing more than 650 milligrams per liter of chlorides calculated as chloride ion, nor more than 800 milligrams per liter of sulfates calculated as sulfate ion.

G. Nonslip Abrasive:

1. Type: Aluminum oxide abrasive of size 8/16, having structure of hard aggregate, homogenous, nonglazing, rustproof, and unaffected by freezing, moisture, or cleaning compounds.

2. Manufacturers: One of the following or equal:
a. Washington Mills, Niagara Falls, New York.
b. Abrasive Materials, Incorporated, Hillsdale, Michigan.

H. Concrete Sealer:

1. Manufacturers: One of the following or equal:
a. ChemMasters, Madison, OH, Spray-Cure & Seal 25
b. A. C. Horn, Inc., Horn Clear Seal EM-180.

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I. Conduit Encasement Coloring Agent:

1. Color: Red color concrete used for encasement of electrical ducts, conduits, similar type items.

2. Manufacturers: One of the following or equal.
a. Davis Colors, Tile Red.
b. I. Reiss Company, Inc., equivalent product.

J. Keyway Material: Steel, plastic, or lumber.

K. Sprayed Membrane Curing Compound: Clear type with fugitive dye conforming to ASTM C309, Type 1D.

L. Surface Sealant System: Manufacturers: One of the following or equal:

1. Radcon Laboratories, Inc., Las Vegas, Nevada, Formula Number 7.

2. IPA Systems, Philadelphia, Pennsylvania, Duripal.

2.02 EQUIPMENT
A. Mixing Concrete:

1. Mixers may be of stationary plant, paver, or truck mixer type.

2. Provide adequate equipment and facilities for accurate measurement and control of materials and for readily changing proportions of material.

3. Mixing Equipment:
a. Capable of combining aggregates, cement, and water within specified time into thoroughly mixed and uniform mass and of discharging mixture without segregation.
b. Maintain concrete mixing plant and equipment in good working order and operated at loads, speeds, and timing recommended by manufacturer or as specified.
c. Proportion cement and aggregate by weight.

B. Machine Mixing:

1. Batch plant shall be capable of controlling delivery of all material to mixer within 1 percent by weight of individual material.

2. If bulk cement is used, weigh it on separate visible scale which will accurately register scale load at any stage of weighing operation from zero to full capacity.

3. Prevent cement from coming into contact with aggregate or with water until materials are in mixer ready for complete mixing with all mixing water.

4. Procedure of mixing cement with sand or with sand and coarse aggregate for delivery to project site, for final mixing and addition of mixing water will not be permitted.

5. Retempering of concrete will not be permitted.

6. Discharge entire batch before recharging.

7. Volume of Mixed Material per Batch: Not exceed manufacturer's rated capacity of mixer.

8. Mixers:
a. Perform mixing in batch mixers of acceptable type.
b. Equip each mixer with device for accurately measuring and indicating quantity of water entering concrete, and operating mechanism such that leakage will not occur when valves are closed.
c. Equip each mixer with device for automatically measuring, indicating, and controlling time required for mixing.

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1) Interlock device to prevent discharge of concrete from mixer before expiration of mixing period.

C. Transit-mixed Concrete:

1. Mix and deliver in accordance with ASTM C94.

2. Total Elapsed Time Between Addition of Water at Batch Plant and Discharging Completed Mix: Not to exceed 90 minutes or elapsed time at project site shall not exceed 30 minutes.

3. Under conditions contributing to quick setting, total elapsed time permitted may be reduced by the ENGINEER.

4. Equip each truck mixer with device interlocked so as to prevent discharge of concrete from drum before required number of turns and furnish such device that is capable of counting number of revolutions of drum.

5. Continuously revolve drum after it is once started until it has completely discharged its batch.
a. Do not admit water until drum has started revolving. b. Right is reserved to increase required minimum number of revolutions or to decrease designated maximum number of revolutions allowed, if necessary, to obtain satisfactory mixing. The CONTRACTOR will not be entitled to additional compensation because of such increase or decrease.

D. Other Types of Mixers:

1. In Case of Other Types of Mixers, Mixing Shall Be as Follows:
a. Mix concrete until there is uniform distribution of materials, and discharge mixer completely before recharging.
b. Neither speed nor volume loading of mixer shall exceed manufacturer's recommendations.
c. Continue mixing for minimum of 1-1/2 minutes after all materials are in drum, and for batches larger than one cubic yard increase minimum mixing time 15 seconds for each additional cubic yard or fraction thereof.

