Sebastopol City Council
March 1, 2022

SECTION 01 72 00

RECORD DOCUMENTS
PART 1 GENERAL

1.1 SUBMITTALS
A. Quality Control Submittals: Written procedures for maintaining and markup of record documents. Contract description.

B. Contract Closeout Submittal: Record Documents in accordance with the requirements of this section. Submit prior to application for final payment.

1.2 QUALITY ASSURANCE
A. Furnish a qualified and experienced person, whose duty and responsibility shall be to maintain record documents.

B. Accuracy of Records:

1. Coordinate changes within record documents, making neat, legible and accurate entries on each page of Specifications and each sheet of Drawings and other documents where such entry is required to show change.

2. Purpose of project record documents is to provide factual information regarding aspects of Work, both concealed and visible, to enable future modification of Work to proceed without lengthy and expensive site measurement, investigation, and examination.

C. Make entries within 24 hours after receipt of information that a change in Work has occurred.

D. Prior to submitting each request for progress payment, request Engineer's review and approval of current status of record documents. Failure to properly maintain, update, and submit record documents may result in return of Contractor's Application for Progress Payment by Engineer.

1.3 DELIVERY, STORAGE, AND HANDLING
A. Maintain record documents completely protected from deterioration, loss, and damage until completion of Work.

B. In event of loss of recorded data, use means necessary to again secure data to Engineer’s acceptance. Such means shall include, if necessary in Engineer's opinion, removal and reconstruction of covering materials, at no additional cost to the City.

PART 2 PRODUCTS

2.1 RECORD DOCUMENTS
A. Promptly following the Notice to Proceed, Engineer will provide 1 complete hardcopy set of full size drawings to the Contractor for use in preparing Record Drawings.

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PART 3 EXECUTION

3.1 MAINTENANCE OF RECORD DOCUMENTS
A. General:

1. Label or stamp each record document with title, "Record Documents," in neat large printed letters.

2. Record information concurrently with construction progress and within 24 hours after receipt of information that change has occurred. Do not cover or conceal Work until required information is recorded.

B. Preservation

1. Maintain documents in a clean, dry, legible condition and in good order. Do not use record documents for construction purposes.

2. Make documents and Samples available at all times for observation by Engineer.

C. Making Entries on Drawings

1. Using an erasable colored pencil (not ink or indelible pencil), clearly describe change by graphic line and note as required.

Color Coding:
a. Green when showing information deleted from Drawings. b. Red when showing information added to Drawings.
c. Blue and circled in blue to show notes.

2. Date entries.

3. Call attention to entry by "cloud" drawn around area or areas affected.

4. Legibly mark to record actual changes made during construction, including, but not limited to:
a. Depths of various elements of foundation in relation to finished first floor data if not shown or where depth differs from that shown.
b. Horizontal and vertical locations of existing and new underground facilities and appurtenances, and other underground structures, equipment, or Work. Reference to at least two measurements of permanent surface improvements. c. Location of internal utilities and appurtenances concealed in the construction referenced to visible and accessible features of the structure. d. Locate existing facilities, piping, equipment, and items critical to the interface between existing physical conditions or construction and new construction. e. Changes made by Addenda and Field Orders, Work Change Directive, Change Order, Written Amendment, and Engineer's written interpretation and clarification using consistent symbols for each and showing appropriate document tracking number.

5. Dimensions on Schematic Layouts: Show on record drawings, by dimension, the centerline of each run of items such as are described in previous subparagraph above. a. Clearly identify the item.
b. Show, by symbol or note, vertical location of item ("under slab," "in ceiling plenum, " "exposed," and the like).
c. Make identification so descriptive that it may be related reliably to Specifications.

D. Make entries in other pertinent documents as accepted by Engineer.

END OF SECTION
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Agenda Item Number 4
City Council Meeting Packet for March 1, 2022

SECTION 01 74 19

CONSTRUCTION WASTE MANAGEMENT AND DISPOSAL
PART 1 GENERAL

1.1 SUMMARY
A. Section includes administrative and procedural requirements for the following:

1. Recycling nonhazardous construction waste.

2. Disposing of nonhazardous demolition and construction waste.

B. Related Sections:

1. Section 02 41 10 – Demolition, Salvage and Abandonment: for disposition of waste resulting from site demolition activities.

1.2 DEFINITIONS
A. Construction Waste: Building and site improvement materials and other solid waste resulting from construction, remodeling, renovation, or repair operations. Construction waste includes packaging.

B. Demolition Waste: Building and site improvement materials resulting from demolition or selective demolition operations.

C. Disposal: Removal off-site of demolition and construction waste and subsequent sale, recycling, reuse, or deposit in landfill or incinerator acceptable to authorities having jurisdiction.

D. Recycle: Recovery of demolition or construction waste for subsequent processing in preparation for reuse.

E. Salvage: Recovery of demolition or construction waste and subsequent sale or reuse in another facility.

F. Salvage and Reuse: Recovery of demolition or construction waste and subsequent incorporation into the Work.

1.3 PERFORMANCE REQUIREMENTS
A. Construction Waste:

1. Site-clearing and demolition waste.

2. Soils.

3. Concrete and asphalt.

4. Lumber.

5. Wood sheet materials.

6. Metals.

7. Piping and fittings.

8. Electrical conduit.

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City Council Meeting Packet for March 1, 2022

9. Packaging: Regardless of salvage/recycle goal indicated in paragraph above, salvage or recycle 100 percent of the following uncontaminated packaging materials:
a. Paper.
b. Cardboard.
c. Boxes.
d. Plastic sheet and film.
e. Polystyrene packaging.
f. Wood crates.
g. Plastic pails.
h. HI-5 beverage containers.

1.4 ACTION SUBMITTALS
A. Waste Management Plan: Submit plan within 7 days of date established for the Notice to Proceed.

1.5 INFORMATIONAL SUBMITTALS
A. Waste Reduction Report: Concurrent with final Application for Payment, submit report.

Include the following information:

1. Material category.

2. Generation point of waste.

3. Total quantity of waste in tons.

4. Quantity of waste salvaged, both estimated and actual in tons.

5. Quantity of waste recycled, both estimated and actual in tons.

6. Total quantity of waste recovered (salvaged plus recycled) in tons.

7. Total quantity of waste recovered (salvaged plus recycled) as a percentage of total waste.

B. Waste Reduction Calculations: Before request for Substantial Completion, submit calculated end-of-Project rates for salvage, recycling, and disposal as a percentage of total waste generated by the Work.

C. Recycling and Processing Facility Records: Indicate receipt and acceptance of recyclable waste by recycling and processing facilities licensed to accept them. Include manifests, weight tickets, receipts, and invoices.

D. Landfill and Incinerator Disposal Records: Indicate receipt and acceptance of waste by landfills and incinerator facilities licensed to accept them. Include manifests, weight tickets, receipts, and invoices.

1.6 QUALITY ASSURANCE
A. Regulatory Requirements: Comply with hauling and disposal regulations of authorities having jurisdiction.

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1.7 WASTE MANAGEMENT PLAN
A. General: Develop a waste management plan according to ASTM E 1609 and requirements of this Section. Indicate quantities by weight or volume, but use same units of measure throughout waste management plan.

PART 2 PRODUCTS (NOT USED)
PART 3 EXECUTION

3.1 PLAN IMPLEMENTATION
A. General: Implement approved waste management plan. Provide handling, containers, storage, signage, transportation, and other items as required to implement waste management plan during the entire duration of the Contract.

1. Comply with Division 01 Section "Temporary Facilities and Controls" for operation, termination, and removal requirements.

B. Training: Train workers, subcontractors, and suppliers on proper waste management procedures, as appropriate for the Work occurring at Project site.

1. Distribute waste management plan to everyone concerned within three days of submittal return.

2. Distribute waste management plan to entities when they first begin work on-site.

Review plan procedures and locations established for salvage, recycling, and disposal.

C. Site Access and Temporary Controls: Conduct waste management operations to ensure minimum interference with roads, streets, walks, walkways, and other adjacent occupied and used facilities.

1. Designate and label specific areas on Project site necessary for separating materials that are to be salvaged, recycled, reused, donated, and sold.

2. Comply with Division 01 Section "Temporary Facilities and Controls" for controlling dust and dirt, environmental protection, and noise control.

3.2 RECYCLING CONSTRUCTION WASTE, GENERAL
A. General: Recycle paper and beverage containers used by on-site workers.

B. Recycling Incentives: Revenues, savings, rebates, tax credits, and other incentives received for recycling waste materials shall accrue to Contractor.

C. Preparation of Waste: Prepare and maintain recyclable waste materials according to recycling or reuse facility requirements. Maintain materials free of dirt, adhesives, solvents, petroleum contamination, and other substances deleterious to the recycling process.

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D. Procedures: Separate recyclable waste from other waste materials, trash, and debris.

Separate recyclable waste by type at Project site to the maximum extent practical according to approved construction waste management plan.

1. Provide appropriately marked containers or bins for controlling recyclable waste until they are removed from Project site. Include list of acceptable and unacceptable materials at each container and bin.
a. Inspect containers and bins for contamination and remove contaminated materials if found.

2. Stockpile processed materials on-site without intermixing with other materials.

Place, grade, and shape stockpiles to drain surface water. Cover to prevent windblown dust.

3. Stockpile materials away from construction area. Do not store within drip line of remaining trees.

4. Store components off the ground and protect from the weather.

5. Remove recyclable waste off Owner's property and transport to recycling receiver or processor.

3.3 RECYCLING CONSTRUCTION WASTE
A. Packaging:

1. Cardboard and Boxes: Break down packaging into flat sheets. Bundle and store in a dry location.

2. Polystyrene Packaging: Separate and bag materials.

3. Pallets: As much as possible, require deliveries using pallets to remove pallets from Project site. For pallets that remain on-site, break down pallets into component wood pieces and comply with requirements for recycling wood.

4. Crates: Break down crates into component wood pieces and comply with requirements for recycling wood.

B. Site-Clearing Wastes:

1. No burning of brush or any other materials will be allowed on the site.

2. Any and all organic material that has been cleared and grubbed must be stockpiled and composted such that seeds of invasive species by the heat of composting over a period of six to nine months. Composted material shall be used as organic mulch in accordance with Division 32 Section “Plants”.

C. Wood Materials:

1. Clean Cut-Offs of Lumber: Grind or chip into small pieces.

2. Clean Sawdust: Bag sawdust that does not contain painted or treated wood.

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City Council Meeting Packet for March 1, 2022

3.4 DISPOSAL OF WASTE
A. General: Except for items or materials to be salvaged, recycled, or otherwise reused, remove waste materials from Project site and legally dispose of them in a landfill or incinerator acceptable to authorities having jurisdiction.

1. Except as otherwise specified, do not allow waste materials that are to be disposed of accumulate on-site.

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

B. Burning: Do not burn waste materials.

C. Disposal: Transport waste materials off Owner's property and legally dispose of them.

D. Washing out of concrete trucks will not be allowed at the site.

END OF SECTION
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City Council Meeting Packet for March 1, 2022

SECTION 02 01 00

SITE CONDITIONS
PART 1 GENERAL

1.1 DESCRIPTION
A. General: All information obtained by the Engineer regarding site conditions and existing underground utilities and similar data are shown on the Drawings. No Geotechnical Investigation Report has been prepared for this project.

B. Information derived from inspection of topographic maps, or from plans showing locations of utilities and structures will not in any way relieve the Contractor from any risk, or from properly examining the site and making such additional investigations as he may elect, or from properly fulfilling all the terms of the Contract Documents.

C. Related Work described elsewhere:

1. Section 02 01 10 - Existing Utilities and Underground Structures

2. Section 31 00 00 - Earthwork

1.2 CONTRACTOR'S RESPONSIBILITIES
A. The Contractor shall satisfy himself as to the nature and location of the Work, the general and local conditions, particularly those bearing upon availability of transportation, disposal, handling and storage of materials, availability of labor, water, sanitary sewer, electric power, communications, roads, and uncertainties of weather, river stages, or similar physical conditions at the site, the conformation and conditions of the ground, the character of equipment facilities needed preliminary to and during the prosecution of the Work and all other matters which can in any way affect the Work or the cost thereof under this Contract.

B. The Contractor shall further satisfy himself as to the character, quality, and quantity of surface and subsurface materials to be encountered by inspecting the, and information presented by the plans and specifications made as part of this Contract. Any failure by the Contractor to acquaint himself with all available information will not relieve him from responsibility for properly estimating the difficulty or cost of successfully performing the Work.

C. The Contractor shall anticipate underground obstructions such as utility lines, foundations, groundwater, stumps, varying soil conditions, and debris. No extra payment will be allowed for the removal, replacement, repair, or possible increased cost caused by underground obstructions indicated in the Contract Documents. Any such lines or obstructions indicated on the Drawings show only the approximate location and must be verified in the field by the Contractor.

D. The Contractor shall note that portions of the existing road surfaces are not in structural sections and that heavy truck and equipment operations may cause road surface damage in excess of normal usage. If damage does occur due to construction activity, the Engineer shall be notified immediately before proceeding with the Work, or causing more damage Agenda Item Number 4
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to occur. Damage caused to the existing asphalt road surface by Contractor's operations shall be repaired per Section 32 12 16 “Hot Mix Asphalt Paving.”

1.3 ADDITIONAL INFORMATION
A. Prior to bidding, bidders may make their own subsurface investigations subject to time schedules and arrangements approved in advance by the City. Before any subsurface test holes are excavated, obtain clearance from City.

PART 2 PRODUCTS (NOT USED)
PART 3 EXECUTION (NOT USED)

END OF SECTION
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City Council Meeting Packet for March 1, 2022

SECTION 02 01 10

EXISTING UTILITIES AND UNDERGROUND STRUCTURES
PART 1 GENERAL

1.1 SUMMARY
A. Section includes: Contractor is responsible for locating and protecting existing utilities, facilities and underground structures. Responsibilities shall include but are not limited to those defined in this section.

B. Refer to Drawings for the approximate locations of utilities and underground structures.

1.2 GENERAL
A. The Contractor shall protect all existing utilities and improvements not designated for removal, and shall restore damaged or temporarily relocated utilities and improvements to a condition equal to or better than they were prior to such damage or temporary relocation, all in accordance with requirements of the Contract Documents.

B. The approximate locations of known existing utilities are shown in the Drawings. The Contractor shall verify the location of existing utilities at least 2 working days but no more than 14 calendar days prior to the beginning excavation by notifying Underground Services Alert (USA) at (800) 227-2600. The Contractor shall notify the Engineer of any utilities not shown in the Drawings or substantially different from the Drawings. The Contractor shall make exploratory excavations of all utilities including those not shown in the Drawings that may interfere with the Work. All such exploratory excavations shall be performed as soon as practicable after award of the Contract and, in any event, a sufficient time in advance of construction to avoid possible delays to the Contractor’s Work.

C. The number of exploratory excavations required shall be that number which is sufficient to determine the alignment and grade of the utility.

1.3 CALIFORNIA ADMINISTRATIVE CODE
A. Section 1540(a)1 of Construction Safety Orders (Title 8) California Administrative Code, Section 1540 states:

B. (1) “Prior to opening and excavation, effort shall be made to determine whether underground installations; i.e., sewer, water, fuel, electric lines, etc., will be encountered and, if so, where such underground installations are located. When the excavation approaches the approximate location of such an installation, the exact location shall be determined by careful probing or hand digging; and, when it is uncovered, adequate protection shall be provided for the existing installation. All known owners of underground facilities in the area concerned shall be advised of proposed Work at least 48 hours prior to the start of actual excavation.” C. The City and Engineer have determined the location of public utilities and underground structures as well as existing mapping permits. However, in accordance with California’s Administrative Code, Section 1540, the Contractor shall make the effort to determine the exact location of underground installations.

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1.4 PUBLIC UTILITIES AND AGENCIES AFFECTED
A. Electrical, Pacific Gas & Electric Company has jurisdiction over electrical power - Call:
(707) 579-6356 a minimum of 48 hours prior to any excavation within 10 feet of existing electrical lines. It should be noted that where a structure is known to receive service and does not have overhead service, then underground service shall be assumed to exist. For underground utility location call Underground Service Alert (USA) at (800) 227-2600.

B. Gas, Pacific Gas & Electric Company has jurisdiction over electrical power. Call: (707) 468-3954 a minimum of 48 hours prior to any excavation within 10 feet of existing gas and electrical lines.

C. Telephone Service, AT&T - Call: (707) 575-2077. It should be noted that where service to a structure is known to receive service and does not have overhead service, then underground service shall be assumed to exist. For assistance with location of underground telephone facilities, call U.S.A. at (800) 227-2600.

D. Water Service, City of Sebastopol has jurisdiction over water utilities. Call: (707) 823- 5331.

E. Drainage, City of Sebastopol has jurisdiction over drainage facilities in the area. Call: (707) 823-5331.

F. Sewer Service, City of Sebastopol has jurisdiction over sanitary sewer facilities in the area.

Call: (707) 823-5331.

1.5 PROTECTION OF STREET OR ROADWAY MARKERS
A. The Contractor shall not destroy, remove, or otherwise disturb any existing survey markers, street monuments, or other existing street or roadway markers without proper authorization. No pavement breaking or excavation shall be started until all survey or the permanent markers points that will be disturbed by the construction operations have been properly referenced. All survey markers or points disturbed by the Contractor shall be accurately replaced after all street or roadway resurfacing has been completed.

1.6 RESTORATION OF PAVEMENT
A. General. All paved areas, including asphalt concrete berms cut or damaged during construction, shall be replaced with similar materials and of a thickness equal to the existing plus 1 inch or 6 inches, whichever is greater, except where specific resurfacing requirements have been called for in the Contract Documents. Restoration of paved areas shall be in accordance with the requirements of Section 32 12 16, “Hot Mix Asphalt Paving.” All pavements that are subject to partial removal shall be neatly sawcut in straight lines.

B. Temporary Resurfacing. The Contractor shall place temporary surfacing promptly after backfilling and shall maintain such surfacing until final restoration of improvements.

C. Permanent Resurfacing. Damaged edges of pavement along excavations and elsewhere shall be trimmed back by saw cutting in straight line to provide a clean, sound, vertical joint before permanent replacement of an excavated or damaged portion of pavement. All pavement restoration and other facilities restoration shall be constructed to finish grades Agenda Item Number 4
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compatible with adjacent undisturbed pavement and other facilities (i.e., valve lids, manhole covers, etc). The Contractor shall replace damaged pavement striping in kind.

D. Pavement Striping and Markings. The Contractor shall restore all pavement striping and markings disturbed by construction activity. Striping and markings shall conform with Caltrans standards. The materials used shall match the adjacent striping and/or marking.

E. Restoration of Sidewalks. Wherever sidewalks have been removed for purposes of construction, the Contractor shall place suitable temporary sidewalks promptly after backfilling and shall maintain them in satisfactory condition until the final restoration there has been made.

1.7 EXISTING UTILITIES AND IMPROVEMENTS
A. General. The Contractor shall protect all existing underground utilities and other improvements that may be impaired during construction operations. It shall be the Contractor’s responsibility to ascertain the actual location of all existing utilities and other improvements that will be encountered in its construction operations, and to see that such utilities or other improvements are adequately protected from damage due to such operations. The Contractor shall take all possible precautions for the protection of unforeseen utility lines to provide for uninterrupted service and to provide such special protection as may be necessary.

