Milpitas City Council
March 18, 2025

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PART 2 PRODUCTS – NOT USED
PART 3 EXECUTION – NOT USED
**END OF SECTION**

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SECTION 01 32 13

SCHEDULING OF WORK
PART 1 GENERAL

1.1 GENERAL
A. The scheduling of the work under the Contract shall be performed in accordance with the requirements of this Section.

B. The development of the schedule, the cost loading of the schedule, monthly payment requisitions and project status reporting requirements of the Contract shall employ computerized Critical Path Method (CPM) or bar chart scheduling.

1.2 DEFINITIONS AND REQUIREMENTS
A. Critical Path Method (CPM): CPM, as required by this Section, shall be interpreted to be generally as outlined in the Association of General Contractors (AGC) publication, "The Use of CPM in Construction." except that either "i-j" arrow diagrams or precedence diagramming format may be utilized. In the case of conflicts between this specification and the AGC Document, this specification shall govern.

B. Construction Schedules: Construction schedules shall include a graphic network diagram and computerized construction schedule reports.

C. Networks: The CPM network shall be in a form of a time scaled "i-j" activity-on-arrow or precedence type diagram and may be divided into a number of separate sheets with suitable match lines relating the interface points among the sheets.

1. Individual sheets shall not exceed 36-inch by 60-inch.

D. All construction activities and procurement shall be indicated in a time-scaled format and a calendar timeline shall be shown along the entire sheet length.

1. Each activity arrow or node shall be plotted so that the beginning and completion dates of each activity are accurately represented along the calendar timeline.

2. All activities shall be shown using the symbols that clearly distinguish between critical path activities, non-critical activities and free float for each non-critical activity.

3. All activity items shall be identified by their respective Activity Number, Responsibility Code, Work Duration, and their Dollar Value.

4. All non-critical path activities shall show their total float time in scale form by utilizing a dotted line or some other graphical means.

E. Duration Estimates: The duration estimate indicated for each activity shall be computed in calendar days and shall represent the single best estimate considering the scope of the activity work and resources planned for the activity. Except for certain non-labor activities, such as curing of concrete or delivery of materials, activity duration

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shall not exceed 10 calendar days nor be less than one calendar day unless otherwise accepted by the City’s Representative.

F. Float Time: Float time shall be as follows:

1. Definition: Unless otherwise provided herein, float as referenced in these documents, is total float. Total float is the period of time measured by the number of calendar days each non-critical path activity may be delayed before it and its succeeding activities become part of the critical path. If a non-critical path activity is delayed beyond its float period, that activity then becomes part of the critical path and controls the end date of the project. Thus, the delay of the non-critical path activity beyond its float period will cause delay to the project itself.

2. Float Ownership: Neither the City nor the Contractor owns the float time. The project owns the float time. As such, liability for delay of the project completion date rests with the party actually causing delay to the project completion date.

For example, if Party A uses some, but not all of the float time and Party B later uses the remainder of the float time as well as additional time beyond the float time, Party B shall be liable for the costs associated with the time that represents a delay to the project's completion date. Party A would not be responsible for any costs since it did not consume all of the float time and additional float time remained, therefore, the project's completion date was unaffected.

1.3 SUBMITTALS
A. Submit schedules per requirements of Specification Section 01 33 00 – Submittal Procedures.

B. Preliminary Schedule

1. The Contractor shall submit a preliminary schedule document at the Preconstruction Conference, to identify the manner in which the Contractor intends to complete all work within the Contract Time.

C. Original Schedule

1. The Contractor shall submit an original schedule document within 21 days following the Preconstruction Conference.

D. Revised or Updated Schedules

1. Submit when required to reflect changes to original schedule.

1.4 CONSTRUCTION SCHEDULE
A. The schedule shall indicate the major components of the project work and the sequence relations between major components and subdivisions of major components.

B. The schedule shall be cost loaded based on the schedule of values as approved by the City’s Representative.

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C. Sufficient detail shall be included for the identification of subdivisions of major components into such activities as:

1. All work tasks requiring a partial of existing facilities and roadways.

2. Trenching and backfilling.

3. Piping

4. Manhole construction.

5. Finished pavement.

6. Site work.

7. Other important work within the overall project scope.

D. Planned durations and start dates shall be indicated for each work item subdivision.

Each major component and subdivision component shall be accurately plotted on time scale sheets not to exceed 36-inch by 60-inch in size. Not more than one sheet shall be employed to represent this information.

1.5 SCHEDULE REVIEW
A. The City’s Representative and the Contractor shall meet to review and discuss the preliminary schedule within 14 days after it has been submitted to the City’s Representative.

1. The City’s Representative's review and comment on the schedules shall be limited to Contract conformance with the sequencing and milestone requirements as stated in other sections of the specifications.

2. The Contractor shall make corrections to the schedules necessary to comply with the Contract requirements and shall adjust the schedules to incorporate any missing information requested by the City’s Representative.

1.6 ACCEPTANCE
A. The acceptance of the Contractor's schedule by the City’s Representative and City will be based solely upon the schedule's compliance with the Contract requirements.

B. By way of the Contractor assigning activity durations and proposing the sequence of the Work, the Contractor agrees to utilize sufficient and necessary management and other resources to perform the work in accordance with the schedule.

C. Upon submittal of a schedule update, the updated schedule shall be considered the "current" project schedule.

D. Submission of the Contractor's progress schedule to the City or City’s Representative shall not relieve the Contractor of the Contractor's total responsibility for scheduling, sequencing, and pursuing the Work to comply with the requirements of the Contract Documents, including adverse effects such as delays resulting from ill-timed work.

1.7 MONTHLY UPDATES AND PERIODIC SCHEDULE SUBMITTALS

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A. Following the acceptance of the Contractor's Original Construction Schedule, the Contractor shall monitor the progress of the Work and adjust the schedule each month to reflect actual progress and any changes in planned future activities.

1. Each schedule update submitted must be complete including all information requested in the original schedule submittal.

2. Each update shall continue to show all work activities including those already completed.

3. These completed activities shall accurately reflect the "as built" information by indicating when the work was actually started and completed.

B. Neither the submission nor the updating of the Contractor's original schedule submittal nor the submission, updating, change or revision of any other report, curve, schedule or narrative submitted to the City’s Representative by the Contractor under this Contract, nor the City’s Representative's review or acceptance of any such report, curve, schedule or narrative shall have the effect of amending or modifying, in any way, the Contract completion date or milestone dates or of modifying or limiting, in any way, the Contractor's obligations under this Contract. Only a signed, fully executed change order can modify these contractual obligations.

C. The monthly schedule update submittal will be reviewed with the Contractor during a construction progress meeting held on a month end date to be determined. The goal of these meetings is to enable the Contractor and the City’s Representative to initiate appropriate remedial action to minimize any known or foreseen delay in completion of the Work and to determine the amount of Work completed since the last month's schedule update.

1. The status of the Work will be determined by the percent complete of each activity shown in the Network Diagram.

2. These meetings are considered a critical component of the overall monthly schedule update submittal and the Contractor shall have appropriate personnel attend.

3. As a minimum, these meetings shall be attended by the Contractor's Project Manager and General Superintendent.

4. Within seven (7) calendar days after the progress meeting, the Contractor shall submit the revised schedule.

5. Within five (5) calendar days of receipt of the above noted revised submittals, the City’s Representative will either accept or reject the monthly schedule update submittal.

6. If accepted, the percent complete shown in the monthly update will be the basis for the Application for Payment to be submitted by the Contractor.

7. If rejected, the update shall be corrected and resubmitted by the Contractor before the Application for Payment for the update period can be processed.

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D. Schedule Revisions: The Contractor shall highlight or otherwise identify all changes from the previous schedule. The Contractor shall modify any portions of the schedule that become infeasible because of activities behind-schedule or for any other valid reason.

1.8 CHANGE ORDERS
A. Upon approval of a change order, or upon receipt by the Contractor of authorization to proceed with additional work, the change shall be reflected in the next submittal of the schedule by the Contractor.

B. The Contractor shall utilize a sub-network in the schedule depicting the changed work and its effect on other activities.

C. This sub-network shall be tied to the main network with the appropriate logic so that a true analysis of the Critical Path can be made.

1.9 PROJECT STATUS REPORTING
A. In addition to the submittal requirements for the scheduling identified in this Section, the Contractor shall provide monthly project status reports.

B. The Contractor shall prepare monthly written narrative reports of the status of the project for submission to the City’s Representative. Written status reports shall include:

1. The status of major project components (Percent Complete, amount of time ahead or behind schedule) and an explanation of how the project will be brought back on schedule if delays have occurred.

2. The progress made on critical activities indicated on the schedule.

3. Explanations for any lack of work on critical path activities planned to be performed during the last month.

4. Explanations for any schedule changes, including changes to the logic or to activity durations.

5. A list of the critical activities scheduled to be performed in the next two-month period.

6. The status of major material and equipment procurement.

7. The value of materials and equipment properly stored at the site, but not yet incorporated into the work-in-place.

8. Any delays encountered during the reporting period.

9. An assessment of inclement weather delays and impacts to the progress of the Work.

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C. The Contractor may include any other information pertinent to the status of the project.

The Contractor shall include additional status information requested by the City’s Representative.

1.10 INCLEMENT WEATHER PROVISIONS OF THE SCHEDULE
A. The Contractor's construction schedule shall include lost days on the CPM schedule's critical path due to inclement weather typical for the area of construction based on the average rain days for the past five (5) years.

PART 2 PRODUCTS (NOT USED)
PART 3 EXECUTION (NOT USED)
** END OF SECTION **

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SECTION 01 33 00

SUBMITTAL PROCEDURES
PART 1 GENERAL

1.1 SUMMARY
A. Section Includes:

1. Description of general requirements for project Submittals.

1.2 SUBMITTALS
A. Where required by the Specifications, the Contractor shall submit descriptive information which will enable the Engineer to advise the City whether the Contractor's proposed materials, equipment or methods of work are in general conformance with the design concept and are in compliance with the drawings and specifications. The information to be submitted shall consist of drawings, specifications, descriptive data, certificates, samples, test results and other such information, all as specifically required in the Specifications.

B. The Contractor shall submit the following items:

1. Schedule of Submittals and Shop Drawings

2. List of Submittals, Shop Drawings, Product Data and Materials

3. Contractor’s Safety Program

4. Designated Safety Supervisor

5. Designated “Competent Person(s)”

6. Schedule of Values

7. Construction Schedule

8. Substitutions List

9. Shop Drawings

10. Product Data

11. Samples

12. Material Safety Data Sheets

13. Operation and Maintenance Manuals

14. Project Closeout Information

15. Warranty Data

16. Others as Specified in the Technical Specifications

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17. Manufacturer’s Instructions

18. Manufacturer’s Certifications and Test Reports
C. Quantity of Submittals:

1. Submit one (1) digital PDF format of all submittals. (a) PDF submittal shall be clear and readable.
(b) Provide searchable PDF file.
(c) Annotate or mark submittal to clearly show the item or model being submitted.
(d) Organization and Binding of Submittals: The initial and subsequent submittals of drawings and data for review shall be organized and bound with a Table of Contents so that eventually they may be used as guides for preparing the required maintenance manuals. PDF files shall have active links in the Table of Contents, or they shall have bookmarks per the Table of Contents.

2. If paper copies are submitted:
(a) Provide three (3) copies to the City’s Representative and a scanned electronic copy where feasible. The Contractor shall state the number of copies the Contractor wants to be returned where necessary.

D. Where the Contractor is required by these Specifications to submit samples of products, the Contractor shall provide a sufficient number of physical samples to allow three (3) to be retained by the City’s Representative of all structural and architectural products involving color, finish, texture, or the like.

E. List of Submittals:

1. Within thirty-five (35) days after the Notice to Proceed, the Contractor shall submit a List of Submittals to the City’s Representative for review.

2. The List shall include all items of equipment and materials for necessary project disciplines (Civil, Electrical, Mechanical etc) and the names of manufacturers with whom purchase orders have been or will be placed.

3. The List shall be arranged in the same order as the Specifications and shall contain sufficient data to identify all items of material and equipment the Contractor proposes to furnish. The List shall include Specification and/or Drawing references.

4. After the submission is favorably reviewed and returned to the Contractor by the City’s Representative, it shall become the basis for the submission of detailed manufacturer's drawings, catalog cuts, curves, diagrams, schematics, data, and information on each separate item for review as set forth in the Specifications.

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F. The Contractor shall be responsible for the accuracy and completeness of the information contained in each submittal and shall ensure that the material, equipment or method of work shall be as described in the submittal.

1. Submittals shall contain all required information, including satisfactory identification of items, units and assemblies in relation to the contract drawings and specifications.

2. The Contractor shall verify that the material and equipment described in each submittal conforms to the requirements of the specifications and drawings.

3. Unless otherwise approved by the Engineer, submittals shall be made only by the Contractor, who shall indicate by a signed stamp on the submittals that the Contractor has checked the submittals and that the work shown conforms to contract requirements and has been checked for dimensions and relationship with work of all other trades involved.

4. If the information shows deviations from the specifications or drawings, the Contractor, by statement in writing accompanying the information, shall identify the deviations and state the reason(s) therefore.

5. The Contractor shall ensure that there is no conflict with other submittals and shall notify the Engineer in each case where the Contractor’s submittal may affect the work of another contractor or the City.

6. The Contractor shall ensure coordination of submittals among the related crafts and subcontractors.

1.3 SUBMITTAL TRANSMITTAL PROCEDURE
A. General: Submittals regarding material and equipment shall be accompanied by a transmittal form from the Contractor. A separate form shall be used for each specific item, class of material, equipment, and items specified in separate, discrete specification sections for which a submittal is required. However, submittals for various items shall be made with a single form only when the items taken together constitute a manufacturer's package or are so functionally related that expediency indicates checking or review of the group or package as a whole.

B. Submittal Identification: Each set of submittals or samples shall be attached to the submittal transmittal form.

1. The submittal number shall be made up of two parts: XXX-ZZ. The XXX shall be sequential number 001 for the first item submitted, 002 for the second, etc.

The ZZ shall be the sequential number of a specific submittal or resubmittal (01 for the first submittal, 02 for the first resubmittal, etc.).

2. All submittals shall show the contract title, shall indicate the name of the vendor, and shall indicate when the equipment and/or material will be required by the construction schedule.

3. The submittal must be adequate to permit a comprehensive review without further reference to the Contractor. The documents submitted must be separately identifiable on the Contractor's submittal transmittal form.

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C. Deviation from Contract: If the Contractor proposes to provide material or equipment which does not conform to the specifications and drawings, this shall be indicated under "deviations" on the submittal transmittal form accompanying the submittal copies.

1. If the City accepts such deviation, the City shall issue an appropriate Contract Change Order, except that, if the deviation is minor, or does not involve a change in price or in time of performance, a Change Order need not be issued.

2. If any deviations from the Contract requirements are not noted on the submittal, the review of the shop drawing shall not constitute acceptance of such deviations.

D. Submittal Completeness: Submittals which do not have all the information required to be submitted, including deviations, shall be considered as not complying with the intent of the contract and are not acceptable and will be returned without review.

1. A complete submittal shall contain sufficient data to demonstrate that the items comply with the Specifications, shall meet the minimum requirements for submissions cited in the technical specifications, shall include materials and equipment data and seismic anchorage certifications where required, and shall include any necessary revisions required for equipment other than first named.

E. Review of Subsequent Resubmittals: It is considered reasonable that the Contractor shall make a complete and acceptable submittal to the City’s Representative at least by the second submission of data. At the discretion of the Engineer costs associated with the review of any subsequent resubmittals may be borne by the Contractor. The Contractor will be billed for these costs by the City. Costs due may be deducted from progress payments due the Contractor by the City.

1.4 SUBMITTAL REVIEW
A. The Contractor shall provide all submittals to the City’s representative at the earliest feasible time possible to facilitate a comprehensive review that does not impact construction related progress.

B. Within 14 calendar days after receipt of the submittal by the Engineer, the submittal will be reviewed by the Engineer and the Engineer will return the marked-up submittal. On complex drawings and equipment, the Engineer shall acknowledge receipt within 30 days and advise the Contractor when the submittal will be returned. The returned submittal shall indicate one of the following actions.

1. If the review indicates that the material, equipment or work method is in general conformance with the design concept and complies with the drawings and specifications, submittal copies will be marked "NO EXCEPTIONS TAKEN". In this event, the Contractor may begin to implement the work method or incorporate the material or equipment covered by the submittal.

2. If the review indicates limited corrections are required, copies will be marked "MAKE CORRECTIONS NOTED". The Contractor may begin implementing the work method or incorporating the material and equipment covered by the submittal in accordance with the noted corrections. Where submittal information will be incorporated in operation and maintenance data, a corrected copy shall be provided. Otherwise, no resubmittal will be required.

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3. If the review reveals that the submittal is insufficient or contains incorrect data, copies will be marked "AMEND AND RESUBMIT". The Contractor shall not undertake work covered by this submittal until the submittal has been revised, resubmitted and returned marked either 'NO EXCEPTIONS TAKEN" or "MAKE CORRECTIONS NOTED".

4. If the review indicates that the material, equipment or work method is not in general conformance with the design concept or in compliance with the drawings and specifications, copies of the submittal will be marked "REJECTED - SEE REMARKS". Submittal with deviations which have not been identified clearly may be rejected. The Contractor shall not undertake work covered by such submittal until a new submittal is made and returned marked either "NO EXCEPTIONS TAKEN" or "MAKE CORRECTIONS NOTED".

C. Review of drawings, methods of work, or information regarding materials or equipment the Contractor proposes to provide shall not relieve the Contractor of responsibility for errors therein and shall not be regarded as an assumption of risks or liability by the Engineer, the City’s Representative or the City, or by any officer, employee or subcontractor thereof, and the Contractor shall have no claim under the contract on account of the failure or partial failure of the method of work, material, or equipment so reviewed.

1. A mark of "NO EXCEPTIONS TAKEN" or "MAKE CORRECTIONS NOTED" shall mean that the City has no objection to the Contractor, upon its own responsibility, using the plan or method of work proposed, or providing the materials or equipment proposed.

2. Favorable review of submittals does not constitute a change order to the Contract requirements.

3. The favorable review of all submittals by the Engineer shall apply in general design only and shall in no way relieve the Contractor from responsibility for errors or omissions contained therein.

4. Favorable review by the Engineer shall not relieve the Contractor of its obligation to meet safety requirements and all other requirements of laws, nor constitute a Contract Change Order.

5. Favorable review by the Engineer will not constitute acceptance by the Engineer of any responsibility for the accuracy, coordination, and completeness of the submittals or the items of equipment represented on the submittals.

6. The favorable review of shop drawings shall be obtained prior to the fabrication, delivery and construction of items requiring shop drawing submittal. **END OF SECTION**

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SECTION 01 50 00

TEMPORARY FACILITIES AND CONTROLS
PART 1 GENERAL

1.1 SUMMARY
A. The Contractor shall provide all temporary facilities and utilities required for execution of the work, protection of employees and the public, protection of the work from damage by fire, weather or vandalism, and such other facilities as may be specified or required by any legally applicable law, ordinance, rule, or regulation.

B. Temporary facilities utilized on the project shall be in complete accordance with requirements set forth in the Caltrans Standard Specifications.

C. The Contractor shall keep the work site clean and free from rubbish and debris.

Materials and equipment shall be removed from the site when they are no longer necessary on a daily basis as directed by the City’s Representative. All cables, slings and other materials used to set the pipe and equipment shall be removed from the project site. Upon completion of the work and before final acceptance, the work site shall be cleared of equipment, unused materials, and rubbish to present a clean and neat appearance.

1.2 TEMPORARY FACILITIES
A. Electrical Service

1. The Contractor shall arrange, at its own cost, with the local utility to provide adequate temporary electrical service at a mutually agreeable location.

2. The Contractor shall then provide adequate jobsite distribution facilities conforming to applicable codes and safety regulations.

3. The Contractor shall provide, at its own cost, all electric power required for construction, testing, general and security lighting, and all other purposes whether supplied through temporary or permanent facilities.

B. Water

1. The Contractor shall pay for and shall construct all facilities necessary to furnish water for its use during construction.

2. Water used for human consumption shall be kept free from contamination and shall conform to the requirements of the State and local authorities for potable water.

3. The Contractor shall pay for all water used for the Contractor's operations prior to final acceptance.

C. Sanitary Conveniences

1. The Contractor shall provide suitable and adequate sanitary conveniences for the use of all persons at the site of the Work.

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2. Such conveniences shall include chemical toilets or water closets and shall be located at appropriate locations at the site of the Work.

3. All sanitary conveniences shall conform to the regulations of the public authority having jurisdiction over such matters.

4. At the completion of the Work, all such sanitary conveniences shall be removed, and the site left in a sanitary condition.

D. Telephone/Internet

1. The Contractor shall arrange, at its own cost, with the local utility to provide adequate temporary telephone or internet services for its use during construction.

2. Contractor shall pay for all required services required for its own use as necessary.

1.3 CONSTRUCTION FACILITIES
A. Construction hoists, elevators, scaffolds, stages, shoring, and similar temporary facilities shall be of ample size and capacity to adequately support and move the loads to which they will be subjected. Railings, enclosures, safety devices, and controls required by law or for adequate protection of life and property shall be provided.

B. Staging and Falsework

1. Temporary supports shall be designed by a professional registered engineer with an adequate safety factor to assure adequate load bearing capability. If requested by the City's Representative, the Contractor shall submit design calculations for staging and shoring prior to application of loads.

2. Excavation support shall be in accordance with applicable codes and regulations.

C. Temporary Enclosures

1. When sandblasting, spray painting, spraying of insulation, or other activities inconveniencing or dangerous to property or the health of employees or the public are in progress, the area of activity shall be enclosed adequately to contain the dust, over-spray, or other hazard.

2. In the event there are no permanent enclosures of the area, or such enclosures are incomplete or inadequate, the Contractor shall provide suitable temporary enclosures.

D. Warning Devices and Barricades

1. The Contractor shall adequately identify and guard all hazardous areas and conditions by visual warning devices and, where necessary, physical barriers.

2. Such devices shall, as a minimum, conform to the requirements of Cal/OSHA.

E. Culvert Bypassing and Protection

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1. The Contractor shall provide bypass and pumping facilities for any flowing culverts that encroach upon project trenching activities. (a) Bypassing facilities will only be required in high risk situations to prevent flooding the trench. Culvert bypassing risk shall be at the sole discretion of the Contractor.

2. Culvert bypassing systems shall be submitted to the Engineer for review prior to construction activities. Culvert bypassing plans shall provide, but not be limited to, the following information:
(a) Means of protecting culverts during trench construction activities. (b) Construction means and methods describing culvert plugging, bypassing, and relocation of flowing water.
(c) List all equipment necessary to perform bypassing and culvert protection undertakings.
(d) Detail the bypass system’s receiving stream crossing or drainage channel and the existing condition of the structure.

3. Culvert crossings damaged during construction activities identified by the project Inspector shall be restored in kind by the Contractor at no additional cost to the City unless otherwise negotiated.

1.4 PROTECTION AND RESTORATION OF EXISTING IMPROVEMENTS A. The Contractor shall be responsible for the protection of public and private property at and adjacent to the Work and shall exercise due caution to avoid damage to such property.

B. The Contractor shall repair or replace all existing improvements which are not designated for removal (e.g., curbs, sidewalks, survey points, fences, walls, signs, utility installations, pavements, structures, etc.) and are damaged or removed as a result of its operations. Repairs and replacements shall be at least equal to existing improvements and shall match them in finish and dimension.

C. Trees, lawns, and shrubbery that are not to be removed shall be protected from damage or injury. If damaged or removed because of the Contractor's operations, they shall be restored or replaced in as nearly the original conditions and location as is reasonably possible. Lawns shall be re-seeded and covered with suitable mulch.

D. The Contractor shall give reasonable notice to occupants or owners of adjacent property to permit them to salvage or relocate plants, trees, fences, sprinklers, and other improvements within the right-of-way which are designated for removal or would be destroyed because of the Work.

1.5 ACCESS ROADS
A. Access roads shall be maintained to all storage areas and other areas to which frequent access is required. Similar roads shall be maintained to all existing facilities on the site of the Work to provide access for delivery of material and for maintenance and operation. Where such temporary roads cross buried utilities that might be injured

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by the loads likely to be imposed, such utilities shall be adequately protected by steel plates or wood planking, or bridges shall be provided so that no loads shall discharge on such buried utilities.

1.6 AIR POLLUTION AND DUST CONTROL
A. The Contractor at its expense shall take whatever steps, procedures, or means as are required to prevent abnormal dust conditions being caused by its operations in connection with the execution of the Work; and on any unpaved road which the Contractor or any of its subcontractors are using, excavation or fill areas, demolition operations, or other activities.

1. Control shall be by sprinkling, use of dust palliatives, modification of operations, or any other means acceptable to agencies having jurisdiction.

2. Haul routes shall be kept visibly wet during excavation and hauling operations.

3. Exposed stockpiles of soil and other backfill material shall be enclosed, have silt fencing, be covered, be watered regularly or have soil binders added to minimize erosion.

4. Dust-producing activities shall be suspended when high winds create construction-induced visible dust plumes moving beyond the project site, in spite of dust control measures.

B. Unless the construction dictates otherwise, and unless otherwise approved by the City's Representative, the Contractor shall furnish and operate a self-loading motor sweeper with spray nozzle at least once each working day to keep paved areas acceptably clean whenever construction, including restoration, is incomplete.

1. If visible soil material is carried onto adjacent public streets, such streets shall be swept with water sweepers.

1.7 NOISE ABATEMENT
A. Operations at the Worksite shall be performed so as to minimize unnecessary noise.

B. Special measures shall be taken to suppress noise during night hours.

C. Noise levels due to construction activity shall not exceed the levels specified by local ordinance.

D. Internal combustion engines used on the Work shall be equipped with a muffler of a type recommended by the manufacturer. No internal combustion engine shall be operated without said muffler.

1.8 WORKING HOURS
A. Construction shall be allowed only between the hours of 7:00 a.m. and 5:00 p.m. on weekdays Monday through Friday unless otherwise approved in writing by the City’s Representative. Work areas may be further limited in the Caltrans right-of-way based on the requirements of the Caltrans encroachment permit.

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B. The Contractor shall be responsible for any inspection and additional administration costs incurred by the City, or its agents and representatives, for work by the Contractor outside the hours defined above on weekdays, or any work on weekends or holidays recognized by the City. Such costs shall be withheld from the succeeding monthly progress payment. Any work specifically required to be performed outside the normal working hours is excluded from the provisions of this paragraph.

C. The Contractor shall notify the City's Representative at least one working day prior to any work outside the normal working hours defined above, on weekends or holidays.

1.9 DRAINAGE CONTROL

1. In all construction operations, care shall be taken not to disturb the existing drainage pattern whenever possible.

2. Particular care shall be taken not to direct drainage water onto private property.

Drainage water shall not be diverted to streets or drainage ways inadequate for the increased flow.

3. Drainage means shall be provided to protect the Work and adjacent facilities from damage due to water from the site or due to altered drainage patterns from construction operations.

4. Temporary provisions shall be made by the Contractor to insure the proper functioning of gutters, storm drain inlets, drainage ditches, culverts, irrigation ditches, and natural water courses.

1.10 STORMWATER POLLUTION PREVENTION
A. The Contractor shall prepare and implement a Storm Water Pollution Prevention Plan (SWPPP) in accordance with the State Water Resources Control Board.

1. One (1) copy of the SWPPP submitted to the Regional Board will also be submitted to the City’s Representative.

2. The Contractor shall file a Notice of Intent (NOI) with the State Water Resources Control Board (SWRCB) to comply with the terms of the Construction General Permit.