2.03 MIXES
A. Measurements of Materials:

1. Measure materials by weighing, except as otherwise specified or where other methods are specifically authorized in writing by the ENGINEER.

2. Furnish apparatus for weighing aggregates and cement that is suitably designed and constructed for this purpose.

3. Accuracy of Weighing Devices: Furnish devices that have capability of providing successive quantities of individual material that can be measured to within one percent of desired amount of that material.

4. Measuring or Weighing Devices: Subject to review by the ENGINEER, and bear valid seal of the Sealer of Weights and Measures having jurisdiction.

5. Weighing Cement:
a. Weigh cement separately.
b. Cement in Unbroken Standard Packages (Sacks): Need not be weighed. c. Bulk Cement and Fractional Packages: Weigh such cement.

6. Mixing Water: Measured by volume or by weight.

B. Concrete Proportions and Consistency:

1. Concrete Consistency and Composition:
a. Provide concrete that can be worked readily into corners and angles of forms and around reinforcement without excessive vibration and without permitting materials to segregate or free water to collect on surface.

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b. Prevent unnecessary or haphazard changes in consistency of concrete.

2. Ratio of Coarse Aggregate to Fine Aggregate: Not less than 1.0 nor more than 2.0 for all concrete Classes, with exception of Class CE.

3. Aggregate:
a. Obtain aggregate from source which is capable of providing uniform quality, moisture content, and grading during any single day's operation.

4. Concrete Mix Water to Cement Ratio, Minimum Cement Content, and Slump Range: Conform to values specified in Table A in this Section.

5. Concrete Batch Weights: Control and adjust so as to secure maximum yield, and at all times maintain proportions of concrete mix within specified limits.

6. Mixture Modification: If required, by the ENGINEER, modify mixture within limits set forth in this Section.

C. Concrete Mixes:

1. Proportioning of Concrete Mix: Proportion mixes on required average on compressive strength f'cr as defined in Subparagraph 2.04A2.

2. Mixes:
a. Adjusting of Water: After acceptance, do not change mixes without acceptance by ENGINEER, except that at all times adjust batching of water to compensate for free moisture content of fine aggregate. b. Total Water Content of Each Concrete Class: Not exceed those specified in Table A in this Section.
c. Checking Moisture Content of Fine Aggregate: Furnish satisfactory means at batching plant for checking moisture content of fine aggregate.

3. Change in Mixes: Undertake new trial batch and test program as specified in this Section.

D. Hand Mixed Concrete:

1. Hand mix concrete only when acceptable to the ENGINEER.

2. Prepare hand mixed concrete on watertight, level platform in batches not to exceed 1/3 cubic yard each.

3. Aggregate:
a. First spread required amount of coarse aggregate on platform in an even and uniform layer, and then over such aggregate spread proper proportion of fine aggregate.
b. Combined Depth of Both Such Layers: Not be greater than one foot.

4. Cement:
a. First evenly spread required quantity of cement over fine aggregate. b. Then turn entire batch with shovels at least twice before adding water.

5. Water:
a. Then uniformly sprinkle or spray proper amount of water over batched materials.
b. Then turn with shovels not less than three times before being removing from platform.

E. Classes of Concrete:

1. Provide concrete consisting of 5 classes, referred herein as Classes A, B, C, D, and CE specified in this Section and use where specified or indicated on the Drawings.

2. Weight of Concrete Classes: Provide classes of concrete having minimum weight of 140 pounds per cubic foot.

3. Class B Concrete: Class B concrete may be substituted for Class A concrete, when high-early strength concrete is needed in areas specifically reviewed and approved by the ENGINEER and that do not require sulfate resistant concrete.

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4. Class C Concrete: Class C concrete may be used for fill for unauthorized excavation, for thrust blocks and ground anchors for piping, for bedding of pipe, and where indicated on the Drawings.

5. Class D Concrete: Use Class D for precast concrete items.

6. Class CE Concrete: Use Class CE for electrical conduit encasements.

7. All other concrete, unless specified or otherwise indicated on the Drawings: Use Class A concrete.
"TABLE A

CONCRETE

WITH AIR ENTRAINMENT
Class
Specified
Compressive Strength
f'c at 28 Days (Pounds
per Square Inch)
Maximum Net
Water to
Cement Ratio
Minimum Cement per
Cubic Yard of
Concrete by Weight
(Pounds)
Slump
Range
(Inches)
A 4,000 0.45 564 2 to 4*
B
(Type III
cement)
4,000 0.45 564 2 to 4*
C 2,500 0.62 423 3 to 6
D 4,500 0.45 658 2 to 4
CE 2,500 0.62 564 3 to 6
* NOTE: Slump for slabs, decks, walks, and beams shall be not more than 3-1/2 inches.