B. Utilities to be moved. In case it shall be necessary to move the property of any public utility or franchise holder, such utility company or franchise holder will, upon request of the Contractor, be notified by the City to move such property. Time of relocation of the utility by the utility company is not a responsibility of the City. When utility lines that are to be removed are encountered within the area of operations, the Contractor shall notify the Engineer a sufficient time in advance for the necessary measures to be taken to prevent interruption of service.

C. Where the proper completion of the Work requires the temporary or permanent removal and/or relocation of an existing utility or other improvement that is indicated, the Contractor shall remove and, without unnecessary delay, temporarily replace or relocate such utility or improvement in a manner satisfactory to the Engineer and the City of the facility. In all cases of such temporary removal or relocation, restoration to former location shall be accomplished by the Contractor in a manner that will restore or replace the utility or improvement as nearly as possible to its former location and to equal or better condition as found prior to removal.

D. City’s Right of Access. The right is reserved to the City and to the owners of public utilities and franchises to enter at any time upon any public street, alley, right-of-way, or easement for the purpose of making changes in their property made necessary by the Work of this Contract.

E. Underground Utilities Indicated. Existing utility lines that are indicated or the locations of which are made known to the Contractor prior to excavation and that are to be retained, and all utility lines that are constructed during excavation operations shall be protected from damage during excavation and backfilling, and if damaged, shall be immediately repaired or replaced by the Contractor to the satisfaction of the Engineer.

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F. Underground Utilities not Indicated. In the event that the Contractor damages any existing utility lines that are not indicated or the locations of which are not made known to the Contractor prior to excavation, a written report there-of shall be made by the Contractor to the City.

G. All costs of locating, repairing damage not due to failure of the Contractor to exercise reasonable care, and removing or relocating such utility facilities not shown in the Contract documents with reasonable accuracy, and for equipment on the project which was actually working on that portion of the Work which was interrupted or idled during such Work will be paid for as extra Work.

H. Approval of Repairs. All repairs to a damaged utility or improvement are subject to inspection and approval by an authorized representative of the utility or improvement City before being concealed by backfill or other Work. Contractor to schedule with City for all inspections.

I. Maintain In Service. All power and telephone or the communication cable ducts, gas and water mains, irrigation lines, sanitary sewer lines, storm drain lines, poles, and overhead power and communication wires and cables encountered along the line of Work shall remain continuously in service during all the operations under the Contract, unless other arrangements satisfactory to the Engineer are made with the City of said pipelines, duct, main, irrigation lines, sanitary sewer, storm drain, pole, or wire or cable. The Contractor shall be responsible for and shall repair all damage due to its operations, and the provisions of this section shall not be abated even in the event such damage occurs after backfilling or is not discovered until after completion of the backfilling.

1.8 TREES WITHIN STREET RIGHTS-OF-WAYS AND PROJECT LIMITS A. General. The Contractor shall exercise all necessary precautions so as not to damage or destroy any trees or shrubs, including those lying within street rights-of-way and project limits, and shall not trim or remove any trees unless such trees have been approved for trimming or removal by the City. All existing trees and shrubs that are damaged during construction shall be trimmed or replaced by the Contractor or a certified tree company under permit from the City. Tree trimming and replacement shall be accomplished in accordance with the following paragraphs.

B. Trimming. Symmetry of the tree shall be preserved; no stubs or splits or torn branches left; clean cuts shall be made close to the trunk or large branch. Spikes shall not be used for climbing live trees. All limbs over 1-1/2 inches in diameter shall be coated with an asphaltic emulsion material.

C. Replacement. The Contractor shall immediately notify the City if any tree is damaged by the Contractor’s operations. If, in the opinion of the City, the damage is such that replacement is necessary, the Contractor shall replace the tree at its own expense. The tree shall be of a like size and variety as the tree damaged, or, if of a smaller size, the Contractor shall pay to the City of said tree a compensatory payment acceptable to the tree City, subject to the approval of the jurisdictional agency or City. The size of the trees shall be not less than 1-inch diameter nor less than 6 feet in height.

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1.9 NOTIFICATION BY THE CONTRACTOR
A. Prior to any excavation in the vicinity of any existing underground facilities, including all water, sanitary sewer, storm drain, gas, or other pipelines; all buried electric power, communications, or television cables; all traffic signal and street lighting facilities; and all roadway; the Contractor shall notify the respective authorities representing the owners or agencies responsible for such facilities not less than three (3) days nor more than seven (7) days prior to excavation so that a representative of said owners of agencies can be present during such Work if they so desire. The Contractor shall also notify USA at (800) 227- 2600 at least 2 working days, but no more than 14 calendar days, prior to such excavation.

PART 2 PRODUCTS (NOT USED)
PART 3 EXECUTION

3.1 CONTRACTOR RESPONSIBILITY
A. The Contractor shall anticipate water, sanitary sewer, electrical, gas, communication, drainage and telephone services. It may be expected that there will be variation in location from that as shown on the Drawings to the actual location. Contractor responsible for verifying actual location in the field after pre-marking by the various utilities affected.

B. No extra payment will be allowed for the removal, replacement, repair, or possible increased cost caused by inadvertent or planned interception and breaking of underground obstructions which may exist.

C. It should be understood that the various utilities are indicated on the Drawings to show only the approximate location and must be verified in the field by the Contractor. The various utility agencies will cooperate with the Contractor to endeavor to familiarize him with all known underground utilities obstructions, but this will not relieve the Contractor from full responsibility in anticipating and locating their actual location.

D. The Contractor, in conjunction with the affected utility company(s), shall pothole and establish the horizontal and vertical location of all utilities shown on the Drawings and marked in the field. This may be done on an area-by-area basis, but shall be accomplished at least five working days in advance of the date of construction within such area. Any discrepancies (horizontal and/or vertical) between the location of a utility found by the potholing operation than that shown on the Drawings shall be brought to the Engineer’s attention immediately. Potholing shall be required at the connection to existing facilities prior to the shop drawing submittals.

3.2 PRIOR INVESTIGATION
A. Prior to bidding, each bidder shall make his own subsurface investigations, talk to the various utilities affected to secure, for his own information, the knowledge of each utility with the precise location of their facilities so that he may take into account in his bid the difference in location from that believed to exist to that which may actually prove to be the precise location.

END OF SECTION

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Agenda Item Number 4
City Council Meeting Packet for March 1, 2022

SECTION 02 41 10

DEMOLITION, SALVAGE AND ABANDONMENT
PART 1 GENERAL

1.1 DESCRIPTION
A. The Contractor shall furnish all tools, equipment, materials, and supplies and shall perform all labor as required for the demolition, abandonment, or removal of pavements and structures and utility removals and abandonments, as indicated on the Drawings and as specified herein.

B. The Work of this Section shall include, but shall not be limited to the following items:

1. Demolition of asphalt pavement, concrete structures, concrete pavement, curb, gutter, sidewalk, underground piping, and other features as required to install utilities, structures, concrete pavement and asphalt pavement.

2. Abandonment or removal of existing pipe and other utilities as indicated on the Drawings and specified herein.

1.2 RELATED WORK SPECIFIED ELSEWHERE
A. Section 02 01 00 - Site Conditions
B. Section 02 01 10 - Existing Utilities and Underground Structures C. Section 31 00 00 - Earthwork

1.3 DEMOLITION/ABANDONMENT COORDINATION
A. The Contractor shall anticipate and coordinate construction demolition and improvement as shown on the Drawings and described in the Construction Documents.

B. The Contractor shall carefully coordinate the extent of the Work in areas where existing utilities shall be reconnected to new facilities and where existing facilities shall remain operational.

C. While Work is being performed, the Contractor shall provide adequate access for normal operations, including access, routine operation and maintenance. The Contractor shall erect and maintain fences, warning signs, barricades, and other devices as required for the protection of the Contractor's and City’s employees and the public around pipelines, structures and excavations. The Contractor shall remove all such protection when the demolition/abandonment operations are completed, or as Work progresses, or when directed by the Engineer or City.

D. The Contractor shall coordinate all Work with the Engineer or City.

E. The Contractor shall be responsible for scheduling and coordinating any required shut down and/or relocations as necessary for performance of the work.

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Agenda Item Number 4
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1.4 SUBMITTALS
A. Demolition and Abandonment Plan: The Contractor shall prepare and submit a Utility Demolition and Abandonment Plan to the Engineer for review at least 14 days prior to start of demolition. The procedures shall provide for safe conduct of the Work, careful deactivation, removal and disposition of materials and equipment, protection of property which are to remain undisturbed, coordination with existing facilities to remain in service, and timely disconnection of utility services. The procedures shall include a detailed description of the methods and equipment to be used for each operation, and the sequence of operation.

1.5 REPAIR OF DAMAGE
A. Any damage to existing street improvements, utility poles, building elements to remain, other existing utilities and facilities to remain, and private property, as caused by the Contractor's operations shall be repaired at the Contractor's expense to the satisfaction of the Engineer.

B. Damaged items shall be repaired or replaced with new materials as required to restore damaged items or surfaces to a condition equal to and matching that existing prior to damage or start of Work of this Contract.

1.6 PROTECTION OF EXISTING FACILITIES
A. Before beginning any cutting, trenching, demolition or abandonment Work, the Contractor shall carefully inspect the existing facilities to determine the extent of the Work. The Contractor shall take all necessary precautions to prevent damage to existing facilities which are to remain in place and in operation. The Contractor shall be responsible for any damages to existing facilities, which are caused by the operations of the Contractor.

Damages to such facilities shall be repaired or replaced to existing condition at no additional cost to the City and to the satisfaction of the Engineer. The Contractor shall carefully coordinate the Work of this Section with all other Work and shall provide shoring, bracing, and supports, as required. The Contractor shall ensure that structural elements are not overloaded and shall be responsible for increasing structural supports or adding new supports as may be required as a result of any cutting, removal, or demolition Work performed under any part of this Contract. The Contractor shall remove all temporary protection when the Work is complete or when so authorized by the Engineer.

B. The Contractor shall carefully consider all bearing loads and capacities for placement of equipment and material.

PART 2 PRODUCTS (NOT USED)
PART 3 EXECUTION

1.1 DEMOLITION AND ABANDONMENT OF FACILITIES
A. Demolition shall be accomplished in accordance with applicable codes and regulations.

Blasting shall not be permitted.

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B. Disposal of all materials shall be performed in compliance with all applicable local, state and federal codes, regulations, and requirements. Structures to be abandoned shall be cleaned prior to abandonment.

C. The Drawings used in this Contract to indicate demolition, abandonment and salvage are based on Record Drawings and the best available information on the existing facilities. The structures and utilities may differ slightly. Prior to the submittal of bids, the Contractor shall conduct a comprehensive survey of the facilities to verify the scope of Work, the extent of utilities, and the physical sequencing constraints.

D. All debris, materials, piping, and miscellaneous waste products from the demolition process shall be removed safely from the project site as soon as possible. They shall be disposed of in accordance with applicable federal, state, and local regulations. The Contractor is responsible for determining and complying with these regulations and shall bear all costs associated with disposal of these items.

E. All equipment, materials, and piping within the limits of the demolition shall become the property of the Contractor, unless noted otherwise on the Drawings, and shall be removed from the site.

F. No toxic or hazardous materials are anticipated for demolition or removal. If these or questionable substances are found during the demolition process, report the condition immediately to the Engineer in writing.

1.2 UTILITIES
A. The utilities on site are potable water, gas, sanitary sewer, communications, electricity and storm drains.

B. The Contractor shall be responsible for coordinating all utility service shut-downs with the Utility Owner, City or City’s Representative before demolition is started.

C. Where utility lines that are abandoned or are designated for abandonment are exposed by demolition excavation, they shall be removed.

D. Piping to be slurry filled, plugged and abandoned shall be done so in accordance with City of Sebastopol Standards and these Contract Documents.

E. All utilities designated to remain in service shall remain in service for the duration of the work.

F. Salvage utility facilities for reuse where designated on the Drawings. Store in a safe and protected location until reinstalled. The Contractor shall be responsible for any damages to these facilities. Damages to such facilities shall be repaired or replaced with new at no additional cost to the City and to the satisfaction of the Engineer.

1.3 PAVING DEMOLITION
A. Asphalt concrete and armor coats shall be saw cut with a suitable tool before excavation.

For all roads and paved areas, saw cutting shall be required. Breaking of asphalt, concrete, or armor coats with jack hammers or excavation equipment will not be permitted.

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B. All edges of asphalt concrete or armor coats shall be cut four (4) inches vertically, with a neat, square edge.

C. In all cases, existing asphalt paving or armor coating shall be saw cut out after construction and just prior to final paving to a point twelve (12) inches or more wider than each side of the trench line. Saw cuts shall be parallel or perpendicular to centerline of the trench. Any strip of existing pavement with a width of four (4) feet or less shall be removed and replaced with new pavement.

D. The Contractor shall dispose of all Portland cement concrete and asphalt concrete generated from removal or demolition activities on the project at a recycler for these materials. The Contractor shall provide receipts verifying delivery and approximate quantity (TONS) of the material delivered to the material recycler.

1.4 PROTECTED AREAS
A. All other areas of the site not within the limits of demolition and grading shown on the Drawings shall be left undisturbed. Any damage to these areas during the demolition or construction process shall be repaired or replaced to original pre-contract conditions at the Contractor’s sole expense. Disturbed areas, not within the demolition and grading limits shown on the Drawings, shall be reseeded.

1.5 BACKFILLING
A. The Contractor shall backfill all demolition areas to final grade with appropriate fill material as shown on the Drawings and described in these Specifications.

B. Backfill material shall meet the applicable requirements of Section 31 00 00, “Earthwork.” In all areas not immediately backfilled to ground level, the Contractor shall erect safety barriers around the excavation.

END OF SECTION
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SECTION 03 30 00

CAST-IN-PLACE CONCRETE
PART 1 GENERAL

1.1 SUMMARY
A. Section Includes:

1. Cast-in-place concrete.

1.2 SYSTEM DESCRIPTION
A. This section includes requirements for cast-in-place concrete for valve box, monument box, and cast-in-place concrete for curbs, gutters, and sidewalks.

1.3 SUBMITTALS
A. Submit all product data, shop drawings, laboratory test results, material source information, and certificates of compliance listed in this Section under a single submittal cover for review.

B. Product Data: Indicate admixtures
C. Design Data: Submit mix designs

1.4 QUALITY ASSURANCE
A. Perform cast-in-place concrete work in accordance with ACI 301.

B. Sustainable Design Requirements:

1. Regional Materials: Furnish materials extracted, processed, and manufactured within 500 miles of Project site.

C. Perform Work in accordance with State of California standards.

D. Maintain one copy of each document on site.

PART 2 PRODUCTS

2.1 CONCRETE MATERIALS
A. Cement: ASTM C150, Type II Portland type.

B. Fine and Coarse Aggregates: ASTM C33.

C. Water: Clean and not detrimental to concrete.

D. Air Entrainment Admixture: ASTM C260.

E. Bonding Agent: Epoxy Type.

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F. Non-shrink Grout: Premixed compound consisting of non-metallic aggregate, cement, water reducing and plasticizing agents.

2.2 COMPOUNDS, HARDENERS AND SEALERS
A. Curing Compound: ASTM C309, Type 1 Class B.

2.3 CONCRETE MIX
A. Mix and deliver concrete in accordance with ASTM C94/C94M, Option A.

B. Furnish concrete of the following strength:

1. Compressive strength 4,000 psi (28 day).

2. Slump 1 to 4 inches.

3. Maximum water-cement ratio: 0.48.

C. Select admixture proportions for normal weight concrete in accordance with ACI 301.

D. Add air entraining agent to concrete mix for concrete work exposed to exterior.

E. Concrete for curb, gutter and sidewalk to contain 1 pound lampblack per cubic yard.

PART 3 EXECUTION

3.1 PLACING CONCRETE
A. Prepare previously placed concrete by cleaning with steel brush and applying bonding agent.

B. Separate slabs-on-grade from vertical surfaces with ¼ inch thick joint filler, extended from bottom of slab to within ¼ inch of finished slab surface.

C. Place concrete continuously between predetermined expansion, control and construction joints.

3.2 FORM REMOVAL
A. Do not remove forms or bracing until concrete has gained sufficient strength to carry its own weight and imposed loads.

B. Remove formwork progressively and in accordance with code requirements.

3.3 CURING AND PROTECTION
A. Immediately after placement, protect concrete from premature drying, excessively hot or cold temperatures, and mechanical injury.

B. Immediately after placement, protect concrete from premature drying.

C. Maintain concrete with minimal moisture loss at relatively constant temperature for period necessary for hydration of cement and hardening of concrete for not less than 7 days.

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3.4 FIELD QUALITY CONTROL
A. Perform field inspection and testing in accordance with ACI 301.

B. Strength Test Samples:

1. Sample concrete and make one set of three cylinders for every 150 cu yds or less of each class of concrete placed each day and for every 5,000 sf of surface area for slabs and walls.

C. Field Testing:

1. Measure slump and temperature for each compressive strength concrete sample.

2. Measure air content in air entrained concrete for each compressive strength concrete sample.

D. Cylinder Compressive Strength Testing:

1. Test Method: ASTM C39/C39M.

2. Test Acceptance: In accordance with ACI 301.

3. Test two cylinders at 28 days.

4. Retain one cylinder for testing when requested by Architect/Engineer.

5. Dispose remaining cylinders when testing is not required.

3.5 DEFECTIVE CONCRETE
A. Modify or replace concrete not conforming to required lines, details and elevations, as directed by Architect/Engineer.

END OF SECTION
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SECTION 31 00 00

EARTHWORK
PART 1 GENERAL

1.1 DESCRIPTION
A. Earthwork shall consist of performing all operations necessary for excavation, subgrade preparation and grading where applicable.

B. Excavation and grading within the City of Sebastopol shall conform to this specification and the applicable provisions of City of Sebastopol Grading Ordinance.

C. All work shall conform to the lines, grades and cross-sections or elevations shown on the Drawings.

D. Prior to bid, Contractor shall verify existing topography and notify Engineer of any discrepancy between existing topographic information indicated on the plans and actual field topographic data. Failure to notify Engineer of any discrepancy prior to bid indicates Contractor acceptance of existing conditions in conformance with those shown on the Plans.

E. Groundwater may be present at varying depths. Seasonal fluctuations in the local groundwater table at the project site and vicinity are generally highest at the end of the winter rainy season and lowest at the end of the summer dry season. The Contractor should expect groundwater and soil moisture conditions within the project area to vary depending on seasonal rainfall and runoff conditions. Groundwater may be present close to the ground surface during prolonged wet winter weather. Groundwater will drop during dry summer and fall weather.

F. Existing power and telephone lines, trees, fences, pipelines or other conduits, embankments, and structures in the vicinity of the work that are to remain shall be supported and protected from injury by the Contractor during the construction and until the completion of the Work. The Contractor shall be liable for all damages to such structures, as herein provided, and shall save and keep the City and Engineer harmless from any liability or expense for injuries, damages, or repairs to same.

G. Excess material from the excavation shall become the property of the Contractor and shall be disposed of by him at his expense.

H. Related items described elsewhere:

1. Section 02 01 00 - Site Conditions

2. Section 02 01 10 - Existing Utilities and Underground Structures

3. Section 31 23 19 - Dewatering

4. Section 31 01 40 - Shoring and Trench Safety

5. Section 31 23 00 - Trench Excavation and Backfill

6. Section 32 12 16 – Hot Mix Asphalt Paving
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1.2 QUALITY ASSURANCE
A. Qualifications of workmen: Provide sufficient skilled workmen and supervisors who shall be present at all times during execution of this portion of the work and who shall be thoroughly familiar with the type of construction involved and the materials and techniques specified.