B. Erosion & Dust Control

1. To reduce potential water-borne erosion impacts, the Contractor shall incorporate the following best management practices into the project:
(a) Erosion control measures to reduce post-construction erosion, such as re-vegetation with local native plant species and installation of appropriate slope protection.
(b) Provide and maintain all necessary erosion and sediment control measures throughout the construction period as required to minimize stormwater pollution control from the Contractor’s work area. Erosion and sediment control measures may include, but are not limited to, straw bale dikes, sand bag dikes, silt fences, drainage swales, pipe drains, sediment traps, protective sheets, jute matting, hydro-seeding,

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and appropriate surface contouring. The Contractor shall notify the City’s Representative if erosion and sediment control measures do not operate properly and shall take all necessary protective action. (c) The Contractor shall secure erosion control devices at the end of each work shift during the period from November 1 to April 30, or when rain is forecast prior to the next workday.
(d) Grading activities shall be prohibited during the period when rain is falling, and runoff is observed at the site. The Contractor shall immediately secure the site for erosion control and storm water runoff. (e) Prepare drainage ways that handle concentrated or increased runoff from disturbed areas by using riprap or other lining materials to control erosion.
(f) Reduce erosion by limiting the area and time of exposure, and by the provision of diversion channels.
(g) Use temporary plant cover, mulching, and/or structures to control runoff and protect areas subject to erosion during construction. (h) Minimize soil exposure during the rainy season by proper timing of grading and construction and be prepared to shut down all earthwork if heavy precipitation occurs.
(i) Have erosion control equipment and materials on site if needed in an emergency to quickly construct temporary collectors, diversion channels, intercept drains, berms, dikes or filters.

2. Grading and permits and the appropriate environmental clearances shall be obtained by the Contractor prior to any export of materials off site.

1.11 CONSTRUCTION CLEANING
A. The Contractor shall, at all times, keep property on which work is in progress and the adjacent property free from accumulations of waste material or rubbish caused by employees or by the Work. All surplus material shall be removed from the site immediately after completion of the work causing the surplus materials. Upon completion of the construction, the Contractor shall remove all temporary structures, rubbish, and waste materials resulting from its operations.

1.12 DISPOSAL OF MATERIAL
A. The Contractor shall make arrangements for disposing of materials outside the Site and the Contractor shall pay all costs involved.

1. The Contractor shall first obtain permission from the property owner on whose property the disposal is to be made and absolve the City from any and all responsibility in connection with the disposal of material on said property.

2. When material is disposed of as above provided, the Contractor shall conform to all required codes pertaining to grading, hauling, and filling of earth.

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1.13 PARKING AND STORAGE AREAS
A. All stockpiled materials and parked equipment at the job site shall be located to avoid interference with private property and to prevent hazards to the public.

B. Locations of stockpiles, parking areas, and equipment storage must be approved by the City's Representative.

1.14 CULTURAL RESOURCES PROTECTION
A. If historical, archeological or paleontological artifacts are discovered, all work must stop in the immediate vicinity. The Contractor shall protect the discovered items, notify the City’s Representative, and comply with applicable law.

B. If human remains are discovered, all work must stop in the immediate vicinity of the find, and the County Coroner must be notified, according to Section 5097.98 of the State Public Resources Code and Section 7050.5 of California’s Health and Safety Code.

C. If the remains are determined to be Native American, the coroner will notify the Native American Heritage Commission, and the procedures outlined in CEQA Section 15064.5(d) and (e) shall be followed.

1.15 PROJECT SIGN
A. The Contractor shall provide, install and maintain for the duration of the project a project sign as designated below. The sign shall be installed within seven (14) days of Notice to Proceed and shall be installed where directed by the City’s Representative.

1. 8'x4' exterior grade plywood, minimum 3/4" thick

2. Two coats exterior quality paint for background, one coat exterior quality paint for lettering.

3. Erect supports and framing on secure foundation, rigidly braced and framed to resist loadings. Install sign surface plumb and level; anchor securely.

4. Colors of sign shall be as designated by the City’s Representative.

5. Remove sign at the end of the project.

B. Contents of Project ID Sign
Project Name: Dempsey Road Waterline Replacement Project No. 7118 Utility Owner: City of Milpitas
Engineer: HydroScience Engineers, Inc.

City’s Representative: City of Milpitas, Tony Cao, Associate Civil Engineer Construction Cost: $$$$$$$
Start Date: xx/xx/20xx
Estimated End Date: xx/20xx

1.16 PROJECT OFFICE

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A. The Contractor shall maintain on the project site a suitable office or other protected area in which shall be kept project copies of the Contract Documents, project progress records, project schedule, shop drawings, and other relevant documents which shall be accessible to the City and City's Representative during normal working hours. ** END OF SECTION **

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SECTION 01 51 37

TEMPORARY WATER MAIN
PART 1 GENERAL

1.1 SUMMARY
A. The Contractor shall provide all the necessary labor, materials, equipment, tools, and supplies necessary to install a complete temporary water main bypass system along portions of the system to be bypassed.

1.2 REFERENCES
A. American Association of State Highway and Transportation Officials (AASHTO) B. American National Standards Institute (ANSI)
C. American Society of Mechanical Engineers (ASME)
D. ASTM International (ASTM)
E. American Water Works Association (AWWA)
F. Cast-Iron Soil Pipe Institute
G. NSF/ANSI Standard 61 Drinking Water System Components (NSF 61)

1.3 SUBMITTALS
A. Contractor shall submit in accordance with Section 01 33 00.

B. Temporary Bypass Plan:

1. Submit a Temporary Bypass Plan outlining all provisions and precautions the Contractor shall take to provide temporary water to all service connections and hydrants.

2. Temporary Bypass Plan shall be submitted to the City Engineer for review and approval fourteen (14) days prior to commencing work on any portion of the system to be bypassed.

3. The plan must be specific and shall include, but not be limited to, the following details:
(a) Schedule for installation and maintenance of bypass system. (b) Pedestrian and vehicular traffic crossing details.
(c) Protection against main breaks.
(d) Size, length, material, locations, and method of installation for temporary water mains.
(e) Location of temporary hydrants, if used.

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(f) Shop drawings for temporary connections to existing or new water mains.
(g) Methods for thrust restraint of temporary water mains. (h) Methods for pressure and leakage testing.
(i) Methods for disinfection, flushing, and sampling of temporary water mains.
(j) Contractor must designate and provide a 24-hour contact person who has adequate parts and equipment on hand to make necessary repairs to the temporary water main bypass system in a timely manner.

PART 2 PRODUCTS

2.1 GENERAL
A. Temporary water main bypass pipe and associated appurtenances that may come into contact with water shall be certified for use in water systems. Submit proof of NSF certification for each item submitted.

PART 3 EXECUTION

3.1 GENERAL
A. The temporary water main bypass system shall be designed to be in place for no more than ten (10) working days.

B. All work in this section shall be completed in accordance with Sections 01 11 00 and the City of Milpitas Standard Specifications and Drawings.

3.2 FIELD QUALITY CONTROL
A. The City will perform bacteriological analysis for pipelines to be disinfected.

B. Factory Quality Control: The Contractor shall test all products as required herein and by the reference specifications.

C. The Contractor shall:

1. Clean all pipelines by flushing. Flushing of temporary water mains shall achieve a velocity of at least 3 feet per second. The Contractor shall install temporary strainers, temporarily disconnect equipment or take other appropriate measures to protect the existing water mains while cleaning piping.

2. Perform leakage tests.

3. Be responsible for the costs of additional inspection and retesting by the City resulting from non-compliance.
**END OF SECTION**

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SECTION 01 55 26

TRAFFIC CONTROL
PART 1 GENERAL

1.1 DESCRIPTION
A. The Contractor shall furnish all labor, materials, equipment, tools, and services necessary to provide access to the motoring and pedestrian public; and adequately safeguard the workers and public from construction hazards with a minimum of inconvenience.

B. Work includes but is not limited to the following:

1. Preparation of Traffic Control Plans and obtaining approval of Traffic Control Plans from the Caltrans and City.

2. Masking and restoring permanent signs and striping.

3. Erections and removal of temporary construction signs.

4. Installation and removal of temporary traffic control devices, including barriers, barricades, changeable message boards.

5. Coordinating work with all agencies having jurisdiction.

1.2 REFERENCE STANDARDS
A. The Contractor shall comply with guidelines excluding payment sections of the latest editions of the following reference standards:

1. California Manual of Uniform Traffic Control Devices.

2. Caltrans Standard Specifications

3. Caltrans Standard Plans

4. CAL/OSHA, State of California Construction Safety Orders. (a) Section 1599, Traffic Control for Public Streets and Highways. (b) Section 1599, Flaggers

5. OSHA, Code of Federal Regulations.
(a) Title 19, Part 1926, Construction Safety Health Regulations (b) Title 29, Part 1910, Occupational Safety and Health Standards B. In case of conflict between the above reference standards and the specifications contained herein, these specifications shall take precedence and be used in lieu of such conflicting portions.

1.3 SUBMITTALS

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A. The Contractor shall provide submittals in accordance with Section 01 33 00, SUBMITTAL PROCEDURES.

B. The Contractor shall at minimum submit the following:

1. Traffic Control Plans shall conform to Standard Specification Section 12-4.02, TRAFFIC CONTROL PLANS (TCP), and Section 6-10, PERMITS, AND LICENSES, AND CERTIFICATIONS, and be submitted for review and approval at least twenty-one (21) calendar days prior to work.

2. Traffic Control Plans shall contain, but not be limited to, location, placement, duration, monitoring schedule and movement of all traffic control devices and bypass piping including, but not limited to, signs, signals, pedestrian and vehicle ramps, barricades, k-rails, and lighting.

C. The Contractor shall submit traffic control plans for each phase of work within a City right-of-way or easements along with an Encroachment Permit. The Contractor will allow for a 15-day review period.

1.4 QUALITY ASSURANCE
A. Traffic Control Plans shall be prepared by a California licensed Civil or Traffic Engineer. The Traffic Engineer who prepared the Traffic Control Plans shall be available at any time during the life of the contract to modify the Traffic Control Plans if and as required by the agency having jurisdiction.

B. No changes or deviations from the approved Traffic Control Plans shall be made, except temporary changes in emergency situations, with prior approval of the Traffic Engineer, the Engineer, and all agencies having jurisdiction.

C. Immediately notify the Traffic Engineer, the Engineer, and the agencies having jurisdiction of occurrences that necessitate modification of the approved Traffic Control Plans.

1.5 TRAFFIC CONTROL
A. Nothing herein shall be construed to entitle the Contractor to the exclusive use of any public street, alleyway, or parking area during the performance of the work hereunder, and the Contractor shall conduct its operations so as not to interfere unnecessarily with the authorized work of utility companies or other agencies in such streets, alleyways, or parking areas.

B. No streets or lane closures of any duration (temporary or permanent) shall occur without first obtaining permission of the Engineer and agency (or agencies) having jurisdiction.

C. Where excavation is being performed in primary streets or highways, one lane in each direction shall be kept open to traffic at all times unless otherwise provided or shown.

Toe boards shall be provided to retain excavated material if required by the Engineer or the agency having jurisdiction over the street or highway. Fire hydrants on or adjacent to the work shall be kept accessible to firefighting equipment at all times.

Temporary provisions shall be made by the Contractor to assure the use of sidewalks and the proper functioning of all gutters, storm sewer inlets and other drainage facilities.

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D. For the protection of traffic in public or private streets and ways, the Contractor shall provide, place and maintain all necessary barricades, traffic cones, warning signs, lights and other safety devices in accordance with requirements of the agency having jurisdiction or the California Manual of Uniform Traffic Control Devices whichever is more strict.

E. Contractor shall take all necessary precautions for the protection of the work and the safety of the public. All barricades and obstructions shall be illuminated at night, and all lights shall be turned on from sunset until sunrise. The Contractor shall station such guards or flaggers and shall conform to such special safety regulations relating to traffic control as may be required by the public authorities within their respective jurisdiction.

F. No work will be allowed in public right-of-way until the Contractor obtains written approval of the proposed Traffic Control Plans from agencies having jurisdiction.

1.6 STREET CLOSURE REQUIRED NOTIFICATION
A. When street closure is required or permitted for the construction of facilities on or under the street, the Contractor shall notify in writing, the occupants of all homes and businesses with access to that street of the proposed closure at least ten (10) Working Days prior to road closures and at least three (3) Working Days prior to disruption of ingress and egress.

B. The notice provided to the residences or businesses shall include, at a minimum, schedule of closures and/or parking restrictions with estimated closure and/or parking restriction times, closure and/or parking restriction location, alternate route or detour, and name and twenty-four (24) hour phone number of a contact person employed by the Contractor.

C. The Contractor shall be prepared to make access available at any time during the day to emergency type vehicles or pre-arrange alternative locations for non-emergency vehicles and operations. At a minimum the following agencies must be notified.

1. Fire Department

2. Police Department

3. Sheriff Department

4. Emergency ambulance companies

5. Waste Management and Recycling
D. Unless otherwise specifically approved by the Engineer all street closures and/or parking restrictions shall be adequately restored to allow all marked lanes of traffic to be open on all major streets in each direction during the peak traffic hours of 7:00 a.m. to 8:00 a.m. and 3:30 p.m. to 6:00 p.m.

E. During the first Friday after Thanksgiving and the last twenty-four (24) Calendar Days of December, the Contractor shall not close any traffic lanes on a major street except for an emergency and when the Contractor submits a written request two (2) Working Days in advance, and the Contractor receives written permission from the Engineer.

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F. If, for an emergency, the Contractor is required to close a lane on a major street during peak traffic hours or during the last twenty-four (24) of December, the Contractor shall immediately notify the City Construction Inspection office.

PART 2 PRODUCTS

2.1 TRAFFIC CONTROL DEVICES
A. All traffic control devices shall conform to the provisions in the California Manual of Traffic Control Devices and the agency having jurisdiction.

B. Included, but not limited to, are flag units, construction signs, channelizing devices, barricades, delineators, and lighting devices.

C. A high-level warning device is required for use on major streets at the direction of the Engineer, when a lane is closed or work encroaches in a lane of traffic or when barricades are placed in a moving lane of traffic. A single barricade shall not be placed alone in the traveled way.

D. Use of flashing arrow signs is required on major (four or more lanes) streets for lane closures during hours of darkness and for all lane closures lasting more than two (2) hours.

E. All signs which are to convey their messages during darkness shall be reflectorized or illuminated.

F. No signs or supports shall bear any commercial advertising.

PART 3 EXECUTION

3.1 ACCESS TO ADJACENT PROPERTIES
A. Provide and maintain access to adjacent properties at all times. The Contractor shall notify homeowners/occupants along the proposed construction route.

3.2 STREET OR PERMANENT LANE CLOSURE
A. If closure of any street is required during construction, a formal application for a street closure shall be made to the authority having jurisdiction at least thirty (30) calendar days prior to the required street or permanent lane closure for approval and to determine necessary sign and detour requirements.

3.3 TRAFFIC COORDINATION WITH OTHER CONTRACTORS
A. The Contractor shall coordinate the traffic routing work with that of other forces working in the same or adjacent areas.

3.4 CONSTRUCTION PARKING CONTROL
A. Curb parking shall be removed in accordance with the Traffic Control Plan. Removal of curb parking shall be minimized.

B. The Contractor shall make arrangements directly with local authorities to keep the working area clear of parked vehicles.

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C. The Contractor may prohibit stopping in parking lanes where and when necessary in order to gain access to the work to provide the required traffic lanes in city streets and parking areas.

D. The Contractor shall coordinate with the agency having jurisdiction and Sacramento County Sheriff for the location of “No Stopping” and “No Parking” signs.

E. At least one (1) week in advance of construction, the Contractor shall furnish and place, where approved by the City and the Engineer, portable “TOW AWAY – NO STOPPING” signs. The dates and times of parking removal shall be posted on the signs.

F. The Contractor shall notify the policing agency having jurisdiction of all parking violators who require tow away from construction areas.

G. Construction equipment not actively engaged in the work and employee vehicles shall not be parked in the vicinity of the work in such a manner as to further restrict or obstruct traffic flow. Vehicles and equipment in continuous or frequent use may be operated or parked in the same traffic lane as the work obstruction.

3.5 CONSTRUCTION SIGNAGE
A. All construction area signs shall conform to Section 10.06(F), Construction Signs, of the City General Provisions.

B. Sign spacing shall conform to the California Manual of Traffic Control Devices.

C. Signs normally shall be installed 14 calendar days before work is to commence and must be removed immediately after work is complete. If at any time a sign is not required, it shall be covered or removed.

D. The Contractor shall be responsible for the placement of advisory signs to inform the public of any street closure, detour, or construction affecting traffic at least 7 days before the closure or other significant disruption of normal traffic flow.

E. Existing roadside signs conflicting with the construction area signs shall be either removed and reset upon completion of work or securely covered.

3.6 ILLUMINATION
A. Provide sufficient visibility on a 24-hour basis to approaching traffic whenever a street is closed partially or completely. Ensure that sufficient illumination is provided by means of portable flashing beacons, floodlights, or other similar devices. Mount all lighting fixtures in a manner which precludes glare to approaching traffic.

B. Arrow boards or other traffic control devices and lighting which will operate outside of the normal working hours shall be battery-operated. The use of gas-fired generators during nonworking hours will not be allowed.

3.7 FLAGGING
A. Flaggers shall be required:

1. When workers or equipment intermittently block a traffic lane

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2. When trucks or equipment enter or leave the work site from an adjacent traffic lane.

3. Where Plans or permits allow the use of one lane for two directions of traffic.

4. Wherever the safety of the public and/or workers determine there is a need.

B. Flagging shall be carried out in accordance with California Manual of Uniform Traffic Control Devices. All flagging costs shall be considered as included in pay items for traffic control.

3.8 PEDESTRIAN SAFETY
A. The Contractor shall maintain safe and adequate pedestrian zones and public transportation stops as well as provide pedestrian crossings at intervals not to exceed 300 feet within the work zone.

B. When the construction area crosses a crosswalk, the crosswalk shall be barricaded and signed accordingly.

3.9 TRAFFIC HANDLING AT SPECIFIC LOCATIONS
A. The Contractor shall maintain the full visibility and function of all school safety signing and striping within the work area. Additional temporary safety striping and signage shall be installed if deemed necessary by the agency having jurisdiction.

3.10 VEHICULAR AND PEDESTRIAN RAMPS
A. The Contractor shall provide and maintain ramps as shown on Plans or required by the Resident Engineer. Pedestrian ramps shall meet Americans with Disabilities Act requirements.

3.11 BARRICADING OPEN TRENCHES
A. Any excavation permitted by the City to be left open shall be barricaded with Type II or Type III barricades with flashers. Signs stating “OPEN TRENCH” shall be posted when requested by the City. All open excavated areas shall be barricaded with at least two (2) Type III barricades at the end of the excavation that faces oncoming traffic.

B. Any excavation within four (4) feet of the traveled way, not protected by K-rail or a similar traffic control barrier approved by the City, shall be backfilled at the end of the work shift or plated.
** END OF SECTION **

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SECTION 01 78 23

OPERATING AND MAINTENANCE DATA
PART 1 GENERAL

1.1 SUMMARY
A. Contractor shall supply Operations and Maintenance (O&M) Manuals for equipment as specified in other parts of the Project Documents.

1.2 DESCRIPTION
A. The Contractor shall provide four (4) sets of operating and maintenance instructions for all equipment and devices furnished under this contract and one (1) pdf set. The operating and maintenance material supplied shall be original printed copies of manufacturer's brochures and/or manuals. Photocopied material will not be acceptable.

Operating and maintenance instructions for each item of equipment and each equipment assembly shall consist of:

1. Names and addresses of manufacturer, nearest representative of manufacturer, and nearest supplier of manufacturer's equipment and parts

2. For equipment requiring lubrication, the manufacturer's recommended lubricants and lubrication schedule.

3. For equipment containing integral electrical controls, diagrams showing internal and connection wiring.

4. Specified operating and maintenance information. This information shall include, but not necessarily be limited to, the following items:
(a) Equipment data: The Contractor shall provide a good quality photocopy of the Equipment Maintenance Summary sheets for review and shall make corrections to the originals as noted in the submittal review comments. Sufficient copies of the blank forms will be furnished by the City.
(b) Start-up procedures: These instructions shall include equipment manufacturer's recommendations regarding installation, adjustment, calibration and trouble-shooting.
(c) Operating procedures: These instructions shall include the equipment manufacturer's recommended step-by-step procedures for starting, operating and stopping the equipment under all modes of operation. (d) Preventive maintenance procedures: These instructions shall include the equipment manufacturer's recommendations regarding the steps and schedules to be followed in maintaining the equipment.
(e) Parts list: This list shall include generic title and identification number of each component part of the equipment.
(f) Exploded views: These shall be provided where appropriate.

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(g) Spare parts list: This list shall include the manufacturer's recommendations of number of parts that should be stored by the City. (h) Overhaul instructions: These instructions shall consist of the manufacturer's directions for the disassembly, repair and reassembly of the equipment.

1.3 SUBMITTAL PROCEDURE
A. Operating and maintenance (O&M) instructions shall be submitted to the City’s Representative accompanied by the submittal transmittal form described in Section 01 33 00 – Submittal Procedures.

B. Required submittals:

1. Initial Submittal: One (1) copy of O & M Manual shall be submitted for approval.

Initial O&M submittal may be hard copy or PDF format.

2. Intermediate Submittal: One (1) copy of revised O & M Manual shall be submitted for approval. Intermediate O&M may be hard copy or PDF format.

3. Final Submittal: Once approved, submit four (4) paper copies and one (1) PDF.

4. The submitted O&M Manuals shall have a separate submittal numbering system from the general equipment and material submittals required to confirm conformance with the design specifications.

C. PDF Format shall be manufacturer’s data converted directly to PDF. Scanned PDF information is not acceptable unless approved by the City’s Representative.

1. PDF documents shall be bookmarked, indexed and in searchable format.

D. For ease of identification, each manufacturer's brochure and manual shall be appropriately labeled with the equipment name, equipment number and specification number, as it appears in the contract documents.

E. The information shall be organized in binders in numerical order by the specification section numbers assigned in the contract documents. The binders shall be provided with a table of contents and tab sheets to permit easy location of desired information. Each numerical section shall contain a complete itemized data list with equipment name and equipment number for the information contained in that section. Binders shall be three- ring with clear vinyl pockets on the front and spine. The binder title shall be clearly visible on the spine and the front cover.

F. The following procedures shall be used:

1. Contractor shall include in each O&M submittal a good quality photocopy of associated Equipment Maintenance Summary sheets, for each specification section for review.

2. Submittals will be returned with a review sheet and comments.

3. Contractor shall resubmit, if requested by the City’s Representative, and retain all copies of approved submittals until all sections have been approved.

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4. When all sections have been approved, Contractor shall organize and bind the manuals for all the sections of the contract specifications according to the above instructions and submit one complete set of O&M Manuals for final review.

Contractor shall submit separately and unbound the completed original Equipment Maintenance Summary sheets.

5. Final review will be for the organization and binding of a complete set of manuals as specified and will not include review of previously approved material.

6. When the complete set is approved, the Contractor shall submit four (4) complete sets to the City’s Representative as approved and specified.

G. If the manufacturer's standard brochures and manuals are used to describe operating and maintenance procedures, such brochures and manuals shall be modified to reflect only the model or series of equipment used on this project.

1. Clearly mark or annotate the actual model supplied for the project.

2. Extraneous material shall be crossed out neatly or otherwise annotated or eliminated.

1.4 FIELD CHANGES
A. Following the acceptable installation and operation of an equipment item, the item's operating and maintenance instructions, including drawings, shall be modified and supplemented by the Contractor to reflect any as-built conditions, field changes or information required by field conditions.

PART 2 MATERIALS (NOT USED)
PART 3 EXECUTION (NOT USED)
**END OF SECTION**

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SECTION 02 21 13.13

BOUNDARY AND SURVEY MARKERS
PART 1 GENERAL

1.1 SECTION INCLUDES
A. Survey Monument Perpetuation includes any monuments shown on the plans and/or found within the Project Limits subject to disturbance or destruction.

B. Survey Monument Replacement including re-establishing/re-setting any survey monuments that are damaged or destroyed as a result of the Contractor’s operation.

1.2 REFERENCES
A. Specifications of the Survey Monument Perpetuation and Replacement shall conform with City Standard Construction Specifications, Standard Detail Drawings and Design Standards.

1. New or replacement monuments shall be installed or constructed in accordance with City Standard Detail Drawing 446.

1.3 REQUIREMENTS
A. Survey monumentation, markers and/or benchmarks (monuments) exist throughout the Project area.

B. The Contractor shall be responsible for protecting and perpetuating monuments that may be affected by construction.

C. The Contractor shall be responsible to arrange and pay for all surveys for the Project, including monuments.

D. The Contractor shall arrange for a diligent, thorough search for survey monuments

1. The search for survey monuments shall be performed by and under the direction of a California Licensed Land Surveyor or a California Registered Civil Engineer authorized to practice land surveying in accordance with Business and Professions Code Section 8771.

2. The search for survey monuments shall occur prior to the beginning of construction work that could disturb or destroy a survey monument.

3. Any monuments found shall be referenced and, if damaged or disturbed, reset by or under the direction of a California Licensed Land Surveyor or a California Registered Civil Engineer authorized to practice land surveying in accordance with Business and Professions Code Section 8771.

E. A corner record or record of survey, as appropriate, shall be filed by the licensed land surveyor or civil engineer. Such points shall be refenced for use in replacement of monuments that are disturbed or removed during construction.

1.4 MEASUREMENT AND PAYMENT

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A. Measurement and Payment terms are provided in Section 01 22 00 Unit Prices found elsewhere in these Specifications.

PART 2 PRODUCTS (NOT USED)
PART 3 EXECUTION (NOT USED)
** END OF SECTION **

Dempsey Road Waterline Replacement Project January 2025 No. 7118 -1- 02 41 00
SECTION 02 41 00

DEMOLITION
PART 1 GENERAL

1.1 SUMMARY
A. Demolition and site preparation includes all clearing, grubbing, facility abandonment, and demolition Work.

1.2 JOB CONDITIONS
A. The Contractor shall determine the actual condition of the site as it affects the Work.

1.3 QUALITY ASSURANCE
A. General: All work shall be performed in accordance with the local building codes, State Industrial Safety Orders and requirements of the Occupational Safety and Health Act requirements.

B. Schedule: Demolition must be scheduled to allow all existing roadways and utilities to remain in continuous operation. No interruption in operation will be permitted without previous authorization from the City’s Representative.

C. Protection

1. Demolition shall be performed in such a manner as to not harm adjacent structures, equipment, existing landscaping or natural vegetation. (a) The Contractor shall assume full responsibility for such disturbance. (b) All costs of any such repair, rehabilitation, or modifications shall be borne by the Contractor.

2. The Contractor shall provide such protection as may be required to transfer material to the ground.
(a) Throwing, dropping or permitting the free fall of material and debris from heights which would cause damage to other work, existing structures, or equipment; undue noise or nuisance; or excessive dust will be expressly prohibited.

PART 2 PRODUCTS

2.1 MATERIAL FOR FACILITY ABANDONMENT
A. Controlled Low Strength Material (CLSM) for abandonments shall be 1 ½ - 90 pound sack of Portland Cement per cubic yard of sand slurry. CLSM shall have an unconfined compressive strength of 100 psi or less.

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PART 3 EXECUTION

3.1 GENERAL
A. Coordinate with City to properly remove or abandon in place unused existing City utility service lines discovered that were left in place by others.

B. Contact utility companies for removal, abandonment, adjustment or relocation of their facilities.

C. See Contract Drawing for abandonment and removal of water facilities.

D. Contractor is responsible for verifying the location of any existing utilities.

E. Maintain and provide redline improvement plans to the engineer of record to identify all facilities that have been abandoned in place or removed for record drawings.