8. 8. Pumped Concrete: Provide pumped concrete that complies with all requirements of this Section.

9. Do not place concrete with slump outside limits indicated in Table A.

10. Classes:
a. Classes A, C, D, and CE Concrete: Make with Type II or modified Type V low alkali cement.
b. Class B Concrete: Make with Type III low alkali cement. c. Admixtures: Provide admixtures as specified in this Section.

F. Air Entraining Admixture:

1. Add agent to batch in portion of mixing water.

2. Batch solution by means of mechanical batcher capable of accurate measurement.

2.04 SOURCE QUALITY CONTROL
A. Tests:

1. Concrete Mixes:
a. After concrete mixes have been reviewed and accepted by ENGINEER, have trial batches of the accepted Class A, Class B, and Class D concrete mix designs prepared by testing laboratory acceptable to the ENGINEER. b. Prepare trial batches by using specified cement and aggregates proposed to be used for the Work.

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c. Trial Batches: Provide batches of sufficient quantity to determine slump, workability, consistency, and finishing characteristics, and to provide sufficient test cylinders.
d. Test Cylinders: Provide cylinders having six inch diameter by 12 inch length and that are prepared in accordance with ASTM C31 for tests specified in this Section.
e. Determine slump in accordance with ASTM C143.
f. Test Cylinders from Trial Batch:
1) Test 8 cylinders for compressive strength in accordance with ASTM C39.
a) Test 4 cylinders at 7 days and 4 at 28 days.
b) Establish ratio between 7 day and 28 day strength for mix.

Seven day strength may be taken as satisfactory indication of 28 day strength upon review and approval by the Engineer provided effects on concrete of temperature and humidity between 7 day and 28 day are taken into account.
2) Average Compressive Strength of 4 Test Cylinders Tested at 28 Days:

Equal to or greater than required average compressive strength f'cr on which concrete mix design is based.
g. Drying Shrinkage:
1) Prepare 5 drying shrinkage specimens in accordance with ASTM C157, except as modified herein.
2) Remove drying shrinkage specimens from molds at age of 23 hours plus or minus 1 hour after trial batching, then immediately place them in water at 73 degrees Fahrenheit plus or minus 3 degrees for at least 30 minutes and then measure specimens within 30 minutes thereafter to determine original length. Then submerge specimens in saturated lime water at 73 degrees Fahrenheit plus or minus three degrees for moist curing.
3) Make measurement to determine expansion expressed as percentage of original length at age 7 days. Use length at age 7 days as base length for drying shrinkage calculations.
4) Immediately store specimens in humidity controlled room maintained at 73 degrees Fahrenheit plus or minus 3 degrees and 50 percent plus or minus 4 relative humidity for remainder of test.
5) Make and report measurements to determine shrinkage expressed as percentage of base length separately for 7, 14, 21, and 28 days of drying after 7 days of moist curing.
6) Drying Shrinkage Deformation:
a) Measure drying shrinkage deformation of each specimen as difference between base length and length after drying at each test age.
b) Measure average drying shrinkage deformation of specimens to nearest 0.0001 inch at each test age.
c) If drying shrinkage of any specimen departs from average of test age by more than 0.0004 inch, disregard results obtained from that specimen and test another specimen.
d) Shrinkage of trial batch concrete at 28 days drying age shall not exceed 0.045 percent maximum.
h. If trial batch tests do not meet specified requirements for slump, strength, workability, consistency, drying shrinkage, and finishing, change concrete mix design proportions and, if necessary, source of aggregate. Make additional trial batches and tests until an acceptable trial batch is produced that meets requirements of this Section.

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i. Perform test batches and tests required to establish trial batches and acceptability of materials without change in Contract Price. j. Do not place concrete until the concrete mix design and trail batch have been reviewed and approved by ENGINEER.

2. Required Average Compressive Strength:
a. Determine required average compressive strength (f'cr) for selection of concrete proportions for mix design, for each class of concrete, using calculated standard deviation and its corresponding specified compressive strength f'c, in accordance with ACI 318 and ACI 350, Part 3, Chapter 5. b. When test records of at least 30 consecutive tests that span period of not less than 45 calendar days are available, establish standard deviation as described in ACI 318 and ACI 350, Part 3, Chapter 5 and as modified as follows herein. c. Provide test records from which to calculate standard deviation that represent materials, quality control procedures, and conditions similar to materials, quality control procedures, and conditions expected to apply in preparation of concrete for the Work.
d. Provide changes in materials and proportions within test records that are more restricted than those for the Work.
e. Specified Compressive Strength (f'c) of Concrete Used in Test Records:

Within 1,000 pounds per square inch of that specified for the Work. f. When lacking adequate test records for calculation of standard deviation meeting requirements, determine required average compressive strength f'cr from following Table B.