B. Codes and Standards:

1. Wherever a test method is referenced in this Section it shall be made in accordance with the most current test methods in use by the California Department of Transportation (Caltrans) as listed in the State Standard Specifications, latest edition, or ASTM method as listed below at the City’s option:

TEST TEST METHOD
Particle-Size Analysis of Soils ASTM D422
Density of Soil in Place by Sand Cone Method ASTM D1556 Moisture-Density Relations of Soil & Soil Aggregates ASTM D1557 Unconfined Compressive Strength of Cohesive Soil ASTM D2166 Laboratory Determination of Water Content of Soil & Rock ASTM D2216 Classification of Soils for Engineering Purposes ASTM D2487 Resistance R-Value and Expansion Pressure of Compacted Soils ASTM D2844 Density of Soil and Soil-Aggregate in Place by Nuclear Methods ASTM D2922 Density of Soil in Place by the Drive-Cylinder Method ASTM D2937 Direct Shear Test of Soils Under Consolidated Drained Conditions ASTM D3080 Liquid Limit, Plastic Limit, & Plasticity Index of Soils ASTM D4318 Expansion Index of Soils ASTM D4829

2. Where reference is made to the State Standard Specifications, reference shall mean the State of California, Department of Transportation (Caltrans), Standard Specifications, 2018, excluding measurement and payment Sections.

1.3 TESTING
A. Relative compaction, moisture, and permeability tests will be made at locations determined by the Engineer. When tests indicate that the specified compaction has not been achieved, that portion of the Work shall be reworked until the required density, moisture, and permeability has been attained.

B. The Contractor shall be responsible for the sampling and testing costs associated with any failed test.

C. The Contractor shall be responsible for the sampling and testing costs associated with soil disposal requirements for soils that are not determined to be contaminated.

D. The Geotechnical Engineer will perform all observations and testing for excavations and trenches and in paved areas.

E. A minimum of 72 hours’ notice shall be given to the Engineer by the Contractor prior to commencing or recommencing any grading operation.

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1.4 SUBMITTALS
A. Submit all product data, shop drawings, laboratory test results, material source information, and certificates of compliance listed in this Section under a single submittal cover for review. Incomplete submittals will not be reviewed.

B. Samples: In accordance with the provisions of Section 01 33 00, “Submittal Procedures,” of the specifications, submit samples of all materials 15 days prior to construction. Periodic testing of the material will also be made during construction.

C. Material Source: Submit name of imported fill materials supplied.

PART 2 PRODUCTS

2.1 TOPSOIL AND UNDOCUMENTED FILL
A. Topsoil is classified as the top three inches of excavated material including buried organics, shallow vegetation roots and other deleterious materials and excluding cleared and grubbed materials.

B. Undocumented fill pertains to soils previously imported and placed at the project site.

2.2 GENERAL FILL MATERIAL
A. Shall be non-expansive and free of organic material, with a Liquid Limit less than 40 and a plasticity index less than or equal to 15 percent as determined by ASTM D4318, shall not contain clumps/rock larger than 3 inches, and should consist predominantly of materials less than 1/2 inch in greatest dimension.

B. Existing material excavated on site may be used as fill provided it meets the requirements of subparagraph 2.3.A, after vegetative matter, rocks larger than 3 inches, and other debris is removed and after approval by the Engineer.

C. All on-site and off-site sources of fill shall be approved by the Engineer a minimum of 2 working days prior to placement or importation to the site.

2.3 STRUCTURAL AGGREGATE
A. Structural aggregate material shall consist of washed angular aggregate with the following ASTM D422 test particle side distribution:

Sieve Size Percent Passing
3/4 Inch 100%
No. 4 0-5%
No. 200 0-3%

2.4 PIPE BEDDING MATERIAL
A. Pipe bedding material shall be as specified on City Standard Drawing No. S1.2:

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2.5 TRENCH BACKFILL MATERIAL
A. Trench backfill material shall be in accordance with City of Sebastopol Standards.

2.6 PERMEABLE MATERIAL
A. State Standard Specification Section 68.2.02F(3), Class 2.

2.7 AGGREGATE SUBBASE
A. Standard Specifications, Section 25, Class 2.

2.8 AGGREGATE BASE
A. Standard Specifications, Section 26, Class 2, 3/4-inch maximum.

2.9 SAND
A. Standard Specifications, Section 19-3.02E(2), Salt Free.

2.10 SLURRY CEMENT BACKFILL
A. Standard Specifications, Section 19-3.02D.

B. Materials for controlled low strength material shall be thoroughly machine-mixed in a pug mill, rotary drum, or other approved mixer. Mixing shall continue until the cementitious material and water are thoroughly dispersed throughout the material.

C. Slurry Cement Backfill shall be used as backfill only where shown on the Drawings or as directed by the Engineer.

D. When used as bedding around new electrical conduits the mix shall contain 1 sack of red dye per cubic yard.

PART 3 EXECUTION

3.1 GENERAL
A. Verify exact location (horizontal and vertical) of all utilities by potholing prior to the start of excavation.

B. All active portions of the construction site and material excavations shall be sufficiently watered to prevent excessive amounts of dust. Watering shall occur at least twice a day with complete coverage, preferably in the late morning and after work for the day.

C. All grading, earthmoving and excavation shall cease during periods of winds greater than 20 miles per hour average over a one hour period.

D. All material transported offsite shall be either sufficiently watered or securely covered to prevent excessive amounts of dust.

E. Areas disturbed by earthmoving or excavation activities shall be minimized at all times.

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3.2 CLEARING AND GRUBBING
A. Clearing and grubbing shall conform to Section 31 11 00, “Site Clearing and Grubbing.”

3.3 TOPSOIL EXCAVATION
A. Remove all topsoil and organics.

B. Material specified in Paragraph 2.1 shall be removed before commencement of any excavation. Do not use this material for fill or backfill, except as approved by the Geotechnical Engineer. Topsoil shall be removed from the site at the Contractor’s expense or amended and reused as fill in landscaped areas.

3.4 DISPOSAL OF WASTE MATERIAL
A. Burning is prohibited. Remove unsuitable material from the site in accordance with all local laws, codes and ordinances.

B. Existing clean suitable fill material may be stockpiled at a designated location on site after approval by the Engineer.

3.5 COMPACTION EQUIPMENT
A. Compaction Equipment: All compaction shall be by mechanical means. Compaction equipment shall be of suitable type and adequate to obtain the densities specified and approved.

3.6 SITE EXCAVATION
A. Perform all excavation of every description, regardless of the type, nature, or condition of material encountered, as specified, shown, or required to accomplish the Work.

B. The Contractor shall control excavations and stockpiling in a manner to prevent water from entering the excavations. Material for fill, backfill, or for protection of excavations from surface drainage shall be neatly placed and kept shaped and covered so as to cause no dust or interference with other work.

C. The Geotechnical Engineer shall observe all excavated bottoms, including foundations and utility structures and trenches, following removal of material. Unsuitable materials observed by the Geotechnical Engineer in the excavated bottom shall be removed by the Contractor and stabilized using Engineered Fill material, as specified in Paragraph 2.3.

3.7 REMOVAL OF WATER
A. See Section 31 23 19 – Dewatering.

B. Water disposal shall meet Federal, State, and local requirements and as specified.

3.8 SUBGRADE STABILIZATION
A. Any base or soft areas shall be brought to the attention of the Geotechnical Engineer for evaluation of over-excavated depth and stabilized. If unsuitable materials are observed Agenda Item Number 4
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within the excavation bottom by the Geotechnical Engineer over-excavation will be required.

B. Areas receiving fill shall be prepared according to the following, unless noted otherwise on the Drawings:

1. Scarified to a depth of at least 6-inches.

2. Moisture conditioned to within 2 percent of optimum moisture content.

3. Compacted to at least 90 percent relative compaction.

3.9 OVER EXCAVATION
A. If groundwater or excessive soil moisture prevents operations described in 3.9.B, the bottom of the excavation may require overexcavation and a layer of aggregate base placed on the excavation bottom to provide a firm base on which to place and compact subsequent fill. The thickness of the aggregate base layer and/or need for subgrade stabilization fabric shall be evaluated by the Geotechnical Engineer at the time of excavation.

B. If the bottom of an excavation is found to consist of soft or unstable material that is incapable of properly supporting the pipe or structure, the Engineer shall be advised immediately in writing.

C. The Contractor shall obtain the Engineer’s approval prior to performing any overexcavation. Any overexcavating and resultant backfill and compaction without such approval shall be at the Contractor’s expense. The quantity of approved unsuitable material excavated and its replacement shall be paid for as extra work only with the authorization of the Engineer and in accordance with the Contract Documents.

3.10 ROCK EXCAVATION
A. Rock excavation shall include removal and disposal of the following: (1) all boulders measuring 1/3 of a cubic yard or more in volume; (2) all rock material in ledges, bedding deposits, and unstratified masses; (3) concrete or masonry structures which have been abandoned; and (4) conglomerate deposits which are so firmly cemented that they possess the characteristics of solid rock.

B. Rock excavation into dense “Wilson Grove Formation” is anticipated for this project. The Contractor shall anticipate this requirement and account for it in their bid and excavation efforts.

C. Explosives and Blasting: Use of Explosives and Blasting will not be permitted.

3.11 MOISTURE CONDITIONING
A. The term “moisture conditioning” as used in these Specifications, is defined to refer to any approved method of obtaining a required moisture content for materials to be compacted.

Included under moisture conditioning requirements shall be the furnishing of all required water and the furnishing of all other necessary labor, materials and equipment required to provide the approved or required percent of moisture content. Moisture conditioning, as required, shall be performed for all materials specified to be compacted regardless of whether or not such requirement is specifically stated. No separate payment will be made for any or all operations of the Contractor pertaining to moisture conditioning or from delays occasioned thereby.

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B. Prior to and during compaction, all earthwork materials specified to be compacted, including but not limited to backfill, refill and foundation subgrade, shall have an approved moisture content which shall be uniform in each layer of material compacted. If the moisture content is less than the approved requirement, compaction operations shall not proceed until the Contractor has added the necessary amount of water. If the moisture content is greater than the approved requirement, compaction operations shall not proceed until such time as the materials have dried sufficiently or have been otherwise mechanically dewatered or replaced with materials having the approved moisture content. The soil should be mixed after water is added to distribute the water evenly throughout the lift.

Sufficient time should be allowed between water application and compaction to allow the water to penetrate the soil clods and reach a uniform value in the lift. If the soil is too moist, aeration will be required to lower moisture content to the desired level.

C. Contractor shall be responsible to demonstrate throughout the duration of all earthwork operations, that required moisture conditioning limits are being obtained. Care must be exercised to ensure that the moisture content is not above moisture requirements. This is to ensure that the structural stability of the material is not affected.

D. For general engineered fill construction, the following compaction requirements apply:

1. Maximum 8-inch lifts of uncompacted thickness.

2. Compact to a minimum 90% relative compaction at, or within, 2 percent of the ASTM D1557 optimum moisture content.

3. Within the upper 12 inches of subgrade, compact to a minimum 95% relative compaction at, or within, 2 percent of the ASTM D1557 optimum moisture content.

3.12 HOT MIX ASPHALT PAVEMENT
A. Excavate to subgrade, scarify 12-inches and compact to at least 95% of the ASTM D1557 maximum dry density with a moisture content within 2 percent of the ASTM D1557 optimum moisture content.

B. Evaluate the stability of the compacted subgrade soil by wheel rolling prior to placing the overlaying aggregate base rock layer. Wheel rolling should be performed with a fully loaded water truck with tire pressures between 60 and 95 psi. The subgrade soil should exhibit only minor deflections as the wheel load passes by. Any unstable areas should be reworked and then retested for relative compaction and moisture content and then proof rolled again.

C. Place aggregate base in 6-inch loose lifts and compact each lift to at least 95% of the ASTM D1557 maximum dry density with a moisture content within 2 percent of the ASTM D1557 optimum moisture content.

3.13 CONTAMINATED SOILS HANDLING
A. Contaminated soils are not anticipated to be encountered during construction.

B. If contaminated soil is discovered during construction activities, notify the Engineer, City, and upon approval from the City, notify the Sebastopol Fire Department.

C. Contractor to maintain separate stockpiles for potentially contaminated soil such that potentially contaminated soil is not commingled with non-contaminated soil.

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D. Contractor to prepare a 10-mil, polyethylene plastic sheeting lined containment area for stockpiling and covering of potentially contaminated soils. Overlap the plastic sheeting a minimum of two feet to prevent run off underneath the plastic sheeting.

E. Collect soil samples to fully characterize excavated soil for disposal and manage accordingly. Sample, according to protocols set forth in ASTM E1903-97, Standard Guide for Environmental Site Assessments: Phase II Environmental Site Assessment Process, any soils generated as a result of excavations in these areas, as well as the bottoms and side walls of any such excavations.

F. Contractor to hire a California-certified laboratory to sample and test the potentially contaminated soil in accordance with sampling requirements of the nearest Class II or III landfill that accepts contaminated soils, or other type of disposal means preapproved by the City, as laboratory results indicate. In general, for gasoline and diesel contaminated soils, this includes the collection of one 4-point composite for every 100 cubic yards of excavated contaminated soil, and analysis for TPH-gas and TPH-diesel by EPA 8015, and for volatile organic compounds by EPA 8260.

G. Should the laboratory testing confirm the presence of contaminated soil, submit test results and any additional reporting requirements to the Class II or III landfill at least three working days prior to the planned disposal date.

H. Upon review of the test results, the Class II or III landfill will determine if the contaminated soil may be disposed of at the facility.

I. If the test results exceed the acceptance limits of the Class III landfill, Contractor shall submit test results and any additional reporting requirements to the nearest Class II landfill.

J. Upon review of the test results, the Class II landfill will determine if the contaminated soil may be disposed at the facility or if additional testing is required.

K. If additional testing is necessary, Contractor shall hire a California-certified laboratory to sample and test the contaminated soil in accordance with the additional sampling requirements.

L. If characterization determines that wastes are hazardous under RCRA or CalEPA Hazardous Waste guidelines, treat and/or dispose of all contaminated soils at properly permitted facilities approved by the City and all other controlling regulatory agencies for such purposes.

M. Complete disposal facility applications as necessary to obtain preapproval for disposal of all contaminated soil.

3.14 ADDITIONAL EXCAVATION IF CONTAMINATION IS DISCOVERED A. If contaminated soil is discovered during construction activities, notify the Engineer or City, and upon approval from the City, notify the Sebastopol Fire Department.

B. Call upon an OSHA-certified, trained personnel, experienced in identifying unknown contaminants (such as a Professional Geologist or Registered Civil Engineer) to collect confirmation samples. Identify possible contaminated areas, and notify the Engineer or Agenda Item Number 4
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City. If warranted or directed by the Sebastopol Fire Department, Engineer, or City, perform additional remedial excavation of soil and collect confirmation soil samples.

C. In areas where additional remedial excavation is required, complete excavation and backfilling as requested by the Engineer, City, or trained personnel prior to continuing with project.

D. If additional soils are excavated, follow the same protocol for stockpiling, characterizing, reloading, and disposal as described in other sections of this specification.

E. This work will be completed as an extra scope, once total contaminated soil exceeds estimations for the project.

3.15 DISCOVERED CONTAMINATION NOT PREVIOUSLY KNOWN TO EXIST A. If contaminated soil is discovered where not expected and contaminants cannot be identified, call upon an OSHA-certified, trained personnel experienced in identifying unknown contaminants (such as a Professional Geologist/Engineer to collect samples and field identify possible contaminated areas.

3.16 WASTE MINIMIZATION
A. Minimize the generation of contaminated waste. Take all necessary precautions to avoid mixing clean and contaminated wastes.

3.17 CONTAMINATED MATERIAL STORAGE AREA MAINTENANCE
A. When contaminated materials are present and require stockpiling, complete the following tasks:

1. Stockpile Site Locations

2. Liner Maintenance: Maintain a stockpile area bottom to prevent tears or holes in the plastic. Any tears shall be patched or the area relined with 10-mil plastic within 24 hours. Sweep clean roadways leading to stockpile areas and repair all surface damage caused by the stockpile traffic.

3. Dust Control: Control all dust that may arise during stockpiling activities by keeping roads swept or wet, as necessary.

4. Conduct: All activities will be conducted in a manner that minimizes litter, nuisances, dust, noise impacts, and mud.

5. Access: Unauthorized access will be prevented within potentially contaminated soil areas.

6. Traffic Control: Traffic will be controlled in a safe manner.

7. Emergency Communications: The Contractor using the stockpile area shall provide telephone or radio communication capacity for emergency purposes.

8. Record Keeping: Maintain a log book in which storage dates, quantity of material accepted and leaving, and concentrations of constituents are tracked and any special occurrences such as written public complaints will be recorded.

9. Length of Use/Site Closure: When Contractor completes the use of the stockpile area, he shall ensure the area is clean of any potentially contaminated soils and have approval from City prior to leaving the site.

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3.18 TRANSPORTATION OF CONTAMINATED SOIL
A. With preapproval from the City and the disposal facility, reload, transport, and dispose of contaminated materials in accordance with all local, state, and federal laws, rules, and regulations for transporting contaminated soil.

B. Contractor shall arrange the hauling and disposal of the contaminated soil at the accepted landfill licensed to accept such soil.

C. Transport all contaminated soil off site only to appropriate permitted Treatment and/or Disposal Facilities, approved by the City. The Contractor performing the work of this Section shall be licensed for the transportation and hauling of hazardous wastes. The firm shall provide a route plan, which clearly identifies the routes he proposes to follow while transporting soil to the off-site disposal facility.

D. Compliance with Federal Motor Carrier Safety Regulations: A motor carrier driver or other person must comply with the rules when he/she is transporting hazardous materials by a motor vehicle, which must be marked or placarded in accordance with DOT 177.823.

E. Transport drivers will offload soil only at the approved disposal facilities.

F. Ensure contaminated soil is free of debris, concrete, or asphalt rubble. Ensure no free water is ponding or leaking from trucks.

3.19 REPORT, MANIFESTS, AND RECORDS
A. Provide the Engineer or City with a compliance certificate verifying that all waste soils were received by the approved landfill has been properly disposed.

B. Provide copies of all manifests, permits, or other documents currently in effect relating to the specific wastes to be transported, treated, and disposed hereunder except as otherwise stated in this Section.

C. As the waste generator, the City shall furnish completed State of California Hazardous Waste Manifests (or the Uniform Manifest - 40 CFR Parts 260, 262, 271 - if effective at time of preparation) for all contaminated soils to be removed from the project area for transportation to an appropriate disposal facility. These manifests shall accompany the waste loads to disposal and be properly completed by the hauler and disposal agent as required by federal and state hazardous waste management law. The final manifest shall then be returned by registered mail to the City within the designated time period specified by federal law.

D. The contract work will not be considered complete nor will the City make final payment until the Engineer or City receives certifications of treatment and/or disposal.

3.20 NON-CONTAMINATED SOIL REUSE
A. Soil containing very low levels of contamination may be considered for reuse as backfill, but must be cleared with the Sebastopol Fire Department and Engineer or City for reuse, prior to reuse.

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B. Non-contaminated soil may be reused for backfill, if preapproved by the Engineer or City, and is permitted in other sections of the specifications.

3.21 DISPOSAL OF UNSUITABLE AND EXCESS EXCAVATED MATERIAL A. Disposal: Remove surplus satisfactory soil and waste material, including unsatisfactory soil, trash, and debris, and legally dispose of it off project site.

B. Location of disposal site and length of haul are the Contractor's responsibility.

C. Soil characterization testing required for hauling and off-site disposal or reuse of excess excavated material are the Contractor’s responsibility.

D. Place excess excavated materials suitable for fill and/or backfill on site where directed by Engineer.

E. Remove from site and dispose of any excess excavated materials after all fill and backfill operations have been completed.

F. Segregate all excavated contaminated soil designated by the Engineer from all other excavated soils, and stockpile on site on two 6 mil polyethylene sheets with a polyethylene cover. A designated area shall be selected for this purpose. Provide and maintain temporary erosion controls on and around soil stockpiles until they are removed from site. Dispose of excavated contaminated material in accordance with State and Local requirements.

3.22 CLEAN UP
A. Upon completion of earthwork operations, clean areas within contract limits, remove tools, and equipment. Provide site clear, clean, free of debris, and suitable for subsequent construction operations. Remove debris, rubbish, and excess material from the site.

END OF SECTION
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SECTION 31 01 40

SHORING AND TRENCH SAFETY
PART 1 GENERAL

1.1 SECTION INCLUDES
A. Shoring required for general safety, worker protection, and protection of adjacent property from the hazards of caving ground.

B. Shoring for trench excavations.

C. Contractor’s responsibilities.

D. Contractor’s trench safety plan.

E. Contractor’s supervisor.

F. Related requirements and Work described elsewhere includes:

1. Division 01 – Requirements for temporary facilities, controls, public safety, and convenience.

2. Division 02 – Existing Conditions.

3. Division 31 – Earthwork.

4. Division 33 – Utilities.

1.2 CONTRACTOR'S RESPONSIBILITIES FOR SAFETY
A. The Contractor shall be solely and completely responsible for conditions of the job site, including safety of all persons (including employees) and property during performance of the work. This requirement shall apply continuously and not be limited to normal working hours.

B. Safety provisions shall conform to U.S. Department of Labor (OSHA), the California Occupational Safety and Health Act, and all other applicable Federal, State, county, and local laws, ordinances, codes, the requirements set forth below, and any regulations that may be detailed in other parts of these Specifications.

C. Contractor is advised that Part 1926 of 29 CFR, subpart P, has been revised. This regulation governs excavations, trenching and protective systems, sloping, benching, wood, and aluminum shoring for various types of soils, and depths of excavations. The Contractor shall follow these regulations (including the latest revisions) for this project.

D. Where any of these are in conflict, the more stringent requirement shall be followed.

1.3 PERMIT
A. For trenches or excavations of depth five (5) feet or deeper, the Contractor shall obtain from the State Division of Industrial Safety a permit for such excavation; submit a copy of the permit to the Engineer, prior to initiating any work requiring said permit.

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1.4 CONTRACTOR SUBMITTALS
A. Submit all plans, product data, shop drawings, laboratory test results, material source information, and certificates of compliance listed in this Section under a single submittal cover for review. Incomplete submittals will not be reviewed.

B. The Contractor’s attention is directed to the provisions for "Shoring and Bracing Drawings" in Section 6705 of the California Labor Code. The Contractor, prior to beginning any trench or structure excavation five (5) feet deep or greater, shall submit to the Engineer for review for compliance with Section 6705 the Contractor’s detailed plan showing design of all shoring, bracing, sloping of the sides of excavation, or other provisions for worker protection against the hazard of caving ground during the excavation of such trenches or structure excavation. If such plan varies from the shoring system standards established in the Construction Safety Orders of the State of California, such alternative system plans shall be prepared, stamped and signed by a civil or structural engineer licensed in the State of California at the Contractor’s expense.

C. Certificates of Compliance: Certificates of Compliance shall be provided for all products and materials proposed to be used under this Section.

D. For all materials that are not pre-approved by the City the Contractor shall designate the source and/or submit samples of all materials in advance of their use for required testing and Engineer’s approval. All testing costs shall be at the Contractor’s expense.

1.5 SAFETY ORDERS
A. The Contractor shall have at the work site, copies or suitable extracts of the Construction Safety Orders of Cal-OSHA, and Part 1926 of 29 CFR, subpart P.

B. All work shall comply with the provisions of these and all other applicable laws, ordinances and regulations.

1.6 TRENCH SAFETY PLAN
A. For trenches and excavations five feet or more in depth, the Contractor shall submit to the Engineer a detailed plan, design of shoring, bracing, sloping, or other provisions to be made for worker protection from the hazards of caving ground.

B. If such plan varies from the shoring system standards established by the Construction Safety Orders, or Part 1926 of 29 CFR, Subpart P, the plan shall be prepared, sealed and signed by a civil or structural engineer registered in California. Signed and sealed copies of calculations necessary to quality the system shall also be submitted.

C. Nothing herein shall be deemed to allow the use of shoring, sloping, or protective system less effective than that required by the Construction Safety Orders of the Division of Industrial Safety, or Part 1926 of 29 CFR, subpart P.

D. If Contractor proposes to use trench jacks or speed shores, submittals shall show length and type of shoring vertical and horizontal spacing, vertical or horizontal wales and planks.

Shields, when proposed or used, shall show depth allowed in the soils expected to be encountered.

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1.7 ENGINEER'S REVIEW
A. The duty of the Engineer to conduct construction review of the Contractor's performance is not intended to include a review or approval of the adequacy of the Contractor's safety supervisor, the safety program, or any safety measures taken in, on, or near the construction site.

B. The Engineer will review the submittal of the Contractor's proposed shoring system to verify the general scope of the Work, to determine that qualified professional engineering services are used and to determine that appropriate construction techniques are proposed for use. This review shall not in any way be construed to relieve the Contractor from sole responsibility for the design and safety of such shoring.

1.8 CONTRACTOR'S SUPERVISOR
A. The Contractor shall appoint a qualified supervisory employee who shall be responsible to determine the sloping or shoring system which shall be used depending on local soil type, water table, stratification, depth, etc.

PART 2 PRODUCTS (NOT USED)
PART 3 EXECUTION (NOT USED)

END OF SECTION

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SECTION 31 23 00

TRENCH EXCAVATION AND BACKFILL
PART 1 GENERAL

1.1 SUMMARY
A. Section includes: The Work covered in this section consists of performing all operations necessary to excavate all earth, regardless of character and subsurface conditions, from the trench or adjacent thereto and to place stabilization, bedding, cover, water removal, backfill, base, and compaction as shown on the Drawings and as specified, or as may be ordered by the Engineer.

B. Such earthwork shall include, but may not necessarily be limited to, the loosening, removing, loading, transporting, depositing, and compacting in its final location of all materials wet and dry, as required for the purposes of completing the Work, which shall include, but not necessarily be limited to, the furnishing, placing, and removing of sheeting, shoring and bracing necessary to safely support the sides of all excavations; all pumping, ditching, draining and other required measures for the removal or exclusion of water from the excavation; the supporting of structures above and below the ground; all backfilling around structures and all backfilling of trenches and pits; the disposal of excess excavated materials; borrow of materials to make up deficiencies for fills; and all other incidental earthwork.

C. General intent:

1. It is the general intent of these specifications to specify conduct of the Work in such manner as to cause no exposure to unsafe conditions during construction and to provide a trench that will properly support and protect the pipe and only minor settlement in areas where such settlement will not be noticed, or compensation made for any expected settlement. The degree of compaction and type of material will vary in accordance with type of pipe, and soil and surface conditions.

2. The Contractor shall obtain compaction and install base and temporary paving. He shall keep access roads clean and free of dust, mud or debris by providing cleanup as necessary.

3. If the Contractor does not properly clean up, (to preconstruction conditions) the City shall have the option of using outside equipment and labor to perform the Work and such costs will be deducted from the contract.

4. Stabilization material will be required only where soil conditions warrant and as directed by the Engineer.

5. No backfilling shall be done until the installation to be covered has been inspected and approved for covering. Compaction of backfill shall proceed immediately after backfilling, in appropriate layers.

6. During construction, heavy rains may be encountered causing wet backfill and other unsuitable working conditions. During these periods the City will have authority to shut down the Work to avoid poor working conditions, wet unsuitable backfill, damage to base and paving, unsafe conditions, etc.

D. Contaminated soil and groundwater shall be handled in accordance with Section 31 00 00, “Earthwork,” and all regulatory agency requirements.

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E. Related Work:

1. Section 02 01 10 - Existing Utilities and Underground Structures

2. Section 31 00 00 - Earthwork

3. Section 31 01 40 - Shoring and Trench Safety

4. Section 33 11 00 - Water Utilities

1.2 QUALITY ASSURANCE
A. Qualifications of workmen: Provide sufficient skilled workmen and supervisors who shall be present at all times during execution of this portion of the Work and who shall be thoroughly familiar with the type of construction involved and the materials and techniques specified.

B. Codes and standards: City of Sebastopol Standards.

C. Wherever a test method is referenced in this section it shall be made in accordance with the most current test methods in use by the California Department of Transportation (Caltrans).

D. Where reference is made to the State Standard Specifications, reference shall mean: State of California, Business and Transportation Agency, Department of Transportation (Caltrans), Standard Specifications, 2010, excluding measurement and payment Sections.

1.3 GUARANTEES
A. The Contractor shall guarantee his Work against settlement for a period of one year after the Notice of Completion has been filed and shall repair all damage caused by settlement within that time. For the purpose of this specification, settlement will be deemed to have occurred if the following conditions exist:

1. Along unpaved portions, a depression of 1 inch below the average of the sides of the uncut portion shall be deemed a settlement.

2. In paved areas, the depression of 1/4 inch below the average of the sides of the uncut portion will be deemed a settlement.

1.4 CONTRACTOR SUBMITTALS
A. Submit all product data, shop drawings, laboratory test results, material source information, and certificates of compliance listed in this Section under a single submittal cover for review. Incomplete submittals will not be reviewed.

B. The Contractor’s attention is directed to the provisions for "Shoring and Bracing Drawings" in Section 6705 of the California Labor Code. The Contractor, prior to beginning any trench or structure excavation five (5) feet deep or over, shall submit to the Engineer for review for compliance with Section 6705 the Contractor’s detailed plan showing design of all shoring, bracing, sloping of the sides of excavation, or other provisions for worker protection against the hazard of caving ground during the excavation of such trenches or structure excavation. If such plan varies from the shoring system standards established in the Construction Safety Orders of the State of California, such alternative system plans shall be prepared, stamped and signed by a civil or structural engineer licensed in the State of California at the Contractor’s expense.

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C. Certificates of Compliance: Certificates of Compliance shall be provided for all products and materials proposed to be used under this Section.

D. For all materials, the Contractor shall designate the source and/or submit samples of all materials in advance of their use for required testing and Engineer’s approval, if requested.

All testing costs shall be at the City’s expense.

1.5 QUALITY ASSURANCE
A. General: All soils testing will be performed by the City.

B. Where soil material is required to be compacted to a percentage of maximum density the maximum density at optimum moisture content will be determined in accordance with the standards outlined ASTM D1557. Field density in-place tests will be performed by the City.

C. The Contractor shall notify the Engineer at least 2 working days prior to performing any utility excavation.

PART 2 PRODUCTS

2.1 EXCAVATION
A. The Contractor shall complete all excavation regardless of type, nature, or condition of the material encountered. The Contractor shall make his own estimate of the kind and extent of the various materials to be excavated in order to accomplish the Work. The Contractor should refer to the available Geotechnical Engineering Investigation report (soils report) for anticipated excavation conditions. Native backfill shall not be used for any utility trench backfill, unless noted otherwise on the Drawings.

2.2 BEDDING AND COVER MATERIAL
A. Pipe Bedding Material: Section 31 00 00, “Earthwork.”

2.3 TRENCH BACKFILL
A. Trench Backfill Material: Section 31 00 00, “Earthwork.”

2.4 PERMEABLE MATERIAL
A. Permeable Material: Section 31 00 00, "Earthwork."
B. Permeable material shall be used in over-excavated areas of trenches, including where the bottom of excavations is unstable, disturbed or wet.

2.5 GEOTEXTILE FABRICS
A. Filter Fabric: Section 31 00 00, "Earthwork."
B. Subgrade Stabilization Fabric: Section 31 00 00, "Earthwork." Agenda Item Number 4
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2.6 SLURRY CEMENT BACKFILL
A. Slurry Cement Backfill: Section 31 00 00, "Earthwork."

2.7 STEEL PLATE
A. When steel plate bridging is provided in lieu of backfill and temporary asphalt, it shall conform to Section 602.1 of the Caltrans Encroachment Permit Manual, with the following minimum thicknesses:

Trench Width Minimum Plate Thickness
(10”) 0.25 m (1/2”) 13 mm
(1’ – 11”) 0.58 m (3/4”) 19 mm
(2’ – 7”) 0.80 m (7/8”) 22 mm
(3’ – 5”) 1.04 m (1”) 25 mm
(5’ – 3”) 1.60 m (1 ¼”) 32 mm
B. For spans greater than 5 feet-3 inches, a structural design shall be prepared by a California registered civil engineer. Plates to be coated with a “no slip” surface.

PART 3 EXECUTION

3.1 GENERAL
A. The Contractor shall perform all excavation of whatever substance is encountered to the lines and grades shown on the plans. All excavated materials shall become the property of the Contractor and disposed of in accordance with local and state requirements.

B. Not more than 300 feet of excavation trench will remain unbackfilled at the end of each days Work. The maximum amount of open trench permitted in any one location shall be the length necessary to accommodate the amount of pipe installed and backfilled in a single day. All trenches shall be fully backfilled at the end of each day or, in lieu thereof, shall be covered by heavy steel plates adequately braced and capable of supporting vehicular traffic in those locations where it is impractical to backfill at the end of each day. The above requirements for backfilling or use of steel plate may be waived in cases where the trench is located further than 100 feet from any traveled roadway or occupied structure. In such cases, however, barricades and warning lights meeting safety requirements shall be provided and maintained. All operations shall be carried out in an orderly fashion.

Backfilling, compacting, base, and cleanup will be accomplished as sections of the pipe are installed.

C. Where abandoned underground structures are encountered, remove to sufficient depth to allow underground lines to cross, backfill and compact during rough grading. The Engineer may require further work to be done if visual inspection indicates during construction.

3.2 WIDTH OF TRENCH
A. Except where otherwise specifically noted or directed, excavation for pipelines and utilities shall be open-cut trenches, sides of trenches shall be vertical, shored as required, and shall Agenda Item Number 4
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be uniform width from top to bottom. Trenches shall be of a width as shown on the Drawings.

B. If trench widths exceed those shown on the Drawings, install all additional stabilization material, special bedding and cover, backfill, base and paving or higher strength pipe in conformance with these specifications and as directed by the Engineer at no additional cost to the City.

C. Subgrade: The surface of the subgrade after compaction shall be hard, uniform, smooth, self draining, and true to grade and cross section.

D. Trench Bottom: The pipe bedding shall be given a final trim establishing grade such that each pipe section when first laid will be continually in contact with the bedding along the extreme bottom of the pipe. Rounding out the trench bottom or bedding to form a cradle for the pipe will not be allowed. The Contractor shall hand excavate for bell holes and fittings.

3.3 PAVING REMOVAL
A. Pavement removed for trenching shall be recycled at an approved facility.

3.4 REMOVAL OF WATER
A. Dewatering: Section 31 23 19 - Dewatering
B. Water disposal shall meet federal, state, and local requirements and as specified.

3.5 SHORING, SHEETING AND BRACING
A. See Section 31 01 40 - Shoring and Trench Safety. The Contractor shall furnish and install all shoring, sheeting and bracing required to support adjacent earth banks and structures for the protection and safety of all personnel working in the trench. All shoring, sheeting and bracing shall conform to the requirements of the State or local agents having jurisdiction over such matters. Remove shoring, sheeting and bracing in a manner that will protect the workman and prevent caving of banks and damage to the pipe, grade, sidewall support, bedding compaction, excavation, backfill or adjacent property.

3.6 OVEREXCAVATION
A. If the bottom of an excavation is found to consist of soft or unstable material that is incapable of properly supporting the pipe or structure, the Engineer shall be advised immediately.

B. The Contractor shall obtain the Engineer’s approval prior to performing any overexcavation. Any overexcavating and resultant backfill and compaction without such approval shall be at the Contractor’s expense. The quantity of approved unsuitable material excavated and its replacement shall be paid for as extra work only with the authorization of the Engineer and in accordance with the Contract Documents.

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3.7 ROCK EXCAVATION
A. Rock excavation shall include removal and disposal of the following: (1) all boulders measuring 1/3 of a cubic yard or more in volume; (2) all rock material in ledges, bedding deposits, and unstratified masses; (3) concrete or masonry structures which have been abandoned; and (4) conglomerate deposits which are so firmly cemented that they possess the characteristics of solid rock.

B. The Contractor shall obtain the Engineer’s approval prior to performing any rock excavation. Any rock excavation and resultant backfill and compaction without such approval shall be at the Contractor’s expense. The quantity of approved rock excavated and its replacement with suitable fill material shall be paid for as extra work only with the authorization of the Engineer and in accordance with the Contract Documents.

C. Rock excavation is not anticipated for this project. If the Contractor encounters rocks during earthwork activities, the Engineer shall be advised immediately.

D. Explosives and Blasting: Use of Explosives and Blasting will not be permitted.

3.8 TRENCH BACKFILL IN THE PIPE ZONE
A. The Contractor shall backfill the pipe zone with the bedding and cover materials specified to the dimensions shown on the Drawings. The trench shall be final-graded by hand to provide a secure bedding full length with hand excavation made for bells or collars.

B. Trench backfill in the pipe zone shall be moisture conditioned to within 2 percent of the ASTM D1557 optimum moisture content and compacted to achieve a minimum relative compaction of 90 percent of the ASTM D1557 maximum dry density, unless noted otherwise on the Drawings. Jetting of trench backfill will not be allowed.

C. Additional backfill shall then be installed and the sides of the pipes moisture conditioned to within 2 percent of the ASTM D1557 optimum moisture content. Backfill on the sides of the pipe shall be shovel sliced to remove voids and tamped to not less than 90 percent compaction to secure full-length bedding and proper pipe wall support. After this, cover material shall be added and mechanically compacted to a relative compaction not less than 90 percent.

3.9 TRENCH BACKFILL IN THE TRENCH ZONE
A. The Contractor shall backfill the trench zone with the trench cover materials specified to the dimensions shown on the Drawings. The trench shall be final-graded by hand to provide a secure bedding full length with hand excavation made for bells or collars.

B. Trench backfill in the trench zone shall be moisture conditioned to within 2 percent of the ASTM D1557 optimum moisture content, placed in maximum 8 inch thick loose lifts prior to compacting, and compacted to achieve a minimum relative compaction of 90 percent of the ASTM D1557 maximum dry density.

C. Trench backfill within 12 inches of subgrade in non-vehicular areas shall be moisture conditioned to within 2 percent of the ASTM D1557 optimum moisture content, placed in maximum 6 inch thick loose lifts prior to compacting, and compacted to achieve a minimum relative compaction of 95 percent of the ASTM D1557 maximum dry density.

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D. Trench backfill within 12 inches of subgrade in vehicular areas shall be moisture conditioned to within 2 percent of the ASTM D1557 optimum moisture content, placed in maximum 6 inch thick loose lifts prior to compacting, and compacted to achieve a minimum relative compaction of 95 percent of the ASTM D1557 maximum dry density.

3.10 PLACING AND SPREADING OF BACKFILL MATERIALS
A. Backfill shall not be dropped directly upon any structure or pipe. Backfill shall not be placed around nor upon any structure for a minimum of 72 hours or until the concrete has attained sufficient design strength to withstand the loads imposed, whichever is greater.

B. Backfill materials shall be placed and spread evenly in horizontal layers.

C. During spreading each layer shall be thoroughly mixed as necessary to promote uniformity of material in each layer and uniformity of moisture throughout backfill materials. Pipe Zone backfill materials shall be manually spread around the pipe so that when compacted, the Pipe Zone backfill will provide uniform bearing and side support.

D. Where the backfill material moisture content is below the optimum moisture content water shall be added before or during spreading until the proper moisture content is achieved.

E. Where the backfill material moisture content is too high to permit the specified degree of compaction, the material shall be dried or replaced until the moisture content is satisfactory.

F. Backfill shall be mechanically compacted by means of tamping rollers, sheepsfoot rollers, pneumatic tire roller, vibrating rollers, or other mechanical tampers. All such equipment shall be of a size and type subject to review by the Engineer. Impact-type pavement breakers (stompers) will not be permitted. Permission to use specific compaction equipment shall not be construed as guaranteeing or implying that the use of such equipment will not result in damage to adjacent ground, existing improvements, or new improvements. The Contractor shall make its own determination in this regard.

G. Material for mechanically compacted backfill shall be placed in lifts which, prior to compaction, shall not exceed the thickness specified below for various types of equipment:

1. Vibratory equipment, including vibratory plates, vibratory smooth-wheel rollers, and vibratory pneumatic-tired rollers - maximum lift thickness of 1 foot.

2. Rolling equipment, including sheepsfoot (both vibratory and non-vibratory), grid, smooth-wheel (non-vibratory), pneumatic-tired (non-vibratory), and segmented wheels - maximum lift thickness of 1 foot.

3. Hand-directed mechanical tampers-maximum lift thickness of 4 inches.

H. Mechanically compacted backfill shall be placed in horizontal layers of thickness not exceeding those specified above, compatible to the material being placed and the type of equipment being used. Each layer shall be evenly spread, moistened or dried, if necessary, and then tamped or rolled until the specified relative compaction has been attained.

3.11 COMPACTION OF BACKFILL MATERIALS
A. Specification Section 31 00 00 - Earthwork. Each layer of backfill material as defined herein, shall be mechanically compacted to the specified percentage of maximum density.

Equipment that is consistently capable of achieving the required degree of compaction shall Agenda Item Number 4
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be used and each layer shall be compacted over its entire area while the material is at the required moisture content range.

B. Flooding, ponding, or jetting shall not be used.

C. Trench Backfill Requirements: The pipe class has been structurally designed based upon the trench configuration specified herein.

1. The Contractor shall maintain the specified trench width up to a horizontal plane lying 12 inches above the top of the pipe.

2. If, at any location under said horizontal plane, the Contractor slopes the trench walls or exceeds the maximum trench widths indicated the Pipe Zone backfill shall be "improved" or the pipe class improved at no additional cost to the City. "Improved" backfill shall mean Slurry Cement Backfill or other equivalent materials acceptable to the Engineer.

3. All trenches shall have a minimum of 2 inches of temporary asphalt placed daily and maintained unless final paving can be completed in the same day. Temporary asphalt shall be placed flush with adjacent pavement grade.

4. Steel plates may be used to cover open trenches in-lieu of backfill and temporary asphalt pavement.

3.12 STEEL PLATE
A. General: When backfilling operations of an excavation in the traveled way, whether transverse or longitudinal, cannot be properly completed within a work day, steel plate bridging with a non-skid surface and shoring may be required to preserve unobstructed traffic flow.

B. Steel plate bridging and shoring shall be installed using either Method (1) or (2):

1. Method 1 for speeds more than 45 mph:

2. The pavement shall be cold planed to a depth equal of the thickness of the plate and to a width and length equal to the dimensions of the plate.

3. Method 2 for speeds 45 mph or less:
a. Approaching plate(s) and ending plate (if longitudinal placement) shall be attached to the roadway by a minimum of 2 dowels pre-drilled into the corners of the plate and drilled 2 inches into the pavement. Subsequent plates are butted to each other. Fine graded asphalt concrete shall be compacted to form ramps, maximum slope 8.5 percent with a minimum 12 inch taper to cover all edges of the steel plates. When steel plates are removed, the dowel holes in the pavement shall be backfilled with either graded fines of asphalt concrete mix, concrete slurry or an equivalent slurry.

C. When steel plate bridging is required, the following conditions shall apply:

1. Steel plates used for bridging must extend a minimum of 12 inches beyond the edges of the trench.

2. Steel plate bridging shall be installed to operate with minimum noise.

3. The trench shall be adequately shored to support the bridging and traffic loads.

4. Temporary paving with cold asphalt concrete shall be used to feather the edges of the plates, if plate installation by Method (2) is used.

5. Bridging shall be secured against displacement by using adjustable cleats, shims or other devices.

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D. Steel plate bridging and shoring shall be installed using either Method (1) or (2):

1. Method 1 for speeds more than 45 mph:
a. The pavement shall be cold planed to a depth equal of the thickness of the plate and to a width and length equal to the dimensions of the plate.

2. Method 2 for speeds 45 mph or less:
a. Approaching plate(s) and ending plate (if longitudinal placement) shall be attached to the roadway by a minimum of 2 dowels pre-drilled into the corners of the plate and drilled 2 inches into the pavement. Subsequent plates are butted to each other. Fine graded asphalt concrete shall be compacted to form ramps, maximum slope 8.5 percent with a minimum 12 inch taper to cover all edges of the steel plates. When steel plates are removed, the dowel holes in the pavement shall be backfilled with either graded fines of asphalt concrete mix, concrete slurry or an equivalent slurry.

E. Steel plate bridging should not exceed 4 consecutive working days in any given week.

3.13 TESTING
A. Relative compaction shall be to the densities specified and referenced herein. All testing will be performed by the City.

END OF SECTION
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SECTION 31 23 19

DEWATERING
PART 1 GENERAL

1.1 DESCRIPTION
A. Groundwater is anticipated in this project. The Contractor is advised that groundwater may be present in some of the proposed excavations, depending on site location, depth of excavation, soil conditions and time of year. As necessary, the Contractor shall keep excavations free from water during construction.

B. The Contractor shall provide all labor, materials, and equipment necessary to dewater trench excavations, in accordance with the requirements of the Contract Documents, to enable the pipes to be installed in excavations that are free from standing or flowing water that may be due to groundwater, surface water, stormwater or precipitation.

C. The preferred disposal method for water removed from trenches and other excavations is through discharge to the sanitary sewer.

D. The Contractor shall qualitatively monitor for odor or visual discrepancies indicative of hydrocarbon contamination in groundwater during dewatering operations. The Contractor shall notify the Owner immediately if potential contamination is encountered.

E. The Contractor’s dewatering operations shall not interfere with vehicle or pedestrian traffic. Under no circumstances shall dewatering water be allowed to flood streets and cause hazardous conditions for vehicular or pedestrian traffic. Dewatering pump noise shall be mitigated, especially at night. Any mitigating measures taken to conform to these requirements shall be at no extra expense to the Owner.

F. The Contractor shall obtain any and all permits required in conjunction with dewatering operations, including permits for construction of dewatering wells.

1.2 RELATED WORK SPECIFIED ELSEWHERE
A. Section 02 01 00 – Site Conditions
B. Section 31 01 40 – Shoring and Trench Safety
C. Section 31 23 00 – Trench Excavation and Backfill

1.3 DEFINITIONS
A. Dewatering: Practices that manage the discharge of groundwater and accumulated precipitation from a work location so that construction work may be accomplished.

1.4 DISCHARGE TO COLLECTION SYSTEM
A. No water shall be discharged into sanitary sewers without the prior written consent of the Engineer and 24 hours advance notice to the City of Sebastopol.

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B. Groundwater turbidity may not exceed 10 NTU for discharging into the City’s wastewater collection system.

C. If the turbidity requirements above are not met by tank settling alone, a filter must be employed to remove soil particles from the groundwater prior to discharge.

D. Testing of water samples for turbidity shall be performed and documented daily for the first week, then at weekly intervals during the remaining period of discharge. Water shall only be discharged if the sample test results meet the specified turbidity requirements. A log of the monitoring and sampling results shall be maintained.

E. The Contractor shall coordinate groundwater discharge into the collection system with the City, including verifying water quality requirements, discharge flow limitations into the collection system, and location of discharges into the collection system. Discharged flows into the collection system shall be limited to 100 gpm.

F. In no case shall the Contractor’s groundwater disposal operation surcharge the collection system (i.e., full pipe flow).

G. The costs associated with any damage caused as a result of Contractor’s groundwater disposal operation surcharging the collection system shall be the Contractor’s sole responsibility.

1.5 SUBMITTALS
A. Submit all plans, product data, shop drawings, laboratory test results, material source information, and certificates of compliance listed in this Section under a single submittal cover for review. Incomplete submittals will not be reviewed.

B. Dewatering Plan

1. Dewatering systems shall be designed and maintained by the Contractor and shall be coordinated with the design of shoring specified in Section 31 01 40, “Shoring and Trench Safety.” The plans should contain at a minimum the sizes of pumps, tanks, filtration devices, and the points of disposal. The plan should also include alternate (contingent) systems, and the Contractor should be prepared to alter the initial dewatering or shoring systems to meet the specified requirements.

2. The plan shall also include the water quality requirements specified herein.

C. Section 01 33 00 – Submittal Procedures
D. Product Data: Submit data for each of the following:

1. Dewatering Pumps: Indicate sizes, capacities, priming methods, and engine or motor characteristics.

2. Pumping equipment for control of discharge.

3. Size of tank(s) used for storage.

4. Specifications and size and type of filters and any other materials used for filtration.

1.6 CLOSEOUT SUBMITTALS
A. Section 01 33 00 – Submittals
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B. Once the storage tank(s) are no longer needed, clean and remove from the site and return the area to original condition.

1.7 PRE-INSTALLATION MEETINGS
A. Section 01 30 00 – Administrative Requirements: Pre-installation meeting.

B. Convene minimum one week prior to commencing work of this Section.

1.8 SEQUENCING
A. Section 01 10 00 – Summary: Requirements for sequencing.

1.9 COORDINATION
A. Coordinate work to permit the following construction operations to be completed on stable substrate.

1. Excavation for structures and pipelines as specified in Section 31 23 00 “Trench Excavation and Backfill.”
B. Coordinate with the Engineer prior to the commencement of any soil excavation and groundwater discharge.

C. All dewatering operations shall be adequate to assure the integrity of the finished project.

PART 2 PRODUCTS

2.1 DEWATERING EQUIPMENT
A. Select dewatering equipment to meet specified performance requirements.

PART 3 EXECUTION

3.1 DEWATERING OPERATIONS
B. Install dewatering system in accordance with the approved Dewatering Plan.

1. Secure City approved areas for siting of groundwater storage tanks and treatment systems. Located system components to allow continuous dewatering operations without interfering with the excavation work.

2. Install the dewatering system in accordance with State, local and Unified Building Code standards.

C. Remove water from the excavation in accordance with the approved Dewatering Plan.

1. Keep excavations free from water during construction.

2. Treat all water from the dewatering operations as required for removal of sediment prior to discharge. Water discharged to the City’s collection system shall be within acceptable limits.

3. Draw down the static water level a minimum of 2 feet below the bottom of excavations to maintain the undisturbed state of natural soils and allow the placement of any fill to the specified density.

4. Operate dewatering systems continuously until backfill has been completed to 1- foot above the normal static groundwater level.

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5. Control the release of groundwater to its static level to prevent disturbance of the natural foundation soils or compacted fill and to prevent floatation or movement of structures and pipelines.

6. Control groundwater to prevent softening of the bottom of excavations, or formation of “quick” conditions. Dewatering systems shall not remove natural soils.

7. At all times, site grading shall promote drainage away from excavations. Surface runoff shall be diverted from excavations.

8. Dewatering in such a manner as to preserve the undisturbed bearing capacity of the subgrade soils at proposed bottom of excavation.

9. Control surface runoff to prevent entry or collection of water in excavations.

D. Notify the Engineer and stop excavation work should the dewatering system not adequately control water within the excavation.

1. Supplement or modify dewatering system and provide other remedial measures to control water within excavation.

2. Demonstrate dewatering system operation complies with performance requirements before resuming excavation operations.

E. Notify the Engineer and stop excavation work if potentially contaminated groundwater is encountered.

1. Upon notification from the Contractor regarding potential groundwater contamination, the City will sample and analyze to verify the existence and extent of contamination.

F. Notify the Engineer and stop excavation work if settlement or ground movement is detected.

1. Contractor shall control the rate and effect of the dewatering in such a manner as to avoid all settlement and subsidence.

2. Where critical structures or facilities exist immediately adjacent to areas of proposed dewatering, reference points shall be established and observed at daily intervals to detect any settlement or ground movement that may develop. The Contractor shall conduct the dewatering operation in a manner that protects adjacent structures and facilities. The cost of repairing any damage to adjacent structures and restoration of facilities shall be the responsibility of the Contractor.

G. Maintain all equipment in an operable state.

1. Inspect equipment daily and repair or replace as needed.

2. Clean accumulated sediment from tanks as needed.

H. Remove dewatering systems after dewatering operations are discontinued.

1. The Contractor shall be responsible for sampling and disposal of sediments collected in storage tanks, as well as other waste materials related to groundwater discharge.

2. Repair damage caused by dewatering systems or resulting from failure of systems to protect property.

END OF SECTION
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SECTION 31 25 00

EROSION CONTROL
PART 1 GENERAL

1.1 REFERENCES
A. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by basic designation only.

1. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)
a. ASTM D 4439-14 Standard Terminology for Geosynthetics b. ASTM D 4491-14 Water Permeability of Geotextiles by Permittivity c. ASTM D 4533-11 Trapezoid Tearing Strength of Geotextiles d. ASTM D 4632-13 Grab Breaking Load and Elongation of Geotextiles e. ASTM D 4751-12 Determining Apparent Opening Size of a Geotextile f. ASTM D 4873-09 Identification, Storage, and Handling of Geosynthetic Rolls
B. California Department of Transportation, Standard Specifications, Section 13 Water Pollution Control.

C. Field Guide for Construction Site Dewatering.

D. Storm Water Pollution Prevention Plan (SWPPP) and Water Pollution Control Program (WPCP) Preparation Manual (June 2011).

E. Construction Site Best Management Practices (BMP) Manual.

F. Construction Site Monitoring Program (CSMP) Guidance Manual.

G. Manuals and templates are available at Caltrans Division of Construction website:
http://www.dot.ca.gov/hq/construc/stormwater/.

1.2 GENERAL
A. A Storm Water Pollution Prevention Plan (SWPPP) document is not required for this project.

B. The Contractor shall prepare a Water Pollution Control Plan (WPCP) for review and approval by the Engineer, and implement water pollution prevention measures outlined in the approved WPCP, specified in this specification section, in Standard Specification Section 13, and the requirements of the National Pollution Discharge Elimination System (NPDES).

C. The Contractor shall become fully informed of, and comply with the applicable Federal, State and local regulations that govern the Contractor's operations and storm water discharges from both the project site and areas of disturbance outside the project limits during construction.

D. Unless arrangements for disturbance of areas outside the project limits are made by the District and made part of the contract, it is expressly agreed that the District assumes no Agenda Item Number 4
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responsibility to the Contractor or property owner whatsoever with respect to any arrangements made between the Contractor and property owner to allow disturbance of areas outside the project limits.

E. The Contractor shall be responsible for the costs and for any liability imposed by law as a result of the Contractor’s failure to comply with the requirements set forth in this section including, but not limited to, compliance with the applicable provisions of Federal, State and local regulations. For the purposes of this paragraph, costs and liabilities include but are not limited to fines, penalties and damages whether assessed against the State or the Contractor, including those levied under the Federal Clean Water Act and the State Porter Cologne Water Quality Act.

F. Conformance with the requirements of this section "Erosion Control," shall not relieve the Contractor from the Contractor's responsibilities, as provided in Section 5-1.36, "Property and Facility Preservation," Section 7-1.05, "Indemnification," and Section 7-1.06, “Insurance,” of the Standard Specifications.

G. Heavy equipment shall be placed outside of drainage channels except when necessary to perform the Work.

H. Upon completion of construction activities, drainage channels shall be restored and recontoured as nearly as practicable to pre-project conditions, and shall match adjacent natural channel contours.

I. All demolished materials shall be removed from the project sites and disposed of by the Contractor. Refer to Specification Section 02 41 10 “Demolition, Salvage and Abandonment” for additional details and requirements.

1.3 EROSION AND SEDIMENT CONTROLS
A. The controls and measures required by the Contractor include but are not limited to the items below.

1. Structural Practices: Structural practices shall be implemented to divert flows from exposed soils, temporarily store flows, or otherwise limit runoff and the discharge of pollutants from exposed areas of the site. Structural practices shall be implemented in a timely manner during the construction process to minimize erosion and sediment runoff. Structural practices shall include the following devices.
a. Fiber Rolls (sediment logs or wattles): Contractor shall provide fiber rolls as temporary structural practice to minimize erosion and sediment runoff. Fiber rolls shall be properly placed and installed to effectively retain sediment immediately after completing each phase of work (e.g., clearing and grubbing, excavation, embankment, and grading) in each independent runoff area (e.g., after clearing and grubbing in an area between a ridge and drain, fiber rolls shall be placed as work progresses; fiber rolls shall be removed/replaced/relocated as needed for work to progress in the drainage area). Areas where fiber rolls are to be used are shown on the drawings. Final removal of fiber roll barriers shall be upon approval by the Owner. Fiber Rolls shall be provided as follows:
1) Along the downhill perimeter edge of all areas disturbed. 2) Along the top of the slope or top bank of drainage ditches, channels, swales, etc. that traverse disturbed areas.

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3) Along the toe of all cut slopes and fill slopes of the construction areas. 4) Perpendicular to the flow in the bottom of existing drainage ditches, channels, swales, etc. that traverse disturbed areas or carry runoff from disturbed areas. Rows shall be spaced a maximum of 100 feet apart. 5) Perpendicular to the flow in the bottom of new drainage ditches, channels, and swales. Rows shall be spaced a maximum of 100 feet apart. 6) At the entrance to culverts that receive runoff from disturbed areas. b. Diversion Dikes. Diversion dikes shall have a maximum channel slope of 2 percent and shall be adequately compacted to prevent failure. The minimum height measured from the top of the dike to the bottom of the channel shall be 18 inches. The minimum base width shall be 6 feet and the minimum top width shall be 2 feet. The Contractor shall ensure that the diversion dikes are not damaged by construction operations or traffic. Diversion dikes shall be located as shown on the drawings.

1.4 SUBMITTALS
A. Prepare and submit a Water Pollution Control Plan, including a minimum of one (1) 11”x17” figure showing the details of the water pollution control measures and Best Management Practices (BMPs) that will be implemented.

1. As part of the water pollution control work, a Water Pollution Control Program, hereafter referred to as the "WPCP," is required for this contract. The WPCP shall conform to the requirements in Section 13-2, "Water Pollution Control Program," of the Standard Specifications, the requirements in the Caltrans manuals, and these Construction Details.

2. No work having potential to cause water pollution, as determined by the Engineer, shall be performed until the WPCP has been approved by the Engineer.

3. Within 30 calendar days after the approval of the contract, the Contractor shall submit 3 copies of the WPCP to the Engineer. The Contractor shall allow 10 days for the Engineer to review the WPCP. If revisions are required, as determined by the Engineer, the Contractor shall revise and resubmit the WPCP within 7 days of receipt of the Engineer's comments and shall allow 7 days for the Engineer to review the revisions. Upon the Engineer's approval of the WPCP, 3 additional copies of the WPCP incorporating the required changes shall be submitted to the Engineer. Minor changes or clarifications to the initial submittal may be made and attached as amendments to the WPCP. In order to allow construction activities to proceed, the Engineer may conditionally approve the WPCP while minor revisions or amendments are being completed. The objectives of the WPCP shall be to identify pollution sources that may adversely affect the quality of storm water discharges associated with the project and to identify, construct, implement and maintain water pollution control measures, hereafter referred to as control measures, to reduce to the extent feasible pollutants in storm water discharges from the construction site during construction under this contract.

4. The WPCP shall incorporate control measures and minimum requirements in the following categories:
a. Soil stabilization practices;
b. Sediment control practices;
c. Wind Erosion Control practices;
d. Tracking control practices;
e. Non-storm water management and waste management and materials disposal control practices.

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5. Specific objectives and minimum requirements for each category of control measures are contained in the Storm Water Pollution Prevention Plan (SWPPP) and Water Pollution Control Program (WPCP) Preparation Manual.

6. The Contractor shall consider the objectives and minimum requirements presented in the SWPPP-WPCP Preparation Manual for each of the above categories. When minimum requirements are listed for any category, the Contractor shall incorporate into the WPCP and implement on the project, one or more of the listed minimum controls required in order to meet the pollution control objectives for the category.

In addition, the Contractor shall consider other control measures presented in the SWPPP-WPCP Preparation Manual and shall incorporate into the WPCP and implement on the project the control measures necessary to meet the objectives of the WPCP. The Contractor shall document the selection process in accordance with the procedure specified in the SWPPP-WPCP Preparation Manual.

7. The following contract items of work, as shown on the project Plans, shall be incorporated into the WPCP as critical temporary control measures:
a. During construction and as part of the erosion control measures:
1) Place fiber rolls around all soil stock piles and at the grading limits. 2) Place straw bales or rock bags around all storm drain inlets. 3) The Contractor shall consider other control measures to supplement these critical temporary control measures when necessary to meet the pollution control objectives of the WPCP.

8. The Contractor shall maintain and protect the temporary control measures throughout the duration of the project and shall restore these controls to the lines and grades shown on the Plans prior to acceptance of the project.

9. The WPCP shall include, but not be limited to, the following items as described in the Handbook:
a. Project description and Contractor's certification;
b. Project information;
c. Pollution sources, control measures, and water pollution control drawings; and d. Amendments, if any.

10. The Contractor shall amend the WPCP, graphically and in narrative form, whenever there is a change in construction activities or operations which may affect the discharge of significant quantities of pollutants to surface waters, ground waters, municipal storm drain systems, or when deemed necessary by the Engineer. The WPCP shall also be amended if the WPCP has not achieved the objective of reducing pollutants in storm water discharges. Amendments shall show additional control measures or revised operations, including those in areas not shown in the initially approved WPCP, which are required on the project to control water pollution effectively. Amendments to the WPCP shall be submitted for review and approval by the Engineer in the same manner specified for the initially approved WPCP. Amendments shall be dated and attached to the on-site WPCP document.

11. The Contractor shall keep a copy of the WPCP, together with updates, revisions and amendments at the project site.

B. Submit all product data, laboratory test results, material source information, and certificates of compliance listed in this Section under a single submittal cover for review. Incomplete submittals will not be reviewed.

C. Product Data:

1. Submit data for erosion control materials listed in this section indicating properties, test methods, and manufacturer's installation instructions.

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D. Material Source: Submit name of imported fill materials supplied.

E. Manufacturer's Certificate: Submit Certifications that products meet or exceed specified requirements.

PART 2 PRODUCTS

2.1 TEMPORARY FIBER ROLLS (sediment logs or wattles)
A. Standard Specifications, Section 21-1.02P Fiber Rolls.

1. Type A or Type B

2. 8 – 10 inches in diameter, 10 – 20 feet long.

B. Standard Specifications, Section 13-6.03E Temporary Fiber Rolls.

C. The Contractor shall use wooden stakes for fiber roll installation. Wooden stakes utilized for fiber roll installation, shall have a minimum cross section of 1 inch by 2 inches, or as suggested by the fiber roll manufacturer.

2.2 EROSION CONTROL BLANKETS
A. Standard Specifications, Section 21-1.02O Jute Mesh or Netting.

2.3 TEMPORARY COVERS
A. Standard Specifications, Section 13-5.02F Temporary Covers.

B. Standard Specifications, Section 88-1.02H Temporary Covers.

2.4 GRAVEL-FILLED BAGS
A. Standard Specifications, Section 13-5.02G Gravel-Filled Bags.

B. Standard Specifications, Section 88-1.02F Gravel-Filled Bags.

2.5 SEDIMENT FILTER BAGS
A. Standard Specifications, Section 88-1.02G Sediment Filter Bag.

2.6 TEMPORARY HYDRAULIC MULCH
A. Standard Specifications, Section 13-5.03E Temporary Hydraulic Mulch (Bonded Fiber Matrix).

B. Standard Specifications, Section 13-5.03F Temporary Hydraulic Mulch (PolymerStabilized Fiber Matrix).

2.7 TEMPORARY TACKED STRAW
A. Standard Specifications, Section 13-5.03H Temporary Tacked Straw.

2.8 TEMPORARY HYDROSEED
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A. Standard Specifications, Section 13-5.03I Temporary Hydroseed.

PART 3 EXECUTION

3.1 GENERAL
A. Upon approval of the WPCP, the Contractor shall be responsible throughout the duration of the project for installing, constructing, inspecting and maintaining the control measures included in the WPCP and any amendments thereto and for removing and disposing of temporary control measures. Unless otherwise directed by the Engineer or specified in these construction details, the Contractor's responsibility for WPCP implementation shall continue throughout any temporary suspension of work ordered in accordance with Section 8 1.06, "Suspensions," of the Standard Specifications. Requirements for installation, construction, inspection, maintenance, removal and disposal of control measures are specified in the Handbook and these construction details.

B. Soil stabilization practices and sediment control measures, including minimum requirements, shall be provided throughout the duration of the project.

C. Implementation of soil stabilization practices and sediment control measures for soildisturbed areas of the project site shall be completed prior to the start of any other construction activities.

D. Throughout the winter season, the active, soil-disturbed area of the project site shall be no more than 0.04 acres. The Engineer may approve, on a case-by-case basis, expansions of the active, soil-disturbed area limit. The Contractor shall demonstrate the ability and preparedness to fully deploy soil stabilization practices and sediment control measures to protect soil-disturbed areas of the project site before the onset of precipitation. The Contractor shall maintain a quantity of soil stabilization and sediment control materials on site equal to 30 percent of that sufficient to protect unprotected, soil-disturbed areas on the project site and shall maintain a detailed plan for the mobilization of sufficient labor and equipment to fully deploy control measures required to protect unprotected, soil-disturbed areas on the project site prior to the onset of precipitation. The Contractor shall include a current inventory of control measure materials and the detailed mobilization plan as part of the WPCP.

E. Soil-disturbed areas of the project site shall be considered to be non-active whenever soil disturbing activities are expected to be discontinued for a period of 10 or more days and the areas are fully protected. Areas that will become non-active shall be fully protected with soil stabilization practices and sediment control measures within 5 days of the discontinuance of soil disturbing activities or prior to the onset of precipitation, whichever is first to occur.

F. Active soil-disturbed areas of the project site shall be fully protected at the end of each day with soil stabilization practices and sediment control measures unless fair weather is predicted through the following work day. The weather forecast shall be monitored by the Contractor on a daily basis.

G. The National Weather Service (http://www.weather.gov/) forecast shall be used. If precipitation is predicted prior to the end of the following work day, construction scheduling shall be modified, as required, and the Contractor shall deploy functioning control measures prior to the onset of the precipitation.

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H. The Contractor shall implement, year-round and throughout the duration of the project, control measures included in the WPCP for sediment tracking, wind erosion, nonstormwater management and waste management and disposal.

I. The Engineer may order the suspension of construction operations which create water pollution if the Contractor fails to conform to the requirements of this section "Erosion Control" as determined by the Engineer.

3.2 MAINTENANCE
A. The Contractor shall maintain the temporary and permanent vegetation, erosion and sediment control measures, and other protective measures in good and effective operating condition by performing routine inspections to determine condition and effectiveness, by restoration of destroyed vegetative cover, and by repair of erosion and sediment control measures and other protective measures. The following procedures shall be followed to maintain the protective measures.

3.3 INSPECTIONS
A. General. The Contractor shall inspect disturbed areas of the construction site, areas used for storage of materials that are exposed to precipitation that have not been finally stabilized, stabilization practices, structural practices, other controls, and area where vehicles exit the site at least once every seven (7) calendar days, within two (2) calendar days of forecasted rains, and within 24 hours of the end of any storm that produces 0.5 inches or more rainfall at the site. Where sites have been finally stabilized, such inspection shall be conducted at least once every month.

B. Inspections Details. Disturbed areas and areas used for material storage that are exposed to precipitation shall be inspected for evidence of, or the potential for, pollutants entering the drainage system. Erosion and sediment control measures identified in the Storm Water Pollution Prevention Plan shall be observed to ensure that they are operating correctly.

Discharge locations or points shall be inspected to ascertain whether erosion control measures are effective in preventing significant impacts to receiving waters. Locations where vehicles exit the site shall be inspected for evidence of offsite sediment tracking.

C. Inspection Reports. For each inspection conducted, the Contractor shall prepare a report summarizing the scope of the inspection, name(s) and qualifications of personnel making the inspection, the date(s) of the inspection, major observations relating to the implementation of the Storm Water Pollution Prevention Plan, maintenance performed, and actions taken. The report shall be furnished to the Engineer within 24 hours of the inspection as a part of the Contractor's work. A copy of the inspection report shall be maintained on the job site.

END OF SECTION
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SECTION 32 12 16

HOT MIX ASPHALT PAVING
PART 1 GENERAL

1.1 DESCRIPTION
A. Work included: Work covered in this section consists of performing all operations necessary for producing and placing hot mix asphalt (HMA) by mixing aggregate and asphalt binder at a mixing plant and spreading and compacting the HMA mixture.

B. General intent: All roadway surfaces shall be replaced in accordance with City of Sebastopol Standards.

C. Section Includes:

1. Quality Control Plan.

2. Quality Control Testing.

3. Acceptance Testing.

4. Asphalt Binder and Tack Coat.

5. Aggregate Materials.

6. Hot Mix Asphalt.

7. Thermoplastic Materials

8. Traffic Paint

9. Temporary Traffic Striping and Markings
D. HMA shall be provided in accordance with the Type A HMA construction process and conform to the latest Caltrans Section 39-2 of the Standard Specifications and as detailed in this specification.

E. Related Work described elsewhere:

1. Section 31 00 00 - Earthwork

2. Section 31 23 00 - Trench Excavation and Backfill
F. References

1. AMERICAL ASSOCIATION OF STATE HIGHWAY TRANSPORTATION

OFFICIALS (AASHTO)
a. T-304 (2008) Uncompacted Void Content of Fine Aggregate.

2. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)
a. ASTM B 117 (2009) Standard Practice for Operating Salt Spray (Fog) Apparatus.
b. ASTM D 150 (2004) Standard Test Methods for AC Loss Characteristics and Permittivity (Dielectric Constant) of Solid Electrical Insulation.
c. ASTM D 412 (2006ae2) Standard Test Methods for Vulcanized Rubber and Thermoplastic Elastomers—Tension.
d. ASTM D 822 (2010) Standard Test Method for Tensile Properties of Thin Plastic Sheeting.
e. ASTM D 2041 (2011) Standard Test Method for Theoretical Maximum Specific Gravity and Density of Bituminous Paving
Mixtures.

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f. ASTM D 2240 (2010) Standard Test Method for Rubber Property— Durometer Hardness
g. ASTM D 4791 (2010) Standard Test Method for Flat Particles, Elongated Particles, or Flat and Elongated Particles in Coarse Aggregate.

3. CALIFORNIA TEST METHODS (CT)
A. CT 125 (2010) Sampling Highway Materials and Products Used in the Roadway Structural Sections.

B. CT 202 (2010) Method of Test for Sieve Analysis of Fine and Coarse Aggregates.

C. CT 205 (2010) Method of Test for Percentage of Crushed Particles.

D. CT 211 (2010) Method of Test for Abrasion of Coarse Aggregate by use of the Los Angeles Abrasion Testing Machine.

E. CT 217 (2008) Method of Test for Sand Equivalent.

F. CT 226 (2010) Method of Test for Moisture Content of Soils and Aggregates by Oven Drying.

G. CT 308 (2010) Determining Bulk Specific Gravity and Density of Compacted Hot Mix Asphalt.

H. CT 309 (2010) Theoretical Maximum Specific Gravity and Density of Bituminous Paving Mixtures.

I. CT 366 (2000) Stabilometer Value.

J. CT 367 (1999) Recommending Optimum Bitumen Content (OBC).

K. CT 370 (2002) Determining Moisture Content of Asphalt Mixtures or Mineral Aggregate Using Microwave Ovens.

L. CT 371 (2003) Resistance of Compacted Bituminous Mixture to Moisture Induced Damage.

M. CT 375 (2004) Determining the In-Place Density and Relative Compaction of AC Pavement.

N. CT 379 (2000) Determining Asphalt Content of Bituminous Mixtures (Troxler Nuclear Gauge Model 3241).

4. CALTRANS LABORATORY PROCEDURE (LP)
A. LP-2 (2004) Determination of the Voids in Mineral Aggregate.

B. LP-3 (2004) Determination of the Voids Filled with Asphalt.

C. LP-4 (2004) Determination of Dust Proportion
D. LP-9 (2006) Hot Mix Asphalt (HMA) using up to 15% Reclaimed Asphalt Pavement.

5. State of California, Business and Transportation Agency, Department of Transportation (Caltrans), Standard Specifications, latest edition excluding measurement and payment items.

1.2 QUALITY CONTROL PLAN
A. Establish, implement and maintain a Quality Control Plan (QCP) to ensure materials and work comply with the specifications and the corrective actions required to control the quality of work.

The QCP shall comply with these specifications and Section 39-2 of the Caltrans Standard Specifications.

B. Attend a pre-paving conference with the Engineer to discuss methods of performing the production and paving work and how quality control will be performed throughout.

C. The Contractor must identify the HMA sampling locations in their QCP. During production, take samples under California Test Method (CT) 125 except if requested in writing with Engineer approval, you may sample HMA from:

1. The plant
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2. The truck

3. The paver hopper

4. The mat behind the paver
D. In place density tests per CT 375 Nuclear Gage field test shall be performed by the Contractor during HMA operations to meet compaction requirements per Standard Specifications. The frequency of testing shall be in accordance with CT 375 and Section 39-2.02A of the Standard Specifications.

E. Qualifications of workers: Provide sufficient skilled workers and supervisors who shall be present at all times during execution of this portion of the Work and who shall be thoroughly familiar with the type of construction involved and the materials and techniques specified.

F. Codes and standards:

1. Wherever a test method is referenced in this section, it shall be made in accordance with the most current test method in use by the California Department of Transportation (Caltrans) in the State Standard Specifications, latest edition.

2. For references made to the Standard Specifications, reference shall mean State of California, Business and Transportation Agency, Department of Transportation (Caltrans), Standard Specifications, latest edition, excluding measurement and payment items.

1.3 SUBMITTALS
A. Submit all product data, shop drawings, laboratory test results, material source information, and certificates of compliance listed in this Section under a single submittal cover for review.

Incomplete submittals will not be reviewed.

B. The Contractor shall provide the Engineer with the following information a minimum of 10 days prior to commencing the Work:

1. Hot mix asphalt job mix formula (JMF) in accordance with Caltrans Standard Specifications.

A. Proposed JMF on Form CEM-3511.
1) Include percentage of reclaimed asphalt pavement (RAP) B. Mix design documentation, data and aggregate quality on Form CEM-3512 dated within 12 months of submittal.

C. JMF verification on Form CEM-3513, if applicable
D. JMF renewal on Form CEM-3514, if applicable
E. Materials Safety Data Sheets (MSDS) for:
1) Asphalt binder
2) Supplemental fine aggregate except fines from dust collectors 3) Antistrip additives

2. Written confirmation from the supplier that the JMF to be supplied meets all specified requirements.

C. Tack Coat

1. Submit asphalt binder tack coat and asphaltic emulsion tack coat.

D. The Contractor shall develop and submit a Quality Control Plan for the project. This shall, at a minimum, cover the areas or subjects contained in Section 39-2 of the Standard Specifications.

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by the Engineer does not relieve the contractor of responsibility for quality control or work methods.

1. Test Reports:

A. Submit reports of tentative paving material design and testing.

B. Submit reports of testing and inspection during the course of the Project. 1) Submit all laboratory test reports for daily Rice Specific Gravity and Nuclear Gage field tests immediately upon receipt from the testing laboratory. 2) Submit daily field summary reports for all testing activities. 3) Submit current certificates from all laboratories immediately upon receipt from the testing laboratory. Certificates shall not be expired or more than 1 year old. 4) Submit current certificates for mixes, materials and products immediately upon receipt from the testing laboratory or product supplier. Certificates shall not be expired for more than 1 year, and must reflect materials actually used on the project. JMF shall have no changes in aggregate, asphalt, or other materials from what was provided in current certificates.

2. Quality control sampling and acceptance testing shall be performed by the Contractor in accordance with Section 39-2.02.

1.4 ENGINEER’S ACCEPTANCE
A. In addition to the Quality Control Plan, the Engineer may provide an independent quality assurance to perform independent sampling and acceptance testing in accordance with Section 39-2 of the Standard Specifications.

B. Acceptance testing may be performed by the Engineer in accordance with Section 39-2.

C. In place density tests per CT 375 Nuclear Gage field test may be performed during HMA operations by the Engineer to confirm compaction requirements are per Standard Specifications.

1.5 PRODUCT HANDLING
A. All products described herein shall be handled in conformance to the applicable provisions of the Standard Specifications.

1.6 PROJECT CONDITIONS
A. Weather Limitations:

1. No HMA shall be placed when weather conditions prevent the proper handling, finishing, or compaction of the mixtures.

2. Do not apply when underlying surface is muddy, frozen or wet.

3. Do not place tack coat when temperature is below 45º F.

4. Do not place hot mix asphalt when air temperature is below 45º F and surface temperature is below 50º F.

B. Traffic Striping and Pavement Markers

1. Do not apply pavement marking paint within 8 hours of fog or rain or when below 40 Degrees F.

2. Contractor shall guarantee that all traffic lane pavement markers be in place and adhered to the pavement for a period of not less than 90 days from the date of acceptance of the work by the City.

3. All new traffic striping and pavement markings shall be thermoplastic, unless otherwise shown on the Drawings.

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4. No pavement markings shall be applied to any roadway surface until new hot mix asphalt surface has cured for a minimum of seven (7) days when hot melt bituminous adhesive is used, and not less than 14 days when epoxy adhesive us used.

PART 2 PRODUCTS

2.1 TACK COAT
A. Tack Coat, Grade PG 64-16, conforming to the provisions of Sections 39 and 92 of the Standard Specifications shall be used between layers of each lift of HMA, and on curbs, gutters and construction joints.

2.2 ASPHALT BINDER
A. Asphalt binder, Grade PG 64-16, conforming to the provisions of Sections 39 and 92 of the Standard Specifications.

2.3 AGGREGATE
B. Aggregate shall be clean and free from deleterious substances and shall meet the gradation and quality for 1/2-inch HMA Type A in the Caltrans Standard Specifications.

2.4 HOT MIX ASPHALT
A. Hot Mix Asphalt shall be 1/2-inch HMA Type A and conform to the latest provisions of Section 39-2 of the Standard Specifications.

B. HMA batch plant shall be Caltrans-qualified under the Caltrans Materials Plant Quality Program of the Standard Specifications.

C. Reclaimed asphalt pavement shall be acceptable in accordance with the Standard Specifications not exceeding 15.0 percent of the aggregate blend.

2.5 THERMOPLASTIC AND TRAFFIC PAINT
A. Provide thermoplastic in accordance with the Section 84-2.02B of the Standard Specifications.

B. Provide traffic paint where shown on the Plans in accordance with Section 84-2.02C of the Standard Specifications.

C. Provide glass beads in thermoplastic in accordance with Section 84-2.02D of the Standard Specifications.

2.6 TEMPORARY TRAFFIC STRIPING, PAVEMENT MARKINGS AND PAVEMENT

MARKERS
A. Provide temporary traffic striping, pavement markings and pavement markers in accordance with Section 12-6.03D of the Standard Specifications.

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PART 3 EXECUTION

3.1 PROTECTION OF EXISTING STREET SURFACE
A. During the entire construction period, the Contractor shall take care to protect existing pavement or sealed surfaces. Backhoes and trenchers must have street pads. Grossers or metal tipped pads will not be allowed. Surfaces scarred by cleanup or excavation equipment shall be repaired in a manner satisfactory to the Engineer. Any and all damage caused by the Contractor’s operations to existing roads and streets shall be repaired by the Contractor to at least the original condition and to the satisfaction of the Engineer, at no additional cost to the City.

B. If pavement is damaged (excessive loading, grouser marking, scarring/scraping of pavement, etc.) in adjacent lanes, a full lane width grinding and overlay will be required as directed by the City. If pavement is damaged due to excessive loading near the trench wall causing openings in the pavement, full depth structural section replacement will be required as directed by the City. If pavement restoration comes to within 4 feet from the edge of the pavement or lip of gutter/curb, pavement shall be replaced to the edge of pavement or lip of gutter/curb.

3.2 PAVING REMOVAL
A. Sawcutting shall be required for all roads. See Section 31 23 00 “Trench Excavation and Backfill” for paving removal requirements.

B. The upper 12 inches of subgrade and aggregate base shall be compacted to 95% relative compaction in accordance with ASTM D1557 prior to placement of HMA.

C. Clean and dry subgrade area prior to commencing with placement of HMA

3.3 AGGREGATE BASE
A. Aggregate base shall be spread and compacted according to Section 26 of the Standard Specifications. Compact to a minimum 95 percent relative compaction in accordance with ASTM D1557.

3.4 TACK COAT
A. Ensure the area is clean and dry. All material accumulations which would interfere with the adhesion of the tack coat or with the placing and performance of the HMA shall be removed, including dust, loose aggregate, soil, leaves, and pieces or lumps of other foreign material deposited on the surface.

B. A tack coat shall be applied to existing pavement including planed surfaces, between HMA layers, and to vertical surfaces of curbs, gutters and construction joints at the minimum residual rates specified in Section 39-2 of the Standard Specifications.

C. Before placing HMA, a tack coat shall be furnished and applied uniformly to contact surfaces of all cold pavement joints, curbs, gutters, and all existing pavement to be surfaced in conformance with Section 39-2 of the Standard Specifications.

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D. Tack coat shall be applied to any course in advance of spreading the next course unless the surface temperature is at least 140 °F.

E. Hot mix asphalt shall not be placed until tack coat has cured.

F. Immediately in advance of placing HMA, apply additional tack coat to damaged areas or where loose or extraneous material is removed.

G. Close areas receiving tack coat to traffic. Do not track tack coat onto pavement surfaces beyond the job site.

H. The cost of applying tack coat will be considered included in the Contract Price and no additional compensation will be allowed therefore.

3.5 TRANSPORTING HOT MIX ASPHALT
A. From mixing site in trucks having tight, clean compartments.

B. Coat hauling compartments with lime-water mixture to prevent sticking.

C. Elevate and drain compartment of excess solution before loading mix.

D. Provide covers over asphalt concrete mixture to protect from weather and to prevent loss of heat.

E. During periods of cold weather or for long distance deliveries, pre-insulation around entire truck bed surfaces.

F. Do not use petroleum products such as kerosene or diesel fuel to release HMA from trucks, spreaders, or compactors.

3.6 HOT MIX ASPHALT
A. HMA surfacing shall conform to the provisions of Section 39 of the Standard Specifications. Placing HMA shall be done under suitable weather conditions for such operations. Rain, snow or other inclement weather will be cause for discontinuing paving Work. The Engineer shall have the authority for determining whether weather conditions are sufficient cause to postpone work.

3.7 SPREADING AND COMPACTING
A. Spreading and compacting shall be performed in accordance with Section 39-2 of the Standard Specifications.

B. Longitudinal joints in the top layer must match specified lane edges shown on the striping plans. Longitudinal joints in lower HMA layers shall be offset at least 0.5 feet from each side of the specified lane edges.

C. Finish rolling shall be completed before pavement surface temperature is below 150 degrees F.

D. Traffic shall not be allowed on HMA until mid-depth temperature is below 160 degrees F and the pavement surface temperature is below 140 degrees F.

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3.8 SMOOTHNESS AND DRAINAGE
A. Verify smoothness and drainage using a water truck. Spray sufficient quantity of water to cause surface runoff from the entire newly paved surface. Any puddles and birdbaths deeper than 1/4 inch shall be corrected by sawcutting, removing and replacing HMA a sufficient distance from puddles and birdbaths to correct them, or by grinding. All smoothness and drainage corrections to HMA shall be at the Contractor’s expense and to the satisfaction of the Engineer.

3.9 TRENCH PATCHING
A. All trench patches shall be limited to the width of the trench plus 1 foot on either side of the trench.

3.10 THERMOPLASTIC TRAFFIC STRIPES AND PAVEMENT MARKINGS A. Provide and maintain temporary traffic striping, pavement markings and pavement markers during the course of construction in accordance with Section 12 of the Standard Specifications.

B. All new surfaces shall have the thermoplastic traffic stripes and markings applied in two applications in accordance with Section 84-2 of the Caltrans Standard Specifications.

C. All striping and markings and pavement markers shall be laid out by the Contractor and field reviewed by the Engineer prior to final placement of the striping and marker materials.

Failure to obtain this field review shall be basis for rejection of the work by the Engineer.

Any work rejected shall be completely removed, the surface of the pavement restored to the satisfaction of the City, and new striping and marking placed at the Contractor’s expense.

D. Restriping except where indicated on the drawings, shall coincide with the original painting and shall be applied in one application in accordance with Section 84-2 of the Caltrans Standard Specifications.

E. Where striping and markers joins existing striping and markers, as shown on the Drawings, the Contractor shall begin and end the transition from the existing striping pattern or from the new striping pattern a sufficient distance to ensure continuity of the striping pattern.

F. All surfaces to be painted shall be clean and dry prior to painting. Ample time shall be allowed between placement of the asphalt pavement and the initial painting application.

There shall be a minimum drying time between thermoplastic applications of approximately 20 minutes.

G. Striping shall not be applied at temperatures below 50° F or if pavement surfaces are wet.

Striping shall not be installed until seven (7) days after placement of hot mix asphalt.

3.11 CURB PAINTING
A. The Contractor shall paint curbs with two coats of paint as shown on the Drawings in conformance with Section 84-2 of the Standard Specifications.

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3.12 STREET MAINTENANCE
A. Until the permanent pavement is placed, the base rock or temporary asphaltic plant mix at the surface of the trench shall be maintained at all times at a grade level with the adjacent street. Continuous inspection and maintenance of the trench area will be required. Lights and barriers shall be maintained on all Work that is not safe for travel until such time as is made safe.

3.13 CONTRACTOR’S RESPONSIBILITY
A. Settlement of replaced pavement over trenches within the warranty period shall be considered the result of improper or inadequate compaction of the subbase or base materials. The Contractor shall promptly repair all pavement deficiencies noted during the warranty period.

END OF SECTION
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SECTION 33 11 00

WATER UTILITIES
PART 1 GENERAL

1.1 DESCRIPTION
A. Section includes: The Contractor shall provide all materials, equipment, and labor necessary to furnish and install all water pipe with all necessary fittings and coupling systems and all appurtenant work, complete and operable, including all connections as shown on the Drawings and as specified herein.

B. All water piping materials, equipment and installation shall be in accordance with the AWWA Standards and be NSF-61 certified.

C. Section includes:

1. Water Main Piping.

2. Gate Valves.

3. Couplings.

4. Bolts and Nuts for Underground Piping and Valves.

5. Restrained Joints.

6. Service Saddles.

7. Tapping Sleeves.

8. Corporation Stops.

9. Angle Meter Ball Valves/Curb Stops.

10. Service Piping and Fittings.

11. Service Elbows.

12. Valve boxes.

13. Tracer Wire.

1.2 RELATED WORK SPECIFIED ELSEWHERE
A. Division 1 - General Requirements.

B. Section 03 30 00 – Cast-In-Place Concrete.

C. Section 31 01 40 - Shoring and Trench Safety.

D. Section 31 23 00 - Trench Excavation and Backfill.

E. Section 31 23 19 - Dewatering.

1.3 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS
A. American Public Works Association (APWA)

1. Uniform Color Code for Marking of Underground Utility Locations.

B. American Society of Testing and Materials (ASTM)

1. ASTM A193 – Standard Specification for Alloy-Steel and Stainless Steel Bolting Materials for High Temperature or High Pressure Service and Other Special Purpose Applications
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2. ASTM A194 – Standard Specification for Carbon and Alloy Steel Nuts for Bolts for High Pressure or High Temperature Service, or Both

3. ASTM A536 – Standard Specification for Ductile Iron Castings

4. ASTM D2737 – Standard Specification for Polyethylene (PE) Plastic Tubing

5. ASTM F477 – Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe
C. American Water Works Association (AWWA)

1. AWWA C104 – Standard for Cement–Mortar Lining for Ductile-Iron Pipe and Fittings

2. AWWA C105 – Polyethylene Encasement for Ductile-Iron Pipe Systems

3. AWWA C110 – Standard for Ductile-Iron and Gray-Iron Fittings

4. AWWA C111 – Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings

5. AWWA C153 – Standard for Ductile-Iron Compact Fittings for Water Service

6. AWWA C504 – Standard for Rubber-Seated Butterfly Valves.

7. AWWA C509 – Resilient-Seated Gate Valves for Water Supply Service

8. AWWA C550 – Protective Interior Coatings for Valves and Hydrants

9. AWWA C600 – Installation of Ductile Iron Water Mains and their Appurtenances.

10. AWWA C901 – Standard for Polyethylene (PE) Pressure Pipe and Tubing, ½ In. (13 mm) through 3 In. (76 mm), for Water Service – PE material designations PE 2708, PE 3608, and PE 4710.

D. National Fire Protection Association (NFPA):

1. 24 95 Installation of Private Fire Service Mains and Their Appurtenances

2. 291-01 Fire Flow Testing and Marking of Hydrants
E. NSF International:

1. 61-02 Drinking Water System Components-Health Effects (Sections 1-9) F. American Welding Society (AWS):

1. A5.8 04 Brazing Filler Metal
G. Foundation for Cross-Connection Control and Hydraulic Research-2005 H. Copper Development Association’s Copper Tube Handbook-2005

1.4 QUALITY ASSURANCE
A. Standards: The materials and work performed in this Section shall conform to the applicable standards of:

1. The American National Standards Institute (ANSI).

2. The American Society for Testing and Materials (ASTM).

3. American Water Works Association Inc. (AWWA).

4. The National Sanitation Foundation (NSF).

5. The American Society of Mechanical Engineers, Boiler and Pressure Vessel Code (ASME).

6. Plumbing and Drainage Institute (PDI).

7. Underwriters Laboratories Inc. (UL).

8. Uniform Plumbing Code (UPC).

9. National Fire Protection Association (NFPA).

10. Factory Mutual Research Corporation (FMRC).

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B. Tests: All materials used in the manufacture of the pipe shall be tested in accordance with the requirements of AWWA and NSF-61, and the referenced standards, as applicable, in addition to national, local, and state codes.

C. Contractor shall coordinate with and provide a minimum 48 hour notice to the City for all inspections.

D. All costs of inspection and tests shall be borne by the Contractor.

E. The pipe shall be subjected to the specified hydrostatic strength tests, flexure tests, and crushing tests. The crushing tests shall be made on samples taken from the center of fulllength sections of pipe.

F. The Contractor shall verify with the pipe manufacturer all connection details.

G. Qualification of manufacturers:

1. The material shall be the product of a supplier regularly engaged in the manufacturing of pipe and plumbing products.

2. All materials shall be new and of current manufacture and shall be guaranteed against defects or workmanship in accordance with the General Conditions.

H. Qualification of installers:

1. For the actual assembly, installation, and testing of the work in this Section, use only thoroughly trained and experienced personnel who are completely familiar with the requirements for this work and with the installation recommendations of the manufacturers of the specified items.

2. In acceptance or rejection of installed materials, no allowance will be made for lack of skill on the part of installers.

1.5 CONTRACTOR SUBMITTALS
A. Submittals shall be in accordance with Section 01 33 00, “Submittal Procedures”. Submit complete shop drawings including layouts, elevations, and details to the Engineer.

B. Submit all product data, shop drawings, laboratory test results, material source information, and certificates of compliance listed in this Section under a single submittal cover for review. Incomplete submittals will not be reviewed.

C. Material List:

1. In accordance with the provisions of Section 01 33 0 “Submittal Procedures” of the Specifications, submit with the shop drawings a complete list of all materials and equipment proposed to be furnished and installed under this portion of the work, giving manufacturer's name, catalog number, and catalog cuts for each item where applicable.

D. Manufacturers' Literature and Data (Submit all items as one submittal package for review):

1. Piping.

2. Gaskets.

3. Valves.

4. Service line products.

5. Valve boxes.

6. Joint restraint.

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7. Tapping sleeves.

8. Couplings.

9. Disinfection products.

10. Tracing Wire.

E. Testing Certifications:

1. Hydrostatic Testing.

2. Certification of Disinfection, including free chlorine residuals, and bacteriological examinations.

F. Manufacturer's recommendations:

1. Accompanying the materials list and shop drawings, submit four copies of the manufacturer's current recommended method of installation.

G. Certificates of Compliance: Certificates of Compliance shall be provided for all products and materials proposed to be used under this Section.

1.6 COORDINATION
A. Section 01 30 00 - Administrative Requirements: Coordination and project conditions.

1.7 DELIVERY, STORAGE, AND HANDLING:

A. Coated pipe shall be shipped on bunks, and secured with nylon belt tied down straps or padded banding located approximately over braces. Coated pipe shall be stored on padded skids, sand or dirt berms, sand bags, old tires or other suitable means so that coating will not be damaged. Coated pipe shall be handled with the wide belt slings, padded forks, or other means that will not damage the pipe or coating. Chains, cables or other equipment likely to cause damage to the pipe or coating shall not be used. Prior to shipment, the pipe shall be visually inspected for damage to the coating. Any damaged areas shall be repaired at the Contractor’s expense in accordance with the standard to which the coating was applied.

B. Deliver and store valves and other materials and appurtenances in shipping containers with labeling in place.

PART 2 PRODUCTS

2.1 GENERAL
A. These Specifications are intended to be standard specifications and they may therefore contain specifications for materials not required for this project or allowed on any or various parts of it. Certain materials, which are applicable for only one portion or a small portion, may be shown on the plans and not particularly specified herein.

B. All materials shall conform to sizes, capacity, quality and quantities as shown on the drawings or described in these Specifications. Materials shall be from new stock, delivered in good condition. No damage to stock shall be used.

C. Where no method of tests for materials is specified, the latest applicable test specified by ASTM or AWWA shall be followed.

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D. After delivery to the site, all materials shall be carefully unloaded, protected against breakage, rusting, accumulation of foreign matter, disintegration, and injury. The Contractor shall be responsible for all lost or damaged material supplied and work done under this contract.

2.2 WATER MAIN PIPING
A. PVC Pipe

1. Application: Below Grade Pipe Only.

2. The pipe shall be manufactured in strict compliance to AWWA Standard C900, consistently meeting and/or exceeding the Quality Assurance test requirements of this standard with regard to pressure rating, material, workmanship, burst pressure, flattening, impact resistance, and extrusion quality.

3. Pipe: C900 PVC ASTM D1784, Cell Classification of 12454.

4. Class: DR14 for all water main piping.

B. Steel Pipe

1. Application: Below Grade or Above Grade Pipe.

2. The pipe shall be manufactured in strict compliance to ASTM A53, consistently meeting and/or exceeding the Quality Assurance test requirements of this standard with regard to pressure rating, material, workmanship, burst pressure, flattening, impact resistance, and extrusion quality.

3. Size: 1/2-inch to 3-inch.

4. Pipe: ASTM A53.

5. Class: Schedule 40.

6. Coating: Section 09 90 00
C. Ductile Iron Fittings (below grade):

1. Ductile iron: ANSI/AWWA C110/A21.10.

2. Compact fittings ANSI/AWWA C153/A21.53.

3. Coating and Lining:
a. Bituminous Coating: ANSI/AWWA C110/A21.10.
b. Cement Mortar Lining: ANSI/AWWA C104/A21.4, double thickness. c. Jackets: ANSI/AWWA C105/A21.5 polyethylene jacket.

2.3 GATE VALVES
A. Size: 2-inch to 12-inch.

B. City of Sebastopol Standard W-2.1
C. Resilient Wedge Gate Valves: AWWA C509.

1. Body Material: ductile iron.

2. Working Pressure: 250psig.

3. Seat: Resilient.

4. Stem: Non-rising bronze stem.

5. Operating Nut: 2-inch square; open counterclockwise unless otherwise indicated.

6. Ends: Flanged or mechanical joint end connections.

7. Coating: 12-mil holiday-free epoxy AWWA C550; interior/exterior.

8. Bolting: Paragraph 2.5.

D. Manufacturers:

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1. Mueller Company

2. Clow Eddy - Iowa

3. American Flow Control

4. Substitutions: Section 01 60 00 - Product Requirements.

2.4 COUPLINGS
A. Restrained Coupling

1. Type: AWWA C219, NSF 61 listed.

2. Body: Ductile Iron; ASTM A536

3. Bolts: 316 stainless steel.

4. Coating: AWWA C550; interior/exterior.

5. Pressure rating: meet or exceed adjacent piping system rating.

6. System compatible with connecting pipe; verify connecting pipe O.D.

B. Restrained Flange Coupling Adaptor

1. System: restrain plain end of pipe to a flange, conforming to AWWA C110.

2. Body: Ductile Iron; ASTM A536

3. Bolts: 316 stainless steel,

4. Coating: AWWA C550; interior/exterior.

5. Pressure rating: meet or exceed adjacent piping system rating.

6. System compatible with connecting pipe; verify connecting pipe O.D.

2.5 BOLTS FOR UNDERGROUND PIPING AND VALVES
A. Bolts: ASTM A307, Grade B heavy hex head.

B. Nuts: ASTM A563, heavy hex nuts.

C. Plastic washers and sleeves for dielectric joints shall be provided.

D. All nuts and bolts shall have a fluoropolymer coating. Fluoropolymer coating for bolts and nuts shall be applied at a nominal thickness of 1 mil. and baked on. Coating shall have a minimum kinetic friction coefficient of 0.08. Coating shall be Tripac 2000 Blue Coating System, or approved equivalent.

2.6 RESTRAINED JOINTS
A. Manufacturer:

1. EBAA Iron - Series 2000PV Megalug.

2. Romac Industries, Inc. - Romagrip.

3. Substitutions: Section 01 60 00 - Product Requirements.

B. Materials: ductile iron, ASTM A536.

C. Coating: Fusion bonded epoxy, MEGA-BOND or approved equivalent.

D. Pressure rating: minimum working pressure rating equivalent to the pipe.

2.7 SERVICE SADDLES
City of Sebastopol Standard W-5.4.

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A. Materials: Bronze and stainless steel nylon coated of the double strap type.

B. Saddle shall be stamped for use with ductile iron pipe.

C. Manufacturer:

1. Mueller BR2B or BR2S.

2. Romac 202N.

3. Substitutions: Section 01 60 00 - Product Requirements.

2.8 TAPPING SLEEVES
A. Material: Cast Iron Stainless steel
B. Sleeve must be compatible with pipe type.

C. Manufacturers:

1. Dresser: Style 630.

2. Ford: FTSS

3. JMC: 415, 432

4. Mueler: H-615, H-616 or H-667

5. American Flow Control: MJ Split Tapping Sleeve

6. Smith-Blair: 664-665

7. APAC Tapping Sleeve

8. Clow Corp: MJ, F-5093 or F-5205

9. M&H Valve and Fitting Co.: Catalog 52, Style 974

10. U.S. Pipe: Smith Dual Compression Seal Tapping Sleeve.

11. Substitutions: Section 01 60 00 - Product Requirements.

2.9 CORPORATION STOPS
A. Materials: Bronze no-lead alloy conforming to AWWA C800 and ASTM B62.

B. Manufacturer:

1. Mueller.

2. Ford.

3. Jones.

4. McDonald.

5. Substitutions: Section 01 60 00 - Product Requirements.

2.10 CURB STOPS
A. Materials: Bronze no-lead alloy conforming to AWWA C800 and ASTM B62.

B. Manufacturer: Mueller B-24286.

C. Substitutions: Section 01 60 00 - Product Requirements.

2.11 SERVICE PIPING AND FITTINGS
A. Piping Material:

1. Type “K” soft temper copper.

2. Polyethylene ANSI/AWWA C901-02 – Pressure Class 160
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B. Size: To match existing.

2.12 SERVICE ELBOW
A. Materials: Bronze no-lead alloy conforming to AWWA C800 and ASTM B62.

B. Manufacturer:

1. Ford.

2. Jones

3. McDonald

4. Mueller H 15533.

5. Substitutions: Section 01 60 00 - Product Requirements.

2.13 PIPE EMBEDMENT MATERIAL
A. Unless otherwise specified or shown, all material used for pipe embedment shall be as specified in Section 31 23 00, “Trench Excavation and Backfill.”

2.14 VALVE BOXES
A. Valve boxes:

1. Manufacturer: Christy Model G5.

2. Substitutions: Section 01 60 00 - Product Requirements.

2.15 PIPE SLEEVES
A. Ductile iron or zinc coated steel.

2.16 TRACER WIRE
A. Manufacturers:

1. Pro-Line

2. Substitutions: Section 01600 - Product Requirements.

B. Characteristics:

1. Type: THWN

2. Gage: No. 12

3. Materials: Copper conductor, PVC insulation, nylon jacket.

2.17 ACCESSORIES
A. Non-shrink Grout: Specified in Section 03 30 00.

PART 3 EXECUTION

3.1 EXAMINATION
A. Section 01 30 00 - Administrative Requirements: Verification of existing conditions before starting work.

B. Verify existing utility water main size, location, and inverts are as indicated on Drawings.

3.2 PREPARATION
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A. Cut pipe ends square, ream pipe and tube ends to full pipe diameter, remove burrs. Use only equipment specifically designed for pipe cutting. Use of chisels or hand saws will not be permitted. Grind edges smooth with beveled end for push-on connections.

B. Remove scale and dirt on inside and outside before assembly.

C. Prepare pipe connections to equipment with flanges or unions.

3.3 BEDDING AND BACKFILL
A. 2-inch to 12-inch Pipe

1. Install bedding per plan.

2. Install backfill per plan.

3.4 INSTALLATION - PIPE
A. Install pipe in accordance with manufacturer’s instructions and AWWA.

B. Maintain separation of water main from sewer piping in accordance with State of California Department of Public Health code or per the Plans.

C. Install pipe to indicated elevation to within tolerance of 5/8 inches.

D. Route pipe in straight line.

E. Install pipe with no high points. If field conditions arise which necessitate high points, install air release valves as directed by Engineer.

F. Install pipe to have bearing along entire length of pipe. Excavate bell holes to permit proper joint installation. Do not lay pipe in wet or frozen trench.

G. Install pipe to allow for expansion and contraction without stressing pipe or joints.

H. Close pipe openings with watertight plugs during work stoppages.

I. Install access fittings to permit disinfection of water system.

J. Form and place concrete for thrust restraints at each elbow or change of direction of pipe main.

K. Establish elevations of buried piping with not less than 4 feet of cover. Measure depth of cover from final surface grade to top of pipe barrel.

L. Install pipe warning tape continuous over top of pipe buried 6 inches below finish grade, above pipe line.

3.5 INSTALLATION - VALVES
A. Gate Valves: Install valves per Plan.

B. Set valves on solid bearing compacted soil.

C. Center and plumb valve box over valve. Set box cover flush with finished grade.

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3.6 POLYETHYLENE ENCASEMENT
A. Encase ductile iron fittings in polyethylene to prevent contact with surrounding backfill material.

B. Install in accordance with AWWA C105.

C. Terminate encasement 3 to 6 inches above ground where pipe is exposed.

3.7 PIPE SLEEVES:

A. Install where water lines pass through retaining walls, building foundations and floors. Seal with modular mechanical type link seal. Install piping so that no joint occurs within a sleeve.

Split sleeves may be installed where existing lines pass through new construction.

3.8 THRUST RESTRAINT
A. Install clamps, set screw retainer glands, or restrained joints. Protect metal restrained joint components against corrosion by applying a bituminous coating, or by concrete mortar encasement of metal area. Do not encase pipe and fitting joints to flanges.

3.9 BACKFILLING
A. Backfill around sides and to top of pipe per trench detail in the Plan.

B. Maintain optimum moisture content of bedding material to attain required compaction density.

3.10 DISINFECTION OF POTABLE WATER PIPING SYSTEM
A. Flush and disinfect system in accordance with Section 33 13 00.

3.11 FIELD QUALITY CONTROL
A. Section 01 40 00 - Quality Requirements: Field inspecting, testing, adjusting, and balancing.

B. Compaction Requirements: In accordance with Section 31 23 00.

C. When tests indicate Work does not meet specified requirements, remove Work, replace and retest at the Contractor’s expense.

3.12 PRESSURE TESTING
A. Prior to acceptance of the Work by the City, the Contractor shall perform pressure testing on potable water distribution systems in accordance with City Standards and:

1. AWWA C600 for ductile iron pipe.

2. AWWA C605 for PVC pipe.

3. AWWA C901 for Polyethylene pressure pipe.

B. When tests indicate Work does not meet specified requirements, remove Work, replace and retest at the Contractor’s expense.

END OF SECTION
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SECTION 33 13 00

DISINFECTING OF WATER UTILITIES
PART 1 GENERAL

1.1 SUMMARY
A. Section includes disinfection of potable water systems and tanks; and testing and reporting results.

B. Related Sections:

1. Section 33 11 00 – Water Utilities.

1.2 REFERENCES
A. City of Sebastopol Standards.

B. American Water Works Association:

1. AWWA B301 - Liquid Chlorine.

2. AWWA C651 - Disinfecting Water Mains.

1.3 SUBMITTALS
A. Submit all product data, shop drawings, laboratory test results, material source information, and certificates of compliance listed in this Section under a single submittal cover for review. Incomplete submittals will not be reviewed.

B. Section 01 33 00 - Submittal Procedures: Requirements for submittals.

C. Disinfection Procedure: Submit procedure description including type of disinfectant and calculations indicating quantities of disinfectants required to produce specified chlorine concentration in accordance with Section 4 of AWWA C651.

D. Product Data: Submit procedures, proposed chemicals, and treatment levels for review.

E. Test Reports: Indicate results comparative to specified requirements.

F. Certificate: Certify cleanliness of water distribution and storage system meets or exceeds specified requirements.

1.4 CLOSEOUT SUBMITTALS
A. Section 01 70 00 - Project Closeout: Requirements for submittals.

B. City will collect samples for disinfection residual testing. Reporting may include:

1. Type and form of disinfectant used.

2. Date and time of disinfectant injection start and time of completion.

3. Test locations.

4. Name of person collecting samples.

5. Initial and 24 hour disinfectant residuals in treated water in ppm for each outlet tested.

6. Date and time of flushing start and completion.

Agenda Item Number 4
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City Council Meeting Packet for March 1, 2022

7. Disinfectant residual after flushing in ppm for each outlet tested.

C. City will collect samples for bacteriological testing. Reporting may include:

1. Date issued, project name, and testing laboratory name, address, and telephone number.

2. Time and date of water sample collection.

3. Name of person collecting samples.

4. Test locations.

5. Initial and 24-hour disinfectant residuals in ppm for each outlet tested.

6. Coliform bacteria test results for each outlet tested.

7. Certify water conforms, or fails to conform, to bacterial standards of authority having jurisdiction.

D. Water Quality Certificate: City will verify water conforms to quality standards of authority having jurisdiction, suitable for human consumption.

1.5 QUALITY ASSURANCE
A. Perform Work in accordance with AWWA C651 and C652 requirements.

B. Neutralize disinfectant solution and chlorinated water before disposal.

C. Legally dispose of disinfection solution and chlorinated water off Project site.

D. Repair damage caused by disinfectant solution and disinfection procedures.

1.6 DELIVERY, STORAGE, AND HANDLING
A. Section 01 60 00 - Product Requirements {01600 - Product Requirements}: Requirements for transporting, handling, storing, and protecting products.

B. Store disinfectants in cool, dry place away from combustibles such as wood, rags, oils and grease.

C. Handle disinfectants with caution; protect skin and eyes from contact; avoid breathing vapors; wear gloves, aprons, goggles, and vapor masks.

PART 2 PRODUCTS

2.1 DISINFECTION CHEMICALS
A. Chlorine Forms: In accordance with AWWA C651 and C652, Section 4.

PART 3 EXECUTION

3.1 EXAMINATION
A. Section 01 30 00 - Administrative Requirements: Verification of existing conditions before starting work.

B. Verify piping system has been cleaned, inspected, and pressure tested and accepted.

Agenda Item Number 4
Agenda Item Number 4
City Council Meeting Packet for March 1, 2022

C. Perform scheduling and disinfecting activity with start-up, water pressure testing, adjusting and balancing, demonstration procedures, including coordination with related systems.

3.2 APPLICATION
A. Provide and attach required equipment to perform the Work of this section.

B. Comply with California Department of Public Health Disinfection Requirements.

C. Perform disinfection of water distribution system during installation of system and pressure testing. Refer to Section 33 11 00.

D. Introduce treatment into piping system.

E. Maintain disinfectant in system for 24 hours.

F. Dechlorinate, flush, circulate, and clean until required cleanliness is achieved; use municipal domestic water.

G. Replace permanent system devices removed for disinfection.

3.3 FIELD QUALITY CONTROL
A. Section 01 40 00 - Quality Control: Field inspecting, testing, adjusting, and balancing.

B. Pipeline Disinfection, Flushing, and Sampling:

1. Disinfect pipeline installation in accordance with AWWA C651.

2. Upon completion of retention period required for disinfection, flush pipeline until chlorine concentration in water leaving pipeline is no higher than that generally prevailing in existing system or is acceptable for domestic use.

3. Legally dispose of chlorinated water. When chlorinated discharge may cause damage to environment, apply neutralizing chemical to chlorinated water to neutralize chlorine residual remaining in water.

4. After final flushing and before pipeline is connected to existing system, or placed in service, request City to sample, test and certify water quality suitable for human consumption. Do not proceed with pipeline connection work until test is certified and City authorizes work to proceed.

END OF SECTION
Agenda Item Number 4
Agenda Item Number 4
City Council Meeting Packet for March 1, 2022

APPENDIX A

CITY OF SEBASTOPOL
General Guidelines for Construction Activities
Erosion and Sediment Control and
Minimization of Hazardous Materials Contact with Stormwater General

1. The Erosion and Sediment Control Field Manual, Third Edition, June 1999, by the California Regional Water Quality Control Board, San Francisco Bay Region, forms the basis for these requirements, and is incorporated herein in its entirety. A copy of the Field Manual may be obtained from the California Environmental Protection Agency State Water Resources Control Board Water Quality home page, http://www.waterboards.ca.gov/stormwtr/training.html under “Publications Available”.

2. The City shall periodically inspect the Contractor’s work to ensure that work conforms to these erosion control guidelines and requirements.

3. For public projects, the City shall perform erosion control follow-up and maintenance and be responsible for post construction stormwater protection following completion of the project, in accord with the provisions of the Field Manual and the City’s Storm Water Management Plan.

4. The Contractor shall conform to all of the requirements contained in the approved plans and these contract documents and specifications and any other documents referenced herein.

EROSION CONTROL
Contractor shall conform with the requirements contained in Part IV, Specifications, Section 02770, Soil Erosion Control, and these guidelines.

GENERAL PRACTICES TO MINIMIZE HAZARDOUS MATERIALS CONTACT WITH STORM WATER (to be used in conjunction with the Field Manual)

1. Scheduling: The key to keeping potentially hazardous construction materials (PHCM) out of storm water is to perform most of the construction (earthwork and foundation work) during the dry season. All erosion control facilities shall be in place by October 15, or before the first rains - which ever comes first. All PHCMs shall be covered with tarps and elevated off the ground if rain is predicted.

2. Chemical Storage: Chemicals shall be stored in their original containers or in well-labeled, sealed containers in designated areas.

3. Drainage: PHCMs shall not be transported, applied, or washed within areas which drain to the City Storm Drain System.

4. Construction Equipment and Vehicles - Maintenance
a. Maintain all construction equipment to prevent oil or other fluid leaks. b. Use drip pans for any oil or fluid changes that are required for maintenance of equipment.

Keep vehicles and equipment clean. Do not allow excessive build-up of oil and grease. c. Use off-site repair shops as much as possible.
d. Always use secondary containment, such as a drain pans or drop cloths, to catch spills or leaks when removing or changing fluids.
e. Place stockpiled spill cleanup materials where they will be readily accessible. Regularly Agenda Item Number 4
Agenda Item Number 4
City Council Meeting Packet for March 1, 2022

inspect on-site vehicles and equipment for leaks, and repair immediately. Check incoming vehicles and equipment (including delivery trucks, and employee and subcontractor vehicles) for leaking oil and fluids. Do not allow leaking vehicles or equipment on-site.
f. Segregate and recycle wastes, such as greases, used oil or oil filters, antifreeze, cleaning solutions, automotive batteries, and hydraulic and transmission fluids.

5. Construction Equipment and Vehicles – Fueling
a. Use off site fueling stations as much as possible.
b. If fueling must occur on-site, use designated areas, located away from drainage. Locate on-site fuel storage tanks over a retention area designed to hold the total tank volume. c. Cover the retention area with an impervious material and install it in a manner to ensure that any spills will be contained in the retention area. d. Discourage "topping-off" of fuel tanks, as it frequently leads to fuel spillage. e. Always use secondary containment, such as a drain pans or drop cloths, when fueling to catch spills/leaks.
f. Place stockpiled spill cleanup materials where they will be readily accessible. g. Avoid mobile fueling of mobile construction equipment around the site; transport the equipment to designated fueling areas.

6. Construction equipment and Vehicles – Washing
a. Use off-site commercial washing businesses as much as possible. b. Washing vehicles and equipment outdoors or in areas where wash water flows onto paved surfaces or into drainage pathways can pollute storm water. If you wash a large number of vehicles or pieces of equipment, conduct this work at an off-site commercial facility.
c. Do not permit steam cleaning on-site. Steam cleaning can generate significant pollutant concentrations.

7. Construction Equipment and Vehicles – Storage
a. Locate vehicle and equipment storage, cleaning, and maintenance areas in designated, confined areas. These areas should be located away from significant drainage courses. b. Direct any concentrated storm water run-on/runoff around storage and service areas.

Minimize contact of storm water and run-on/runoff with stored equipment by raising equipment on pallets or other similar devices.

8. Toxic Materials: Through proper material use, waste disposal, and training of employees, the discharge of toxic pollutants can be prevented. Such methods include the following:
a. Dispose of all wastes in accordance with Federal, State, and local regulations. b. Use the entire product before disposing of the container. c. Do not remove the container's original product label prior to disposal. It contains important safety and disposal information.
d. Do not clean out brushes or paint containers on dirt or into streets, gutters, storm drains, Agenda Item Number 4
Agenda Item Number 4
City Council Meeting Packet for March 1, 2022

or streams. "Paint out" brushes as much as possible. Rinse water-based paints to the sanitary sewer. Filter and reuse thinners and solvents. Dispose of excess oil-based paints and sludge as hazardous waste.
e. Select and site designated hazardous waste storage areas. f. Store hazardous materials and wastes in covered containers and protect from vandalism.

Place hazardous material and waste containers in secondary containment. g. Do not mix wastes. Mixing can cause chemical reactions, make recycling impossible, and complicate disposal.
h. Recycle any useful material such as oil or water-based paint. Provide a summary of available recycling and disposal services.
i. Make sure that toxic liquid wastes and chemicals are not disposed of in dumpsters designated for construction debris.
j. Arrange for regular waste collection before containers overflow. k. Make sure that hazardous waste is collected, removed, and disposed of only at authorized disposal areas.

Agenda Item Number 4
Agenda Item Number 4
City Council Meeting Packet for March 1, 2022

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Agenda Item Number
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City Council Meeting Packet for March 1, 2022

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Agenda Item Number
4 Agenda Item Number 4
City Council Meeting Packet for March 1, 2022

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Agenda Item Number
4 Agenda Item Number 4
City Council Meeting Packet for March 1, 2022

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Agenda Item Number
4 Agenda Item Number 4
City Council Meeting Packet for March 1, 2022

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Agenda Item Number
4 Agenda Item Number 4
City Council Meeting Packet for March 1, 2022