F. The Contractor shall adhere to all demolition and site preparation requirements set forth in the City Standard Specifications.

G. The Contractor shall notify the City’s Representative when demolition of existing is completed and dispose of refuse materials in an appropriate manner.

3.2 PERFORMANCE
A. Clearing and Grubbing

1. The site of all open-cut excavations and areas to be cleared as indicated on the Plans shall be cleared and grubbed prior to excavation.

B. Equipment and Piping Removal

1. All equipment and piping to be removed shall be properly disconnected from structures, piping, electrical, and instrumentation systems.

2. The Contractor shall do all resurfacing and other work as necessary to comply with the above requirements.

3. Removal of any existing and operational culverts shall be restored in kind at the Contractor’s expense unless proven that the culverts condition was previously compromised by age, corrosion or other cause unrelated to construction activities. The City’s Representative or Inspector shall be present during excavation and trenching or all culvert crossings.

C. Water Main Abandonment

1. Excavate to expose water mains and/or service lines as needed for work to be performed by the City. City crews to perform City water mains operation of isolating necessary valves. Coordinate with Public Works Inspector in advance to schedule City's work.

2. Remove the valve can and riser pipe to valve top. If the valve operating nut is less than the 18-inches below grade then the valve bonnet must be removed to acquire the necessary clearance for proper abandonment.

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3. Backfill and restore the roadway in accordance with City Standards and the Contract Documents when work on the water main, valve or service is complete.

4. For fire hydrant abandonment: remove the hydrant bury, breakoff rise, and any other spools or pipe 24-inches below grade. The bury is to be capped or plugged. Fire Hydrant shall be returned to the City Corp Yard.

5. Fill all water mains and Fire Hydrant laterals to be abandoned-in-place with CLSM/concrete mix within the public right-of-way.

6. For service lines less than 4" diameter: Remove or abandon unused existing water service lines in place. Any portion of the service line that is less than 3 feet’ below grade shall be removed to the city's satisfaction.

7. Ensure that all pipelines to be abandoned have a minimum of a three foot separation from the live portion of the water main (a section removed) line for pipes 4 inches" and larger in diameter. The end of the pipe shall be securely sealed at the pipe ends by installing a watertight plug of concrete not less than one foot thick.

8. Coordinate with Public Works Inspector to ensure all domestic, fire and irrigation meters are removed and salvaged EXCLUSIVELY by the City and protected in place until City crews have removed them. After City removes the meters, remove entire box/vault and properly complete the backfill in accordance with City standards and requirements.

D. Pavement Removal

1. All pavements and concrete pads shall be saw-cut on a neat line at right angles to the curb or concrete face.

E. Utility Interference

1. Where existing utilities interfere with the prosecution of the work, the Contractor shall temporarily relocate the utilities out of the construction project’s right of way and restore in kind prior to final backfilling efforts.

3.3 SALVAGE
A. The City has the right to salvage any items identified within the project vicinity.

B. The Contractor shall notify the City’s Representative five days prior to any salvage or demolition work.

1. The City’s Representative will mark items to be salvaged.

2. The Contractor shall be responsible for properly disconnecting, removal from their foundations, cleaning and storing salvaged items. Salvaged items shall be delivered by the Contractor to a storage location designated by the City.

3. All drop offs must be coordinated with the City.

3.4 REMOVED MATERIAL AND DEBRIS

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A. Where Contractor is directed on the Drawings to “Demolish” or “Remove” material or facilities it is understood that the material will be removed and disposed of offsite unless specifically stated otherwise or directed by the City’s Representative.

B. All removed material not designated for salvage and all debris shall become the property of the Contractor and shall be removed from the site.

C. Materials and debris generated by demolition activities shall not be allowed to accumulate. Debris shall be removed daily and disposed of in a manner allowed by law.

3.5 BACKFILL
A. Holes or depressions in the ground remaining after demolition of structures, pipelines, or equipment shall be filled with compacted backfill materials as specified in Section 31 23 00 – Excavation and Fill.

3.6 RESTORATION
A. Restore adjacent structures and facilities damaged during demolition or other construction to original or better condition.
** END OF SECTION **

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SECTION 02 82 33

REMOVAL AND DISPOSAL OF ASBESTOS-CONTAINING MATERIALS
PART 1 GENERAL

1.1 SUMMARY
A. This specification section includes:

1. Safe exposure and removal of buried asbestos cement pipe (ACP, commonly referred to as “transite) where encountered; the asbestos is not anticipated to be friable.

2. Handling and storage of ACP (or ACM, “asbestos-containing material”)

3. Transport and disposal of ACP

4. Decontamination of equipment

5. Confirmation sampling and report.

1.2 CODE COMPLIANCE AND REGULATIONS
A. The Contractor will assume full responsibility and liability for compliance with all applicable Federal, State, and Local regulations. Specifically, regulations pertaining to work practices, protection of workers, visitors to the site, persons occupying areas adjacent to the site, hauling, and disposal. As required by all applicable Federal, State and local regulations, the Contractor is responsible for providing medical examinations, and maintaining medical records of personnel. shall determine the actual condition of the site as it affects the Work.

B. The Contractor shall comply with all pertinent laws, rules, and regulations existing at the time of the work including, but not limited to the following:

1. Federal Regulations
(a) United States Environmental Protection Agency (EPA), Title 40, Code of Federal Regulations (CFR), Part 61, National Emission Standards for Hazardous Air Pollutants (NESHAP), National Emission Standard for Asbestos (40 CFR, Part 61, Subpart A & M).
(b) 40 CFR 268, Land Disposal Restrictions
(c) 40 CFR 763 including all Appendices, Asbestos Hazard Emergency Response Act (AHERA)
(d) 49 CFR Parts 171 through 180 – Department of Transportation (DOT), Hazardous Substances
(e) 29 CFR 1926.1101 and 29 CFR 1910.1001 - Occupational Exposure to Asbestos
(f) 29 CFR 1910.134 and 42 CFR Part 84, Respiratory Protection

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(g) 29 CFR 1910.1200, Hazard Communication
(h) 29 CFR 1910.145, Accident Prevention Signs and Tags (i) 29 CFR 1910, Subpart I, Personal Protective Equipment (j) 29 CFR 1910.1020, Access of Employee Exposure/Medical Records

2. State and Local Regulations
(a) The State of California, Business and Professions Code, § 7058.5 (Asbestos Certification) and other corresponding regulations in the California CONTRACTORs State License Board, Title 16, California Code of Regulations, Division 8 (16 CCR Division 8).
(b) Title 8 CCR, Section 1529, Asbestos in Construction (c) Title 8 CCR, Section 341.6, Registration, Asbestos-Related Work (d) Title 8, Division 1, Chapter 4, Division of Industrial Safety (1) Title 8 CCR 3203, Injury and Illness Prevention Program (e) Title 8 CCR 5194, Hazard Communication
(f) Title 22 CCR 66699, Persistent and Bio-accumulative Toxic Substance (g) Title 22 CCR, Hazardous Waste Handling
(1) Health and Safety Code, Section 25249.5 and 25249.6 (h) California Labor Code, Sections 6501.5, 6501.7, 6501.8, and 6501.9. (i) Bay Area Air Quality Management District (BAAQMD): Regulation 11 Rule 2
(j) City of Milpitas or Santa Clara County, Fire Code, whichever is applicable,

3. Miscellaneous Standards and References
(a) Underwriters Laboratories (UL) Standard 586, 2009 High Efficiency, Particulate, Air Filter Units.
(b) ANSI/ASSP Z88.2-2015, Practice for Respiratory Protection. (c) National Fire Protection Association (NFPA), Standard 10, Standard for Portable Fire Extinguishers.

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1.3 SUBMITTALS
A. Contractor shall submit the following documentation prior to the start of work:

1. A detailed job-specific plan of the work procedures to be used for the work to be completed. The plan shall be compliant with this specification and regulations. (Contractor’s ACM Work Plan)

2. A copy of the State Contractor’s Licensing Board Asbestos Certification in accordance with the California Business and Professional Code, § 7058.5.

3. Proof that the Contractor possesses a current California Class C Asbestos Removal License.

4. A copy of the Contractor’s current California DOSH registration to conduct asbestos-related work.

5. Proof of asbestos supervisor and worker training. Include a copy of the most current refresher training certificate as issued by a DOSH-approved training provider.

6. Physician’s written medical opinion, current to within one year that contractor’s employees can wear respiratory protection.

7. Documentation of respirator fit-testing for all contractor’s employees and agents who are required to wear a respirator. Fit-testing shall be current within one year.

8. Documentation of medical surveillance required in CCR Title 8, Sections 1529 (m) and 1532.1 (j).

9. If rental equipment is to be used during asbestos handling and disposal, a copy of the written notification concerning the intended use of the equipment that was furnished to the rental agency.

10. Submit any current and valid licenses, permits, and notices required by federal/state/local regulations and proof of timely transmittal of notices to the respective agency requiring the notices including, but not limited to:
(a) California Division of Occupational Safety and Health in accordance with Title 8, Sections 1529 and 1532.1 (p).
(b) Bay Area Air Quality Management District (BAAQMD) in accordance with Regulation 11 Rule 2.
(c) Proof of BAAQMD permits for HEPA-filtered air filtration machines.

11. An emergency preparedness plan as specified in Paragraph 1.7 below.

12. Safety Data Sheets (SDS) for solvents, caustic stripping agents, paints, encapsulants, adhesives, detergents, and replacement materials, as necessary.

B. Contractor shall submit the following information on a daily basis during progression of the work or as requested:

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1. Copies of daily project site entry logbooks with information on worker and visitor access.

2. Logs documenting filter changes on respirators, HEPA vacuums, differential pressure air filtration devices, and other engineering controls.

C. Contractor shall submit the following close-out information following completion of the Project:

1. Any documentation listed in Paragraphs 1.3.A or 1.3.B above not collected during the Project.

1.4 QUALITY ASSURANCE
A. Qualifications:

1. Qualifications of Contractor (or Subcontractor as applicable):
(a) Work performed under this Section shall be by a single Contractor. (b) The Contractor shall have a minimum of five (5) years’ experience as an approved asbestos abatement contractor unless approved by the Engineer to have less than five (5) years’ experience. If requested, the Contractor shall provide the names and locations of 5 projects of similar size and scope that he has completed within the previous five years. (c) Contractor must hold a current and valid asbestos license issued by the California Contractor’s State Licensing Board (CSLB).
(d) Contractor must hold a current and valid Certificate of Registration for Asbestos-Related Work issued by the California Department of Industrial Relations, Division of Occupational Safety and Health (Cal/OSHA).
(e) Contractor must hold all insurance and bonds as required by other sections of this specification and maintain as valid and current for the duration of the project.

2. Qualifications of Asbestos Abatement Personnel:
(a) All work shall be completed utilizing fully qualified persons who are trained, experienced, and knowledgeable in the proper techniques and procedures for asbestos abatement activities covered by this Section. (b) Asbestos Workers: All workers performing asbestos related work shall be currently certified as AHERA asbestos workers.
(c) Asbestos in Construction Contractor Supervisor: The Contractor’s Supervisor shall be identified in writing and currently certified as an AHERA Asbestos Contractor Supervisor.

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1.5 NOTICES
A. Post a list containing the names, addresses, and telephone numbers of Contractor, and emergency medical services.

B. Additional postings shall include:

1. Visitor Entry and Exit Log.

2. Employee Daily Sign in Log.

3. Entry and Exit Procedures

1.6 SITE SECURITY
A. Access to the work areas shall be limited to authorized, trained and properly equipped personnel, including Contractor, Subcontractors, Contractor's employees, and regulatory agency inspectors.

B. Entry into the work area by unauthorized individuals shall be reported immediately.

C. Contractor shall be responsible for Project site security during abatement operations in order to protect work efforts and equipment.

1.7 EMERGENCY PLANNING
A. Emergency planning and procedures shall be developed by Contractor prior to abatement initiation.

B. Emergency procedures shall be in written form and prominently posted. Contractor shall ensure that all persons entering the work area read these procedures and understand the Project site layout, location of emergency exits and emergency procedures.

C. Emergency planning shall include considerations of fire, explosion, electrical hazards, slips, trips and falls, confined spaces, and heat related injury. Written procedures shall be developed and employee training in procedures shall be furnished by Contractor.

D. Employees shall be trained in evacuation procedures in the event of work place emergencies.

1. For minor injuries and illness, employees injured or otherwise incapacitated shall decontaminate following normal procedures with assistance from fellow workers, if necessary, before exiting the work area to obtain proper medical treatment.

2. For serious injury or illness, worker decontamination shall take least priority.

After stabilizing the injured worker, remove him from the work area and seek proper medical treatment.

3. Telephone numbers of all emergency response personnel shall be prominently posted in the clean and equipment rooms.

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PART 2 PRODUCTS

2.1 MATERIALS
A. Contractor must supply abatement materials and equipment that are undamaged, and in serviceable condition. Only materials and equipment that are recognized as being suitable for the intended use, by compliance with appropriate standards, will be utilized.

B. All plastic, spray-on strippable coatings and structural materials used shall be UL certified as fire retardant or non-combustible. SDS for fire retardant materials shall be made available upon request.

C. Polyethylene sheeting utilized for worker decontamination units and barriers shall be black in color and shall be a minimum of six mils thick.

D. For disposal of asbestos waste, Contractor shall furnish EPA and OSHA labeled 6- mil polyethylene disposal bags.

E. Stick-on hazardous waste labels as per EPA or Cal-OSHA regulations.

F. Contractor shall supply, and post warning signs as required by applicable Cal-OSHA regulations. Signs should be printed in English and Spanish.

G. All replacement materials shall be delivered in the original packages, containers, or bundles bearing the name of the manufacturer and brand name.

H. Damaged, deteriorating or previously used materials shall not be used and shall be removed from the Project site.

2.2 EQUIPMENT
A. General:

1. CONTRACTOR shall provide first aid supplies that comply with governing regulations, and recognized recommendations within the construction industry.

In addition, the Contractor Supervisor shall have current first aid training, including Cardiopulmonary Resuscitation (CPR).

2. Respirators shall be furnished to the abatement workers by CONTRACTOR.

The type of respirator to be furnished shall be determined by air sampling CCR Title 8, Sections 1529 and 1532.1. The respirators shall have been tested and approved by National Institute of Occupational Safety and Health (NIOSH) for use in contaminated atmospheres.

3. Full body disposable protective clothing, including head, body, and foot coverings shall be furnished to workers and visitors in sizes adequate to accommodate movement without tearing.

4. Additional safety equipment (e.g. hard hats meeting the requirements of ANSI Standard Z89.1-1997 or later, eye protection meeting the requirements of ANSI Standard Z87.1-1989, safety shoes meeting the requirements of ANSI Standard Z41.1-2005, disposable gloves), as necessary, shall be furnished to all workers and authorized visitors.

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5. Non-skid footwear shall be furnished to all abatement workers. Disposable clothing shall be adequately sealed to the footwear to prevent body contamination

6. Provide NIOSH-approved disposable respirator cartridges capable of filtering dusts, mists, and radionuclides.

B. Removal:

1. Filters on vacuums and exhaust equipment shall be HEPA filters and UL 586 labeled.

2. Sprayers are required with pumps capable of providing 500 pounds per square inch (PSI) at the nozzle tip at a flow rate of 2 gallons per minute for spraying amended water.

3. A sufficient supply of HEPA filtered vacuum cleaning systems shall be furnished during cleanup.

PART 3 EXECUTION

3.1 PREPARATION
A. General:

1. Secure the Work Area:
(a) Provide and maintain temporary partitions to prevent spread of dust, fumes, and odors.
(b) Demarcate the regulated work area, as required by OSHA regulation 29 CFR 1926.1101, by posting warning signs
(c) Provide labels affixed to all asbestos waste containers, as required by OSHA regulation 29 CFR 1926.1101
(d) Do not block, or reduce width, of egress to exits.
(e) Conduct operations with minimum interference to corridors, exits, and public thoroughfares.
(f) Path of travel for debris removal shall be maintained dust free and clean at all times.
(g) Water used during this project shall be collected and prevented from entering storm water drains.
(h) Eating, drinking, smoking, chewing tobacco or gum, or applying cosmetics is prohibited in the work area.

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3.2 PERFORMANCE
A. Clearing and Grubbing

1. The site of all open-cut excavations and areas to be cleared as indicated on the Plans shall be cleared and grubbed prior to excavation.

B. Piping Excavation

1. Contractor shall carefully excavate to locate buried ACP using methods that will not destroy the pipe and potentially make asbestos friable. Methods such as vacuum excavation, use of tools, or other means shall be chosen as appropriate.

2. Upon exposure, qualified personnel shall assess the pipe to determine if it might be in a condition that could contain friable asbestos.

3. Fully expose the portions of ACP to be removed.

4. Where possible, do not break pipe, fittings, or couplers. Breakage of couplings is preferred should no other viable option exist to remove pipe.

5. When pipe is removed, removed entire lengths of pipe to the next joint necessary to achieve the work. Except as noted on drawings r as directed by Engineer, only remove ACP necessary to accomplish the work.

6. Where bells exist on ACP that must be removed to connect CP to remain in service with new PVC pipe or ductile iron fittings, use a snap tool or least destructive method to leave a clean surface and minimize potential for release of friable material.

7. Upon removing asbestos-containing coupling, pipe, or other materials, immediately separate, place in appropriate double bag with 6-mil polyethylene sheeting to yield a total of at least 12-mil, the asbestos pipe in the trench or immediately when it comes out of the trench. Seal and label as required by EPA Regulation 40 CFR 61.150 (a)(1)(iv) or OSHA requirement 29 CFR 1926.1101(k)(8), and remove from site in a protected area.

8. City shall sign all manifests as generator of the waste.

C. Storage

1. Store all ACP and other asbestos-containing materials in accordance with all state and federal regulations.

2. Removed ACP shall be stored in a clearly-marked area protected from accidental breakage of the pipe with substantial barriers such as k-rail or within conex-type boxes.

D. Transport and Disposal

1. ACP shall be transported for disposal in accordance with all state and federal regulations. Transporting company shall have any required licenses and use appropriate equipment to load, transport, and dispose of ACP.

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2. Dispose of ACM at a California disposal facility operating under a RWQCB permit to accept asbestos waste. Notify the facility at least 5 business days before the delivery of ACM.
(a) Generate manifests at the time of transfer that include the name of the transporter, asbestos transporter license number, and the name of the permitted landfill where the AC pipe and ACM will be buried.

3. City shall sign each disposal manifest.

4. District will pay for all disposal “tipping fees” charged by landfill accepting the waste
(a) Provide all associated paperwork from the landfill within 48 working hours of disposal.

E. Field Quality Control

1. In addition to having appropriately trained personnel, Contractor at all times shall have a Competent Person for ACP on site whenever potential to encounter ACP exists.

F. Abandonment of AC Pipes

1. The Contractor is responsible for isolating any existing mains/laterals to remain in place by capping, plugging, and blocking as necessary. The opening of an abandoned AC pipe shall be blocked off by manually forcing cement grout or concrete into and around the openings in sufficient quantity to provide a permanent watertight seal. Abandonment of AC pipes are considered subsidiary to the work required and no direct payment will be made.

G. Decontamination

1. If required, the Contractor shall decontaminate equipment and personnel impacted by removal of asbestos contaminated particles. The Contractor will be responsible for proper decontamination of all materials which may have been contaminated. It is the responsibility of the Contractor to dispose of all incident residuals and materials used for decontamination in accordance with all regulations.
** END OF SECTION **

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Dempsey Road Waterline Replacement Project January 2025 No. 7118 -1- 31 11 00
SECTION 31 11 00

CLEARING AND GRUBBING
PART 1 GENERAL

1.1 WORK INCLUDED
A. Clearing and grubbing consists of furnishing transportation, labor, materials, and equipment to:

1. Remove and dispose of all rubbish, debris, and other objectionable material from within the limits of the project as specified.

2. Strip the entire area within the limits of work of trees, shrubs, weeds, and other vegetative growth of any nature, unless otherwise shown as Protect In Place, and disposal of same.

3. Grub the entire area within the limits of work of all roots and vegetative material to the full depth of the root system, and disposal of same.

4. Remove existing pavement markers, pavement markings, traffic lines, pavement legends and weeds along cracks, joints, and gutter lip.

5. Provide dust alleviation and control during the course of the work.

6. Comply with any required abandonment of system facilities, including cutting, capping and slurry filling of abandoned pipelines.

7. Provision of all materials, equipment and apparatus not specifically mentioned herein or noted on the plans, but which are obviously necessary to complete the work specified.

8. Comply with any required salvage of existing facilities.

B. Implementing measures to prevent air pollution during clearing, grubbing and during construction activities in accordance with Federal, State, and local regulations.

1.2 REFERENCES
A. State of California Department of Transportation Standard Specifications (SS):

B. California Air Resources Board, CARB 2003a. California Ambient Air Quality Standards PART 2 PRODUCTS
A. Water shall be available to the Contractor for dust control as specified herein. Dust suppressants other than water shall not be utilized.

B. Temporary fencing shall be heavy-duty, four (4) foot high orange plastic safety fencing as produced by Uline, Model No. S22226, or approved equal.

PART 3 EXECUTION

3.1 PERFORMANCE

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A. Clearing and grubbing shall be in accordance with all applicable state and local requirements.

B. Clearing

1. Remove and dispose of shrubs, brush, limbs, and other vegetative growth.

Remove all evidence of their presence from the surface, including sticks and branches greater than two (2) inches in diameter or thickness. Remove and dispose of trash piles, rubbish, and fencing.

2. Protect trees, shrubs, vegetative growth, and fencing not designated for removal.

C. Grubbing

1. Remove and dispose of wood or root matter below the ground surface remaining after clearing, including stumps, trunks, roots, or root systems greater than 2 inches in diameter or thickness, to a depth of 12 inches. Weed removal shall be accomplished by method(s) that result in complete removal of the weed. Method used must be approved by the Engineer. Surface and crack cleaning shall be accomplished by sweeping, and not by air blowers.

D. Stripping

1. Remove and dispose of all organic sod, topsoil, ash, grass and grass roots, and other structurally unsound material remaining after clearing and grubbing from the areas designated to be stripped. The site shall be stripped to such greater depth, as the Engineer or the project geotechnical engineer may consider necessary to remove materials that, in their opinion, are unsatisfactory. The stripped material shall either be removed from the site or stockpiled for reuse later as topsoil where approved by the Engineer, but none of the stripped material may be used for engineered fill.

2. Remove and dispose of all asphalt, aggregate, concrete and other inorganic materials within the limits of construction. Remove all evidence of their presence from the project site.

E. Trees and Shrubbery

1. Preserve all trees to the maximum extent possible except those that are specifically designated for removal on the Plans.

2. It is possible that existing trees, shrubbery, and other vegetative material are not shown on the Plans. Inspect the site to determine the nature, location, size, and extent of vegetative material to be removed or preserved, as specified herein. Coordinate with City Arborist to determine the necessary plan for protection or removal for all trees not shown on the Plans.

3. The Contractor shall be responsible for the placing, maintaining, and removal of any orange, temporary construction fencing as shown on the Plans or that may be necessary along the line of work or around all trees to preserve and protect all trees to the maximum extent possible and delineate the construction area.

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4. If work will be continued within one foot (1’) of any tree dripline, Contractor must contact City Arborist and continue work under their supervision which may include conducting only hand tool work within their driplines.

5. Contractor shall trim overhanging limbs that may be in conflict with trenching and other construction activities. Tree, roots, and bush pruning shall be performed by a certified arborist and in accordance with "Pruning Standards," published by the Western Chapter of the International Society of Arboriculture.

The certified arborist shall be approved in advance by the Engineer, and all pruning shall be done as directed by and in the presence of the City Arborist and Engineer. Tree limbs damaged by Contractor activities shall be trimmed by certified arborist as described above.

6. Where trees are removed, the soils loosened by the roots shall be over- excavated at least to the bottom of the disturbed zone and to the width of the equipment.

F. Spoil resulting from clearing, grubbing, and stripping operations shall be removed from the entire limits of work and properly disposed of by the Contractor. Materials resulting from clearing, grubbing, and stripping operations shall become the property of the Contractor, to be properly removed from the work site and disposed of from the project site in a lawful manner, at no additional expense to the contract.

G. Furnish, install, maintain, and operate necessary control measures and other equipment necessary to prevent dust. Temporary measures shall be to Contractor’s own design and Contractor shall be solely responsible for risks related to the management of dust control during construction.
**END OF SECTION**

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Dempsey Road Waterline Replacement Project January 2025 No. 7118 -1- 31 23 00
SECTION 31 23 00

EXCAVATION AND FILL
PART 1 GENERAL

1.1 SUMMARY
A. This section specifies all operations necessary to the excavation, loosening, filling, grading, hauling, compacting, removal, and control of earth, rock or other unspecified material for the construction of project facilities. This section also includes the quality assurance and placement requirements for all related backfill materials and their respective standards.

1.2 REFERENCES
A. The following documents are a part of this section insofar as they are specified and modified herein. In case of conflict between the requirements of this Section , and the following documents, the requirements of this section shall prevail.

Reference Title
California Test Method 217 Method of Test for Sand Equivalent ASTM C136 Method of Test for Sieve or Screen Analysis of Fine and Coarse Aggregates
ASTM D420 Standard Recommended Practice for Investigating and Sampling Soil and Rock for Construction Purposes
ASTM D1556 Method of Test for Density of Soil in Place by the Sand- Cone Method
ASTM D1557-12 Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft- lbf/ft3 (2,700 kN-m/m3))
ASTM D2049 Standard Test Method for Relative Density of Cohesionless Soils
ASTM D6938-17ae1 Standard Test Methods for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods
(Shallow Depth)
ASTM D2419 Standard Test Method for Sand Equivalent Value of Soils and Fine Aggregate
ASTM D4318 Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils
Caltrans 2023 Standard Specifications
B. The Contractor shall also utilize the City Standard Specifications for construction requirements not listed herein.

1.3 DEFINITIONS

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A. Compaction: The degree of compaction is specified as percent of relative compaction.

The relative compactions refer to the maximum relative densities of dry soil obtainable at optimum moisture content.
(a) In-place density of compacted materials determined in accordance with ASTM D 6938.
(b) Maximum density obtained in laboratory when tested in accordance with ASTM D 1557-12.

B. Excavation Slope: Excavation slope shall be defined as an inclined surface formed by removing material from below existing grade.

C. Embankment Slope: Embankment slope shall be defined as an inclined surface formed by placement of material above existing grade.

1.4 NOT USED

1.5 PERFORMANCE REQUIREMENTS
A. Where mud or other soft or unstable material is encountered, remove such material, and refill space with stabilization material approved for use by the Engineer.

B. The Contractor shall obtain acceptable import material from other sources if surplus or borrow materials obtained within project easements do not conform to specified requirements or are not sufficient in quantity.

C. No extra compensation will be made for hauling, fill materials, nor for water required for sufficient compaction.

1.6 SUBMITTALS
A. Submit current technical data for each type of material specified to prove compliance with the specifications in accordance with the requirements of Specification Section 01 33 00 – Submittal Procedures.

B. Contractor shall submit an excavation and backfill plan detailing hauling truck staging and routes, expected traffic impacts, proposed equipment and machinery, anticipated construction durations per section, temporary excavation stockpiling areas, and backfilling process. Excavation and backfilling plan shall be separate but consistent with statements provided in the Contractor’s shoring plan.

C. Mix Designs for all fill materials indicating referenced testing standards, gradations, Atterberg limits, specific gravity, sand equivalent, R-value, durability, moisture content.

D. Submit documentation related to Contractor’s proposed testing laboratory, capabilities, and equipment.

E. Submit certified test reports of all specified tests performed by the Contractor.

1. Test reports shall be signed and sealed by a registered Geotechnical Engineer who practices geotechnical engineering in the State of California.

1.7 QUALITY ASSURANCE

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A. All soils testing will be done by a testing laboratory of the City’s choice and expense except as otherwise noted.

B. The City’s Representative will take samples and perform tests for compliance with the specifications including Atterberg limits, specific gravity, sand equivalent, R-value, durability, moisture content, gradation, compaction, and density tests during placement of backfill materials to check compliance with these specifications.

C. The Contractor shall remove surface material at locations designated by the City’s Representative and provide such assistance as necessary for sampling and testing.

D. The City’s Representative may direct the Contractor to construct inspection trenches in compacted or consolidated backfill to determine that the Contractor has complied with these specifications.

E. The City will bear the costs for sampling and testing specified in this Paragraph. The Contractor shall pay costs associated with retesting due to the Contractor’s failure to comply with the specifications.

F. Sequencing and Scheduling

1. If necessary, stockpile excavated material in order to utilize it in separate locations. The Contractor shall not stockpile excavation spoils in an active roadway at any time during the project.

2. Perform excavation and backfilling in a manner that encourages drainage at all times.

PART 2 PRODUCTS

2.1 FILL MATERIALS
A. Water for earthwork compaction and dust control shall be imported, or from City approved water source.

B. Unless noted herein, fill materials shall be utilized in accordance with requirements shown on the Contract drawings and detailed in the City Standard Specifications.

Minimum trenching dimensions and elevations are reflected in the Contract documents.

C. The Contractor shall not repurpose excavation spoils at any time during the utility trench backfilling process unless otherwise approved by the Engineer of Record and designated as a select fill.

D. Classification of Excavated Materials:

1. Rock:
(a) Earth encountered during the course of excavation which is sufficiently hard to cause refusal to equipment specified below shall be deemed inexcavatable and therefore classified as ‘rock’. Earth deemed inexcavatable shall be removed by substantial means such as reciprocating hydraulic hammers and shall conform to this specification.

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(b) Refusal to be considered as the inability of the following equipment to excavate material as caused by the hardness of the earth: Tractor mounted excavator, with minimum operating weight of 85,000 lbs and using a single ripper tooth. Refusal shall be demonstrated to Engineer prior to earth being deemed inexcavatable and therefore defined as rock subject to this rock clause and unit price compensation. (c) All rock excavation shall be under one classification. This classification shall include solid ledge rock in its natural location that requires systematic quarrying or drilling, and also boulders that exceed 0.25 CY in volume.
(d) When rock is encountered, strip free of earth. After verification by a representative of the City and/or Engineer that the material encountered is rock (as defined above), employ an independent surveyor to determine rock quantities before removal operation begins. In computing the volumetric content of rock excavation for payment, the pay lines shall be taken as follows:
(1) For structures (including foundations, manholes wet well, emergency storage vaults, etc.): 24 Inches outside the exterior limits of foundations and from rock surface to 12 Inches below bottom of foundations or unless otherwise noted in the project Geotechnical Report.
(2) For piping and utilities: A width 24 Inches wider than the outside diameter of the pipe or conduit and from rock surface to 12 Inches below bottom exterior surface of the pipe or conduit. (3) Rock removed for benching, sloping excavations and other activities that are subject to the Contractor’s means and methods shall not be included in the pay quantity.
(e) Hydraulic Hammer: Hydraulic hammering or alternative means approved by the Engineer shall be employed where refusal has been demonstrated and normal excavation procedures are not feasible. (f) Remove and handle excavated materials regardless of its type, character, composition, condition, or depth.
(g) Blasting shall only be allowed under specified circumstances and performed in a method that limits the amount of public impacts. All blasting activities shall be under the discretion of the Engineer, City and City representatives. The contractor shall bear the responsibility for obtaining all required permits and notifications associated with any blasting activities.

E. Pipe Bedding, Initial Backfill, and Trench Backfill for Utilities:

1. Trench Backfill, Initial Backfill, and Pipe Bedding materials shall be in accordance with City Standard Details 220 and 222 unless otherwise Approved by the Engineer. The Pipe Bedding, Initial Backfill, and Trench Backfill sections for utilities and pipelines shall be defined as indicated on the plans.

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F. Pervious Backfill Material

1. Material shall be in accordance with the following gradation requirements, or as defined in the latest Caltrans Standard Specification edition.

Sieve Size Percentage
Passing
2” 100
No. 50 0-100
No. 100 0-8
No. 200 0-4
PART 3 EXECUTION

3.1 GENERAL
A. Overexcavation

1. At the direction of the City’s Representative: Where the undisturbed condition of natural soils is inadequate for support of planned construction, the City’s Representative will direct the Contractor to overexcavate to adequate supporting soils. The excavated space shall be backfilled and compacted to the specified elevation with Pervious Backfill Material, wrapped in filter fabric.

2. Due to Contractor’s Operations: Should the excavation be carried below the lines and grades specified on the drawings or should the bottom of the excavation be disturbed because of the Contractor's operations and require overexcavation and backfill, the Contractor shall backfill such excavated space with a compacted material in accordance with fill requirements of this Section.

Backfill and compaction shall be at Contractor's expense.

B. Removal of Obstructions

1. The Contractor shall remove all brush, trees, logs, stumps, roots, heavy sods, heavy growth of grass, all decayed vegetative matter, fences, and all structures where the proper construction and completion of the Work require their removal. The Contractor shall also remove all rocks, stones, broken concrete and pavement, debris and all obstructions of whatsoever kind or character, whether natural or artificial, encountered in the Work.

2. Material that is removed as hereinbefore specified, and is not to be incorporated in the Work, shall be properly disposed of off the site.

C. Surplus Material

1. Unless otherwise specified, surplus excavated material shall be disposed of in accordance with applicable ordinances and environmental requirements.

2. No excavated material shall be deposited on private property unless written permission from the City thereof is secured by the Contractor. Before the City will accept the work as being completed, the Contractor shall file a written

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release signed by all property owners with whom the Contractor has entered into agreements for disposal of excess excavated material absolving the City from any liability connected therewith.

3. The Contractor shall satisfy himself that there is sufficient material available for the completion of the required earthwork before disposing of any material inside or outside the site. The Contractor shall replace shortage of material, caused by premature disposal of any material by the Contractor.

4. Material shall not be stockpiled to a depth greater than five (5) feet above finished grade within 25 feet of any excavation or structure except for those areas designated to be preconsolidated. For these areas, the depth of stockpiled material shall be as specified. The Contractor shall maintain stability of the soil adjacent to any excavation.

D. Hauling

1. When hauling is done over highways and/or private streets, the loads shall be trimmed and the vehicle shelf areas shall be cleaned after each loading. The loads shall be watered after trimming to eliminate dust.

E. Control of Erosion

1. The Contractor shall maintain earthwork surface true and smooth and protected from erosion. Where erosion occurs, the Contractor shall provide fill or shall excavate as necessary to return earthwork surfaces to the grade and finish specified.

3.2 NOT USED

3.3 EXCAVATION AND BACKFILL FOR PIPELINES AND CONDUITS
A. Trench Excavation

1. General Requirements:
(a) Unless otherwise specified or indicated, excavation for pipelines and conduits shall be open cut. Trenching machines may be used except where their use will result in damage to existing facilities. (b) Where, in the opinion of the City’s Representative, the undisturbed condition of the natural soils below the excavation grades indicated or specified is inadequate for the support of the planned pipeline, the City’s Representative will direct the Contractor to overexcavate to adequate supporting soils and backfill the excavated space to the proper elevation. The bottom of the trench excavation shall be firm and dry. (c) The trench may be excavated by machinery to the grade indicated on the Drawings provided that the soil material remaining in the bottom of the trench is no more than slightly disturbed.
(d) Open Trench:

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(1) Trench Excavation shall proceed in advance of pipe installation only so far as can be backfilled the same day.
(2) Trench Stability:

1. Where necessary to prevent caving, trench excavations in unstable soils shall be adequately supported with steel sheeting or trench boxes. Before sheeting is withdrawn, or trench boxes moved forward, they shall be raised, in place, just above the pipe crown to safely allow the
constructor to completely fill any voids left in the pipe zone.

B. Grading of Pipe Trench Bedding:

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

2. Depressions for joints, other than bell-and-spigot:
(a) Make in accordance with recommendations of joint manufacturer for particular joint used.

C. Initial Backfill & Pipe Bedding

1. After the pipe has been properly installed on the consolidated bedding and inspected, initial backfill shall be placed around the pipe to a depth over the pipe as shown in the Drawings. The backfill material shall be placed in horizontal layers and compacted by power-operated tampers, rollers, or vibratory equipment. Jetting of bedding or initial backfill is not allowed.

2. After the pipe is laid, place bedding and backfill material in lifts:
(a) First Lift: Place and compact the bedding material in a single lift, even with the spring line of the pipe.
(b) Subsequent Lifts: Place and compact bedding material in lifts not exceeding eight (8) inches in uncompacted depth.
(c) Each layer shall be compacted to the specified relative compaction prior to placing subsequent layers. The thickness of the loose layer may be increased when in-place compaction tests satisfactory to the City’s Representative show that the specified relative compaction can be obtained. No further backfilling will be permitted until the City’s Representative has accepted the initial backfill.

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D. Trench Backfill

1. Above the level of pipe bedding and initial backfill, the trench shall be filled with material as specified unless otherwise indicated on the Drawings. The backfill material shall be placed in horizontal layers and shall have a moisture content such that the required degree of compaction may be obtained. Each layer shall be compacted by power-operated tampers, rollers or other suitable equipment.

Each layer shall be compacted to the specified relative compaction prior to placing subsequent layers.

3.4 FIELD QUALITY CONTROL
A. Confirmation tests:

1. Contractor's responsibilities:
(a) Accomplish specified compaction of trench backfill. (b) Control operations by confirmation tests to verify and confirm that compaction work complies, and is complying at all times, with requirements specified in this Section concerning compaction, control, and testing.
(c) Qualifications of Contractor's testing laboratory: Acceptable to Engineer.

Provide lab certification.
(d) Copies of confirmation test reports: Submit promptly to the Engineer.

2. Frequency of confirmation testing:
(a) Perform testing not less than as follows:
(1) For trenches: At each test location include tests for each type or class of backfill from bedding to finish grade.
(2) For each valve replacement site: At least one test per two lifts B. Compliance tests:

1. Frequency of testing: Periodic compliance tests will be made by the Engineer to verify that compaction is meeting requirements previously specified.

2. If compaction fails to meet specified requirements: Perform remedial work by one of the following methods:
(a) Remove and replace backfill at proper density.
(b) Bring density up to specified level by other means acceptable to the Engineer.

C. Retesting:

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1. Costs of retesting: Contractor is responsible for the costs of retesting required to confirm and verify that remedial work has brought compaction within specified requirements.

2. Contractor's confirmation tests during performance of remedial work:
(a) Performance: Perform tests in manner acceptable to the Engineer. (b) Frequency: Double amount specified for initial confirmation tests. ** END OF SECTION **

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SECTION 31 23 19

DEWATERING
PART 1 GENERAL

1.1 SUMMARY
A. Scope: The work of this Section includes dewatering necessary to lower and control groundwater levels and hydrostatic pressures to permit excavation and construction to be performed properly under dry conditions.

B. Contractors Responsibility: Dewatering operations shall be adequate to assure the integrity of the finished project. The responsibility for conducting the dewatering operation in a manner that will protect adjacent structures and facilities rests solely with the Contractor. The cost of repairing any damage to adjacent structures and restoration of facilities shall be the responsibility of the Contractor. Contractor shall secure all necessary permits to complete the requirements of this Section of the Specifications.

1.2 REFERENCES
A. Work shall be performed in accordance with the City Standard Construction Specifications Section W – Standard Specifications for Water Mains and Services.

1.3 SUBMITTALS
A. The following shall be submitted in compliance with Section 01 33 00 – Submittal Procedures:

1. Prior to commencement of excavation, a detailed plan and schedule for dewatering activities of excavations.

2. Demonstration of proposed dewatering system and verification that adequate personnel, materials and equipment are readily available for all dewatering activities.

3. Copy of any permit or discharge requirements.

4. Compliance with SWPPP requirements.

1.4 CONTROL AND OBSERVATION
A. Adequate control shall be maintained to ensure that the stability of excavated and constructed slopes are not adversely affected by water, that erosion is controlled and that flooding of excavation or damage to structures do not occur.

B. It shall be the sole responsibility of the Contractor to control the rate and effect of the dewatering in such a manner as to avoid all objectionable settlement and subsidence.

C. Where critical structures or facilities exist immediately adjacent to areas of proposed dewatering, reference points shall be established and observed at frequent intervals to detect any settlement that may develop.

D. A daily report shall be maintained. The following shall be recorded:

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1. Elevation of ground water and piezometric water levels in observation wells (if any).

2. Change in elevation of reference points established.

PART 2 PRODUCTS

2.1 EQUIPMENT
A. Dewatering system shall include well points, sump pumps, temporary pipelines for water disposal, rock or gravel placement, and other means including standby pumping equipment maintained on the job site continuously.

PART 3 EXECUTION

3.1 GENERAL REQUIREMENTS
A. An adequate dewatering system shall be maintained to lower and control the groundwater to permit excavation, construction of structures, placement of piping, and placement of fill materials to be performed under dry conditions.

B. Sufficient dewatering equipment shall be installed to predrain the water-bearing strata below the bottom of foundations, drains, sewers, pipelines and other excavations.

C. The Contractor shall maintain the water level below the bottom of excavation in all work areas where groundwater occurs during excavation construction, backfilling, and up to acceptance.

D. The hydrostatic head in water-bearing strata below foundations, drains, sewers, pipelines and other excavations shall be reduced to ensure that the water level and piezometric water levels are below the excavation surface at all times.

1. The piezometric water level shall be maintained a minimum of 3-feet below the excavation surface all times.

E. The dewatering system shall be placed into operation prior to excavation below ground water level to lower the ground water level and shall be operated continuously 24 hours a day, 7 days a week until drains, sewers, pipelines and structures have been constructed and leak tested and fill materials have been placed and dewatering is no longer required.

F. The site shall be graded to facilitate drainage. Surface runoff shall be diverted from excavations. Water entering the excavation from surface runoff shall be collected in shallow ditches around the perimeter of the excavation, drained to sumps, and be pumped or drained by gravity away from the excavation.

G. Dewatering shall at all times be conducted in such a manner as to preserve the undisturbed bearing capacity of the subgrade soils at proposed bottom of excavation.

H. If foundation soils are disturbed or loosened by the upward seepage of water or an uncontrolled flow of water, the affected areas shall be excavated and replaced with drain rock at no additional cost to the City.

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I. Flotation shall be prevented by the Contractor by maintaining a positive and continuous removal of water. The Contractor shall be fully responsible and liable for all damages which may result from failure to adequately keep excavations dewatered.

J. If well points or wells are used, they shall be adequately spaced to provide the necessary dewatering and shall be sandpacked and/or other means shall be used to prevent pumping of fine sands or silts from the subsurface. A continual check shall be maintained to ensure that the subsurface soil is not being removed by the dewatering operation.

K. Water and debris shall be disposed of in a suitable manner in compliance with local and State regulations and without damage to adjacent property. No water shall be drained into the installed or under construction facilities. Water shall be filtered to remove sand and fine-sized soil particles and further treated if required by regulatory agencies before disposal into any drainage system
L. Necessary permits for disposal of water, if applicable, shall be obtained by the Contractor from the appropriate regulatory agencies.

M. The release of groundwater to its original level shall be performed in such manner to prevent disturbance of natural foundation soils, prevent disturbance of compacted backfill and prevent flotation or movement of structures, pipelines, and sewers.

N. Dewatering of trenches and other excavations shall be considered as incidental to the construction of the Work and all costs thereof shall be included in the various contract prices in the Bid Forms, unless a separate bid item has been established for dewatering.

O. Contractor shall comply with all discharge permit and SWPPP requirements. ** END OF SECTION **

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SECTION 31 41 00

SHORING
PART 1 GENERAL

1.1 SCOPE
A. This Section provides specifications for sheeting, shoring, bracing, or other excavation supports.

1.2 REFERENCES
A. This section references the following documents. They are part of this section as specified and modified. In case of conflict between the requirements of this section and those of the listed documents, the most stringent requirement shall prevail.

Reference Title
ASCE Guidelines of Engineering Practice and Tied Back Excavations Caltrans Caltrans California Trenching and Shoring Manual OSHA Occupation Safety and Health Act, US Department of Health CAL OSHA State of California Construction Safety Orders – California State Labor Code
CCR California Code of Regulations – Title 8
CLC California Labor Code – Sections 6705 to 6707
NAVFAC Department of the Navy Naval Facilities Engineering Command USS United States Steel Corp – Steel Sheet Piling Design Manual

1.3 DEFINITIONS
A. Shoring: A temporary structural system designed to support vertical faces, or nearly vertical faces, of soil or rock for purposes of excavation. Shoring includes cantilevered sheet piling, internally braced sheet piling, slurry walls, soldier piles and lagging, trench plates and vertical shoring, slide rail, and other similar shoring systems. Sloping (Benching) of the soil is not considered shoring as described herein however, sloping (benching) is considered an appropriate means of constructing a safe trench and may be considered for the use of project excavation.

B. Shielding: A temporary structural system designed to protect workers from trench failure. A shield is not considered to be a temporary structural system designed to support vertical trench faces, or nearly vertical faces, of soil or rock for purposes of excavation and maintain trench wall consolidation. A shield may be used in conjunction with an active shoring system but shall not be substituted as an or equal.

1.4 QUALITY ASSURANCE
A. Protection and Trench Safety

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1. Pursuant to Section 6705 of the State Labor Code, all open excavations greater than 5 feet in depth shall be constructed with bracing, sheeting, shoring, or other equivalent method designed for the protection of life and limb.

2. The trench excavation and support system shall comply in all respects with the requirements of Article 6 of the Construction Safety Orders of the Division of Industrial Safety.

3. The Contractor's attention is directed to the provisions of Subarticle 1540 (4), Article 6 of the California Construction Safety Orders for alternative shoring and sloping system. It shall be the Contractor's responsibility to provide the additional strength required to support the sides of the excavation against loads which may exceed those employed to derive the criteria set forth in the Industrial Safety Orders.

4. The Contractor shall submit to the City’s Representative a detailed plan showing the design of sheeting, shoring, bracing, or other provisions to be made for worker protection from the hazard of caving ground during the excavation of such trench or trenches. The plan shall be prepared and stamped by a California registered Civil Engineer.

5. It shall be understood that the above-stipulated requirements are the minimum to be provided. The Contractor shall be solely responsible for all liabilities that may arise from the Contractor’s failure to provide adequate shoring, bracing or sheeting as necessary to support the excavation under any or all of the conditions of loading which may exist, or which may arise during the construction of the project.

B. Excavation for structures

1. All excavations shall be properly shored, sheeted and braced to prevent shifting of material, to prevent damage to structures or other work, and to avoid delay to the Work, all in accordance with applicable safety and health regulations.

2. Before starting excavation for structures, the Contractor shall submit, for record purposes, complete design calculations and working drawings of proposed sheeting and bracing arrangements which have been prepared, signed and sealed by a California registered Civil Engineer. Shoring system means and methods are the sole responsibility of the Contractor however, the proposed shoring system shall be applicable to working excavation conditions, existing soils, groundwater tables, and required constructability. The shoring system should be consistent with recommendations provided by the Geotechnical Engineer. If the Inspector or City’s representative determines that the Contractor’s shoring system means and methods are producing an unsafe environment or do not adequately account for the existing work environment, the Inspector may shut down construction until the shoring system is deemed safe by a licensed Civil Engineer.

3. Bracing shall be arranged so as not to place any strain on portions of completed work until the general construction has proceeded far enough to provide ample strength. If the City’s Representative is of the opinion that, at any point, the sheeting or supports are inadequate or unsuited for the purpose, the City’s Representative may order the Contractor to resubmit design

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calculations and working drawings for that point, taking into consideration the observed field conditions.

4. If the new calculations show the need for additional sheeting and bracing, the Contractor shall immediately install facilities necessary to meet or exceed identified requirements.

5. The sole responsibility for the design, methods of installation, and adequacy of the sheeting and supports shall be and shall remain that of the Contractor.

6. The working drawings for shoring, sheeting and bracing will not be checked by the City’s Representative.

C. Submittals

1. The following shall be submitted in compliance with Specification Section 01 33 00 – Submittal Procedures.

2. Trench Support Shop Drawings and Calculations:
(a) In accordance with the requirements of Section 6705 of the Labor Code of the State of California, the Contractor shall submit detailed drawings and supporting calculations to the City’s Representative before excavation, showing the design of sheeting, shoring, bracing, or other provisions to be made for worker protection from the hazard of caving ground during the excavation of any trench or trenches 5 feet or more in depth.
(1) Where such drawings vary from excavation support standards set forth in California Code of Regulations Title 8 - Construction Safety Orders, submit design calculations pursuant to general engineering design practice.
(2) Provide means for safe and stable excavations that are not less effective than required in CCR Title 8 - Construction Safety Orders.
(3) For excavations other than trenches, submit, in advance of excavation work, design calculations as performed pursuant to general engineering design practice, as specified in this Section, and detail drawing showing means for safe and stable
excavations. In design calculations and detail drawing, cover, as a minimum:

1. Excavations adjacent to structures and other
improvements, and

2. Excavations 5 feet or more in depth, or less than five (5) feet in depth when there is potential for cave-in, at other locations.
(b) The Contractor’s Sheeting, Shoring and Bracing design submittal shall include the following items:

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(1) Provide calculations for the different load, support, and other conditions that occur during the sequence of installation of shoring, construction of facilities protected by the shoring, and sequence of removal of shoring. Provide design calculations that clearly disclose assumptions made, criteria followed, and stress values used for the materials being used.
(2) Provide sketches showing the condition at various stages of installation and removal of shoring.
(3) Show structures, pipelines, and other improvements located near the shoring, and the shoring on a plan.
(4) When utilities penetrate the shoring, submit an elevation of all sides of the shoring showing the locations of the penetrations.

Submit details on ground support and sealing around utility penetrations.
(c) The design shall be signed and stamped by a California registered Professional Civil Engineer. The drawings and calculations will be for record purposes only and will not be checked by the City’s Representative. Responsible charge of the submitted sheeting, shoring and bracing drawings and calculations will remain under the sole responsibility of the California registered Professional Civil Engineer of record whom signed and stamped the sheeting, shoring, and bracing design.
(d) The sheeting, shoring and bracing design shall take the geotechnical data, soil characteristics, and sheeting, shoring, and bracing recommendations into consideration reported in the project specific geotechnical report. Please note discrepancies between the submitted design and recommendations listed in the geotechnical report. (e) In accordance with the requirements of CalTrans Standard Specifications, protective plans not requiring a signature shall be submitted at least 5 days before the Contractor intends to begin excavation. If the protective plan requires a signature, the plan shall be submitted at least 20 days before the Contractor intends to begin excavation.
(f) Detailed Sequence of Installation and Removal of Shoring:
(1) Consider effects of ground settlement in the sequence of installation and removal of shoring.
(2) Provide individual drawings/details illustrating the conditions at various stages in the sequence of installation and removal of shoring.

3. Certification
(a) The minimum required protection will be that described in the Cal/OSHA Construction Safety Orders of the California Division of Industrial Safety.

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(b) If the Contractor presents excavation plans that vary from the shoring system standards established by the Construction Safety Orders, the Plans shall be prepared, stamped, and signed by a California registered Civil Engineer.

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

B. Submit submittals a minimum of twenty (20) days prior to the scheduled date to begin excavation work.

C. The Contractor shall sequence the installation and removal of the shoring system in strict accordance with the signed and stamped Sheeting, Shoring, and Bracing design.

In soils deemed unstable, the Contractor shall only construct trenching that can be open and closed in one (1) business day. The Contractor shall coordinate closely with the geotechnical engineer to determine the quality of existing soils and the potential for allowing open cut trenches to remain un-backfilled for multiple days.

PART 2 PRODUCTS (NOT USED)
PART 3 EXECUTION

3.1 GENERAL
A. The design, planning, installation and removal of all lagging, sheeting, shoring, sheet piling, and bracing shall be accomplished in such a manner as to maintain the undisturbed state of the soils adjacent to the trench and at and below the excavation bottom.

B. The use of horizontal strutting below the barrel of a pipe or the use of a pipe as a support will not be permitted.

C. Sheet piling and timbers in trench excavations shall be withdrawn in a manner so as to prevent subsequent settlement of the pipe or additional backfill loadings that might overload the pipe.

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

E. In the event of an unknown utility line or obstruction is encountered during trenching activities, the contractor shall discontinue construction progress and notify the Engineer. The Contractor will coordinate with the Civil Engineer of record responsible for the Sheeting, Shoring, and Bracing design and adjust the shoring system design as necessary to accommodate the avoidance of the existing.

F. Installation and Removal

1. The Contractor shall select a shoring system and method of removal which will minimize soil that sticks to shoring from creating large voids and causing settlement. To prevent settlement caused by pulling shoring, the Contractor

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shall fill voids with sand, pea gravel, pressure inject grout or an approved controlled density fill.

3.2 PERFORMANCE REQUIREMENTS:

A. General:

1. Support faces of excavations and protect structures and improvements in vicinity of excavations from damage and loss of function due to settlement or movement of soils, alterations in ground water level caused by such excavations, and related operations.

2. Herein Specified Provisions:
(a) Complement, but do not substitute or diminish, obligations of Contractor for the furnishing of a safe place of work pursuant to provisions of the Occupational Safety and Health Act of 1970 and its subsequent amendments and regulations and for protection of the Work, structures, and other improvements.
(b) Represent minimum requirement for:
(1) Number and types of means needed to maintain soil stability. (2) Strength of such required means.
(3) Methods and frequency of maintenance and observation of means used for maintaining soil stability.

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

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

D. Provide Shoring:

1. Where, as result of excavation work and analysis performed pursuant to general engineering design practice, as defined in this Section:
(a) Excavated face or surrounding soil mass may be subject to slides, caving, or other types of failures.
(b) Stability and integrity of structures and other improvements may be compromised by settlement or movement of soils, or changes in soil load on structures and other improvements.

2. For trenches five (5) feet and deeper.

3. For trenches less than five (5) feet in depth, when there is a potential for cave- in.

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4. Where indicated on the Drawings.

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

3.3 DESIGN
A. General

1. Design means for safe and stable excavations in accordance with general engineering design practice.

2. Design steel members in accordance with CBC (most recent edition) and the AISC Manual of Steel Design.

3. Design shoring involving materials other than steel in accordance with CBC (most recent edition).

4. Perform design in accordance with soil characteristics and design recommendations contained in the project geotechnical report referenced in Section 02 22 13, Movement and Vibration Assessment and provided in Appendix A.

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5. When electing to design with material stresses for temporary construction higher than allowable stresses prescribed in the Manual of Steel Construction and the applicable building codes, increase in such stresses shall not exceed ten (10) percent of value of prescribed stresses.

6. Minimum safety factor used for design shall not be less than 1.5.

7. The calculated minimum depth of penetration of shoring below the bottom of the excavation shall be increased not less than 30 percent if the full value of passive pressure is used in the design.

8. The maximum height of cantilever shoring above the bottom of excavation shall not exceed fifteen (15) feet. Use braced shoring when the height of shoring above the bottom of excavation exceeds fifteen (15) feet.

9. The location of the point of fixity for shoring shall not be less than half the calculated minimum embedment depth below the bottom of the excavation.

10. Generally acceptable references for the design of shoring and excavations are as follows:
(a) Caltrans California Trenching and Shoring Manual.
(b) NAVFAC Design Manual 7.2 - Foundations and Earth Design. (c) NAVFAC Design Manual 7.3 - Soil Dynamics Deep Stabilization and Special Geotechnical Construction.
(d) USS Steel Sheet Piling Design Manual.
(e) Guidelines of Engineering Practice for Braced and Tied-Back Excavations published by American Society of Civil Engineers.

B. Shoring design shall be performed by a Shoring Design Engineer meeting the following qualifications:

1. Shall be registered as a civil or structural engineer in the State of California.

2. Shall have not less than 5 years experience in the design of shoring.

3. The shoring design firm shall obtain errors and omissions insurance for the Project for an amount of not less than $500,000.

C. Soldier Piles and Lagging:

1. Provide lagging over the full face of the excavation. Joints between pieces of lagging shall be tight to prevent loss of soil.

2. Provide full face lagging all around penetrations through the lagging.

3. If the soldier piles are installed in predrilled holes, the predrilled holes shall be filled with controlled density backfill after the soldier piles are installed.

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4. The effective width of driven soldier piles for passive soil resistance shall not exceed 2 times the width of the pile. The effective width of concrete encased soldier piles for passive soil resistance shall not exceed two (2) times the width of the concrete encasement.

5. Fill voids behind lagging with gravel or other material acceptable to the Engineer.

6. Apply loads from tie back soil, rock, or deadman anchors concentrically to soldier piles or wales spanning between soldier piles. Wales shall be back-to- back double channels or other members acceptable to the Engineer.

Eccentrically loaded with section soldier piles or wales are not acceptable.

7. Design soldier piles for downward loads including vertical loads from tie back anchors.

D. Soil Anchors, Rock Anchors, and Deadmen Anchors:

1. Design tie back anchors for a safety factor of not less than two (2) times the calculated load from the shoring.

2. Proof load all production anchors to not less than 125 percent of the calculated load from the shoring. Lock off anchors at the calculated anchor load.

3. The length of soil anchors used to calculate resistance to load from the shoring, shall not include any length within the potential active pressure soil failure zone behind the face of shoring.

4. Design tie rods for anchors for 130 percent of the calculated load from the shoring.

5. Design tie rods for anchors for 150 percent of the calculated load from the shoring when tie rod couplers are used and for other conditions where stress concentrations can develop.

E. Steel Plating and Vertical Shoring

1. Steel plating shall be required for all excavations greater than 5-feet in depth.

2. Steel plates utilized for the design shall be nonskid finishes. (a) If excavations are to be left open for five (5) days or less, steel plates may be placed over the excavation.
(b) In existing AC Pavement, the Contractor shall place cold mix Asphalt “Cutback” around the perimeter of the plates for a smooth transition. If the excavation will be left open longer than five (5) days, the Contractor shall saw cut/grind a key into edges of the pavement around the perimeter of the excavation to support the plates.
(1) These keys shall be cut/ground to a depth equal to the thickness of the plates used to span the excavation.

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3. Hydraulic Vertical shores may be Aluminum and shall be sized in accordance with the horizontal loading calculated in the Sheeting, Shoring and Bracing system design.

4. When excavating in less stable soils requiring close or intermittent sheeting, the Contractor may utilize an Aluminum Waler & Hydraulic Shore System for trench wall support.

3.4 SEQUENCING
A. The Contractor shall not start excavation until the trench support drawings have been returned to the Contractor.

B. When the construction sequence of structures requires the transfer of bracing to the completed portions of any structure, the Contractor shall secure the written acceptance of the City’s Representative prior to the installation of such bracing. ** END OF SECTION **

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SECTION 32 12 16

ASPHALT PAVING
PART 1 GENERAL

1.1 SUMMARY
A. This section provides specifications for asphalt concrete pavement for prepared subgrade or aggregate base course.

1.2 REFERENCES
A. State of California Department of Transportation Standard Specifications, latest edition (Caltrans Standard Specifications)
B. Caltrans Standard Test Methods:

1. Calif Test 202 - Sieve Analysis of Fine and Coarse Aggregates.

2. Calif Test 304 - Preparation of Bituminous Mixtures for Testing.

3. Calif Test 362 - Determining Asphalt Content in Bituminous Mixtures by Vacuum Extraction.

4. Calif Test 375 - Determining the In-Place Density and Relative Compaction of AC Pavement.

5. Calif Test 379 - Determining Asphalt Content in Bituminous Mixtures (Troxler Nuclear Gauge Model 3241).

C. ASTM International (ASTM):

1. D 1557-12 - Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3))

2. D 1561 - Standard Practice for Preparation of Bituminous Mixture Test Specimens by Means of California Kneading Compactor.

1.3 SUBMITTALS
A. Contractor shall submit product data showing that all paving materials conform to the requirements of this section, Caltrans Standard Specifications & Drawings and applicable requirements set forth in the City Standard Specifications & Drawings.

B. Submittals shall be in accordance with Specification Section 01 33 00 – Submittal Procedures.

C. Contractor shall submit the following information for review and approval by the Engineer:

1. Mix Design as described in Section 39-2.01A(3)(b).

2. Shop Drawings.

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3. Product Data of proposed Materials:
(a) Aggregate Base
(b) Asphalt Binder

4. Contractor shall submit copies of Quality Control testing laboratory reports verifying that the aggregate material conforms to the specified gradations or characteristics.

5. Certificates of Compliance and Competence by the Contractor performing the work.

D. Delivery & Storage

1. Asphalt pavement delivery:
(a) Transport the mixture from the mixing plant to the point of use in vehicles having tight bodies previously cleaned of all foreign materials. (b) Treat bodies as necessary to prevent material from sticking to the bodies.
(c) Cover each load with canvas or other suitable material of sufficient size and thickness to protect the asphalt mixture from the weather.

E. Project Conditions

1. Environmental requirements:
(a) Asphalt concrete:
(1) Place asphalt concrete only when surface is dry, when atmospheric temperature in the shade is 40 degrees Fahrenheit and rising, or above 50 degrees Fahrenheit if falling.
(2) Do not place asphalt concrete when weather is foggy or rainy nor when base on which material is to be placed is in wet or frozen conditions or when, in the opinion of the Engineer, weather conditions will prevent proper handling, finishing, compaction of the mixtures.

PART 2 PRODUCTS

2.1 ASPHALT CONCRETE MATERIALS
A. All materials shall be in conformance with the following requirements of the latest Caltrans Standard Specification:

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Material Requirements
Asphalt Aggregate Section 39-2.02B(4), 3/4-inch Aggregate as specified in 39-2.02B(4)(b)
Asphalt Concrete Section 39-2.02B(2), Type A Hot Mixed Asphalt (HMA)
Asphalt Binder Section 92, PG 64-10
Tack coat Asphalt Binder specified herein
B. A minimum of 6 inches of aggregate base or as shown on the Drawings, whichever is thicker, will be placed below all new asphalt paving.

2.2 EQUIPMENT
A. Spreading and compacting equipment shall comply with Section 39-2.01C(2) B. Tack Coat Application Equipment shall comply with Section 37-1.03B PART 3 EXECUTION

3.1 EXAMINATION
A. Verification of conditions: Verify surfaces and site conditions are ready to receive work.

If unsatisfactory conditions exist, do not commence installation until such conditions have been corrected. Beginning application means acceptance of existing conditions.

3.2 PREPARATION
A. Protection

1. Protect concrete pavements and walks, curbs and bases, and other improvements adjacent to the operations with suitable materials.

2. Building and other surfaces shall be covered with paper or other protection, when required.

3. Contractor shall be responsible for any damage caused by Contractor’s employees. All damage caused by the Contractor’s operations shall be repaired to the satisfaction of the Engineer at no additional cost to City.

B. Asphalt Concrete Removal

1. All asphalt concrete pavement surface that has been removed, broken or damaged shall be completely re-paved in accordance with the requirements stated herein unless otherwise noted in the Contract Documents.

2. Existing pavement shall be saw cut and removed clean in accordance with City Standard Specifications & Drawings, and Caltrans Standard Specifications. The Contractor shall coordinate with the Engineer to determine the full extent of pavement restoration/removal.

3. All asphalt paving shall be cut to a neat, straight line and the exposed edge shall be tacked with emulsion prior to paving. The exposed base material shall

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be graded, recompacted, and resealed prior to paving. Reference the Contract Drawings or City Standard Specifications & Drawings for compaction requirements.

4. Removed asphalt shall be disposed from the work site at the Contractor’s expense. Removed asphalt shall not be used as backfill material on-site.

5. Reclaimed asphalt material may be used on the Work site only with written approval from the City’s Representative/Engineer. Reclaimed asphalt is asphalt that has been removed with a “grinding machine” and mixed with aggregate material to meet pre-approved requirements.

C. Preparation of Subgrade

1. Subgrade shall be prepared in accordance with the Contract Drawings.

2. Shape subgrade to line, grade, and cross section shown in the drawings.

3. Scarify subgrade to 6 inches depth below the finished subgrade elevation.

Compact to 95 percent relative compaction.

4. Immediately prior to applying tack coat, or immediately prior to placing the asphalt pavement when tack coat is not required, the subgrade to receive asphalt pavement shall conform to the compaction requirement and elevation tolerances specified for the material involved and shall be cleaned to remove any loose or extraneous material.

5. If the asphalt pavement is placed on an existing base or pavement which was not constructed as part of the contract, the Contractor shall clean the surface by sweeping, flushing, or other means to remove all loose particles of paving, all dirt and all other extraneous material immediately before applying the tack coat.

6. The finished subgrade shall be within a tolerance of 0.05 of a foot of the grade and cross section shown and shall be smooth and free from irregularities and at the specified relative compaction.

D. Placement of Aggregate Base Course

1. Place aggregate base course to a minimum thickness as shown on the Contract Drawings. Compact to 95% relative compaction and install in accordance with Caltrans Standard Specification Section 26.

3.3 TACK COAT APPLICATION
A. A tack coat of asphaltic binder shall be applied to all vertical surfaces of existing pavement, curbs, gutters, and construction joints in the surfacing against which new asphalt concrete is to be placed, or as otherwise specified in this Section.

B. Tack coat shall be applied in one application at a rate of 0.1 gallons per square yard of surface covered.

C. Tack coat application rates for HMA shall be applied as shown in the table below.

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HMA over:

Minimum Residual Rate
for Asphalt Binder
(gal/ sq yd)
New HMA (between layers) 0.02
Concrete pavement and existing asphalt
concrete surfacing 0.03
D. Apply tack coat on surfaces to receive finish pavement per Caltrans Standard Specifications 39-2.01C(3)(f). Apply tack to metal or concrete surfaces that will be in contact with the asphalt concrete paving.

3.4 ASPHALT PAVEMENT INSTALLATION

1. A. Construction of asphalt pavement must comply with Caltrans Specification Section 39-

2.02C.

B. Segregation shall be avoided and the surfacing shall be free of pockets of coarse or fine material. Asphalt pavement containing hardened lumps shall not be used:

1. In areas inaccessible to paving and compacting equipment where spreading is done by hand, minimize the amount of segregation.

C. Location of longitudinal joints in the top layer will be determined by the Engineer and shall not adversely affect the quality of the finished product.

D. At all locations, or as directed by the Engineer, the asphalt concrete shall be square.

Tapering or feathering is not allowed.

3.5 SURFACE TOLERANCE
A. Finished grade shall not deviate more than 0.02 foot in elevation from the grade indicated in the drawings. Slopes shall not vary more than ¼ inch in 10 feet from the slopes shown in the drawings.

3.6 TRAFFIC AND PARKING LOT STRIPING AND MARKING PAINT APPLICATION (IF

REQUIRED AND IF INDICATED ON THE DRAWINGS)
A. Apply in accordance with Caltrans Standard Specification Section 84.

3.7 FIELD QUALITY CONTROL
A. The Contractor shall control the quality of Work and shall provide adequate testing to assure compliance with these Specifications.

B. See Section 39-2.02A(4)(e) for in place testing requirements for acceptance.

C. Cracks, settling of surface, improper drainage, improper compaction, and sloppy connection to previously laid surfaces will be construed as improper workmanship and will not be accepted.

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** END OF SECTION **

Dempsey Road Waterline Replacement Project January 2025 No. 7118 -1- 32 16 00
SECTION 32 16 00

CONCRETE CURBS, GUTTERS, SIDEWALKS AND DRIVEWAYS
PART 1 - GENERAL

1.1 SUMMARY
A. Section Includes: Concrete curbs, gutters, sidewalks, driveways, and access ramps as new installations and to replace those demolished or damaged during construction.

B. All work within the public rights-of-way shall conform to City of Milpitas Standard Specifications.

1.2 SUBMITTALS
A. Submittals shall be in accordance with Specification Section 01 33 00 – Submittal Procedures.

B. Product Data: Submit data completely describing all products to be used.

1.3 PROJECT CONDITIONS
A. Any concrete flatwork damaged during the course of construction, including transportation and delivery, shall be replaced to that flatwork’s pre-existing condition or better.

B. Contractor shall be responsible for all field measurements necessary to meet these specifications.

PART 2 - PRODUCTS

2.01 MATERIALS
A. Concrete:

1. Shall contain five hundred sixty-four (564) pounds (6 sacks) of Type I or I/II Portland Cement per cubic yard. Contractor shall provide the City Engineer with certified delivery tickets stating the weight of the separate aggregate and water content of each individual load of concrete used. Curb shall be dipped for driveway entrances where indicated by the Engineer in the field.

2. In lieu of above, the contractor may furnish at his option concrete as follows:
a. Concrete shall be proportioned and mixed to develop strength of 3,000 pounds per square inch at 28 days, as tested in accordance with California Test 521, with cylinders molded and initially field cured under the California Test 540. Concrete should be sampled under California Test 539.
b. Mix Design shall be designed by an approved laboratory employee and paid for by the contractor. The basic proportions of the mix shall be determined by weight o' loose dry material, and all proportioning of the ingredients for each batch shall be done by weighing the fine and

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coarse aggregate separately. Water and cement shall be separately measured and introduced to the mix by such methods that the proportions thereof car, be accurately controlled and easily checked at any time.
c. Approval of the mix shall be by the City Engineer, who shall determine accuracy by making tests.
d. Batch tickets to be provided to the City Engineer with each load.

B. Form Release Material: Light oil or other releasing agent of concrete type that does not discolor concrete or interfere with the application of finishing mortar to curb tops and faces.

C. Dowels: #4 rebar conforming to ASTM A615, Grade 40.

PART 3 - EXECUTION

3.01 EXAMINATION
A. Verification of Conditions:

1. Verify field conditions, including subgrade condition and interferences, before beginning construction.

3.02 PREPARATION
A. Surface Preparation:

1. Subgrade:
a. Curb and gutter shall be placed over a minimum of six inches (6") of base or over a base the lower surface of which is a continuation of the subgrade line, whichever is greater.
b. The base shall be constructed true to grade and cross-section as shown on the Contract Drawings. It shall be rolled and watered or hand tamped to 95% relative compaction before placing concrete. The complete base shall be tested for grade and cross-section by means of a template extending the full depth of the curb and gutter and supported between side forms. The base and forms shall be thoroughly watered in Forms and Subgrade: Water immediately in advance of placing concrete.

Sidewalks shall be placed on a minimum of 4" of compacted base rock or sand-gravel material as shown on Standard Drawings.

3.03 INSTALLATION
A. Forms:

1. The depth of forms shall he-equal to the full depth of curbs or gutters. Timber forms shall be surfaced top and bottom and on the side which is placed next to the concrete and shall not be less than one and five-eighth (1-5t8") inches thick after being surfaced. Warped forms and forms not having a smooth, straight

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upper edge shall not be used.

2. Sidewalk Forms: (Concrete) Forms shall be set with the upper edge true to line End grade and shall be held rigidly in place by stakes placed on the outside of the forms and set flush with the top edge of the form. The side forms shall not be removed in less than twelve (12) hours after the finishing has been completed.

3. Curb Forms: Rigid forms shall be provided for all curbs, except that benders or thin plank forms, rigidly placed may be used for curbs or curb returns with a radius of thirty (30') feet or more where there are grade changes in the returns, or where the central angle is such that a rigid form with a central angle of ninety degrees (DOG) cannot be used. Back forms for curb-returns may be of one-half inch (1/2") benders for the full height of the curb cleated together. Curb forms shall be carefully set to alignment and grade and to conform to the dimensions of the curb. Forms shall be held rigidly in place by use of pairs of iron stakes placed at intervals not to exceed four feet (4'). Clamps, spreaders and braces shall be used where required to insure rigidity in the forms. The form on the front of the curbs shall not be removed in less than one (1) hour after the concrete has been placed. In no event, shall the forms be removed while the concrete is sufficiently plastic to slump upon removal of the form.

4. Outside Forms and Temporary Forms: Outside forms and temporary forms contiguous to curbs shall be set with the upper edges true to line and grade,- and shall be held rigidly in place by stakes placed on the outside of the forms and set flush with the top edge of the forms. Temporary forms shall be removed immediately after striking off and tamping the surface of the gutter and the space left thereby immediately filled and finished true to grade and cross- section. Outside forms shall remain in place not less than four (4) hours after the finishing has been completed.

5. Thoroughly clean prior to each use and coat with form releasing material.

B. Score marks and weakened plain joints shall conform to requirements of Contract Drawings or as directed.

C. Concrete:

1. Placing:
a. Thoroughly spade concrete away from forms so that no rock pockets exist next to forms and so that no coarse aggregate will show when forms are removed.

2. Finished Concrete:
a. Concrete walks and curbs shall be brought true to grade with a trowel, scored and brush finished and ramps roughened, as directed by the City Engineer

3. Curing Concrete: Unless otherwise specified on the plans, concrete shall be cured by means of the impervious membrane method, or by water cure.

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a. Water Curinq: The surface of the concrete and forms shall be kept' continuously moist for a period of 72 hours.
b. Membrane Curinq: The concrete pavement shall be cured with an approved coating of approved emulsions of paraffin or silicone applied in quantities to insure a uniform protective coating on all surfaces and exposed edges. The application shall be made immediately upon the completion of the concrete pour and disappearance of the free surface moisture. In the event the application of the curing membrane is delayed, the concrete surface shall be moistened and kept damp, but care shall be taken that free surface moisture is not present when the curing compound is applied.
i. After the membrane has been applied, care shall be taken that the surface film is kept intact and undamaged, and any section of the concrete surface damaged by rain or otherwise during the curing period (7 days) shall be retreated.

D. Backfilling:

1. Unless otherwise specified, match existing backfill behind curbs, gutters, or sidewalks with soil native to area.

3.04 FIELD QUALITY CONTROL
A. Tests:

1. All concrete shall be tested in accordance with California Test 521, with cylinders molded and initially field cured under the California Test 540.

Concrete should be sampled under California Test 539.

2. Curbs and Gutters:
a. Test face, top, back, and flow line with 10-foot straightedge or curve template longitudinally along surface.
b. Correct deviations in excess of 1/4 inch.

3. Gutters:
a. Frequency of Testing: When required by the City Engineer, where gutters have slope of 0.8 foot per hundred feet or less, or where unusual or special conditions cast doubt on capability of gutters to drain. b. Test Method: Establish flow in length of gutter to be tested by supplying water from hydrant, tank truck, or other source.
c. Required Results:
i. 1 hour after supply of water is shut off, inspect gutter for evidence of ponding or improper shape.
ii. In event water is found ponded in gutter to depth greater than ½-

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inch or on adjacent asphalt pavement, correct defect or defects in manner acceptable to the City Engineer without additional cost to the Contract.

3.05 ADJUSTING
A. Repair portions of concrete damaged while stripping forms or, when damage is severe, replace such work at no additional cost to the Contract. Evidence of repairs shall not be noticeable in the finished product.

B. Remove and replace sections of work deficient in depth or not conforming to requirements indicated herein at no additional cost to the Contract. Removal and replacement shall be the complete section between 2 joints. ***END OF SECTION***

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Dempsey Road Waterline Replacement Project January 2025 No. 7118 -1- 33 05 07.36
SECTION 33 05 07.36

MICROTUNNELING
PART 1 GENERAL

1.1 SUMMARY
A. The Contractor shall furnish all labor, equipment, and materials necessary for microtunneling pipe installation, and other associated work.

B. Refer to Section 21 23 00, Excavation and Fill.

1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS
A. The publications listed below form a part of this Specification to the extent referenced.

Where conflicts between these Specifications and the referenced specification, code, or standard occur, the more restrictive specification shall govern. The publications are referenced in the text by basic designation only. Where a date is given for referenced standards, that edition shall be used. Where no date is given for referenced standards, the latest edition available on the date of issue of Contract Documents shall be used.

1. Safety Codes:
a. Cal/OSHA, State of California Administrative Code, Title 8, Industrial Relations, Chapter 4, Division of Industrial Safety, Subchapter 20, Tunnel Safety Orders. b. Occupational Safety and Health Administration (OSHA) Regulations and Standards for Underground Construction, 29 CFR Part 1926, Subpart S, Underground Construction, and Subpart P, Excavations.

1.3 SUBMITTALS
A. Submittals shall be made in accordance with Section 01300, Submittals.

A. Qualifications: Submit the name of the Contractor that will perform the microtunneling work and the key personnel that will perform these duties onsite. In addition, submit names and training/qualifications of the Project superintendent, all proposed Microtunnel Boring Machine (MTBM) operators, personnel that will perform air quality monitoring, the site safety representative, and the licensed surveyor.

B. Microtunneling Equipment: Submit the following describing the microtunneling equipment and construction methods to be employed:

1. A detailed description of the methods and equipment to be used in completing each microtunnel drive.

1. Manufacturer's literature describing the microtunneling system including the machine and all ancillary equipment. Provide descriptions of projects on which this system has been successfully used including names, addresses, and telephone numbers of owner’s representatives for these projects as well as length, diameter, and pipe material used. If a used or refurbished MTBM is

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proposed, list previous usage, modifications made and dates of modifications, and detailed description of the extent and dates of refurbishment.

2. A description of the alignment control systems including manufacturer’s literature and drawings showing setup, support provisions, and other details for the laser or theodolite system. Submit a description of surveying methods to set guidance system positions and a description of procedures to check and reset or realign guidance system during construction. Submit a description of methods to ensure that thrust block, entry seal, and jacking frame are installed on proper line and grade. Submit results of line and grade survey to ensure that the thrust block, jacking frame, guide rails, entry seal, and exit seals are installed properly prior to launch of each drive. Confirm that these systems can achieve the required pipeline line and grade within the specified tolerances.

3. Capacity, number, and arrangement of main jacks including details of the thrust ring, thrust block, jacking frame, jacking controls, pressure gages, and jack calibration data (pressure vs. force relationship for each stage of the jacks).

4. Submit drawings and details of microtunneling entry and exit seals in the shafts including materials, dimensions, arrangement, and installation procedures.

5. Details of pipe lubrication injection system and pipe lubricants to be used during microtunneling, including manufacturer’s literature and Material Safety Data Sheets (MSDS) sheets. Include a description of proposed lubrication procedures during jacking, including estimated volumes of lubricant that will be pumped.

Confirm that sufficient volume of lubricant will be pumped at all times to completely fill the annular space outside the jacking pipe.

6. Details of spoil and slurry handling, separation, transport, and disposal equipment and procedures including details of slurry additives, slurry separation plant, and the location of slurry and spoil disposal sites. Confirm that slurry and spoils shall be contained at all times and shall not be stockpiled or dumped on site or allowed to spill and collect around slurry separation plant. Provide manufacturers description for slurry additives and MSDS. Provide written documentation from the disposal site(s) indicating that they will accept the spoil or slurry and are in compliance with applicable regulations.

C. Shaft Layout Drawings: The Contractor shall submit shaft layout drawings detailing dimensions and locations of all equipment, including overall work area boundaries. Shaft layout drawings will be required for jacking and receiving shaft locations and shall be to scale, or show correct dimensions. The Contractor’s layout drawings shall show that all equipment and operations shall be completely contained within the allowable work areas shown on the Drawings.

D. Intermediate Jacking Stations: Drawings and design details for intermediate jacking stations including shell materials, measures for corrosion protection, proposed spacing, criteria for installing, method of operation, and number of stations.

E. Pre- and Post-Construction Surveys: Submit pre- and post-construction surveys including photographs, videotapes, field notes, and sketches.

F. Settlement Points: Layout of all surface and subsurface settlement points, provisions for protecting adjacent utilities and structures, and monitoring provisions.

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G. Safety Plan: A Safety Plan for the microtunneling operations including air monitoring equipment and procedures, and provisions for lighting, ventilation, and electrical system safeguards.

H. Calculations: Calculations shall be submitted in a neat, legible format. Assumptions used in calculations shall be consistent with information provided in the Geotechnical Report.

All calculations shall be prepared by professional engineer licensed in State of California, who shall stamp and sign calculations.

1. Calculations demonstrating that the soils behind the thrust block can transfer the maximum planned jacking forces exerted by the main jacks to the ground during pipe installation with a factor of safety of at least 2.0, without excessive deflection or displacement.

1. Calculations that present planned minimum and maximum active face pressure at each 20-foot length of each drive and at each critical feature crossing to prevent settlement and heave or frac-out.

I. Schedule: Provide a schedule for all microtunneling work, identifying all major construction activities as independent items. The schedule shall include, as a minimum, the following activities: mobilization, groundwater control at jacking and receiving shafts, shaft excavation and support, working slab construction, thrust wall construction, jacking equipment setup, ground improvement and contact grouting around the shaft at the entry and exit seal locations, entry ring installation for launch of machine, microtunneling, retrieval of the MTBM, contact grouting, installation of the carrier pipe inside jacked casing, backfill grouting, shaft backfill, site restoration, cleanup, and demobilization. The schedule shall also include the work hours and workdays for each activity, and a written description of the construction activities. The schedule will be reviewed by the Engineer and shall be updated and resubmitted by the Contractor every 2 weeks or more frequently if requested by the Engineer.

J. Daily Records: The following daily records shall be submitted to the onsite Engineer by noon on the day following the shift for which the data or records were taken.

1. Jacking Records: The Contractor shall provide complete jacking records to the Engineer. These records shall include, at a minimum: date, time, name of operator, tunnel drive identification, installed pipe number and corresponding tunnel length, rate of advance, jacking forces, soils encountered, cutterhead speed and torque, slurry flow rates and pressures, bypass valve position, use of any cutting or high- pressure nozzles, face pressure, steering jack positions, line and grade offsets, any movement of the guidance system, machine inclination and roll, intermediate jacking station use and jacking forces, pressure, volume, and location of any lubricant pumped, problems encountered with the tunneling machine or other components or equipment, and durations and reasons for delays. Computer- recorded data should be referenced to time and distance and should be recorded at time intervals of one minute or less. Manually recorded observations should be made at intervals of not less than three times per pipe, as conditions change, and as directed by the Engineer. At least 7 days prior to the launch of the machine, the Contractor shall submit samples of the automated and manual jacking records.

Samples shall include electronic data and any necessary programs to interpret data, and the manual logs or records to be used.

Dempsey Road Waterline Replacement Project January 2025 No. 7118 -4- 33 05 07.36

1. Lubrication Records: The Contractor shall provide lubrication records to the Engineer. These records shall include the injection locations along the pipe string and amount, in gallons, of lubricant pumped throughout a drive. The record will also include the type of additive used and date, time, and drive distance when used.

2. Slurry Additives: The Contractor shall provide records of all slurry additives including any bentonite and polymers. The time and volume, or weight, of the additive shall be noted. Measurements of mud weights, specific gravity and viscosity will be made at the beginning, middle, and end of each shift, and submitted with the daily logs. Measurements will be made on slurry samples taken from the slurry tanks and noted accordingly.

3. Survey Measurements: Survey measurements of pipe alignment and all settlement monitoring points.

K. Contingency Plans: The following list includes problem scenarios that may be encountered during the microtunneling operations. The Contractor shall submit contingency plans for dealing with each problem scenario while satisfying the specifications. These plans shall include the observations and measurements required to clearly identify the cause of the problems.

1. Machine unable to advance:
a. Possible obstructions (including boulders, old foundations, metallic debris, or reinforced concrete).
b. Insufficient jacking capacity.
c. Machine malfunction.

1. Slurry separation problems:
d. Cuttings are not separated using the slurry separation plant. e. Cuttings settle out in the slurry lines before reaching the separation plant.

2. Strong hydrocarbon smell is detected in the slurry returns or in the shaft.

3. Laser distorted by heat, humidity, or physical disturbance.

4. Jacking Forces:
f. Jacking forces increase dramatically or suddenly.
g. Jacking forces reach design capacity of pipe, jacking frame, or thrust wall (treat these scenarios as separate incidents).

5. Settlement and Subsidence:

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h. Survey measurements indicate deformations exceed allowable limits. i. Excavated volumes significantly exceed pipe volume installed. j. Slurry face pressures and/or torque on head decrease suddenly and significantly.

6. Groundwater inflows to shaft increase significantly and/or transport fines into shaft in measurable quantities.

7. Steering difficulties result in line and grade tolerances being exceeded.

8. Pipe has been damaged or has been found to be out of compliance with specifications:
k. Before installation.
l. During, or after installation.

9. Thrust block deforms excessively under jacking loads or provides insufficient capacity to advance pipe.

10. Control signal is lost. Cannot monitor position, torque, thrust, steering jack position, or other performance parameters
L. Frac-Out and Surface Spill Contingency Plan: The Contractor shall prepare a Spill Contingency Plan, a Frac-Out Prevention and Response Plan, and an Abandonment Contingency Plan. The Contractor shall follow all provisions of the approved Drawings.

M. Traffic Control Contingency Plan: The Contractor shall prepare a Contingency Traffic Control Plan for the highway crossings. Drawings should address the scenario where one lane in either direction must be closed to traffic because of excessive settlement.

Traffic plan shall be prepared by a specialty firm qualified to prepare plans for Caltrans.

Plan shall also include procedures, contacts, and equipment required to implement the Plan.

1.4 DEFINITIONS
A. Geotechnical Reports:

1. Geotechnical Desktop Study

1. Geotechnical Design Report
B. Microtunneling: A remotely controlled, guided, pipe jacking process that provides continuous support to the excavation face and uses a pressurized slurry spoil removal system. The microtunneling process does not require routine personnel entry into the tunnel. A key element of microtunneling is the ability to control the stability of the face by applying fluid and mechanical pressure to balance the earth and groundwater pressures.

C. Microtunnel Boring Machine (MTBM): Remote-controlled, guided slurry shield that can provide continuous support to the excavation face. The MTBM is operated from a control

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container located on the ground surface. Soil excavation is achieved by a rotating cutter- wheel. Excavated soil enters a slurry chamber where it is mixed with water to form a slurry. Pumps cycle the slurry to the surface where a separation plant removes the solids from the slurry. The recycled slurry is then returned to the face in a closed-system of pumps and hoses. Because of the remote-control operation and the closed spoil-removal system, routine personnel entry into the MTBM is not required. Slurry used to convey spoil may be water; however, it often contains additives such as bentonite that thicken the slurry, allowing it to carry more solids and providing gel strength to prevent the slurry from permeating the soils at the heading. The guidance system consists of a laser or theodolite and EDM device mounted in the jacking shaft communicating a reference line to a target mounted in the MTBM’s articulated steering head. The target in an MTBM provides the operator with information about machine attitude and pitch, and can allow for accurate steering control.

D. Jacking Pipe: Pipe jacked behind the microtunneling machine. The jacking pipe shall be the casing pipe, specifically designed to be installed by pipejacking using microtunneling equipment.

E. Carrier Pipe: Permanent pipe for operational use that is used to convey flows.

F. Casing: A pipe installed by microtunneling that supports the ground and provides a stable underground excavation for the installation of a carrier pipe.

G. Intermediate Jacking Station (IJS): A fabricated steel cylinder fitted with hydraulic jacks spaced around the circumference which is incorporated into the pipeline between two specially fabricated pipe sections. The function of an intermediate jacking station is to distribute the jacking load along the pipe string during pipe installation. The hydraulic jacks are removed at the completion of a drive and the gap between adjacent pipe sections is fully closed by pushing the pipes together with the main shaft jacks or another IJS. The steel cylinder remains as an extended sleeve or coupling. The steel cylinder should be protected from corrosion, consistent with corrosion protection used for the jacking pipe and joints.

H. Launch/Retrieval Seal or Entry/Exit Seal: A mechanical seal usually comprised of one or more rubber flanges attached to a steel housing that is mounted to the wall of the jacking/receiving shaft. The microtunneling machine distends the flange seal as it passes through, creating a seal to reduce water, slurry, or lubrication inflows into the shaft during microtunneling operations.

I. Lubrication/Grout Port: A port located within the MTBM or in the jacking pipe fitted with a one-way valve for injection of lubrication material or grout into the annular space between the pipe and the ground.

J. Jacking Record: A computer-generated or manually recorded report that contains information on microtunneling operations and may include: date, time, name of operator, tunnel drive identification, installed tunnel length, rate of advance, jacking forces, cutterhead speed and torque, slurry inflow and outflow rates and pressures, bypass valve position, use of any cutting or high-pressure nozzles, face pressure, steering jack positions, line and grade offsets, any movement of the guidance system, machine inclination and roll, intermediate jacking station use and jacking forces, pressure, volume, and location of any lubricant pumped, problems encountered with the tunneling machine or other components or equipment, and durations and reasons for delays.

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K. Settlement Monitoring Point: A point with elevation and spatial location established by survey prior to construction. The point is re-surveyed periodically to monitor ground movements. The point may be a nail, pin, subsurface settlement rod, borehole extensometer, or other device that can be readily located and surveyed.

L. Obstruction: Objects located wholly or partially within the cross-sectional area excavated by the microtunneling machine that prevent the forward movement of the microtunneling machine after all diligent efforts to advance past the object by the Contractor have failed.

1.5 DESIGN CRITERIA
A. Microtunneling Equipment:

1. Only pressurized, closed-face, remotely operated microtunneling equipment using slurry spoil removal, shall be used for all microtunneling work required for this project as defined in this Section. The microtunneling machine shall be manufactured by Akkerman, Herrenknecht, Iseki, Lovat, Soltau, or approved alternate company that specializes in the design and fabrication of this type of equipment. The machine shall be capable of fully supporting the face during both excavation and shutdown periods, and shall have the capability of exerting a continuous, measurable, controllable stabilizing pressure at the face as required to prevent loss of ground and groundwater inflows. The system shall be capable of adjustment required to counterbalance the groundwater and soil pressures at the tunnel face to an accuracy of plus or minus 1 foot of equivalent hydrostatic pressure (i.e., plus or minus 62.4 psf). A pressure gage shall be provided so the operator can monitor the pressure exerted at the heading.

1. Microtunneling equipment selected for the project shall be suitable for and capable of efficiently advancing through the geologic conditions described in the GBR and the geologic conditions anticipated by the Contractor. The microtunneling machine shall be capable of crushing or excavating boulders or other objects up to 30 percent of the outside diameter of the MTBM and up to an unconfined compressive strength of 30,000 psi.

2. The machine shall have a watertight articulation joint between two segments of the shield. The shield shall be steerable in both the vertical and horizontal directions to allow the operator to maintain line and grade within the specified tolerances. The guidance system shall be designed to function at the maximum required drive length without loss of accuracy or reliability of function. A display showing the position of the machine in relation to design line-and-grade shall be provided at the control panel to allow the operator to continuously monitor line and grade deviations.

3. The cutterhead shall have a reversible drive system so that it can rotate in either direction or other suitable provisions to minimize rotation or roll of the machine or pipe during installation.

4. The maximum radial overcut for each crossing is 1.0 inch. Maximum allowable radial overcut has been selected to minimize potential settlements of the ground and subsurface facilities. The radial overcut will be determined as the difference between the maximum diameter created by the cutting teeth or overcut band on the machine (whichever is greater) and the outer diameter of the pipeline or casing, divided by two.

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5. A lubrication injection system shall be provided to inject pipe lubricant around the MTBM and jacking pipe to decrease frictional resistance. Lubrication materials may include a mixture of bentonite and/or polymers and water. Lubrication ports shall be provided in the MTBM and jacking pipe to allow for lubrication along the pipe string at intervals of not more than 8 feet. The lubrication ports shall be subsequently used for contact grouting.

6. The machine shall be equipped with a computerized data acquisition system for collecting information for the jacking record. An onsite printer and disk drive will also be required for production of a printed daily jacking record and an electronic copy of the data. As a supplement to the computerized data acquisition system, the Contractor shall use manual data acquisition for collecting information for the jacking record. The Engineer and/or City’s Representative shall have access to all areas of the work, including the operations control container, the slurry separation plant, and shafts, for inspection and collection of data, measurements, and observations at all times, without restriction.

7. The machine shall have an automatic shutoff switch and provisions for continuous gas monitoring.

B. Methods and equipment shall control surface settlement and heave above the pipeline to prevent damage to existing utilities, facilities, and improvements. Any ground movements (settlement/heave) shall be limited to values that do not cause damage or distress to surface features, utilities, or improvements. The Contractor shall be responsible for any damage to existing features, improvements, or utilities, and shall repair any damage to the satisfaction of the Engineer, at no additional cost to the Owner, and without schedule extension.

C. The slurry separation plant shall be designed to achieve the rates of spoil separation and slurry cleaning required for planned production rates. The Contractor is advised that along portions of the project, the ground conditions include silt and clay-rich soil that could present delays if a gravity separation method is used alone. Shaker screens, hydrocyclones and centrifuges may be required for efficient separation of spoils. The separation plant must fit within the allowable work areas shown on the Drawings.

Excavated slurry pits or ponds will not be allowed. Additionally, all excavated materials and slurry must be discharged into, and completely contained within, tanks, trucks, or other containers at all times. Onsite stockpiling or disposal shall not be permitted.

D. Intermediate jacking stations for steel casing shall be fabricated of the same materials as the casing. The Contractor shall install the IJS if jacking forces reach or exceed 70 percent of the safe jacking capacity of the casing, jacking frame, or thrust block, whichever is lowest. The Contractor may elect to use the IJS before jacking forces reach the threshold values.

E. A thrust block shall be used to transfer jacking loads to the soil behind the jacking shaft.

The thrust block face shall be constructed perpendicular to the proposed pipe alignment.

The thrust block shall be designed to withstand the maximum jacking forces developed by the main jacks, without excessive deflection or displacement. Forces applied to the soil shall not exceed the allowable passive earth pressure calculated based on the subsurface conditions identified in the geotechnical reports, with a minimum factor of safety of 2.0. The Contractor shall structurally connect shaft support components to achieve required thrust reaction capacity, and/or shall use grouting behind shaft walls to achieve sufficient thrust reaction capacity.

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F. Provide launch and retrieval seals at all shaft exit and entry locations. Provide ground improvement to prevent loss of ground and uncontrolled inflows at entry and exit seal locations.

1.6 QUALITY ASSURANCE
A. All microtunneling work shall be performed by a contractor prequalified for microtunneling work, as defined in the Instructions to Bidders. The Project superintendent shall have at least 5 years of experience supervising microtunneling construction. The microtunneling machine operator(s) shall have technical training in the operation of the proposed microtunneling equipment and shall have completed, as a primary operator, at least three similar microtunneling projects involving at least 500 feet of microtunneling in similar soil and groundwater conditions on each project. At least one of the projects shall have an individual drive equal to or greater in length than the longest drive on this project. The site safety representative and personnel responsible for air quality monitoring shall be experienced in tunnel construction and shall have current certification by Cal-OSHA.

A. The Contractor’s surveyor responsible for line-and-grade control shall be a Licensed Surveyor registered in the State of California who has prior experience in similar projects.

B. The Contractor shall provide at least 72 hours advance written notice to Engineer of the planned launch of the MTBM. The Contractor shall immediately notify the Engineer, in writing, when any problems are encountered with equipment or materials, or if the Contractor believes the conditions encountered are materially and significantly different than those represented within the Contract Documents. All work by the Contractor shall be done in the presence of the Engineer unless the Engineer grants prior written approval to perform such work in Engineer’s absence.

C. The Contractor shall allow access to the Engineer and shall furnish necessary assistance and cooperation to aid the Engineer in observations, measurements, data, and sample collection, including, but not limited to the following:

1. The Owner and/or Engineer shall have full access to the operator control container prior to, during, and following all microtunneling operations. This shall include, but not be limited to, providing visual access to real-time operator control screens, gauges, and indicators.

1. The Owner and/or Engineer shall have full access to the jacking and reception shafts prior to, during, and following all jacking operations. This shall include, but not be limited to, visual inspection of installed pipes, launch and retrieval seals, and verification of line and grade. The Contractor shall provide safe access in accordance with all safety regulations.

2. The Owner and/or Engineer shall have full access to the slurry separation plant prior to, during, and following all microtunneling operations. This shall include, but not be limited to, full access to shaker screens, hydrocyclones, conveyor belts, centrifuge equipment, and slurry and spoil holding tanks. The Engineer shall be allowed to collect soil samples from the shaker screens and/or spoil holding tanks on the slurry separation plant a minimum of once per installed pipe section, or every 10 feet, whichever is more often, and at any time when changes in soil conditions or obstructions are apparent or suspected.

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3. The Owner and/or Engineer shall have full access to the bentonite lubrication plant prior to, during, and following all jacking operations. This shall include, but not be limited to, full access to visually inspect storage and mixing tanks, lubricant pressures and pumping rates, and amount and type of lubricants on site.

1.7 SAFETY
A. The Contractor is responsible for safety on the job site. Methods of construction shall be such as to ensure the safety of the work, Contractor's and other employees on site, and the public.

Perform all Work in accordance with all current applicable regulations and safety requirements of the federal, state, and local agencies. Comply with all applicable provisions of Tunnel Safety Orders of the State of California and 29 CFR Part 1926, Subpart S, Underground Construction and Subpart P, Excavations, by OSHA. In the event of conflict, comply with the more stringent requirements.

A. No gasoline powered equipment shall be permitted in jacking and receiving shafts.

Diesel, electrical, hydraulic, and air powered equipment is acceptable, subject to applicable local, State, and Federal regulations.

B. Furnish and operate a temporary ventilation system in accordance with applicable safety requirements when personnel are in the shaft or in the pipe. Perform all required air and gas monitoring. Ventilation system shall provide a sufficient supply of fresh air and maintain an atmosphere free of toxic or flammable gasses in all underground work areas.

PART 2 PART 2 -PRODUCTS

2.1 MATERIALS
B. Steel Casing Pipe: Steel pipe to be installed by direct pipejacking to serve as continuous casing for carrier pipe shall conform to Section 02445, Boring and Jacking.

PART 3 PART 3 -EXECUTION

3.1 GENERAL REQUIREMENTS
A. Microtunneling shall not begin until the following tasks have been completed:

1. All required submittals have been provided, reviewed, and approved.

2. Jacking shaft and receiving shaft excavations and support systems for the anticipated drive have been completed in accordance with approved submittals.

Locations and elevations of shafts shall have been surveyed to confirm that work can be completed in accordance with alignment and grade shown on the Drawings.

3. The location, orientation and grade of the jacking frame or guide rails and entry/exit seals have been surveyed to ensure they are on the proper line and grade and to verify that they are properly supported. Special care shall be taken when setting the guide rails or jacking frame in the jacking shaft to ensure stability

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and accuracy of the alignment and grade. Guide rails or jacking frame shall be securely attached to the concrete working slab, with supplementary concrete or grout if necessary, to prevent movement or shifting during the work.

4. A start-up inspection of all mechanical and hydraulic systems associated with the microtunneling operations has been completed. The system shall be tested on the surface to ensure that the microtunneling machine and supporting equipment is functioning properly. The Engineer shall be notified at least 72 hours prior to the start-up inspection and a site inspector representing the Owner will be present during the start-up inspection. Key machine performance data will be measured and recorded by the Contractor during this inspection, including cutterhead rotational torque, functionality of main and steering jacks, laser and target, and other components. The records of the start-up inspection shall be submitted to the Engineer within 24 hours of the completed inspection.

5. Site safety representative has prepared a code of safe practices and an emergency plan in accordance with Cal/OSHA and other applicable requirements. Provide the Engineer and Owner with a copy of each prior to starting microtunneling. Hold safety meetings and provide safety instruction for new employees as required by Cal/OSHA. Conduct a pre-construction safety conference in accordance with Cal/OSHA requirements. Arrange this conference and inform the Engineer of the time and place of the conference at least 7 days in advance.

B. The Contractor shall properly manage and dispose of groundwater inflows to the shafts.

The Contractor shall not discharge groundwater inflows into storm sewers, sanitary sewers, water bodies, or streets. The Contractor may use temporary infiltration basins, consistent with notes on the Drawings and permit requirements.

C. Conduct all operations such that trucks and other vehicles do not interfere with traffic or create a mud, dust, or noise nuisance in the streets and to adjacent properties. Promptly clean up, remove, and dispose of mud, spoils and slurry spillage, and any slurry discharges.

D. All work shall be done so as not to disturb roadways, railroads, canal channels, adjacent structures, landscaped areas, or existing utilities. Any damage shall be immediately repaired to original or better condition and to the satisfaction of Engineer at no additional cost to the Owner.

E. Whenever there is a condition that is likely to endanger the stability of the excavation or adjacent structures, the Contractor shall operate with a full crew 24 hours a day, including weekends and holidays, without interruption, until those conditions no longer jeopardize stability.

3.2 JACKING OPERATIONS
A. Provide a suitable jacking frame and thrust block to carry out the work. Provide intermediate jacking stations to complete the microtunneling drives indicated on the Drawings. At least one IJS and two specially fabricated IJS pipes shall be on site prior to commencing microtunneling.

The intermediate jacking station shall be installed and used if the total jacking force during a drive exceeds 70 percent of the capacity of the main jacks, the safe design capacity of the pipe or IJS pipe, or the maximum allowable jacking force on the thrust block, whichever is less. IJS’s shall be installed and operated in accordance with approved Submittals.

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C. Transport the jacking pipe from storage to the jacking shaft without damage. Transport methods shall be acceptable to pipe manufacturer. Damaged jacking pipe shall not be used in the work, unless permitted in writing by the Engineer. Set the pipe to be jacked on properly braced and supported guide rails or jacking frame.

D. The axial forces from the thrust jacks shall be distributed to the jacking pipe uniformly through a thrust ring and cushion material to prevent damage to the ends of the pipe.

Jacking forces applied to the pipe shall not exceed the specified allowable compressive stresses.

E. Jacking pipe sections shall be jacked into position following the design line and grade without damaging the pipe. In the event a section of pipe is damaged during the jacking operation, the Contractor, with written approval from the Engineer, shall make temporary repairs to the pipe and shall jack the pipe through to the next shaft for removal. Other methods of repairing the damaged pipe may be used if approved in writing by the Engineer.

3.3 MICROTUNNELING
A. Microtunneling shall be completed in accordance with approved Submittals, and all applicable permit conditions.

A. Microtunneling operations shall control surface settlement and heave above the pipeline to prevent damage to existing utilities, facilities, and improvements. The Contractor shall repair any damage resulting from construction activities, at no additional cost to Owner and without extension of schedule for completion. The Contractor shall pressure grout any voids caused by or encountered during the shaft construction or microtunneling. The Contractor shall modify equipment and procedures as required to avoid recurrence of excessive settlements or damage.

B. Provide a lubrication system and inject pipe lubricants through injection ports at the rear of the microtunneling machine and ports in the jacking pipe, to minimize pipe friction.

Pipe lubricants shall be injected continuously as the pipe is advanced and shall, at a minimum, be equal in volume to the annular space outside the casing.

C. Pressure shall be applied at the tunnel face to maintain face stability and shall be monitored continuously.

D. The microtunneling machine shall be operated to restrict the excavation of the materials to a volume equal to the MTBM and pipe jacked, to prevent loss of ground and settlement or possible damage to overlying structures. Control the advance rate and monitor the volume of material excavated and adjust advance rate, as required, to avoid loss of ground, over-excavation, or surface heave.

E. Control slurry pressure and avoid excessive pumping pressures to prevent the discharge of slurry at the ground surface or into any water body. Contain and clean up any slurry discharges immediately. Wash any paved areas with water to avoid the tracking of slurry away from the discharge area.

F. Completely contain, transport, and dispose of all excavated materials, waste slurry, and drilling fluids away from the construction site. All spoils and slurry must be contained in trucks, tanks, or other containers at all times. Dumping of spoil or slurry on the ground, discharge into sewers, or discharge into the shafts is not permitted. Slurry shall be

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pumped into tanker trucks and disposed of at acceptable facilities in accordance with current State regulations for disposal of these materials. Only use the disposal sites identified in approved submittals for muck and slurry disposal.

G. Contact Grouting: After jacking pipe installation is complete, fill the annular space created by the overcut of the machine with contact grout.

3.4 CONTROL OF LINE AND GRADE
A. The Project survey control is indicated on the Drawings. The Contractor shall establish benchmarks by survey prior to the start of construction and shall confirm positions or report any errors or discrepancies in writing to the Engineer.

A. After confirming all established benchmarks, use these benchmarks to furnish and maintain all reference lines and grades for microtunneling. The Contractor shall use these lines and grades to establish the exact location of the jacking pipe using a laser or theodolite guidance system. Submit to Engineer copies of field notes used to establish all lines and grades and allow Engineer to check guidance system setup prior to beginning each microtunneling drive. Provide access for Engineer to perform survey checks of guidance system and line-and-grade of jacking pipe on a daily basis during microtunneling operations. The Contractor is fully responsible for the accuracy of the work and the correction of it, as required.

B. The jacking pipe shall be installed in accordance with the following tolerances:

1. Variations from design line: 2 inches maximum.

2. Variations from design grade: 2 inches maximum.

C. The machine shall be steered to maintain line and grade within the tolerances specified.

This shall be achieved by continuously monitoring and adjusting line, grade, machine inclination, roll, and steering attitude during the operation. If the installation is off line or grade, make the necessary corrections, and return to the design alignment and grade at a rate of not more than 1 inch per 25 feet.

D. The guidance system shall be mounted independently from the thrust block and jacking frame to maintain alignment if there is movement of equipment during jacking. Stop microtunneling operations and reset guidance system if its alignment shifts or is moved off design alignment and grade for any reason. Check guidance system setup at least once per shift. Guidance system should only be reset by experienced, competent surveying personnel in accordance with approved procedures outlined in the submittals.

E. Monitor line and grade continuously during microtunneling operations. Record deviation with respect to design line and grade at least once per foot and submit records to Engineer as requested. Control line and grade of the jacking pipe to within the specified tolerances.

F. If the pipe installation does not meet the specified tolerance, the Contractor shall correct the installation including any necessary redesign of the pipeline or structures and acquisition of necessary easements. All corrective work shall be performed by the Contractor at no additional cost to the Owner and without schedule extension, and is subject to the written approval of the Engineer.

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3.5 OBSTRUCTIONS
A. If the microtunneling operations should encounter an object or condition that impedes the forward progress of the machine, the Contractor shall notify the Engineer immediately. The Contractor shall submit a plan to correct the condition, and remove, clear, or otherwise make it possible for the microtunneling machine and jacked pipe to advance past any and all objects or obstructions that impede forward progress of the machine. Upon written notification of the Engineer the Contractor shall immediately proceed with removal of the object or obstruction by means of an obstruction removal shaft or by other approved methods, as submitted by the Contractor, and as approved by the Engineer. Shafts must meet the project same specified requirements. An obstruction removal shaft shall consist of a small excavation for the purpose of removing the obstruction. The Contractor will receive compensation for removal of obstructions, which consist of metallic debris, reinforced concrete, whole trees, rocks and other hard objects larger than 30 percent of the outer diameter of the shield or cutter head, which cannot be broken up by the cutting tools with diligent effort, and that are partially or wholly within the cross-sectional area of the bore. Payment will be negotiated with the Contractor by the Owner on a case-by-case basis. However, any removal process that does not allow direct inspection of the nature and position of the obstruction will not be considered for payment. The Contractor will receive no additional compensation for removing, clearing, or otherwise making it possible for the microtunneling machine to advance past objects consisting of cobbles, boulders, wood, non-reinforced concrete, and other nonmetallic objects or debris with maximum lateral dimensions less than one-third the outer diameter of the shield or cutterhead, whichever is larger.

3.6 CLEANUP
A. After completion of microtunneling and force main installation, all construction debris, slurry, oil, grease, and other materials will be removed from the microtunneled pipe, jacking and receiving shafts, and all Contractor work areas. Cleaning shall be incidental to the construction. No separate payment shall be made for cleanup.
**END OF SECTION**

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SECTION 33 05 09.23

ADAPTERS FOR UTILITY PIPING
PART 1 GENERAL

1.1 SUMMARY
A. Section includes: Furnish and install coupling adapters as shown and specified on the Contract Documents.

1.2 REFERENCES
A. This section contains references to some or all of the following documents, most recent edition. They are a part of this section as specified and modified. In case of conflict between the requirements of this section and those of the listed documents, the requirements of this section shall prevail.

1. American Association of State Highway and Transportation Officials (AASHTO)

2. American National Standards Institute (ANSI)

3. American Society of Mechanical Engineers (ASME)

4. ASTM International (ASTM)

5. American Water Works Association (AWWA)

6. City of Milpitas Standard Specifications

7. NSF/ANSI Standard 61 Drinking Water System Components (NSF 61)

1.3 SUBMITTALS
A. Submit in accordance with Section 01 33 00.

B. Shop Drawings:

1. Layouts and Schematics: Submit certified drawings showing all details of pipe coupling adapters. The drawings shall include all details of construction, coupling size, adapter sizes, materials of construction, weld sizes, mounting dimensions, and overall space requirements.

2. Submit materials list, catalog data. and cutsheets naming each product to be used identified by manufacturer and type number.

C. Manuals: The Contractor shall furnish manufacturer’s installation, operation and maintenance manual, bulletins, and spare parts lists for each item D. Affidavits and Certificates of Compliance:

1. Submit affidavits from the manufacturer for the following items, attesting that the products are manufactured and tested according to the specified standards:

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E. All items that are submitted for use in potable water systems including, but not limited to, pipe, valves, linings, solvent cements, welding materials, and gaskets and gasket lubricants shall (in accordance with Section 64591 of the California Water Works Standards) be NSF 61 certified for use in potable water systems and must be in compliance with State of California Assembly Bill (AB) 1953 and contain less than 0.25 percent (0.25%) lead by average weight. Submit proof of NSF 61 and lead-free certifications for each item submitted.

PART 2 PRODUCTS

2.1 TRANSITION COUPLINGS
A. General: For typical pipe joints, refer to the City of Milpitas Standard Specifications and Drawings. Other joint devices shall be furnished where called for on the Contract Documents.

B. Unless otherwise indicated on the Contract Documents or directed by the Construction Manager, transition couplings shall be restrained, bolted, sleeve-type steel or ductile iron couplings conforming to AWWA C219 with fusion bonded epoxy (FBE) coating, and stainless steel hardware; designed and rated for use on the intended pipe materials and sizes. Couplings designed and rated for use as insulating couplings shall be used for insulated connections. Minimum body length for transition couplings shall be twelve inches (12”). Any new style transition coupling must be approved by the City prior to installation.

C. Transition Couplings and Flange Coupling Adaptors:

1. Sleeve Bolts: Type 304 stainless steel.

2. Pressure Rating: 250 psi minimum.

3. Performance: Longitudinal movement and angular deflection capabilities shall meet AWWA C219.

4. Flanged Coupling Adaptors: Match mating flanges. If required by connecting valves or other devices, provide flanges with inside diameter equal to nominal pipe diameter. Shall be restrained, rated for the two adjoining pipe materials. FBE coated. Stainless steel hardware. Minimum 4.0 degrees of allowable joint deflection at each connection.

5. Manufacturers:
(a) Romac
(b) EBAA Iron
(c) Dresser
(d) Baker
(e) Or approved equal.

D. Gaskets: SBR rubber.

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E. Fusion Epoxy Coating: Materials and application shall be in accordance with AWWA C213, except application shall be by fluid bed method only unless the greatest dimension of the article to be coated exceeds 10 feet, in which case electrostatic spray method may be used.

PART 3 EXECUTION

3.1 INSTALLATION
A. Install per manufacturer instructions where shown on Drawings and where required for ease of installation or removal or pipe, subject to approval of Engineer.

B. Use transition couplings to connect pipes with small differences in outside diameter.

3.2 FIELD QUALITY CONTROL
A. Factory Quality Control: The manufacturer shall test all products as required herein and by the reference specifications.

B. The Contractor shall:

1. Perform leakage tests.

2. Be responsible for the costs of additional inspection and retesting by the City resulting from non-compliance.
**END OF SECTION**

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SECTION 33 14 00

WATER UTILITY TRANSMISSION AND DISTRIBUTION
PART 1 GENERAL

1.1 SUMMARY
A. Section includes: installation, disinfection, and testing of all portions of the potable water transmission and distribution piping system, including any portion of the existing system that is introduced to a source of contamination during construction activities.

1.2 REFERENCES
A. This section contains references to some or all of the following documents, most recent edition. They are a part of this section as specified and modified. In case of conflict between the requirements of this section and those of the listed documents, the requirements of this section shall prevail.

1. American National Standards Institute (ANSI)

2. American Water Works Association (AWWA)

3. City of Milpitas Standard Specifications

1.3 SUBMITTALS
A. Submit in accordance with Section 01 33 00.

B. All items that are submitted for use in potable water systems including, but not limited to, pipe, valves, linings, solvent cements, welding materials, and gaskets and gasket lubricants shall (in accordance with Section 64591 of the California Water Works Standards) be NSF 61 certified for use in potable water systems and must be in compliance with State of California Assembly Bill (AB) 1953 and contain less than 0.25 percent (0.25%) lead by average weight. Submit proof of NSF 61 and lead-free certifications for each item submitted.

C. Disinfection: the Contractor shall submit, disinfection schedule and procedures including:

1. "Normal" disinfection procedure.

2. Emergency disinfection procedure for mains and services which must be returned to service immediately.

3. Disinfection schedule including number and type of services and length of disruption of service.

4. Disinfecting agent(s).

5. Method of disposal of chlorinated water.

D. Testing: The Contractor shall prepare and submit to the Engineer schedules and procedures for testing of all parts of the water main installed in accordance with these Contract Documents. The schedule shall be submitted seven days prior to any testing.

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PART 2 PRODUCTS

2.1 CONTRACTOR’S RESPONSIBILITY FOR MATERIAL
A. The Contractor shall carefully examine all material for defects. Material which is known, or thought, to be defective shall not be installed.

B. The Engineer reserves the right to inspect all material and to reject all defective material shipped to the job site or stored on the site. Failure of the Engineer to detect damaged material shall not relieve the Contractor from his total responsibility for the completed work if it leaks or breaks after installation. Lay all defective material aside for final inspection by the Engineer to determine if corrective repairs may be made, or if the material is to be rejected. The Engineer shall determine the extent of the repairs.

C. Contractor to classify defective pipe prior to Engineer 's inspection as follows:

1. Damage to interior and/or exterior paint seal coats.

2. Damage to interior cement-mortar lining.

3. Insufficient cement-mortar lining thickness.

4. Poor quality interior paint seal coat.

5. Pipe out of round.

6. Damaged pipe barrel area to a point where pipe class thickness is reduced.

7. Denting or gouges in plain end of pipe.

D. The Contractor shall be responsible for all material, equipment, fixtures and devices furnished and such materials, equipment, fixtures and devices shall comply with the requirements and standards of all Federal, State and local laws, ordinances, codes, rules and regulations governing safety and health.

E. The Contractor shall be solely responsible for the safe storage of all material furnished to or by him until it has been incorporated in the completed project and accepted by the Engineer.

F. Pipe, fittings, valves, hydrants and accessories shall be loaded and unloaded by lifting with hoists or skidding so as to avoid shock or damage. Under no circumstances shall such materials be dropped. Pipe handled on skidways shall not be skidded or rolled against other pipe. Handling of this material is to be in accordance with AWWA C600 for ductile iron pipe and C605 for PVC pipe.

G. Keep fittings and valves drained and stored before installation

2.2 POLYVINYL CHLORIDE WATER PIPE
A. No fusible PVC pipe allowed.

B. Pipe: Polyvinyl chloride pressure pipe, cast iron pipe outside dimensions. Pipe shall be UL listed or Factory Mutual Approved.

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1. 4-inch through 16-inch: AWWA C900-22.

C. Pressure Class 235, DR 18.

D. Pipe joints: Bell and spigot (push-on) gasketed.

E. Gaskets: As supplied by manufacturer for PVC pipe in compliance with ASTM F477.

2.3 FITTINGS
A. Standard fittings shall be ductile iron conforming to ANSI/AWWA C110/A21.10.

B. Working Pressures: Fittings shall be pressure class 250 psi.

C. The fittings shall be coated with a bituminous coating in accordance with ANSI/AWWA C110/A21.10 and lined inside with cement mortar and seal coated in accordance with ANSI/AWWA C104/A21.4.

D. All fittings shall be covered by two coats of 15 mil mastic and encased with two wraps of 8 mil polywrap and 10 mils polywrap tape.

E. Mechanical joints including accessories shall conform to NSI/AWWA C111/A21.11.

F. Flanged joints shall meet the requirements of ANSI/AWWA C115/A21.15 or ANSI B16.1.

Flanged joints shall not be used in underground installations except where shown on the Contract Drawings.

G. All flanged joints shall be furnished with a minimum 1/8-inch, thick red rubber or styrene butadiene full face rubber gasket. The bolts shall have American Standard heavy unfinished hexagonal head and nut dimensions all as specified in ANSI B18.2. For bolts of 1-3/4-inches in diameter and larger, bolt studs with a nut on each end are recommended. Material for bolts and nuts within structures shall conform to ASTM A107.

Material for flange bolts and nuts which will be buried shall be ASTM A304 stainless steel, Grade B, with a minimum yield strength of 35,000 psi. Stainless steel bolts shall be furnished with grade stamp and markings.

H. Each fitting shall have marked plainly:

1. Pipe Class

2. Date of Manufacture

3. Manufacturer's name or trademark

4. On bends, the angle turned thereby

5. Manufacturer's identification number

2.4 RETAINING GLANDS
A. All retaining glands for connection to PVC pipe shall be Series 2000PV Megalug gland as manufactured by EBBA Iron; equivalent by Uni-Flange; or approved equal. Pressure ratings shall be 250 psi.

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2.5 MASTIC COATING
A. This protective coating is a coal tar synthetic resin solvent release, cold applied coating.

The mastic coating may be applied with spray equipment or by hand with brush or rubber gloves. A two coat system shall be applied. The metal surfaces shall first be cleaned of all loose scale, dirt and other foreign matter. No primer is required before application.

Each coat shall be applied to produce a minimum wet film thickness of 15 mils with a minimum of two hours allowed between application of coatings. The second coat shall be allowed to dry a minimum of three hours before the backfilling operation begins.

2.6 TAPE COATING
A. Apply tape coating over a clean surface (no loose rust, scale, dirt, oil or grease). Apply two layers, each layer lapped 1/2 inch, or half lapped if the tape is less than one inch wide. Apply the tape immediately on the wet primer and pull tight enough to conform to the surface being coated. Tape coating shall be Protecto Wrap No. 200, 46 mils thickness applied with Protecto Wrap No. 1170 primer, or approved equal.

2.7 POLYWRAP
A. Polyethylene protective wrapping shall consist of two wraps of 8 mils thick sheets and 10 mils polywrap tape. The material shall be wrapped completely and the edges shall extend 6" beyond area to be protected. The edges shall be secured with 10 mils thick, one inch wide Scotchwrap as manufactured by Minnesota Mining and Manufacturing Co., or approved equal.

2.8 DISINFECTION
A. The Contractor shall furnish all material and equipment as needed to complete the disinfection of all pipelines.

B. All materials and equipment shall be in accordance with AWWA C651 and AWWA B300.

2.9 TESTING
A. The Contractor shall furnish all labor, materials and equipment for performing these tests in the presence of the Engineer, including pump, pipe connections, calibrated pressure gauges, test bulkheads, filling, draining, and air release connections and valves.

PART 3 EXECUTION

3.1 INSTALLATION – GENERAL REQUIREMENTS
A. All pipe shall be laid true to line and grade as specified on the plans, or as directed by the Engineer to pass existing obstructions. Before any length of pipe is laid, it shall be carefully inspected for damage or defects. No pipe, or other material, which shows damage or defects shall be placed. Fittings, valves and hydrants shall be at the required locations with joints centered, spigots home and all valve and hydrant stems plumb and otherwise in strict accordance with the City Standard Specifications for Water Mains and Services.

B. All ferrous metal items shall be protected from corrosion and polyethylene encased as detailed in the City Standard Specifications for Water Mains and Services and as shown in these and Contract Plans.

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C. No deviation shall be made from the required alignment, depth or grade except with the written consent of the Engineer.

D. All pipe shall be laid to the depth specified. The depth shall be measured from the final surface grade to the top of the pipe barrel. The minimum pipe cover shall be as shown on the Drawings or as specified in the Specifications.

E. Pipes, valves and fittings must be carefully wiped out and cleaned, as they are being laid so that no earth or rubbish may become lodged inside and this material shall be kept clean until the acceptance of the completed work. All ends, fittings or other openings shall be plugged to prevent entry of any foreign matter or water during construction.

F. Pipe shall be laid with the bell ends facing the direction of laying, except when reverse laying is specifically authorized by the Engineer. Maximum pipe laying length shall be 20 feet. Exercise care to ensure that each length abuts against the next in such manner that no shoulder or unevenness of any kind occurs in the pipe line.

G. No wedging or blocking is permitted in laying pipe unless otherwise noted or by written order of the Engineer.

H. Pipe shall be protected from lateral displacement by placing the specified pipe embedment material. Under no circumstances shall pipe be laid in water, and no pipe shall be laid under unsuitable weather or trench conditions. Before joints are made, bed each section of pipe the full length of the barrel with recesses excavated so pipe invert forms continuous grade with invert of pipe previously laid. Do not bring succeeding pipe into position until the preceding length is embedded and securely in place.

I. Dig bell holes sufficiently large to permit proper joint making and to ensure pipe is firmly bedded full length of its barrel.

J. Walking or working on completed pipeline, except as necessary in tamping and back- filling, is not permitted until trench is backfilled one-foot deep over top of pipes.

K. Take up and relay pipe that is out of alignment or grade, or pipe having disturbed joints after laying.

L. Take up and replace with new, such in-place pipe sections found to be defective.

Replacement work at Contractor's expense.

M. Take necessary precautions to prevent the floating of the pipeline by the accumulation of water in the trench, or the collapse of the pipeline from any cause. Place enough backfill over the center sections of the pipe to prevent floating. Should floating or collapse occur, restoration will be at the Contractor 's expense.

N. Bedding materials for the pipe bedding shall be as specified in Section 31 23 00 Excavation and Fill and as detailed in City Standard Drawing No. 220 as shown per the Contract Drawings.

O. Take every precaution to prevent foreign material from entering the pipe while it is being placed. During laying operations, do not place debris, tools, clothing, or other materials in the pipe.

P. Carry out the cutting of pipe only with equipment specifically designed for that purpose such as an abrasive wheel, rotary wheel cutter, a guillotine pipe saw or a milling wheel

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saw. The use of chisels or hand saws will not be permitted. Cut ends and rough edges should be ground smooth and for push-on connections, the cut end should be beveled slightly. See Section 02 82 33 Removal and Disposal of Asbestos Containing Materials for further details on cutting of asbestos cement pipe.

Q. In distributing material at the site of the Work, each piece shall be unloaded opposite or near the place where it is to be laid in the trench.

R. If the pipe is to be strung out, it shall be done so in a straight line or in a line conforming to the curvature of the street. Each length of pipe shall be adequately blocked to prevent movement. Stockpiled pipe shall be adequately blocked to prevent movement. No pipe, material, or any other object shall be placed on private property, obstruct walkways or driveways, or in any manner interfere with the normal flow of traffic.

S. Special care shall be exercised, during handling temporary storage or construction to avoid damage to the bells, spigots or flanged ends. If damaged pipe cannot be repaired to the Engineer's satisfaction, it shall be replaced at the Contractor 's expense.

T. The Contractor shall remove all existing pipe, fittings, valves, pipe supports and blocking and all other items necessary to provide space for making connections to existing pipe and installing all piping which is to be done under this Contract.

U. The Contractor shall be responsible for maintaining the minimum required distance between the water line and other utility lines in strict accordance with all Federal, State and local requirements and all right-of-way limitations.

V. Deflections will be permitted up to 75% of the maximum allowed by the manufacturer's recommendation.

W. Where shown on the Drawings, the Contractor shall furnish air relief valve assemblies in accordance with the details shown on the Contract Drawings. Particular care shall be exercised to ensure that no high points are established where air can accumulate. In the event that unforeseen field conditions necessitate a change in the pipe profile and, in the opinion of the Engineer, the resulting change requires the installation of an air release valve and manhole, the Contractor shall obtain written approval of the Engineer to install the same as extra work to the Contract. If the Contractor requests a change in the pipe profile solely for ease of construction, and the requested change requires the installation of an air release valve and manhole as determined by the Engineer, then the cost of furnishing and installing the air release valve and manhole will be at the expense of the Contractor.

X. Rubber ring joints shall be installed in complete compliance with the recommendations of the manufacturer.

Y. Place metallic tracing wire on all non-metallic water lines per City Standard Drawing No. 752.

3.2 EXCAVATION
A. Excavations shall be done in accordance with Section 31 23 00 Excavation and Fill and City Standard Drawing No. 220 as shown per the Contract Drawings.

B. Trenches shall be excavated, either by hand or by machine. All trenches shall be excavated vertically and shall be of open construction. Tunneling will not be permitted,

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except where permission is given by the Engineer and the dimensions and methods of construction and backfilling have been definitely approved by the Engineer.

C. All trenches shall be of sufficient width to provide free working space on each side of the pipe, but in no case shall it be wider than 1-1/2 times diameter + 12", except that 6-inch pipe may be laid in a 2-foot trench. Where bracing and shoring is necessary, an additional width, as directed by the Engineer, will be allowed. In all cases, there shall be a 6" space between pipe and the sides of the trench to allow for backfill and compaction around the pipe.

D. If any trench is excavated below the bottom grade as required by the plans, it shall be refilled to grade, at the Contractor's expense for all labor and material, with approved bedding material.

E. Material excavated in streets or roadways shall be laid alongside of the trench and kept trimmed up so as to cause as little inconvenience as possible to public travel.

F. At street crossings, or where existing driveways occur on a street, the Contractor shall make provisions for ditch crossings at these points, either by means of backfill or temporary bridges as the Engineer may direct.

G. Free access must be provided to all fire hydrants, water gate valves, and private drives and means shall be provided whereby all storm and waste water can flow uninterrupted

3.3 BRACING AND SHORING
A. Bracing and shoring shall be done in accordance with Section 31 41 00 Shoring.

3.4 REMOVAL OF WATER AND/OR UNSTABLE MATERIAL FROM TRENCHES A. Removal of water and/or unstable material from trenches shall be done in accordance with City Standard Specifications for Water Mains and Services and City Standard Drawing No. 220 as shown per the Contract Drawings.

3.5 CONSTRUCTION METHODS TO AVOID CONTAMINATION
A. Heavy particulates generally contain bacteria and prevent even very high chlorine con- centrations from contacting and killing such organisms. It is essential that the proce- dures of this section be observed to assure that a water main and its appurtenances are thoroughly clean for the final disinfection by chlorination.

B. Precautions shall be taken to protect the interiors of pipes, fittings, and valves against contamination. Pipe delivered for construction shall be strung so as to minimize entrance of foreign material. All openings in the pipeline shall be closed with watertight plugs when pipe laying is stopped at the close of the day's work or for other reasons, such as rest breaks or meal periods. Rodent-proof plugs may be used where it is determined that watertight plugs are not practical and where thorough cleaning will be performed.

C. Delay in placement of delivered pipe invites contamination. The more closely the rate of delivery is correlated to the rate of pipe laying, the less likelihood of contamination.

D. Joints of all pipe in the trench shall be completed before work is stopped. If water accumulates in the trench, the plugs shall remain in place until the trench is dry.

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E. No contaminated material or any material capable of supporting prolific growth of microorganisms shall be used for sealing joints. Sealing material or gaskets shall be handled in a manner that avoids contamination. The lubricant used in the installation of sealing gaskets shall be suitable for use in potable water. It shall be delivered to the job in closed containers and shall be kept clean.

F. If it is not possible to keep the pipe and fittings dry during installation, every effort shall be made to assure that any of the water that may enter the pipe joint spaces contains an available chlorine concentration of approximately 25 mg/L. This may be accomplished by adding calcium hypochlorite granules or tablets to each length of pipe before it is lowered into a wet trench, or by treating the trench water with hypochlorite tablets.

G. If the main is flooded during construction, it shall be cleared of the flood water by draining and flushing with potable water until the main is clean. The section exposed to the flood water shall then be filled with a chlorinated potable water that, at the end of a 24 hour holding period, will have a free chlorine residual of not less than 25 mg/L. The chlorinated water may then be drained or flushed from the main.

3.6 THRUST RESTRAINT
A. Provide all plugs, caps, tees, and bends (both horizontal and vertical) with concrete thrust blocks or restraints. Tie rods and/or restrained joint pipe shall be provided where indicated on the Contract Drawings. Thrust blocks and anchor blocks shall conform to City Standard Drawings 702, 704, 706 and 742 as detailed on the Contract Drawings or as directed by the Engineer. Valves shall be provided with concrete encasement or joint restraint as detailed on the Contract Drawings.

B. Temporary thrust restraint at temporary caps or plugs shall be the responsibility of the Contractor. Submit details of temporary restraint to the Engineer for approval.

3.7 CONNECTIONS TO EXISTING PIPELINES
A. General: The new pipeline shall be connected to existing pipelines as indicated on the Contract Drawings and these Technical provisions. Connections shall be made by the Contractor only after inspector's approval of complete and satisfactory preparation for such work. The water released by cutting or opening existing pipelines shall be removed and the excavation kept dry at all times.

B. Where existing mains are provided with fittings for the purpose of connecting to the new main, the Contractor shall remove the plugs or bulkheads, clean the ends, prepare them for connection to the new main, and make the new joints. Where existing mains are not provided with fittings for the purpose of connecting to the existing main which is to be abandoned, the Contractor shall remove the required amount of existing main and make the connection by means of fittings and sections of pipe, as shown on the drawings or as directed by the Engineer.

C. Shutdowns of existing in-service pipelines will be made as required to complete pipeline connections. A shutdown shall be for as short a period as possible and will be scheduled at such a time during a regular working day that interference with the use of water by the City's customers will be minimized, except as provided below. While an existing pipeline is shut down, the connection work shall be performed without interruption, continuing after regular working hours if necessary, until completed. All costs of making connections

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to existing pipelines at the time specified shall be as described in the Bid Item Description Section.

D. Prevention of Contamination: All waterline components, including stubs, shall be provided with a permanent capped-physical separation. Specifically, all water main stubs shall be capped per Standard Drawing No. 706.

E. Control of Shutdowns: In all cases, shutdowns will be made in cooperation with and under the direction of the Engineer. The City will close all valves in making a shutdown and open all valves in restoring pressure to an existing main. All valves required for initiating pressure in the new installation shall be under the direct supervision of the Engineer.

F. Schedule: The schedule of shutdown and connection operations shall be agreed to jointly between the Contractor and the Engineer. The schedule shall be subject to adjustment by the Engineer as necessary to maintain water service to the customers of the City.

G. Advance Notice: The Contractor shall give the Engineer three week written notice before any connection operations are to be performed so that advance preparation on the part of the City can be made.

3.8 PRESSURE AND LEAKAGE TEST
A. General

1. After the pipe has been laid, thrust backing cured (min. 5 days) and the trench completely or partially backfilled, the entire pipeline, or any section thereof, shall be subjected to hydrostatic pressure and leak tests in accordance with ANSI/AWWA C600, Section 5.2 Hydrostatic Testing.

2. Test pressure to be 225 pounds per square inch, measured at the lowest point in the section of pipe line undergoing test.

B. Filling and Testing

1. Perform leakage tests on all pipe installed in this project. Furnish all equipment, material, personnel, test media and supplies to perform the tests and make all taps and other necessary temporary connections. The test pressure, allowable leakage and test medium shall be as specified. Perform leakage tests on all piping at a time agreed upon and in the presence of the City.

2. The completed section of the line shall be slowly filled with water with adequate provision for the release of air in the test section. When the line has been completely filled with water, a test pump of adequate capacity shall be attached to the line and operated to provide the specified test pressure. Water from a container of known capacity shall then be supplied to the line through the test pump to maintain this pressure during the test period. Maximum allowable leakage shall be as specified in AWWA C600.

3. Newly constructed pipe shall be isolated from existing pipe and shall satisfactorily pass the tests specified herein prior to connection of that pipe to any existing piping or valves.

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4. Measurement of leakage shall not be attempted until all trapped air has been vented and a constant test pressure has been established. After the pressure has stabilized, piping leakage shall be measured with a suitable water meter installed in the pressure piping on the discharge side of the force pump.

C. Perform the leakage test for buried piping after all pipe is installed and backfilled.

D. It is the responsibility of the Contractor to block off or remove equipment, valves, gauges, etc., which are not designed to withstand the full test pressure.

E. Provide pipe taps, nozzles and connections as necessary in piping to permit testing, addition of test media, and draining lines and disposal of water, as is necessary. Plug these openings in a manner favorably reviewed by the Engineer after use. Provide all required temporary bulkheads.

F. If leakage exceeds the allowable, repair or replace the installation and repeat leakage tests as necessary until conformance to the leakage test requirements specified herein have been fulfilled. All visible leaks shall be repaired even if the pipeline passes the allowable leakage test. All costs of repairs and retests shall be borne by the Contractor.

G. Keep records of each piping test, including:

1. Description and identification of piping tested.

2. Test pressure.

3. Date of test.

4. Witnessing by Contractor and City.

5. Test evaluation.
(a) Method: AWWA C600, as modified herein.
(b) Duration: Two hours.
(c) Medium: Potable water.
(d) Allowable Leakage: Leakage shall be defined as the quantity of test medium that must be added to the section of pipeline being tested to maintain the specified test pressure for the specified test duration. Maximum allowable leakage shall be as specified in AWWA C600.

6. Remarks, to include such items as:
(a) Leaks (type, location).
(b) Repairs made on leaks.
(c) Submit test reports to the City.

H. Where not shown on the Contract Drawings, the Contractor may install corporation stops with saddles at high points on piping to permit venting of air. Venting appurtenances

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shall be capped after successful completion of filling and air expulsion, but prior to testing.

3.9 DISINFECTION
A. Preparation

1. All pipelines shall be pressure and leak tested, flushed, and cleaned of debris and dirt prior to application of the disinfectant. The pipeline is to be kept completely clean and dry during construction.

2. Chlorination and pressure tests may be accomplished concurrently, unless inability to pass the pressure test makes it necessary to repair the line and to disinfect it at a later date.

3. The Contractor is required to submit a procedural Work Plan for flushing, disinfecting and disposal of chlorinated water to the Engineer for approval.

B. Sterilizing and Flushing Water Lines

1. Contractor shall flush and disinfect all new water lines in accordance with AWWA C651.

2. Dechlorinate and dispose of disinfection solution in accordance with applicable regulations. Take care to assure that chlorinated water is not spilled in drains.

3. Sterilizing of the completed work, including pipelines, valves, and fittings, shall be performed by the Contractor, who will supply all materials, equipment, supplies and labor required by the operation. All sterilization shall be performed under the supervision of the Engineer.

4. After completion of hydrostatic testing, the pipelines and appurtenances shall be thoroughly flushed until, in the opinion of the Engineer, all dirt and foreign matter have been removed from the system. The system shall then be disinfected with a hypochlorite solution containing a residual chlorine content of one hundred (100) parts per million. The solution shall be allowed to remain in the pipe for at least 24 hours. A chlorine residual of at least 10 ppm must remain in all parts of the line after 24 hours. The lines shall then be thoroughly flushed until a maximum residual chlorine content of 0.2 ppm is obtained in all parts of the system.

5. Extreme care shall be exercised to prevent backflow water from an unsterilized or super-chlorinated system into existing mains.

6. Disinfectant may be made by the use of calcium hypochlorite tablets attached by means of gasket cement to the inside top of the lengths of pipe as they are being laid. The amount of adhesive shall be limited to the smallest practicable amount applied to one side of the tablet only. The tablets shall have an average weight of 0.009 of a pound each and shall contain not less than seventy percent (70%) of available chlorine.

7. Chlorination and pressure tests may be accomplished concurrently, unless inability to pass the pressure test makes it necessary to repair the line and to disinfect it at a later date.

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8. The following table shows the number of tablets to be used per one hundred linear feet of pipe of various sizes:

Inside Diameter of Pipe Number of Hypochlorite Tablets per 100 Feet 4” 8
6” 20
8” 36
10” 54
12” 78
16” 138

9. Total coliform test shall be performed by a City-approved laboratory upon completion of sterilization of the water line. If test fails, water line shall be re- sterilized until the total coliform test successfully passes.

10. Flushing at 2.5 feet per second (fps) velocity will be required. Contractor shall confirm if hydrants and/or blow offs are available to develop adequate velocity.

The Contractor shall provide adapters, hoses and other items needed for flushing at adequate velocity. The length and size of hose and the location of disposal of water from the flushing operation will be as directed by the Engineer.

11. Disinfect potable water lines using general procedures and material conforming to AWWA C651 and the directions listed below.
(a) Notify the City's representative a minimum of 48 hours before beginning any chlorination operation. Contractor must submit a disinfection plan to the City for approval.
(b) Before starting chlorination operations, open the blow off valve at the discharge point and verify the test mains are not under pressure. The City's representative shall be present during this verification. (c) Verify that all cross-connection valves are closed. Verification shall be made with the City's representative present.
(d) Adequate person-to-person communications shall be maintained between the Contractor's personnel during chlorination operations, so that the operation can be immediately shut down at the sign of a problem anywhere along the test main.
(e) Before operations begin, any additional valves shall be closed at the direction of the Engineer.
(f) Under the direction of the Engineer, fire hydrants shall be monitored continuously during the operation for possible chlorine contamination

3.10 FIELD QUALITY CONTROL
A. Factory Quality Control: The manufacturer shall test all products as required herein and by the reference specifications.

B. The Contractor shall:

1. Perform leakage tests.

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2. Be responsible for the costs of additional inspection and retesting by the City resulting from non-compliance.
**END OF SECTION**

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SECTION 40 05 61.23

RESILIENT-SEATED GATE VALVES
PART 1 GENERAL

1.1 SUMMARY
A. Section includes: Furnish and install all gate valves and incidentals as shown and specified on the Contract Documents.

1.2 REFERENCES
A. This section contains references to some or all of the following documents, most recent edition. They are a part of this section as specified and modified. In case of conflict between the requirements of this section and those of the listed documents, the requirements of this section shall prevail.

1. American Association of State Highway and Transportation Officials (AASHTO)

2. American National Standards Institute (ANSI)

3. American Society of Mechanical Engineers (ASME)

4. ASTM International (ASTM)

5. American Water Works Association (AWWA)

6. City of Milpitas Standard Specifications

7. NSF/ANSI Standard 61 Drinking Water System Components (NSF 61)

1.3 SUBMITTALS
A. Submit in accordance with Section 01 33 00.

B. Shop Drawings:

1. Layouts and Schematics: Submit detailed installation drawings of all piping and connected equipment. The drawings shall include each pipe, all fittings, valves, and other appurtenances.

2. Submit materials list, catalog data. and cutsheets naming each product to be used identified by manufacturer and type number.

3. Submit certified test reports as required herein and by the referenced standard specifications.

C. Manuals: The Contractor shall furnish manufacturer’s installation, operation and maintenance manual, bulletins, and spare parts lists for each item.

D. Affidavits and Certificates of Compliance:

1. Submit affidavits from the manufacturer for the gate valves, attesting that the products are manufactured and tested according to the specified standards.

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E. All items that are submitted for use in potable water systems including, but not limited to, pipe, valves, linings, solvent cements, welding materials, and gaskets and gasket lubricants shall (in accordance with Section 64591 of the California Water Works Standards) be NSF 61 certified for use in potable water systems and must be in compliance with State of California Assembly Bill (AB) 1953 and contain less than 0.25 percent (0.25%) lead by average weight. Submit proof of NSF 61 and lead-free certifications for each item submitted.

PART 2 PRODUCTS

2.1 GATE VALVES
A. All valves shall be the product of one manufacturer.

1. All gate valves shall be non-rising stem, resilient edge valves with a 2-inch square operating nut that conform to the requirements of AWWA C509 and Mueller A- 2362, Mueller A-2361, or approved equal.

B. All valves shall be furnished with control assembly and operators, as specified herein or as shown on the Contract Documents.

C. All valve stem operators shall open by turning the valve stem counter-clockwise.

D. Valve sizes are nominal inside diameter unless otherwise noted.

E. All materials delivered to the project site shall be new, free from defects, and marked to identify the material, class, and other appropriate data.

F. End Connections:

1. Provide the type of end connections for valves as required in the Contract Drawings.

2. Comply with the following standards:
(a) Flanged: ASME B16.1, Class 150 unless otherwise noted or AWWA C207. (b) Bell and spigot or mechanical (gland) type: AWWA/ANSI C111/A21.11 G. Bolts, Nuts, and Hardware: Unless specified otherwise herein, flange bolts and nuts, coupling bolts and nuts, tie rods, and other hardware shall be as follows:

1. Exposed: Type 316 stainless steel, minimum tensile strength: 60,000 psi.

2. Buried: Type 316 stainless steel, minimum tensile strength: 60,000 psi.

3. Type 316 stainless steel bolts and nuts hardware shall be used one time per application. Reusing Type 316 stainless steel hardware will not be permitted.

4. Mechanical joint hardware shall be high strength, low alloy steel.

5. Apply an anti-seize compound to all bolt threads.

6. All bolts shall be torqued to manufacturer’s recommendations.

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H. Gaskets: shall be one-eighth (1/8) inch thick, full-faced type, made of EPDM.

I. Fusion Epoxy Coating: Materials and application shall be in accordance with AWWA C213, except application shall be by fluid bed method only unless the greatest dimension of the article to be coated exceeds ten (10) feet, in which case electrostatic spray method may be used.

2.2 VALVE BOXES
A. Valve boxes shall be specified as defined in the City of Milpitas Standard Specifications and Drawings.

PART 3 EXECUTION

3.1 INSTALLATION OF GATE VALVES
A. All valves shall be installed as defined in the City of Milpitas Standard Specifications and Drawings, as well as in accordance with manufacturer’s recommendations.

B. General Valve Installation:

1. Valves shall be carefully installed in their respective positions, free from all distortion and strain, with joints made as specified, and shall be left in satisfactory operating condition.

2. Prior to installation, all valves and appurtenances shall be thoroughly cleaned of all foreign material, and shall be inspected for proper operation, both opening and closing and to verify that the valves seat properly. Valves shall be installed so that the stems are vertical.

3. All valves shall be tested in place so far as practicable under the conditions specified and any defects revealed in valves or connections tested shall be corrected.

C. Installation of Valve and Meter Boxes:

1. Valve boxes shall be centered and set plumb over the square operating nut for each valve. Valve boxes shall be installed so they do not transmit shock or stress to the valve or pipe. Valve covers shall be set flush with the surrounding grade, or as directed by the City’s Representative. Backfill shall be placed around the valve boxes and thoroughly compacted to a 95% relative compaction in such a manner that will not damage or displace the valve box from proper alignment, or grade.

D. Use reducing fittings where any change in pipe size occurs between valves or accessories and the attached pipeline. Bushings shall not be used, unless specifically noted on the Contract Documents. Use eccentric reducing fittings wherever necessary to provide free drainage of lines.

3.2 FIELD QUALITY CONTROL
A. Factory Quality Control: The manufacturer shall test all products as required herein and by the reference specifications.

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B. The Contractor shall:

1. Perform leakage tests.

2. Be responsible for the costs of additional inspection and retesting by the City resulting from non-compliance.
**END OF SECTION**

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Dempsey Road Waterline Replacement Project January 2025 No. 7118 -1- 40 05 64.16
SECTION 40 05 64.16

AWWA RESILIENT-SEATED BUTTERFLY VALVES
PART 1 GENERAL

1.1 SUMMARY
A. Section includes: Metal body resilient-seated butterfly valves.

1.2 REFERENCES
A. This section contains references to some or all of the following documents, most recent edition. They are a part of this section as specified and modified. In case of conflict between the requirements of this section and those of the listed documents, the requirements of this section shall prevail.

1. American Association of State Highway and Transportation Officials (AASHTO)

2. American National Standards Institute (ANSI)

3. American Society of Mechanical Engineers (ASME)

4. ASTM International (ASTM)

5. American Water Works Association (AWWA)

6. City of Milpitas Standard Specifications

7. NSF/ANSI Standard 61 Drinking Water System Components (NSF 61)

1.3 SUBMITTALS
A. Submit in accordance with Section 01 33 00.

B. Shop drawings.

1. Layouts and Schematics: Submit detailed installation drawings of all piping and connected equipment. The drawings shall include each pipe, all fittings, valves, and other appurtenances.

2. Submit materials list, catalog data. and cutsheets naming each product to be used identified by manufacturer and type number.

A. Manuals: The Contractor shall furnish manufacturer’s installation, operation and maintenance manual, bulletins, and spare parts lists for each item.

C. Certificates:

1. General purpose AWWA butterfly valves:
(a) Proof-of-design tests: Certified statement that proof-of-design tests were performed and all requirements were successfully met.

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(b) Affidavit of compliance attesting valves provided comply with all provisions in accordance with AWWA C504.

2. Interior epoxy coatings: Affidavit of compliance attesting that epoxy coatings applied to interior surfaces of butterfly valves comply with application and all provisions in accordance with AWWA C550.

3. Certification, for all valves and coatings in contact with potable water, that the products used are suitable for contact with drinking water in accordance with NSF Standard 61.

PART 2 PRODUCTS

2.1 GENERAL PURPOSE RESILIENT SEATED BUTTERFLY VALVES
A. All valves shall be the product of one manufacturer.

B. Manufacturers: One of the following or equal:

1. Mueller Company, Lineseal III

2. Henry Pratt Company, Model 2FII.

3. DeZurik/Sartell Model BAW.

C. Valves shall be rubber seated, tight closing type. Butterfly valves and all accessories, including operators, shall meet the requirements of AWWA C504, except as otherwise specified. Valve bodies shall be short- or long-body flanged type, lug type with drilled and tapped bolt holes, or mechanical joint-end type, as shown or specified. Wafer body type valves without lugs are not acceptable.

D. Description:

1. Comply with Class 150B or greater as required.

2. Minimum Pressure Rating:
(a) 12-inch (300-mm) Diameter and Smaller: 200 psig.
(b) 16-inch (400-mm) Diameter and Larger: 150 psig.

3. End Connections:
(a) Standard mechanical joint ends comply with ANSI/AWWA C111. (b) Flanged end dimensions and drilling comply with ANSI/ASME B16.1, class 125, unless shown otherwise. Comply with AWWA C115 & ASME

16.5. (1) The Contractor shall coordinate with pipe, valve and fitting suppliers to make certain pipe, valve and fitting flanges match in bolt pattern.

4. Gear Actuators: Conforming to AWWA C504 for manual valves.

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5. Linings and Coatings:
(a) Corrosion-resistant fusion bonded epoxy conforming to AWWA C550. (b) All internal and external ferrous surfaces.
(c) Do not coat flange faces of valves.

6. Bubble-tight at the rated pressure for bi-directional flow.

7. Style: Wafer.

8. Shaft: Self-lubricating, sleeve-type bearings. One-piece, through-shaft construction.
(a) Valve shafts shall be full size for that portion of the shaft extending through the valve bearings, valve disc and shaft seal.
(b) Any portion of the shaft turned down for any reason shall have fillets with radii equal to the offset to minimize stress concentrations at the junction of the different shaft diameters. The turned down portion of the shaft shall be capable of transmitting the maximum operator torque without exceeding a torsional steel stress of 11,500 psi.

9. Seats: Mounted on body for valves 24 inches and smaller; field replaceable (mechanically retained in a machined groove) for valves larger than 24 inches.

10. Packing: Replaceable without dismantling valve.

E. If stub shafts are furnished, the shafts shall extend a minimum of 1-1/2 diameters into the discs and the clearance between the shaft and the discs shall not exceed the following:

Shaft Diameter, inches Maximum Radial Clearance, inches 1/2 to 1-1/2 0.002
2 to 4 0.0025
F. Operation:

1. Open counterclockwise, unless otherwise required.

2. Operators shall be of the traveling nut, self- locking type and shall be designed to hold the valve in any intermediate position between full open and fully closed without creeping or fluttering.

3. Buried Valves: All buried valves shall be provided with 2-inch square operating nuts.

G. Materials:

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1. Body: ASTM A126, cast iron or ASTM A536, ductile iron. Integrally cast flanged or mechanical end joints.

2. Shaft: Stainless steel.

3. Disc: ASTM A126, cast iron, ASTM A436 Type 1, Alloy Cast Iron or ASTM A536, ductile iron.

4. Seats: Resilient, replaceable, Rubber or Buna-N.

5. Seating Surfaces: Type 316 stainless steel.

6. Bearings:
(a) Sleeve: Corrosion-resistant and self-lubricating.

7. Or Approved Equal
PART 3 EXECUTION

3.1 INSTALLATION
A. All valves shall be installed as defined in the City of Milpitas Standard Specifications and Drawings, as well as in accordance with manufacturer’s recommendations.

B. General Valve Installation:

1. Valves shall be carefully installed in their respective positions, free from all distortion and strain, with joints made as specified, and shall be left in satisfactory operating condition.

2. Prior to installation, all valves and appurtenances shall be thoroughly cleaned of all foreign material, and shall be inspected for proper operation, both opening and closing and to verify that the valves seat properly. Valves shall be installed so that the stems are vertical.

3. All valves shall be tested in place so far as practicable under the conditions specified and any defects revealed in valves or connections tested shall be corrected.

C. Installation of Valve and Meter Boxes:

1. Valve boxes shall be centered and set plumb over the square operating nut for each valve. Valve boxes shall be installed so they do not transmit shock or stress to the valve or pipe. Valve covers shall be set flush with eh surrounding grade, or as directed by the Construction Manager. Backfill shall be placed around the valve boxes and thoroughly compacted to a 95% relative compaction in such a manner that will not damage or displace the valve box from proper alignment, or grade.

D. Use reducing fittings where any change in pipe size occurs between valves or accessories and the attached pipeline. Bushings shall not be used, unless specifically noted on the Contract Documents. Use eccentric reducing fittings wherever necessary to provide free drainage of lines.

Dempsey Road Waterline Replacement Project January 2025 No. 7118 -5- 40 05 64.16

3.2 FIELD QUALITY CONTROL
A. Factory Quality Control: The manufacturer shall test all products as required herein and by the reference specifications.

B. The Contractor shall:

1. Perform leakage tests.

2. Be responsible for the costs of additional inspection and retesting by the City resulting from non-compliance.
**END OF SECTION**

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CITY OF MILPITAS

PUBLIC WORKS DEPARTMENT

BID SUMMARY
Project Name: Dempsey Road Water Line Replacement
P
roject No.: 7118, 7110
Bid Date: 2/20/2025
Apparent Low Bidder
1 Mobilization/Demobilization (5%) $204,995.00 $200,000.00 $255,000.00 $250,000.00 $325,000.00 $430,000.00 2 Storm Water Pollution Control $10,000.00 $20,000.00 $45,000.00 $50,000.00 $80,000.00 $200,000.00 3 Traffic Control $819,980.00 $100,000.00 $235,000.00 $260,000.00 $300,000.00 $612,000.00 4 Sheeting, Shoring, and Bracing or Equivalent Method $204,995.00 $300,000.00 $100,000.00 $160,000.00 $400,000.00 $404,000.00 5 Dewatering $204,995.00 $22,000.00 $37,200.00 $75,000.00 $100,000.00 $200,000.00 6 Potholing $122,997.00 $30,000.00 $80,000.00 $50,000.00 $400,000.00 $300,000.00 7 Survey Monument Perpetuation & Replacement $60,000.00 $16,000.00 $25,000.00 $50,000.00 $30,000.00 $50,000.00 8 Asbestos Compliance Plan, Handling, and Disposal $30,000.00 $10,000.00 $5,000.00 $35,000.00 $20,000.00 $30,000.00 9 Tree Removal and Tree Planting $1,000.00 $13,800.00 $12,000.00 $15,000.00 $13,800.00 $30,000.00 10 Concrete Curb & Gutter Replacement $100,000.00 $143,850.00 $141,750.00 $115,500.00 $105,000.00 $44,100.00 11 Concrete Sidewalk Replacement $270,000.00 $149,600.00 $149,600.00 $190,400.00 $129,200.00 $88,400.00 12 Concrete Driveway Replacement $35,000.00 $82,150.00 $74,200.00 $90,100.00 $53,000.00 $37,100.00 13 Concrete Curb Ramp Installation $30,000.00 $21,000.00 $19,500.00 $24,000.00 $22,500.00 $13,200.00 14 6-inch PVC Water Main and Fittings $105,000.00 $136,000.00 $238,000.00 $129,200.00 $103,700.00 $408,000.00 15 8-inch PVC Water Main and Fittings $20,000.00 $25,200.00 $48,000.00 $24,000.00 $20,400.00 $90,000.00 16 10-inch PVC Water Main and Fittings $30,000.00 $35,200.00 $56,000.00 $40,000.00 $28,000.00 $160,000.00 17 12-inch PVC Water Main and Fittings $1,834,000.00 $2,600,000.00 $2,080,000.00 $2,210,000.00 $2,080,000.00 $2,340,000.00 18 12-inch DIP Water Main and Fittings $300,000.00 $390,000.00 $375,000.00 $525,000.00 $300,000.00 $375,000.00 19 24-inch DIP Water Main and Fittings $115,000.00 $180,000.00 $300,000.00 $150,000.00 $150,000.00 $300,000.00 20 Abandonment of Existing Water Main and Services $120,000.00 $35,000.00 $80,000.00 $56,000.00 $80,000.00 $201,000.00 21 6-inch Gate Valve $37,000.00 $48,600.00 $54,000.00 $72,000.00 $54,000.00 $90,000.00 22 8-inch Gate Valve $27,200.00 $14,000.00 $15,000.00 $20,000.00 $16,000.00 $24,000.00 23 10-inch Gate Valve $59,000.00 $23,000.00 $26,250.00 $30,000.00 $25,000.00 $35,000.00 24 12-inch Gate Valve $410,800.00 $122,400.00 $156,000.00 $150,000.00 $144,000.00 $240,000.00 25 24-inch Butterfly Valve $114,000.00 $66,000.00 $52,500.00 $61,500.00 $45,000.00 $75,000.00 26 12-inch PVC Water Main Microtunneling Crossing - Los Coches Creek with 24" Steel Casing $105,000.00 $310,000.00 $325,000.00 $300,000.00 $1,100,000.00 $664,000.00 27 New Water Service Lateral (2-inch or smaller) $108,000.00 $120,000.00 $210,000.00 $130,000.00 $300,000.00 $400,000.00 28 New Water/Fire Service Lateral (larger than 2-inch) $36,900.00 $70,000.00 $75,000.00 $90,000.00 $300,000.00 $500,000.00 29 New Fire Hydrant Assembly $242,000.00 $180,000.00 $198,000.00 $135,000.00 $135,000.00 $450,000.00 $5,757,862.00 $5,463,800.00 $5,468,000.00 $5,487,700.00 $6,859,600.00 $8,790,800.00 Cratus KJ Woods Engineering C2R Engineering Mitchell Engineering Garney Pacific Cell-Crete Corporation,
Inc. Cellcrete
RK Engineering Inc. G Bortolotto & Company On The Level Concrete Mike O'Dell Surveys Mike O'Dell Survey
West Coast Boring, Inc. West Coast Boring Pheonix Boring Construction LLC.

Nada Pacific
Corporation
C2R Engineering
Boring
Description
Pipe Abandonment
Concrete
Survey

BASE BID
List of Sub-Contractors
Item DESCRIPTION Garney PacificCratus KJ Woods Engineering Engineer's Estimate Mitchell Engineering 1

ATTACHMENT 3
Attachment 4
Construction Change Order Policy for the Dempsey Road Water Line Replacement Project Nos. 7118 & 7100
2021 City Council Approved Construction Change Order Policy Construction Award Individual Administrative Cumulative Award Amount Change Order Authority Change Order Authority Less than $100,000 $10,000 $15,000
Over $100,000 10% of Award or $20,000 15% of Award or $40,000 whichever is less whichever is smaller
Dempsey Road Water Line Replacement Project Nos. 7118 & 7100 Change Order Policy Construction Award Individual Administrative Cumulative Award Amount Change Order Authority Change Order Authority $5,463,800 N/A $1,093,000

CITY OF MILPITAS

AGENDA REPORT
(AR)
Item Title: 2023 Community Project Funding for the Milpitas Carbon Neutral Homes Retrofit Program (Staff Contact: Christian Di Renzo, Public Works Director, 408- 586-2602; and Elaine Marshall, Deputy Public Works Director, 408-586-2603) Category: Consent Calendar-Community Services and Sustainable Infrastructure Meeting Date: 3/18/2025
Recommendation: (1) Adopt a resolution to accept, and authorize the City Manager or designee to execute, the grant award and agreement from the U.S. Department of Energy for the Milpitas Carbon Neutral Homes Retrofit Program in the amount of $3,000,000 and appropriate the respective revenue and expenditure , (2) Authorize the City Manager, or designee, to approve a subrecipient agreement with Silicon Valley Clean Energy in an amount not to exceed $2,655,000 for the administration and issuance of additional rebates for Go Electric Milpitas program applicants; and (3) Approve a limited-term, grant-funded Administrative Analyst I/II position for the Public Works Department.

BACKGROUND:

In April 2022, the City of Milpitas submitted a Community Project Funding request to the Office of Congressman Ro Khanna (District 17) for federal funding from the FY 2023 federal budget for the Carbon Neutral Homes Retrofit Program (Program). On April 19, 2022, the City Council adopted a resolution supporting the submittal of this project, along with two other transportation projects, for federal community project funding. This project was accepted for advancement by District 17 office and was ultimately included in the federal budget appropriation approved by Congress for the FY 2023 Federal Budget in the amount of $3,000,000.

In August 2022, the City Council adopted an update to the City’s Climate Action Plan (CAP). The 2022 CAP aligned the City’s efforts to meet long-term State greenhouse gas (GHG) emissions targets and sets the path for the City to achieve carbon neutrality by 2045. In developing the 2022 CAP, the City consultant conducted a community GHG inventory (Figure 1 below) and showed communitywide emissions had decreased 19 percent below 2005 baseline levels.

Figure 1. Milpitas 2019 Community Greenhouse Gas Emissions Inventory (Source: Ascent Environmental 2021) According to the City’s Climate Action Plan Update, GHG emissions from Residential Building Energy use makes up close to 10% of the overall community wide GHG emissions and is mainly comprised of natural gas use. This program directly implements two of the eleven key 2022 CAP strategies include “Shifting to Clean and Reliable Energy” and “Maximizing Building Electrification and Efficiency.” Silicon Valley Clean Energy (SVCE) has been providing electricity that is close to carbon free to power homes and businesses in Milpitas

since 2018. As a result, moving away from natural gas-powered appliances will accelerate reductions in communitywide GHG emissions.

This grant-funded Program will put the cost of single-family home electrification projects within closer reach of Milpitas homeowners by complementing the financial incentives package currently offered by SVCE and increasing the total financial incentive package by up to $3,000 on average. This will significantly drive down the costs of retrofitting and create greater access to carbon neutral homes for up to 1,000 Milpitas single-family homeowners, supporting accelerated decarbonization and reduced GHG emissions from the community. Staff have received feedback about the initial project name and will henceforth be marketing this Program as the Go Electric Milpitas Program. Acceptance of the grant award necessarily requires authorization of the City Manager, or designee, to sign and accept the terms and conditions of the grant specified in the DOE Assistance Agreement (Attachment A).

ANALYSIS:

Since April 2023, staff have been working with US Department of Energy (DOE) to secure the funding award.

In October 2024, DOE’s State and Community Energy Programs Office issued the grant award assistance agreement for the Milpitas Carbon Neutral Homes Retrofit Program in the amount of $3,000,000 for the term of October 1, 2024 through September 30, 2026. There is no local match requirement associated with this grant award. Staff have since been working on project start-up activities including finalizing the subrecipient agreement with Silicon Valley Clean Energy.

The funding award is a reimbursable grant from DOE and will cover the following Program-related costs:

Cost Category Estimated Budget
Rebates to Milpitas Participants via SVCE (subrecipient agreement) $2,655,000 Limited-Term Project Coordinator (Admin Analyst I/II working as a Sustainability Coordinator)
$244,200
Supplies, Outreach, and Program Marketing $100,800
Total $3,000,000
The initial term of the grant is from October 1, 2024 through September 30, 2026. Staff will be working with DOE to include regular progress reports. DOE staff have stated they will consider an extension to the term, should that be needed.

SVCE Subrecipient Agreement
SVCE is a key partner in the Project as they already operate an effective rebate program. By partnering with SVCE and offering these rebates as an add-on to their existing program, the City can benefit from operational efficiencies and minimize administrative costs which enables more than 85% of the funding to go to Milpitas participants. Through the SVCE subrecipient agreement, the Program will be administered alongside the SVCE existing rebate program utilizing a single streamlined application process. Milpitas applications will be automatically flagged for the Go Electric Milpitas add-on rebates and thereby eliminating the need that participants submit a separate application.

SVCE’s program will provide up to $8,750 in rebates for upgrading to new electric appliances for heat pump water heaters, heat pump HVAC, electrical panel upgrades, and/or electric ranges/stoves. Lower income residents can receive an extra $4,250 if they meet SVCE’s income-qualified criteria (e.g., enrolled in CARE or FERA program, meet other qualifying conditions). The Go Electric Milpitas add-on rebates will provide these program participants with up to an additional $3,000 on average depending on which upgrades are completed.

City and SVCE staff have agreed to revisit and adjust the incentive amounts based on program participation and potential changes in availability of state and federal incentives.

Prospective participants must first apply to reserve their rebates, complete their projects, and then submit a claim for reimbursement. Once SVCE has paid out the rebate claims, SVCE will invoice the City for reimbursement under this subrecipient agreement.

SVCE does not anticipate any substantial additional administrative costs but will monitor for administrative impacts during the first few months of implementation. SVCE and the City have agreed to negotiate the administrative costs and return with an amendment of the subrecipient agreement to allow for administrative costs up to $100,000, if needed. The subrecipient agreement was approved by the SVCE Board of Directors at their March 12, 2025 board meeting.

Limited Term Program Coordinator
The federal funding will also cover the costs for a grant-funded Project/Sustainability Coordinator (Administrative Analyst I/II) who will be responsible for the following:
•Grant administration
•Grant reporting to DOE
•Coordination with SVCE
•Coordination with City’s Energy and Environmental Sustainability Commission and community groups to support Program outreach
•Development of Program materials and outreach plan
•Conducting program promotions and community engagement and outreach Staff anticipates the need for an ongoing Sustainability Coordinator to continue with climate action plan implementation beyond this grant term and may bring forward a proposal to request continued funding of this position in the Public Works Department during a future budget cycle.

POLICY ALTERNATIVE(S):

Alternative 1: Do not accept the grant award or approve any of the grant related actions.

Pros: None
Cons: This grant brings a substantial amount of federal dollars to support local climate action efforts and lower costs of electrification retrofits for Milpitas homeowners. This Program will help Milpitas make substantial progress toward carbon neutrality while making Milpitas homes healthier and safer.

Reason for Not Recommending: Seeking grant funding for climate action initiatives was a key funding strategy when the City Council adopted the Climate Action Plan Update. Absent grant funding, the City would have limited resources dedicated to climate action and be unable to make any significant progress to reduce community GHG emissions.

FISCAL IMPACT:

By accepting this staff recommendation, the City will appropriate respective revenue and expenditure in the amount of $3,000,000. This grant award has no local match requirement and all costs of administration and for financial incentives are fully covered.

CALIFORNIA ENVIRONMENTAL QUALITY ACT (CEQA):

Staff prepared the California Environmental Quality Act (CEQA) Environmental Impact Report (EIR) Addendum (Addendum) to the Milpitas General Plan Update EIR (Milpitas GP EIR; State Clearinghouse No. 2020070348) for the 2022 CAP. According to this Addendum, the 2022 CAP would not change any of the conclusions of the General Plan 2040 EIR. The analysis demonstrated that implementation of the 2022 CAP would not result in new significant effects or a substantial increase in the severity of previously identified significant effects.

Further, no new information of substantial importance has been identified that suggests the potential for the 2022 CAP to result in significant or substantially more severe effects not discussed in the General Plan 2040 EIR. This action supports the implementation of the 2022 CAP. Accordingly, no further environmental review is required pursuant to Cal. Code Regs., tit. 14, §§ 15162, 15164 as the present action presents no substantial changes to that prior environmental analysis or the circumstances under which it would be undertaken and no new information of substantial importance has arisen.

Additionally, and alternatively, the proposed activity of accepting a grant is not a project pursuant to the California Environmental Quality Act (CEQA) Guidelines Section 15378(b). The remaining action is an organizational, administrative, or fiscal activity of the City government that has no potential for resulting in direct or indirect physical changes in the environment and is not a project pursuant to Cal. Code of Regs., tit. 14, § 15378.

RECOMMENDATION:
(1) Adopt a resolution to accept, and authorize the City Manager or designee to execute, the grant award and agreement from the U.S. Department of Energy for the Milpitas Carbon Neutral Homes Retrofit Program in the amount of $3,000,000 and appropriate the respective revenue and expenditure, (2) Authorize the City Manager, or designee, to approve a subrecipient agreement with Silicon Valley Clean Energy in an amount not to exceed $2,655,000 for the administration and issuance of additional rebates for Go Electric Milpitas program applicants; and
(3) Approve a limited-term, grant-funded Administrative Analyst I/II position for the Public Works Department.

ATTACHMENT(S):
(a) U.S. Department of Energy (DOE) Assistance Agreement (b) Silicon Valley Clean Energy (SVCE) Subrecipient Agreement (c) Resolution