TABLE B
Specified Compressive
Strength f'c
(pounds per square inch)
Required Average
Compressive Strength f'cr
(pounds per square inch)
Less than 3,000 f'c + 1,000
3,000 to 5,000 f'c + 1,200
Over 5,000 1.10f'c + 700

3. Pozzolan:
a. Sampling and Testing:
1) Sample and test pozzolan in accordance with ASTM C311. 2) In Computing Water to Cement Ratio and Cement Content per Cubic Yard Of Concrete: Consider cement weight to be weight of portland cement plus 100 percent of weight of fly ash.

4. Aggregate:
a. Testing of concrete aggregate is at CONTRACTOR's expense. b. Sieves:
1) Use sieves with square openings for testing grading of aggregates. 2) Sieve Analyses: If sieve analyses indicate significant change in materials, the ENGINEER may require that new mix design be submitted and accepted before further placing of concrete. c. Sample aggregate in accordance with ASTM D 75 and C 136. d. Fine Aggregate:

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1) Provide fine aggregate not containing strong alkali nor organic matter which gives color darker than standard color when tested in accordance with ASTM C 40.
2) Provide aggregate having soundness complying with requirements of ASTM C 33 when tested in accordance with ASTM C88.
3) Provide aggregate complying with reactivity requirements of ASTM C33 when tested in accordance with ASTM C 289.
e. Coarse Aggregate:
1) Soundness when tested in accordance with ASTM C88: Have loss not greater than 10 percent when tested with sodium sulfate. 2) Abrasion Loss: Not exceed 45 percent after 500 revolutions when tested in accordance with ASTM C131.
3) Reactivity: Not exceed limits specified in Appendix of ASTM C33 when tested in accordance with ASTM C289.
f. Portland Cement:
1) Determination Alkali Content: Determine by method set forth in ASTM C 114.

PART 3 EXECUTION

3.01 INSTALLATION
A. Conduit Encasement Concrete: Mix into each cubic yard of concrete 10 pounds of coloring agent.

B. Joints and Bonding:

1. As far as practicable construct concrete work as monolith.

2. Locations of contraction, construction, expansion, and other joints are indicated on the Drawings or as specified in this Section.

3. For all structures:
1) Provide not less than 14 days between placement of concrete in adjacent concrete wall placements.
2) Place concrete for slabs in checker board pattern with not less than 14 days between placement of concrete in adjacent concrete slab placements.

4. Construction Joints:
a. Where construction joints are not indicated on the Drawings, provide slabs and walls with construction joints at intervals not greater than 30 feet.

Contractor to submit construction joint plan to Engineer for review. b. In order to preserve strength and water tightness of structures, make no other joints, except as authorized the ENGINEER.
c. At construction joints, thoroughly clean concrete of laitance, grease, oil, mud, dirt, curing compounds, mortar droppings, or other objectionable matter by means of heavy sandblasting, and wash surfaces just prior to succeeding concrete placement.
d. At Horizontal Joints: Immediately prior to resuming concrete placing operations, thoroughly spread bed of grout not less than 1/2 inch in thickness nor more than 1 inch in thickness over horizontal joint surfaces.

5. Keyways in Joints:
a. Provide keyways in joints as indicated on the Drawings. b. Treat lumber keyway material with form release coating, applied in accordance with manufacturer's instructions.

6. Take special care to ensure that concrete is well consolidated around and against waterstops and that waterstops are secured in proper position.

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7. Cleaning of Construction Joints:
a. Wash construction joints free of sawdust, chips, and other debris after forms are built and immediately before concrete or grout placement. b. Should formwork confine sawdust, chips, or other loose matter in such manner that it is impossible to remove them by flushing with water, use vacuum cleaner for their removal, after which flush cleaned surfaces with water.
c. Provide cleanout hole at base of each wall and column for inspection and cleaning.

8. Expansion, Contraction, and Construction Joints
a. Constructed where and as indicated on the Drawings.
b. Waterstops, Expansion Joint Material, Synthetic Rubber Sealing Compound, and Other Similar Materials: As specified in Sections 03150 and 07900. c. Expanded metal forms intended to be left in place shall not be used for construction joints.

9. Repair of Concrete: Where it is necessary to repair concrete by bonding mortar or new concrete to concrete which has reached its initial set, first coat surface of set concrete with epoxy bonding agent as approved by the Engineer.

C. Conveying and Placing Concrete:

1. Convey concrete from mixer to place of final deposit by methods which prevent separation or loss of materials.

2. Use equipment for chuting, pumping, and conveying concrete of such size and design as to ensure practically continuous flow of concrete at delivery end without separation of materials.

3. Design and use chutes and devices for conveying and depositing concrete that direct concrete vertically downward when discharged from chute or conveying device.

4. Keep equipment for conveying concrete thoroughly clean by washing and scraping upon completion of any day's placement.

D. Placing Concrete:

1. Place no concrete without prior authorization of the ENGINEER.

2. Do Not Place Concrete Until:
a. Reinforcement is securely and properly fastened in its correct position and loose form ties at construction joints have been retightened. b. Dowels, bucks, sleeves, hangers, pipes, conduits, bolts, and any other fixtures required to be embedded in concrete have been placed and adequately anchored.
c. Forms have been cleaned and oiled as specified.

3. Placement of concrete in which initial set has occurred, or of retempered concrete, will not be permitted.

4. Place no concrete during rainstorms or high velocity winds.

5. Protect concrete placed immediately before rain to prevent water from coming in contact with such concrete or winds causing excessive drying.

6. Keep sufficient protective covering on hand at all times for protection of concrete.

7. After acceptance, adhere to proposed sequence of placing concrete, except when specific changes are requested and accepted by the ENGINEER.

8. Notify the ENGINEER in writing of readiness, not just intention, to place concrete in any portion of the work.
a. Provide this notification in such time in advance of operations as the ENGINEER deems necessary to make final inspection of preparations at location of proposed concrete placing.

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b. Place forms, steel, screeds, anchors, ties, and inserts in place before notification of readiness is given to the ENGINEER.
c. Depositing Concrete:
1) Deposit concrete at or near its final position to avoid segregation caused by rehandling or flowing.
2) Do not deposit concrete in large quantities in one place and work along forms with vibrator or by other methods.
3) Do not drop concrete freely into place from height greater than 5 feet. 4) Use tremies for placing concrete where drop is over 5 feet. 5) Commence placement of concrete on slopes, at bottom of slope.

9. Place concrete in approximately horizontal layers not to exceed 24 inches in depth and bring up evenly in all parts of forms.

10. Continue concrete placement without avoidable interruption, in continuous operation, until end of placement is reached.

11. If more than 20 minutes lapse prior to placement of new concrete over concrete previously placed, reduce depth of layers being placed at one time, and/or increase placing equipment, until it is possible to return with placing operation to previously placed concrete within 20 minutes.

12. If concrete is to be placed over previously placed concrete and more than 20 minutes have elapsed, then spread layer of grout not less than 1/2 inch in thickness nor more than 1 inch in thickness over surface before placing additional concrete.

13. Placement of Concrete for Slabs, Beams, or Walkways:
a. If cast monolithically with walls or columns, do not commence until concrete in walls or columns has been allowed to set and shrink.
b. Allow set time of not less than one hour for shrinkage.

E. Consolidating Concrete:

1. Place concrete with aid of acceptable mechanical vibrators.

2. Thoroughly consolidate concrete around reinforcement, pipes, or other shapes built into the work.

3. Provide sufficiently intense vibration to cause concrete to flow and settle readily into place and to visibly affect concrete over radius of at least 18 inches.

4. Vibrators:
a. Keep sufficient vibrators on hand at all times to vibrate concrete as placed. b. In addition to vibrators in actual use while concrete is being placed, have on hand minimum 1 spare vibrator in serviceable condition. c. Place no concrete until it has been ascertained that all vibrating equipment, including spares, are in serviceable condition.

5. Take special care to place concrete solidly against forms so as to leave no voids.

6. Take every precaution to make concrete solid, compact, and smooth, and if for any reason surfaces or interiors have voids or are in any way defective, repair such concrete in manner acceptable to the ENGINEER.

F. Footings and Slabs on Grade:

1. Do not place concrete on ground or compacted fill until subgrade is in moist condition acceptable to the ENGINEER.

2. If necessary, sprinkle subgrade with water not less than 6 nor more than 20 hours in advance of placing concrete.

3. If it becomes dry prior to actual placing of concrete, sprinkle again, without forming pools of water.

4. Place no concrete if subgrade is muddy or soft.

G. Loading Concrete: