Solar Photovoltaic Renewable Energy Design-Build Project – Addendum No. 1 (TPD1304152)

Notice Inviting Bids

Revise the time and date to receive bids in NIB-1 as follows:

NIB-1. Receipt of Bids. Sealed proposals (bids) for this project will be received  and time-stamped by Eastern Municipal Water District no later than 2:00 p.m., MONDAY, APRIL 29, 2013 (from time stamp clock) at which time and place they will be publicly opened. Submit six (6) complete copies (one original unbound copy and five bound copies) to include the proposal and technical proposal in a separate sealed envelope. Submit one CD or DVD containing electronic files of the proposal in original file formats and Smart Searchable PDF format.

Revise the time and date to receive questions in NIB-5 as follows:

QUESTIONS: All questions must be submitted in writing by 5:00 p.m., TUESDAY, APRIL 16, 2013, to Mr. Greg Kowalski, P.E.; EMAIL: kowalskg@emwd.org and kilweind@emwd.org cc: mcelvaip@emwd.org. or FAX: 951-928-6111. Questions received after this time may not be responded to.

SPECIAL CONDITIONS

Replace SC-19 in its entirety with the following:

SC-19 Shutdown Requirements, Work Restrictions and  Operations  Coordination.Contractor shall coordinate the shutdown operation or intertie into existing water/electrical/instrumentation/network systems with the District including the Inspector and necessary Operations and Maintenance personnel. No work shall be performed without 30-day prior notice, followed by 2 week prior notice, followed by forty-eight (48) hour prior notice, and twenty-four (24) hour confirmation notice to the District. All notices shall be included in the Contractor’s baseline schedule. No work shall be done without a District representative present.

Replace SC-20 in its entirety with the following:

SC-20. Construction Survey.The baseline survey coordinates/points are shown on the preliminary construction exhibit drawings. The Contractor shall provide all required surveying for the project and any cost of re-staking due to the Contractor’s negligence will be at the Contractor’s expense.

Replace SC-30 in its entirety with the following:

SC-30. Owner and Placement Furnished Contractor Installed (OFCI) Fill Material.Contractor is responsible for the import and placement of suitable fill material to build the proposed elevated pad to accommodate the proposed solar generating facility as indicated herein and as shown in the preliminary contract exhibit drawings. Approximately 3,000 cubic yards of stockpiled soil will be owner furnished (the geotechnical report including soil characteristics of this material is included as Appendix H) and installed by the contractor. In addition, Contractor is responsible for importing the remaining fill material (including calculations for quantities of fill material) incorporating shrinkage to build the pad to the elevation as shown in the preliminary contract exhibit drawings, including the necessary cut and fill operations at the proposed solar site. This includes importing the remaining necessary fill material from other local sources that meet the necessary soil characteristics as recommended in the geotechnical report and in the appendices.

Contractor is responsible for all safety and traffic control (Both within District property and in public right-of ways) at all times during earthwork activities and when transporting the necessary fill material to the proposed site.

Contractor to provide advance notice for all earthwork activities and related tasks. No work shall be performed without 30-day prior notice, followed by 2 week prior notice, followed by forty-eight (48) hour prior notice, and twenty-four (24) hour confirmation notice to the District.

As an option to the Contractor, the triangular shaped property (APN 327-020-007) located just north of the site as shown on Exhibit A (attached) may be utilized as a borrow area for fill material. Contractor shall determine the suitability, by a certified geotechnical laboratory, of this material prior to placement and shall submit verification for District review and approval. At the same time, the Contractor is required to provide temporary controls and restore the properties to original pre-construction conditions. All activities on this parcel shall meet NPDES Compliance, see SC-09. Temporary controls consist of installing temporary facilities, including but not limited to: fencing, gates, culverts, drainage crossings, temporary structures, roads, or ramps to facilitate transport and importing of fill material. Restoration includes but is not limited to the following: all fences and gates, disturbed areas, structures, roads, or property that may be disturbed during earthwork activities, transport and placement operations of fill material within District properties. See also, SC-34.

The subject property is leased by District for farming operations and coordination with the lessee will be necessary and facilitated by District staff; as well limits of disturbance, access, duration, dust control, finish slope, and areas not to disturb. The disturbed/excavated area shall not exceed 20 acres. All grading and excavation shall be conducted such that the restored area is sloped to drain away from farming operations (APN 327-030-002) and drains to existing flow line to the West. An Excavation Plan showing the finish grades, schedule, restoration, and haul routes shall be submitted to the District for review and approval. All disturbed areas that are not worked for 3 consecutive working days shall be restored within 20 working days. The restoration shall be subject to concurrence by the Lessee and District. The excavation and import activities on this parcel shall be limited to 90 days from the Notice to Proceed (and completed prior to November 1). Dust control shall be implemented to prevent any impact to the freeway or parcels to the east, and comply with SC-33. The parcel to the East (APN 327-030-002) and the triangular parcel with the freeway advertisement sign shall not be disturbed. Existing wells shall not be disturbed, one well is located in

Northeast (NE) corner of the parcel and a monitoring well is located in the NE corner of the fill source area. All costs incurred by the District for restoration shall be deducted from the Contractor’s payment, if required, as well as all costs to extend the excavation period beyond 90 days.

Add the following Special Condition items (SC-32 through SC-44):

SC-32. Temporary Power.The Contractor shall furnish temporary power during construction to maintain operation of all necessary equipment and lighting for facilitating his operations.

SC-33 Dust, Noise and Traffic Control within District Property.Contractor shall coordinate all dust, noise, and traffic control activities within District property with District staff. At a minimum, Traffic control shall meet the District requirements and the guidelines set forth in the APWA 2012 Work Area Traffic Control Handbook. Contractor shall prepare a safety plan, for District review and approval, prior to proceeding with construction. Safety Plan, within District property, shall include basic traffic control, showing haul routes and temporary controls that are anticipated, dust control measures, and noise control measures. No work shall be performed without 30-day prior notice, followed by 2 week prior notice, followed by forty-eight (48) hour prior notice, and twenty-four (24) hour confirmation notice to the District. Contractor shall take all precautions for the safety of District personnel, its own employees, and also cause minimal disruption and impact to the normal activities and operations of the District Administrative Facilities.

SC-34. Preservation of Existing Improvements, Restoration of Work Site and Disposal of Spoil and Waste Materials.

1. Contractor shall perform his operations so that existing improvements (including roads and other paved surfaces adjacent to or in the vicinity of the work site) are not damaged. Contractor shall repair and restore any disturbed or damaged private or public improvements which result from his operations to the satisfaction of the District, or the agency having jurisdiction over said improvements, all at his expense, and no additional compensation will be allowed.

1. All work sites shall be restored to pre-job conditions and shall meet the requirements of District and property owners.

The District is obligated to keep visual impact of the work sites to a minimum; therefore, Contractor is required to restore all areas altered by construction to pre-existing conditions. Such areas shall include, but shall not be limited to, areas used for travel, parking, and storage of vehicles, equipment and materials.

1. Contractor shall be responsible for the proper legal disposal of all waste materials resulting from his operations, including rubbish, packaging materials, discarded equipment parts, and damaged construction materials, in a manner and at locations suitable to the District and all health and other regulatory agencies.

Pavement materials shall not be placed in excavations or pipeline trenches. Contractor shall remove said pavement materials and dispose of same at an approved location.

SC-35. Pre-startup and Operational Demonstration Requirements. Contractor shall be responsible for conducting a pre-startup of installed equipment prior to scheduling an operational demonstration. The operational demonstration will show that the performance of the installed equipment complies with all requirements of the specification. All costs for performing the pre-startup and operational demonstration shall be included in the Contract Price, and no extra payment will be made to the contractor. The pre-startup and operational demonstration shall be satisfactorily completed within the contract time. Contractor to indicate this activity in baseline schedule prior to District witnessed start-up.

Contractor shall furnish all labor, power, chemicals, tools, equipment, instruments, and services required for and incidental to all testing activities as described herein.

The purpose of the pre-startup is to check and test equipment for proper installation, performance and to establish equipment settings. The contractor will conduct the pre-startup under continuous District inspection.

Contractor shall correct all deficiencies discovered during the pre-startup(s) to the inspector’s satisfaction prior to scheduling an operational demonstration. Contractor may be required to conduct several pre-startups before an operational demonstration is scheduled.

Submit notice of complete installation of appurtenances and schedule final District witnessed startup.

Contractor shall provide a testing plan for review and approval prior to conducting the pre-startup(s). The plan shall clearly show testing methods, required technical representatives, single axis tracking operations, electrical interconnection, integration, electrical and instrumentation systems, and other items that are necessary to ensure a safe, successful pre-startup.

An operational demonstration minimum eight (8) hours will be conducted by the contractor immediately following successful completion of the pre-startup The Contractor shall successfully demonstrate equipment system performance at various operating conditions, if applicable, to District representatives. The Contractor shall provide neat and comprehensive records of all start-up and operational testing activities including summary inventory of equipment installed. Records shall be submitted with final as-built mylars.

Satisfactory completion and approval of the required operational demonstration testing is one of the conditions precedent to the District’s acceptance of the work and does not constitute final acceptance.

SC-36. Records of Construction. Once the design is complete, Contractor shall keep and maintain, at the job site, one record set of Construction Drawings as specified in the General Conditions, Section F-Labor and Construction, F-08 “Reports, Records, and Data”. In addition, Contractor shall provide as-built drawings, electrical schematics and wiring diagrams in hard copy form (1 set bond, 1 set mylars) and electronic format (AutoCAD/Smart PDF) on CD or DVD for the following: Interconnect diagrams with appropriate wire and terminal numbering for all equipment and controls.

SC-37. Notifications.If District receives complaints from individuals or agency affected by the project; Contractor shall take immediate action to correct the situation as discussed with the District. If Contractor receives complaints directly, Contractor shall report it immediately to District. Thereafter, Contractor shall take immediate action to correct the situation as discussed with the District.

SC-38. Control Density Fill (CDF).The Contractor will be required to use CDF, in accordance with Section 02252 as backfill in areas under and around existing utilities and must be used in all excavations in existing paving. All costs associated with furnishing and placing CDF shall be included in the respective bid item.

SC-39. Maintenance Bond for Solar Equipment.The contractor or his supplier shall provide a maintenance bond (EMWD standard form C-14 or C-14.1) from a bonding company acceptable to the District equal to 100% of the solar equipment value (including but not limited to motors, switchgear, solar panels and inverters) for a ten (10) year term starting when the District has accepted the contracted work. Equipment and/or components failing within this period due to deficiency in design, workmanship or material shall be removed, replaced, and reinstalled at no cost to the District, and said replacement shall be guaranteed for ten years continuous service. The maintenance bond shall be submitted to the District prior to the performance test of the solar system.

SC-40. Soils Tests.Upon Contractor’s request, District will provide soil/compaction testing for the project. However, any cost of re-compaction due to the Contractor’s negligence will be at the Contractor’s expense. A 48-hour notice is required for soil services.

SC-41. Listing of Equipment Requiring Testing by Factory-trained Service Personnel.The Contractor shall have factory-authorized Solar, MCC, switchboards, and motor equipment representatives present at each corresponding system start-up to verify proper operation of the specified equipment.

SC-42. Electrical Conduit Materials.Exposed conduit shall be rigid aluminum conduit.

SC-43. Storage of Materials and Equipment.Contractor shall not store materials or equipment on private or public property without written permission from the affected property owners approving such use. Said written permission shall be submitted to District prior to Contractor moving materials or equipment onto site. Contractor’s equipment shall be removed from public or private right-of-way and placed in the Contractor’s designated storage areas at the end of each work day.

Contractor may utilize the proposed site (approximate 7-acres) for storage of materials and equipment. Contractor shall coordinate the location of the material and equipment storage area with District. Said area shall not interfere with District’s access to existing facilities for operation and maintenance.

The work site is subject to vandalism and Contractor shall provide secured storage for the equipment at the work site. Contractor shall repair or replace damaged equipment as directed by District. Contractor is responsible for site fencing and security during construction.

SC-44. Polymer Coating for Soil conditioning and Dust Suppression: After installation of solar panel footing and equipment pad foundation, the top of compacted finish grade of the solar panel area shown on drawing C-02 shall be sprayed with dust control polymer additive coating rated for light traffic, manufactured by Soilworks LLC. type Gorilla-Snot®  or approved equal. Installation  and number of coats shall be per manufactured recommendation. Re-spraying of approximately every 2 years is required for maintenance and shall be applied per manufactured recommendation.

Detailed Provisions

Add the following Detailed Provision sections:

Section 02221 – Trenching, Backfilling, and Compacting Section 02252 – Control Density Fill

Section 02718 – Installation of Water Pipeline Section 15057 – Ductile Iron Water Pipe and Fittings

Section 15064 – Plastic (PVC) Pressure Water Pipe & Fittings

MANDATORY PRE BID WALK THROUGH

A mandatory pre-bid walk-through meeting was conducted on April 2, 2013 at 9:00am. Only those prequalified contractors who attended the Mandatory Pre-Bid Walk Thru are eligible to submit a bid.

QUESTIONS & ANSWERS FROM NON-PREQUALIFIED CONTRACTORS

Horizon Solar

Q1a. I received a notice from IMS (integrated marketing systems) over the weekend regarding the RFP for the 529kW solar project. I reviewed the “Notice Inviting Bids” on the website and discovered that there is a list of pre-qualified contractors who are eligible to bid on this project. Does Horizon Solar Power have the ability to attend tomorrows (4-2-13) pre-site meeting and participate in the bidding for this project. We are a local company (located in Hemet) that has recently completed a large project right here in town (1.5mW for the Gosch Autogroup – winning the bid for this project over Solar City and Heliopower – attention to detail in the bidding process being cited as one of the main reasons we were awarded the project). We also finished the project 30 days ahead of schedule.

Abacus

Q1b. Jeff Polmeroy from Abacus left a voicemail interested in walk thru and participating in bidding.

Environmental Construction

Q1c. Regarding the above named subject project, I have a question for you. I wonder if the prequalification process is still going on, and there is any chances for other general contractors to get qualified prior to the bid. If so, what we should do to get qualified.

Stronghold

Q1d. Is there an opportunity to participate in this RFP? At the time of prequal for this project, I was managing Solar business development at Rosendin Electric. I am now at Stronghold (a local minority woman owned GC) and we are very interested in participating.

Solar PowerGen

Q1e. We are interested in bidding on your project but are not sure if this project is still open to bid.

Could you please let us know if we can bid on this project?

SunWize Technologies, Inc.

Q1f. I received information regarding your RFP for Project No. 1222 yesterday from two separate sources. We would like to participate in the bid process but given the time (I received information during the site walk) were not able to attend the mandatory site visit. Would you be willing to host us for a second site visit at your convenience?

A1:     Answer to Q1a thru Q1f:

Please be advised that the prequalification process for this project was conducted in September/October 2012. Only those firms who pre-qualified are eligible to submit a bid for this project. Please refer to the Notice Inviting Bid, NIB-2 Prequalified Contractors for the list of pre-qualified contractors, a copy of which is attached for your use and information.

For future reference and to obtain the most current information on public works bid opportunities, go to www.emwd.org, select Construction, and proceed to Public Works Project Open Bids.

QUESTIONS & ANSWERS FROM PREQUALIFIED CONTRACTORS

SunPower

Q2. Good afternoon. I recently performed a preliminary review of the RFP posted online and noticed within the “Proposal Package” it states EMWD intends to award the contract to the “best value” however after taking a closer look Bid Items 1-8 appear to me as though EMWD is defining best value as lowest system cost. Can you confirm if this is accurate? Does EMWD plan to do any evaluation of the overall savings of the system based on energy production (kWh), product quality (degradation), avoided cost analysis, utility escalation, CSI rebate, REC value, NPV, etc.?

If you could take the time to respond, confirming EMWD’s evaluation method, before the weekend it would be appreciated as it might save both companies a good deal of time it this was clarified. As you and I discussed last fall SunPower does not compete when evaluating

$/W, thus if EMWD is simply looking for the cheapest system in terms of upfront cost then I believe SunPower will respectfully opt not to bid. However if EMWD is considering experience, financial stability of contractor and manufacturer, and looking for the highest quality product that will return the best value and peace of mind over the life of the system SunPower will be happy to compete for your business while explaining the differentiation between our products and conventional PV technology.

A2. Best value is not defined as the lowest system cost. Cost is just one of several criteria  outlined in the process. The solicitation package clearly indicates the basis of award will be an overall “Best Value” selection. The evaluation method and selection criteria can be found in Special Conditions Section 00120, paragraphs 2, 3, and 4, entitled Bidding Process, Proposal Submission Requirements, and Evaluation Criteria and Selection Process, respectively.

Contractor Experience and financial stability (See Appendix D) were considered as a part of the prequalification process. The five listed contractors were prequalified accordingly.

SPG Solar

Q3.     Is there a kWh target for the project based on the 529 kW DC / 500 kW AC installation?

1. We see an estimated production number referenced in the appendices – however, that estimate is based on a 15 degree tilt single axis tracker (no such product exists). Our proposed single axis tracker design will be operating at 0 degree tilt.

1. Note: We can modify the 529 kW project size based on a kWh target if so desired by EMWD.

A3. The kWh production data was designed to be a conservative estimate based for slightly less production than would be achieved from available 20 degree tilt single axis systems. The 0 degree tilt systems were not used in the design due to lower production numbers estimated by PV watts (CSI unit/calculation) for those systems. The bidders may provide alternatives, such as a 0 degree tilt system, as long as the kWh production referenced in the RFP is met but cannot be exceeded. In doing so, the bidders must be prepared to justify the system costs and benefits to the District for evaluation of the Best Value.

Q4. What is the existing historical electricity usage (trailing 12 months) of the meter that the solar facility will be connecting behind?

a. This is important to ensure compliance with CSI and SCE interconnection.

A4. The design is based on the meter usage of 1,304,760 kWh for the year 2011. The design will be refined during the design/build process based on current meter data of approximately 1,900,000 kWh, less the existing micro-turbine facility production, for a total usage of approximately 1,580,000 kWh in 2012.

Q5. Can we utilize the existing fencing surrounding the site with existing fiber optic security line if we are able to maintain the existing fence during the construction process?

A5. The existing fence is to remain and shall be protected in place during construction with exception of the portions that are identified to be improved. Damage to existing fencing during construction shall be repaired or replaced in kind. The existing fiber optic security line is not functional, may not be used, and the specifications require installation of a replacement system. See special condition section SC-25 and related technical specifications.

Q6. Is there detail on the specifications of the proposed water pipe from the existing on site water facility to the new/proposed water facility?

A6. The proposed pipeline for the meter testing facility will be required to be potholed to determine actual location and extents of replacement. Any new piping and appurtenances necessary shall be designed as a part of the design-build process. If required, proposed pipelines shall

be a minimum of 4-inch diameter, C900 PVC, and as specified in Detail Provisions: Section 02221 – Trenching, Backfilling, and Compacting; Section 02718 – Installation of Water Pipeline; Section 15057 – Ductile Iron Water Pipe and Fittings; Section 15064 – Plastic (PVC) Pressure Water Pipe & Fittings, attached. All fittings, pipe, and appurtenances for the testing station shall be supplied by the Contractor. District will provide meters. The testing station shall otherwise be designed, supplied, and installed by the Contractor.

Q7a. A couple more questions resulting from inconsistencies in the RFP:

Could you clarify whether the wind condition is 85 mph C or 125 D – the RFP states both in the request?

A7a. The solar system should be designed for a wind condition of 125 mph D.

Q7b. Could you provide more clarification and detail around the new switchgear vs. existing switchgear and the intended?

A7b. The existing electrical configuration is arranged where the 15kV class main electrical service switchgear has one (1) main power breaker with two (2) branch load interrupter switches to feed the entire facility. The proposed configuration is arranged where the 15kV class load interrupter switchgear will re-feed the existing facilities and provide a new feeder for the solar facility from the existing main electrical service switchgear. Backfeed is intended.

Q7c. There was some confusion in analyzing the AC configuration and where new equipment would need to be placed (in the new switch gear vs. existing switchgear). I think the crux of the matter was on the note saying that the contractor must modify the main breaker in the existing switchgear. Is the intent of this modification to enable suitability to backfeed? If so, is the expectation that this would be a replacement of equipment or simply a setting change (i.e. does the existing main break outfitted to allow for backfeeding).

A7c. Per SCE Net Energy Metering Interconnection Handbook Section 3.3, SCE may require an interconnection study during the initial and supplemental review which will detail any distribution system modifications that will be needed to accommodate the new solar facility. Any modification of the existing distribution system, if required, will need to be coordinated between SCE and the design/build contractor during the design phase. Yes, the existing main breaker is outfitted to allow backfeeding. The expectation is the modification would involve replacement and not a setting change.

Q7d. The RFP states that the minimum inverter size is 125 kW. If we choose a larger inverter, can we reduce the number of electrical pads?

A7d. District prefers use of 125 kW inverters as specified in the contract documents for reliability/redundancy. Therefore, the use of larger inverters or the reduction of the number of electrical pads is not allowed.

Q8. Our technical team has uncovered an inconsistency between the plan set and the project specifications. The plan set has NEMA 3 R enclosures (which we would also recommend). The project spec sheet states stainless steel. Wanted to confirm that NEMA 3 R enclosures are acceptable.

A8.     NEMA 3R enclosures are acceptable.

Cupertino Electric

Q9. We would be interested in having the deadline pushed out to May 6th. However, at this point, after further evaluation of the warranty requirements we are reconsidering our decision to bid this project.

CEI offers a 1 year warranty and typically a 1 year O&M accompanied by a 1 year Performance Guarantee. This described warranty package is what we provide all our school, municipality and even our large scale utility customers. Would EMWD accept our proposal with our 1 year standard warranty package? If so, how would our rating of our response be affected?

The other potential specification that CEI may not be able to meet is the requirement that the contractor must self-perform contract work amounting to 50% of the contract value. Being an electrical contractor, we would have to sub out the remaining scopes outside the electrical work.

A9. The receipt of bids will be extended as stated above. The Operations and Maintenance warranty shall be 10 years to meet CSI requirements as indicated in the contract documents. CEI‘s typical warranty as proposed is not acceptable.

Q10. At the pre-bid meeting, you mentioned there would be an addendum released immediately following the pre-bid mtg. Could you provide an update on the release of the addendum?

Also, I would like to update you on our progress in assembling our bid. Based on the extensive volume of the specifications and bid submittal requirements, it appears we will not be able to meet the April 16th bid delivery deadline. For this reason, we would like to request an extension of the bid due date from 4/16 to 4/30, which will provide enough time to completely review all RFP documents, specs, drawings, and appendices, acquire subcontractor bids, and meet all of the bid submittal requirements.

Thank you for your consideration in this matter. It is our desire to submit a bid that meets our internal quality standards.

A10.     The deadline for questions will be extended as stated above.

Please Note Addendum No. 2 forthcoming

Eastern Municipal Water District

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Paul D. Jones 11, P . E.

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ATTACHMENTS:

Exhibit A

Section 02221 – Trenching, Backfilling, and Compacting Section 02252 – Control Density Fill

Section 02718 – Installation of Water Pipeline Section 15057 – Ductile Iron Water Pipe and Fittings

Section 15064 – Plastic (PVC) Pressure Water Pipe & Fittings

[Page Left Intentionally Blank]

Revised: 05/02/12

SPECIFICATIONS – DETAILED PROVISIONS

Section 02221 – Trenching, Backfilling, and Compacting C O N T E N T S

PART 1 – GENERAL………………………………………………………………………………………………………………. 1

1.01         SUMMARY……………………………………………………………………………………………………………… 1

1.02         STRUCTURE PROTECTION………………………………………………………………………………….. 2

1.03         JOB CONDITIONS………………………………………………………………………………………………….. 2

1.04         GUARANTEE………………………………………………………………………………………………………….. 3

PART 2 – PRODUCTS……………………………………………………………………………………………………………. 3

2.01    MATERIALS……………………………………………………………………………………………………………. 3

PART 3 – EXECUTION…………………………………………………………………………………………………………… 4

3.01         WEATHER LIMITATIONS………………………………………………………………………………………. 4

3.02         PREPARATION………………………………………………………………………………………………………. 4

3.03         CONSTRUCTION…………………………………………………………………………………………………… 4

3.04         FIELD QUALITY CONTROL…………………………………………………………………………………… 9

Trenching, Backfilling, and Compacting

Section 02221 – 1

SECTION 02221

TRENCHING, BACKFILLING, AND COMPACTING

PART 1 – GENERAL

1.01              SUMMARY

1. Trench, backfill, and compact as specified herein and as needed for installation of underground utilities associated with the work.

1. Verification of Existing Conditions. It shall be the responsibility of the Contractor to examine the site of the work and to make all investigation necessary, both surface and sub-surface, to determine the character of materials to be encountered and all other existing conditions affecting the work.

1. Lines, Grades and Measures. All lines and grades will be established by the Engineer, and the Contractor shall provide him with such assistance and materials as may be required. The Contractor shall carefully preserve all survey stakes and reference points. SHOULD ANY STAKES OR POINTS BE REMOVED OR DESTROYED BY ANY ACT OF THE CONTRACTOR OR HIS EMPLOYEES THEY MAY BE RESET AT THE CONTRACTOR’S EXPENSE.

1. Compliance with Regulations. The Contractor shall familiarize himself, and comply with all applicable federal, state, county and municipal rules and regulations pertaining to sanitation, fire protection, and safety.

1. Contractor’s Equipment. The Contractor shall provide such modern plant and equipment as may be necessary in the opinion of the Engineer to perform in a satisfactory and acceptable manner, and in accordance with the specifications, all the work required of the Contractor.

1. Representatives for Emergencies. The Contractor shall file with the District a written list giving the names, addresses, and telephone numbers of at least two

(2) of his representatives who can be contacted at any time in case of emergency. The representatives shall be fully authorized and equipped to correct unsafe or inconvenient conditions on short notice. The Contractor shall promptly notify the District of all changes in the listing.

1. Water Supply. The Contractor may obtain water for work under this specification from the sources as stated in the Special Provisions and Requirements of this specification.

Trenching, Backfilling, and Compacting Section 02221 – 2

1.02              STRUCTURE PROTECTION

1. Contract Drawings. The drawings identify the various pipes, conduits, and other existing utility structures as they are supposed to exist in construction areas, but no error or omission on said drawings shall be construed to relieve the Contractor from the responsibility of protecting any such pipe, conduit, or other existing utility structures.

When deemed necessary by the Engineer, revisions of the contract drawings and additional detailed drawings will be issued to the Contractor during the progress of the work.

1. Notification of Underground Service Alert of Southern California. When performing underground work, the Contractor shall call Underground Service Alert (USA), the one-call underground facility locating service two (2) working days prior to making an excavation. Contractor shall be responsible for such notification of sub-contractor’s work, or shall require sub-contractor to assume this responsibility.

1. Operation of Utilities. No District valves, or appurtenances of other utility facilities shall be operated by the Contractor without approval and/or instruction from the District or the utility, as appropriate.

1.03              JOB CONDITIONS

1. Safeguarding Excavations and Property. Excavations shall be adequately shored and braced so that the earth will not slide or settle and so that all existing improvements of any kind will be fully protected from damage. Any damage resulting from a lack of adequate shoring and bracing shall be the responsibility of the Contractor. The Contractor shall affect all necessary repairs or reconstructions at the Contractor’s own expense as directed by the Engineer and shall bear all other expenses resulting from such damage.

1. Safety Measures. Each bid proposal submitted under these specifications for the construction of a pipeline, sewer, sewage disposal system, boring and jacking pits, or similar trenches or open excavations, or the use of such a trench or open excavation, shall include in appropriate bid items for such work the costs necessary to provide adequate sheeting, shoring, and bracing, or equivalent method for the protection of life or limb, which shall conform to applicable safety orders, including the Construction Safety Orders of the California Division of Industrial Safety, in accordance with the requirements of the California Occupational Safety and Health Act.

Trenching, Backfilling, and Compacting

Section 02221 – 3

1.04              GUARANTEE

The Contractor hereby guarantees that the entire work constructed by him under the contract will fully meet all the requirements thereof as to quality of workmanship, and of materials furnished by him.

PART 2 – PRODUCTS

2.01              MATERIALS

1. Select Backfill Material, and Special Bedding and Backfill. Select backfill material shall be selected from the excavated material or imported when not available from the excavated material. In either case, it shall be provided at the Contractor’s expense, and shall be included in the costs proposed for pipeline installation on the bidding sheets.

Provide soil materials free from organic matter and deleterious substances, containing no rocks over 3″ in greatest dimension, and with no more than 15% of the rocks over 2″ in their greatest dimension.

Where called for on the plans or in these specifications, and not covered by a separate bid item, special bedding or backfill shall be included in pipeline construction costs on the bidding sheets.

Where required by the governing agency or by the District to meet compaction requirements of these specifications, or requirements of these specifications for bedding or for select granular backfill, special bedding or imported backfill and disposal of excavated spoil shall be provided at the Contractor’s expense.

The requirements for special bedding and backfill at the Contractor’s expense as described herein as a part of the Special Conditions or as shown on the Contract Drawings shall supersede and take precedence over any and all other requirements for measurement and/or payment for special bedding or backfill found elsewhere in these specifications. Bedding is defined herein to include sand, rock or concrete base, cradle, or encasement. Backfill material is defined herein to include backfill for both trench backfill and pipe bedding (or pipe zone backfill).

Special bedding or backfill not called for on the plans or in these specifications, but required by the Engineer over and above the requirements of this specification, shall be constructed at additional cost, at prices reflecting current material costs as evidenced by paid vouchers, plus 50% to cover all costs of installation and overhead.

Trenching, Backfilling, and Compacting Section 02221 – 4

The encounter of ground water not anticipated in engineering reports made available for this contract, and the required over-excavation and construction of a stable base as determined necessary by the Engineer shall be considered over and above the requirements of this specification, and the required base shall be paid for at the above stipulated prices.

PART 3 – EXECUTION

3.01              WEATHER LIMITATIONS

Excavating and grading shall be performed only when the weather conditions do not adversely affect the quality of the finished product. Any graded or excavated areas that are damaged by the effect of rain, or other weather conditions, during any phase of the construction, shall be

re-excavated, regraded, and recompacted to conform to the herein specified requirements, without additional cost to the District.

3.02              PREPARATION

1. Control of Water. The Contractor shall acquire such permits and take such measures as may be required, and shall furnish, install, and operate such pumps or other devices as may be necessary to remove any seepage, storm water, or sewage that may be found or may accumulate in the excavations during the progress of the work. The Contractor shall keep all excavations entirely free from water at all times during the construction of the work and until the Engineer gives permission to cease pumping.

He shall keep the complete work reasonably free from accumulations of water and sewage, and shall free it entirely at such times as may be required by the Engineer for inspection or other purposes. Any accumulated water or sewage thus pumped shall be disposed of in accordance with good practice and local ordinances.

The Contractor shall provide an adequate dewatering system for the control of surface and groundwater seepage into the excavations as may be required during the construction period. The proposed plan of this dewatering system shall be submitted to the Engineer for concept approval prior to the installation of the system.

3.03              CONSTRUCTION

1. Excavation. The Contractor shall perform all excavation necessary or required for the construction of the facilities covered by these specifications. Excavations may be performed by either hand or machine methods and shall be of sufficient size to provide adequate space for working in accordance with safety regulations

Trenching, Backfilling, and Compacting

Section 02221 – 5

and practice and the Contract Drawings. Excavations shall include the removal and disposal of all materials of whatever nature and quantity including water, rock, decomposed granite, or any other type of soil or material, subsurface obstructions and also overhead obstructions which may interfere with the operation of equipment used on the work, for no additional compensation.

Excavation for foundations shall be made only after construction of subgrade, as hereinafter described, has been completed. Over excavation for foundations shall be filled with concrete.

1. Trench Excavation. Unless otherwise specified in the Special Conditions or on the Contract Drawings, pipeline trenches shall have a minimum clear distance of 6″ and a maximum of 9″ on each side of the pipe barrel when the pipe is properly placed and aligned in conformity with the Contract Drawings.

The maximum length of trench which shall be opened or partially opened at any one time shall be limited to 500′ for sewer lines and one-half mile for water pipelines, except where governed by other agencies or approved by the Engineer. Bell holes or depressions shall be dug by hand at the proper locations of sufficient size to adequately work the joints, but no larger than is required.

When the trench is excavated to the line and grade as shown on the drawings, and the bedding material encountered is rock, the trench shall be excavated an additional depth of at least 4″ below the grade for the bottom of the pipe, and the bottom of the trench shall be refilled with approved material, moistened and compacted by tamping or by other approved method to the satisfaction of the Engineer.

Where ground water is encountered and the native material does not afford a solid foundation for pipe subgrade as specified above, the Contractor shall excavate to such depth below subgrade as determined necessary by the Engineer and shall construct a stable base by placing crushed rock bedding upon which subgrade can be prepared. Crushed rock for bedding shall be one and one-half inch (1 1/2″) maximum size.

When the trench has been inadvertently excavated below the designed grade, at the Contractor’s expense, the bottom of the trench shall be refilled with approved material, well compacted into place in an approved manner and to the satisfaction of the Engineer.

Where it becomes necessary to excavate beyond the limits of normal excavation lines in order to remove boulders or other interfering objects, backfill the voids remaining, as directed by the engineer but not less than 90% of maximum compaction. This work is to be done at no extra cost to owner.

Where trenching occurs in existing turf areas, remove turf in sections and keep roots damp. Replace turf upon completion of backfilling.

Trenching, Backfilling, and Compacting Section 02221 – 6

1. Cover. Provide minimum trench depth indicated below to maintain a minimum cover over the top of each listed utility, unless otherwise indicated in specifications or on the drawings.

a)             1. Water lines:                                48″

b)             2. Gas lines:                                   24″

c)             3. Electrical lines:                          36″

1. Excavated Materials. Shall be piled neatly along the side of the trench and adjacent to manhole excavations in such a manner as to be of as little inconvenience as possible to the public traffic or the occupants of the adjacent property.

Through all cultivated areas, topsoil removed from excavations shall be replaced as backfill in the uppermost part of the excavation to a depth as it existed previous to excavation, not exceeding 18″. Where topsoil replacement is required, excavated topsoil shall be stored separately from other materials and in general shall be replaced as backfill in the same parcel of land from which it came.

1. Disposal of Excavated Materials. Insofar as space is available in the

right-of-way, such space may be used for temporary storage of excavated material, to be used for backfill, provided that no material shall be stored or deposited in violation of any ordinance or regulation prohibiting the filling or obstructing of water courses in drainage channels. All materials removed from the excavations in excess of that stored temporarily as above specified shall be immediately hauled away and used in backfilling elsewhere, or, if not used, shall be disposed of by the Contractor.  The disposal area shall be acquired by the Contractor.

No materials shall be disposed of either temporarily or permanently on privately or publicly owned property unless the Contractor shall first obtain permission therefore from the owner or agency concerned. The Contractor shall furnish satisfactory evidence to the Engineer that such consent has been obtained and shall be responsible for all damages and claims that may arise in connection therewith.

1. Bracing and Shoring. The Contractor shall furnish, place and maintain such bracing and shoring as may be required to support the side of the excavations for the proper protection of workmen, to facilitate the work and prevent damage to the pipes and manholes being constructed, and to prevent damage to adjacent structures or facilities. Upon completion of the work, all bracing and shoring shall be removed unless otherwise directed or permitted by the Engineer.

Trenching, Backfilling, and Compacting

Section 02221 – 7

1. Fill, Backfill and Grading shall include all scarifying, moistening, compacting, and other manipulations of the soil necessary to obtain the required densities, cross sections, lines, grades and surface finish indicated or specified.

Backfill shall not be placed in trenches or excavations until the pipelines and structures in the particular section involved have been inspected and approved for backfilling by the Engineer.

All excavations outside the completed pipelines and structures shall be backfilled with compacted material to the level of the original ground surface unless otherwise shown on the drawings or ordered by the Engineer. The materials used for backfill shall be imported, selected material, or approved selected excavated materials and shall be placed as directed by the Engineer. All materials placed within 6″ of the pipe or structure shall be free from rocks or boulders larger than 1 1/2″ maximum dimension, and from unbroken masses of earthy materials which might lodge and thereby cause unfilled pockets in the excavation.

Unsuitable material encountered at the surface upon which the bedding material is to be placed shall be removed to a depth as determined in the field by the Engineer. Unsuitable material shall be as determined by the Engineer. If not otherwise specified, removal of material and additional bedding so ordered over and above the amount required will be paid for in accordance with the specifications unless, however, the necessity for such additional bedding materials has been occasioned by an act or failure to act on the part of the Contractor, in which event the Contractor shall bear the expense of the additional excavation and backfill to the required depth. The Contractor’s attention is called to “dewatering” procedures to ensure that an otherwise stable foundation will not be rendered unfit due to accumulation of water in the trench excavation.

Imported materials (if any) required for fill or backfill shall be provided by the Contractor from areas outside the site at his own expense. Such material shall be as herein specified and must be approved by the District before delivery to the site.

1. Structure Backfill. The Contractor shall place all backfill about structures to the original ground level, or to the lines shown on the drawings or prescribed by the Engineer. Fill materials shall be of earth only, and be free from debris, vegetation, alkali, or other deleterious substances.

All backfill about structures shall be placed in layers not more than 6″ thick prior to compaction, which shall be obtained by moistening to optimum moisture content prior to placing and compacting to maximum compaction by use of suitable equipment approved by the Engineer.

The Contractor shall take all necessary precautions to protect the structure and underground facilities during the placement, compacting or consolidating, and grading of backfill.

Trenching, Backfilling, and Compacting Section 02221 – 8

1. Pipeline Backfill. Except as otherwise required by the construction plans or the standard drawings, the material used in backfilling to 1′ above the pipe shall be cohesionless, sandy, or sandy gravel material obtained from required excavation or from approved borrow areas, as shown on the Contract Drawings or as directed by the Engineer. This material shall be carefully placed and compacted to provide a firm continuous bedding and encasement for the pipe. Pipe shall be shaded the same day it is laid to protect it from possible damage and/or thermal expansion. Pipe zone backfill shall be consolidated by mechanical tamping.

Deposit approved backfill and bedding material, in the lower portion of the trench, in layers of 6″ maximum thickness, and compact with suitable mechanical tampers to a density not less than 85%, or grade as specified in special conditions of contract, until there is a cover of not less than 24″ for sewer lines and 12″ over other utility lines. Care must be taken to not damage the pipe.

The remaining trench backfill shall consist of select backfill material from the excavation, when available, free from stones or lumps exceeding 3″ in greatest dimension, and free from vegetable matter or other unsatisfactory material. This select material as defined herein and elsewhere in these specifications, shall be placed in layers not exceeding 2’ in depth, unless otherwise directed by the Engineer. Each lift shall be consolidated in such a manner that the backfill will meet the requirements of compaction to 90% maximum density per ASTM D1557-09. Care shall be taken not to disturb the backfill previously placed, and the Contractor shall at all times protect the pipe against flotation.           All material from failed test to successful test shall be removed, recompacted and retested.

1. Compacting and Surfacing. Except as otherwise specifically required by the encroachment permit or elsewhere in these specifications, the following requirements will apply:

The upper portion of the final lift will be backfilled with selected material from the excavation, moistened to optimum moisture content and compacted by mechanical tamping to meet the requirements of the District standards, of 95% maximum compaction. All backfill in public roads shall be consolidated and surfacing shall be placed to meet State of California and Riverside County requirements as stated in the respective permit, whether or not required by the inspector for that particular agency – unless otherwise approved by the Engineer.

Where backfill is in areas not within public roads, it shall be consolidated and tested to meet the requirements of these specifications, except as otherwise approved by the Engineer.

Trenching, Backfilling, and Compacting

Section 02221 – 9

Minimum acceptable field densities specified in District standards shall be determined in accordance with the testing procedures set forth elsewhere in these specifications.

Where sand material of an approved grade is used for backfilling, mechanical compaction may be eliminated and compaction obtained by jetting.

Except as otherwise directed by the Engineer, after a period of not less than 30 days or more than 60 days, any settlement shall be filled with decomposed granite.

3.04              FIELD QUALITY CONTROL

1. Contractor’s Responsibility for Safety. The Contractor shall be responsible for initiating, maintaining, and supervising all safety precautions and programs in connection with the work. This requirement will apply continuously 24 hours a day every day until final acceptance of the work and shall not be limited to normal working hours.

1. Warnings and Barricades. The Contractor shall provide and maintain barricades, guards, temporary bridges and walkways, watchmen, night lights and danger signals illuminated from sunset to sunrise, and all other necessary appliances and safeguards to protect the work, life, property, the public, excavations, equipment, and materials. Barricades shall be of substantial construction and shall be painted such as to increase their visibility at night. Suitable warning signs shall be so placed and illuminated at night as to show in advance where construction, barricades, or detours exist. Guard rails shall be provided for bridges and walkways over or adjoining excavations, shafts, and other openings and locations where injury may occur.

1. Compaction Tests. All compaction tests required by either the governing agency having jurisdiction over the right-of-way or by the District shall be performed by the District or its agent at District expense. However, in the event these tests prove the compaction to be unacceptable to either the governing agency or the District, all subsequent tests required by the governing agency or the District shall be performed at the Contractor’s expense.

Tests will be scheduled within 24 hours of the Contractor’s request for tests, at locations to be selected by the District and/or the governing agency. However, tests shall not be scheduled until a minimum 4-hours work is available for the testing laboratory, as determined by the Engineer. Results of these tests shall then be available within 48 hours.

In-place soil densities shall be determined by the sand cone method of test in accordance with ASTM Standard D-1556-64, or by the nuclear method of test in accordance with ASTM Standard D-2922-071.

Trenching, Backfilling, and Compacting Section 02221 – 10

In accordance with provisions for guarantee of the work, the Contractor shall return at his expense to correct any backfill conditions subsequently found to be substandard by either failure or more extensive testing. The Contractor shall provide all labor and equipment necessary to prepare for all tests and to assist the soils engineer in taking the tests, as directed by the Engineer.

In unimproved areas the finish surfaces over pipelines shall be graded to drain surface water away from the center line of the actual trench and provide drainage away from all the structures. No ponding of surface water will be allowed within the construction right-of-way.

Contractor shall complete total trench restoration (original condition or better) within 1,320 feet of trench heading or within 10 working days of construction, whichever represents the least amount of time. Failure of the contractor to comply with the Engineer’s cleanup orders may result in an order to suspend work until the condition is corrected. No additional compensation will be allowed as a result of such suspension.

END OF SECTION 02221

Revised 030907

SPECIFICATIONS – DETAILED PROVISIONS

Section 02252 – Control Density Fill C O N T E N T S

PART 1 – GENERAL………………………………………………………………………………………………………………. 1

1.01         DESCRIPTION………………………………………………………………………………………………………… 1

1.02         UTILITY TRENCH CDF MIX DESIGN…………………………………………………………………….. 1

PART 2 – PRODUCT………………………………………………………………………………………………………………. 1

2.01         PORTLAND CEMENT…………………………………………………………………………………………….. 1

2.02         AGGREGATES……………………………………………………………………………………………………….. 1

2.03         WATER…………………………………………………………………………………………………………………… 2

2.04         ADMIXTURES…………………………………………………………………………………………………………. 2

2.05         FLY ASH…………………………………………………………………………………………………………………. 2

PART 3 – EXECUTION…………………………………………………………………………………………………………….. 2

3.01         MIXING……………………………………………………………………………………………………………………. 2

3.02         TESTING…………………………………………………………………………………………………………………. 2

3.03         PLACEMENT………………………………………………………………………………………………………….. 2

Control Density Fill Section 02252 – 1

SECTION 02252 CONTROL DENSITY FILL

PART 1 – GENERAL

1.01              DESCRIPTION

Control Density Fill (CDF) is used as a low strength, self consolidating fill material for confined spaces which can be easily excavatable at a later time. CDF is characterized by a high maximum slump of 8 inches. CDF is not a structural concrete and should not be used in such applications.

CDF may be used as a trench backfill, structural backfill, pipe bedding, or pipe filling for abandonment in place. CDF shall consist of Portland cement, aggregates, water and fly ash. Chemical admixtures and other mineral admixtures may be used.

The actual mix proportions and flow characteristics shall be determined by the producer of the CDF to meet site conditions. Mix designs and performance tests shall be submitted to the Engineer for approval.

1.02              UTILITY TRENCH CDF MIX DESIGN (PER CUBIC YARD)

1. Cement                                  50 – max lbs
2. Fly Ash (Type F)                   50 – 150 lbs
3. Total Mix Water                    35 gallons Max.
4. Stable Air Content               20 – 30%

CDF shall be hand excavatable and shall contain aggregate no larger than 3/8 inch and the 3/8 inch aggregate shall comprise no more than 20 percent of the total aggregate content.

PART 2 – PRODUCT

2.01              PORTLAND CEMENT

Portland cement shall conform to the requirements of Section 03300, Part 2.01 A of the EMWD Specifications.

2.02              AGGREGATES

Aggregates shall conform to the requirements of Section 03300, Part 2.01 B of the EMWD Specifications, except as follows. Aggregates shall be pretested in CDF mixtures similar to those anticipated for the work, confirming their ability to perform as required for the specific application. Aggregates not in conformance with Section 03300 may be used when approved by the Engineer, providing the material has a minimum sand equivalent of 20, the percentage passing the No. 200 sieve does not exceed 12 percent, and the fines are non-plastic.

Control Density Fill Section 02252 – 2

2.03              WATER

Water shall be free of oils, acids, alkalies, organic matter or other deleterious substances.

2.04              ADMIXTURES

Admixtures shall conform to the requirements of Section 03300, Part 2.01 C of the EMWD Specifications.

2.05              FLY ASH

Fly ash shall conform to the requirements of ASTM C 618, Class F. Fly ash as a percent by weight of total cementitious material, shall not exceed 20 percent.

PART 3 – EXECUTION

3.01              MIXING

Mixing shall conform to the requirements of Section 03300, Part 2.03 of the EMWD Specifications, except for the one and one-half hour time limit specified in Paragraph B of Part

2.03. Unless otherwise specified, under conditions contributing to quick setting, the Engineer may specify a time limit, not to exceed two and one-half hours.

When CDF is used underneath a paved public right-of-way, the mixture shall contain a minimum of 25 pounds per cubic yard of cement when using washed concrete sand.

Adjustment of the mixture to achieve improved placement characteristics shall be through the use of chemical admixtures. No increase in water content or water to cement ratio will be allowed.

3.02              TESTING

CDF shall be tested for plastic unit weight. Plastic unit weight shall not deviate more than +10 percent of theoretical unit weight shown on the approved mix design. Unit weight shall be determined in accordance with ASTM C138.

CDF’s consistency shall be tested by the slump method. The slump shall be measured in accordance with ASTM C143.

3.03              PLACEMENT

CDF may be placed by chutes, conveyors, buckets or pumps depending upon the application and accessibility.

For trench backfill, CDF shall be placed continuously. To contain CDF when filling long open trenches or open ended structures in stages, the end points shall be adequately bulkheaded to prevent movement. Methods may include bulkheading with sandbags, earth dams, forms or stiffer mixtures of CDF. CDF shall be placed from the centerline of mainline utilities to the bottom of the excavation.

Control Density Fill Section 02252 – 3

For bedding, CDF shall be placed in a manner to prevent flotation or displacement of the embedded item. Methods of preventing flotation or displacement may include placement of CDF in lifts, faster setting CDF or lower slump CDF over the embedded item.

For backfilling of pipelines to be abandoned in place, CDF shall be pumped into the pipeline to be abandoned. It is intended that the disconnected ends of the pipeline shall be the primary means for injecting CDF into the pipeline. The Contractor may excavate for additional injection points along the pipeline. The pipeline shall be filled uniformly to within 90 percent of the pipe soffit. The lack of voids (other than the top 10 percent) shall be demonstrated to the Engineer by breaking out small sections of pipeline in various critical locations.

Pavement may be placed directly upon the CDF as soon as the surface will withstand the paving process without displacement or disruption. If the placement of the CDF is not completed in time to allow permanent paving to be completed the same day, the Contractor shall prevent traffic contact with the CDF until paving is completed.

END OF SECTION 02252

Control Density Fill Section 02252 – 4

[PAGE LEFT INTENTIONALLY BLANK]

Revised: 05/28/10

SPECIFICATIONS – DETAILED PROVISIONS

Section 02718 – Installation of Water Pipeline C O N T E N T S

PART 1 – GENERAL………………………………………………………………………………………………………………. 1

1.01         DESCRIPTION……………………………………………………………………………………………………….. 1

1.02         QUALITY ASSURANCE………………………………………………………………………………………….. 1

1.03         SUBMITTALS…………………………………………………………………………………………………………. 1

1.04         PRODUCT DELIVERY……………………………………………………………………………………………. 2

1.05         JOB CONDITIONS………………………………………………………………………………………………….. 3

1.06         PAYMENT………………………………………………………………………………………………………………. 3

1.07         GUARANTEE………………………………………………………………………………………………………….. 6

PART 2 – PRODUCTS & MATERIALS…………………………………………………………………………………… 6

2.01         SERVICE CONNECTIONS…………………………………………………………………………………….. 6

2.02         FLANGE X HUB-END VALVES………………………………………………………………………………. 6

2.03         PORTLAND CEMENT CONCRETE……………………………………………………………………….. 6

2.04         CEMENT MORTAR PIPE JOINTS………………………………………………………………………….. 7

2.05         LOCATOR WIRE…………………………………………………………………………………………………….. 8

2.06         TELEMETRY CABLE……………………………………………………………………………………………… 9

2.07         POLYETHYLENE ENCASEMENT………………………………………………………………………….. 9

2.08       JOINT BONDS………………………………………………………………………………………………………… 9

PART 3 – EXECUTION…………………………………………………………………………………………………………… 9

3.01         GENERAL……………………………………………………………………………………………………………….. 9

3.02         BEDDING PIPE…………………………………………………………………………………………………….. 10

3.03         RUBBER GASKET PIPE JOINTS…………………………………………………………………………. 11

3.04         CURVES, ANGLES, CLOSURES AND SHORT SECTIONS………………………………… 12

3.05         WELDING……………………………………………………………………………………………………………… 12

3.06         JOINT INSPECTION…………………………………………………………………………………………….. 13

3.07         FIRE HYDRANT RUNS………………………………………………………………………………………… 13

3.08         FLANGE, FITTING AND BOLT CORROSION PROTECTION……………………………… 13

3.09         VALVE CAP AND RISER INSTALLATION……………………………………………………………. 14

3.10         SERVICE CONNECTION METER BOX LOCATIONS AND METER INSTALLATION

……………………………………………………………………………………………………………….. 14

3.11         SERVICE CONNECTIONS…………………………………………………………………………………… 14

3.12         ELECTROLYSIS FACILITIES……………………………………………………………………………….. 14

3.13         TEMPORARY BUMPHEADS………………………………………………………………………………… 14

3.14         FIELD HYDROSTATIC TEST……………………………………………………………………………….. 15

3.15         CHLORINATION…………………………………………………………………………………………………… 17

3.16         PIPE ENTRY RESTRICTIONS……………………………………………………………………………… 20

Installation of Water Pipeline

Section 02718 – 1

SECTION 02718 INSTALLATION OF WATER PIPELINE

PART 1 – GENERAL

1.01              DESCRIPTION

Under these specifications, the Contractor shall furnish all labor, material, equipment and tools required for the complete installation and testing of pipe and pipeline appurtenances and allied structures as stated on the Bidding Sheets, shown on the contract drawings or specified herein, and all within the contract time. The Contractor shall be responsible for all work specified herein and the orderly progress and completion of the work in accordance with an approved schedule of construction.

The work includes, but is not limited to, all excavation, backfill, disposal, resurfacing of roads and driveways, verification of utilities, installation of all pipe and pipeline fittings/specials such as crosses, tees, elbows, bends, joint restrainers, couplings, tapers, butt straps and all necessary cuts and welds. All anchorage for pipe, such as at the ends of lines, at crosses, tees, elbows, bends, etc., shall be sufficient to withstand all unbalanced forces. Unless otherwise approved by the Engineer, anchorage shall be provided by means of double pass, full welds of all steel pipe joints, restraint fittings for plastic (PVC) pipe, or ductile iron pipe, as required by the Contract Drawings and these specifications. The use of concrete anchorage in lieu of restrained joints will be considered on a case by case basis. All welding and restraint shall be included in the bid price for the installation of pipe.

It shall be the responsibility of the Contractor to furnish the District with accurate tie dimensions to all valves installed in the course of constructing this project.

Refer to Section 02201 of the District’s standard specifications for requirements relating to Construction Methods and Earthwork and Section 02221 for requirements relating to Trenching, Backfilling and Compacting.

1.02              QUALITY ASSURANCE

Contractor shall be responsible for the quality of all work of his forces and that of his subcontractors, for adherence to all laws and regulations, and for all public relations regarding the contract work, as set forth elsewhere in the Contract Documents.

1.03              SUBMITTALS

Shop drawings for all pipe and appurtenances shall be submitted pursuant to the requirements of the Contract Documents for Submittals, and shall show the materials, dimensions, stations and all relevant details.

Installation of Water Pipeline Section 02718 – 2

1.04              PRODUCT DELIVERY

1. Materials Furnished by the Contractor. Except as otherwise stated on the Bidding Sheet, all materials, including water pipe and appurtenances and service connections and appurtenances, shall be furnished in place by the Contractor, excepting service connection meters will not be furnished or installed by the Contractor. Materials to be furnished by the Contractor shall include that necessary for replacement of all obstructions, road surfacing, etc.

The Contractor shall furnish the Engineer, as soon as issued, duplicate copies of all orders placed outside the Contractor’s plant for articles or materials to be furnished by the Contractor for incorporation in the work. The Contractor shall also furnish the Engineer with such additional information as reasonably may be required respecting the character of the material and progress of their procurement.

1. Materials Furnished by the District. ONLY WHERE SHOWN ON THE CONTRACT DRAWINGS OR ON THE BIDDING SHEETS, OR ORDERED BY THE ENGINEER, the District will furnish any or all of the following materials necessary for the completion of the work under these specifications:

1. Cement mortar lined pipe, asbestos-cement pipe, ductile iron pipe, or PVC pipe with rubber gasket joints and gasket rings. Pipe will be delivered to the job site by the Pipe Supplier. Pipe to be unloaded and strung along trench site by Installation Contractor. Approximately 5% of each size of pipe will be furnished in the standard short lengths manufactured by the pipe supplier, except as otherwise requested by the Contractor.

1. Valves, flanges, gaskets, valve risers and caps, bolts, crosses, tees, bends, elbows, tapers, fire hydrant assemblies complete with valve and pipe, or air valve assemblies complete with piping and valves, etc.

1. Joint materials except for cement mortar.

1. Locating wire required for asbestos-cement pipe and PVC pipe systems.

1. Telemetry wire where noted on the construction drawings.

The Contractor shall, within seven (7) days after execution of the contract, meet with the Engineer for approval of his proposed schedule of construction and shall furnish the Engineer a written statement of the Contractor’s requirements for delivery of materials and equipment to be furnished by the District with the dates upon which delivery of each class of said materials and equipment will be necessary in order to conform to the Contractor’s program of construction.

Installation of Water Pipeline

Section 02718 – 3

Materials to be furnished by the District, except for pipe, will be delivered to the Contractor f.o.b. the Contractor’s trucks at the District yard or warehouse, and the Contractor will sign for these materials received. No direct payment will be made to the Contractor for hauling or handling materials or equipment furnished by the District, but payment for such handling and hauling will be included in the prices named for the contract items wherein the materials and equipment are used.

The Contractor shall be responsible for coordinating the delivery and the actual placement of all pipe in accordance with his requirements and construction schedule, shall properly barricade the pipe and other materials, and shall be responsible for any damage to property as a result of the unloading or placement of the pipe or other materials.

If the delivery of any materials or equipment specified herein to be furnished by the District shall be delayed by strikes, acts of God, or other causes beyond the control or without the fault or negligence of the District, the Contractor shall have no claim against the District for such delay in delivery, but shall be entitled to so much additional time wherein to perform and complete the contract on his part as the Engineer shall certify in writing to be just.

1. Hauling and Handling Pipe. The Contractor shall protect all pipe from damage during hauling and handling. Dropping or bumping of pipe will not be permitted. Pipe will be handled with a two point pick-up with a six foot minimum spread. Slings or padded cable will be used so as not to damage exterior coating.

Pipe shall not be strung prior to blasting in those areas where blasting is required. Damaged pipe shall be replaced or repaired by the Contractor at his expense, and subject to approval by the Engineer.

1.05              JOB CONDITIONS

Water Furnished by District. The District will make water available for construction at the locations stated in the Special Provisions.

1.06              PAYMENT

1. Measurement for Payment. Quantities for installation of pipelines and appurtenances on District-administered projects shall be measured for payment as specified herein and described on the Bidding Sheet:

1. Pipelines. Will be measured in place along the horizontal axis of the pipe by the linear foot, on the basis of pipeline completely installed and tested including earthwork, special bedding included in the work, pipe, gaskets, fittings, polyethylene encasement, specials, welding, concrete and miscellaneous materials. The measurement will be continuous through all valves and fittings.

Installation of Water Pipeline Section 02718 – 4

1. Valves. Will be measured on the basis of each gate valve or butterfly valve completely installed and tested including valve, valve riser and cap, earthwork and miscellaneous materials.

1. Air Valves. Will be measured on the basis of each air valve assembly completely installed and tested including tap-to main, piping, all valves, fittings, valve box, earthwork, and miscellaneous materials.

1. Fire Hydrants. Will be measured on the basis of each fire hydrant assembly completely installed and tested including tap-to-main, piping, valve, valve riser and cap, fittings, hydrant, earthwork and miscellaneous materials.

1. Blow-offs. Will be measured on the basis of each blow-off assembly completely installed and tested including tap-to-main, piping, valve, valve riser and cap, fittings, earthwork and miscellaneous materials.

1. Special Bedding. Will be measured on the basis of the cubic yards of special bedding required to bring the bedding up to grade for the trench size excavated up to the maximum size of trench allowable under these specifications. Only that special bedding for which there are stipulated costs, or for which special bid items are listed in the bid sheet will be measured for payment.

No allowance will be made for over-excavation except as directed by the Engineer, or for special bedding required in the contract work under other bid items.

1. Bore Casing. Will be measured on the basis of horizontal centerline distance and shall include all excavation, furnishing and placement of casing, furnishing and placement of all required back-packing and grouting around casing, backfilling within casing, pipe bracing, restoration of surfaces, and all labor and material for a finished job. Furnishing and installation of pipe within casing shall be included in pipeline measurement.

1. Paving. Will be measured as a part of project causing removal and/or replacement of paving, except as otherwise specified on the Bidding Sheet.

1. Payment. Payment for quantities for installation of pipeline and appurtenances on District-administered contracts will be paid for in the following manner. Quantities of items listed herein, measured as stated above and accepted, will be paid for at the unit bid prices as stated herein, which prices and payments shall constitute full compensation for furnishing all labor, equipment and tools necessary to complete the described work in place. No additional compensation will be paid above the unit bid prices for changes in quantities.

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1. Pipelines. Quantities of pipelines will be paid for at the respective unit bid prices per horizontal linear foot for the kinds and sizes of pipe stated in the bidding sheet. Work includes all earthwork, installation and testing of pipe, specials, fittings, welding, anchors, removal and restoration of pavement, curbs, gutters and sidewalks, and clean-up. Payment for pipe in place shall be further broken down based upon the Contractor’s submittal under Section F-10 of the General Conditions, as concurred by the Engineer, but not to exceed in the ordinary project the following percentages of the linear foot price stated on the Bidding Sheet:

Trench excavation…………………………………………………………… 10%

Pipe laid in place and shaded…………………………………………. 65%

Trench Backfilled and the Backfill Compacted………………… 20%

Testing and Clean-up, Exclusive of

Pavement Replacement……………………………………………………. 5%

1. Fittings and Specials. Payments for quantities of fittings and specials shall be included in the payment for installation of pipelines. Work includes installation of bends, tees, crosses, joint restrainers, couplings, saddles, outlets, tapers, butt straps and all necessary cuts and welding and all earthwork, and no additional compensation will be made therefore.

1. Valves. Quantities of gate valves or butterfly valves will be paid for at the respective unit bid prices for the size of valves stated in the bidding sheet. Work includes installation of valves, valve risers and caps, saddles, flanges, gaskets, bolts, and all earthwork.

1. Air Valves. Quantities of air valve assemblies will be paid for at the respective unit bid prices for the size of air valves stated in the bidding sheet. Work includes installation of tap-to-main, valves, service stops, elbows, bends, valve boxes, and all piping.

1. Fire Hydrants. Quantities of fire hydrant assemblies will be paid for at the respective unit bid prices for the sizes of fire hydrants stated in the bidding sheet. Work includes installation of tap-to-main, valves, valve risers and caps, saddles, bends, flanges, gaskets, bolts, hydrants, and all piping.

1. Blow-offs. Quantities of blow-off assemblies will be paid for at the respective unit bid prices for the sizes of blow-offs stated in the bidding sheet. Work includes installation of tap-to-main, valves, valve risers and caps, fittings, earthwork and miscellaneous materials.

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1. Special Bedding. Quantities of special bedding measured as stated above and accepted, will be paid for at the stipulated cost price, or the respective unit bid price for the quantities as stated in the bidding sheet, which price shall constitute full compensation for all labor, materials, and equipment necessary to complete the work in place, including the special bedding material.

1. Bore Casing. Payment for bore casing in place measured as stated above shall be made as specified on the bidding sheet.

1. Paving. Payment for quantities of paving measured as stated above and accepted shall be included in the unit bid for pipeline. Work includes removal and/or restoration of paving and all earthwork, and no additional compensation will be made therefore, except as otherwise provided on the bidding sheet.

1.07              GUARANTEE

All work, materials, and equipment shall be guaranteed for the periods of time set forth elsewhere in the contract documents for General Guaranty or Warranty.

PART 2 – PRODUCTS & MATERIALS

2.01              SERVICE CONNECTIONS

Service connections to asbestos-cement pipe main shall be by prefabricated heavy tapped couplings for 3/4″, 1″ & ½” Meter Service Connections. Service connections to ductile iron pipe and PVC pipe shall be made using service saddles.

2.02              FLANGE X HUB-END VALVES

Where valves do not connect to fittings, the fitting may be hub-end, or flange x hub-end. However, where valves connect to cast iron or welded steel fittings, fittings shall be flanged. Where flange x hub-end valves are not available for use with asbestos-cement pipe, flanged valves shall be used with flange x hub-end adaptors. All fittings and valves for ductile iron pipe and PVC pipe shall be bolted mechanical joint type.

All valves shall be hung plumb, with the stems vertical.

2.03              PORTLAND CEMENT CONCRETE

Cast-in-place structures of plain and reinforced concrete shall conform to the requirements of Chapter 26 of the Uniform Building Code and ACI 318, unless otherwise approved by the Engineer.

Classes of concrete used in the construction of cast-in-place structures shall be proportioned as specified in Section 03300 of the District standard specifications.

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2.04              CEMENT MORTAR PIPE JOINTS

Mortared joints shall meet the following requirements:

1. Joint Mortar

1. Composition of mortar for caulking, buttering, or coating of joints shall be composed of cement, sand and water, well mixed and of such consistency as to produce a dense, homogeneous mortar that will adhere firmly to the pipe surface. Sufficient hand plastering of the joint prior to placing of the mortar is to be encouraged, to enhance the bond between the pipe and mortar.

a)             Cement shall be Type V Portland Cement (sulfate resistant)

b)             Water for mixing mortar shall be clean and free from mud, oil, organic material, or other deleterious substances.

c)             Aggregate sand shall be silica sand passing at No. 16 mesh screen; or “plaster” sand at least 80% passing a No. 16 mesh screen; or other well graded inert, granular material produced from hard rock, with strong, durable, uncoated grains, upon prior approval of the District.

1. Proportions of cement and sand in joint mortar shall be one part of Portland cement to one and one-half parts of sand by volume. The exact proportion shall be determined by the characteristics of the sand used, and approved by the Engineer.

1. Water content shall be kept to the minimum allowing workability, as approved by the District, recognizing that better flow characteristics are required for placement in diapers around the pipe than for placement by caulking or buttering.

1. Mixing of the mortar should be long enough (approximately 3 minutes in paddle-type mixers, or 1 minute in turbine mixers) to obtain maximum plasticity. The mortar shall be used before initial set</span>; therefore, only enough mortar shall be mixed at a time for immediate use even to the extent of discarding mortar already mixed in the event of delay in the pipelaying operation.

1. Diapers shall be impervious if available.

1. Width of diapers, where used, shall be sufficient to allow cupping of the diaper for increased thickness of the joint mortar. Recommended minimum diaper widths:

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20″ dia. pipe and larger…………………………………………………….. 12″

12″ – 18″ dia. pipe:…………………………………………………………….. 10″

10″ dia. pipe and smaller…………………………………………………….. 9″

1. Mortar placement shall be from one side of the diaper, to allow the mortar to flow around the bottom and up the opposite side of the pipe, to preclude the possibility of any voids inside the diaper.

1. Curing operations shall begin immediately after completion of joint mortaring.

1. Immediate backfill should follow the completion of the joint mortaring operation where possible. Care must be taken to immediately wet down and consolidate the backfill, to avoid draining the moisture from the mortar through porous diapers into dry backfill soil, or disturbing the mortar set by subsequent compaction of the backfill.

1. Completed-joint mortar to be exposed to the sunlight where backfill will not take place until after the mortar has hardened must be kept continually moist during the curing period to prevent cracking of the curing mortar.

2.05              LOCATOR WIRE

Locator wire shall be installed over all waterlines, reclaimed waterlines and forcemains whether or not telemetry wire is buried with pipe. Locator wire per Standard Drawing B-656 shall be 14-1 solid insulated copper wire (UF), in a continuous strand, placed on top of pipe and secured with tape. Locator wire shall be brought to the surface at the edge of the right of way at 660 feet maximum on centers in Brooks No. 1-SP, or equal, valve boxes.

The valve boxes shall be placed within two feet of fire hydrants when fire hydrants are available at 660′ or less on center. Where no fire hydrants are available, EMWD marker posts shall be installed within two feet of the valve boxes.

For subdivision construction, instead of the marker post, mark the face of the curb in front of the box with the letters “LW”. Loop 2 feet of wire in valve box. Provide the inspector survey stations at each valve box for as-built drawings.

After all trench backfill operations are complete, the District shall pay for and conduct the locatibility test to confirm that the wire is continuous. The Contractor shall be responsible for all costs to confirm, locate and repair any breaks in the location wire identified in the locatibility test. In addition, the Contractor shall reimburse the District for all costs to retest repaired sections of the wire. The Contractor is advised to use care in the installation and backfilling operations to prevent damage to the wire.

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Section 02718 – 9

2.06              TELEMETRY CABLE

On District-administered contracts, the District will supply the telemetry cable for installation in accordance with these specifications and contract drawings. The telemetry cable will be delivered to the Contractor at the District’s warehouse. Prior to acceptance and delivery of the cable, a continuity test will be performed by District personnel or the Contractor’s representative. Certification of the test results will be acknowledged by the Contractor or his representative in writing. The Contractor will be responsible for the safe handling, installation and retesting for total continuity of the cable installation prior to acceptance by the District.

2.07              POLYETHYLENE ENCASEMENT

All underground installed valves, ductile iron pipe and fittings shall be polyethylene encased at the time of installation. Polyethylene encasement and installation shall be in accordance with ANSI/AWWA C105/A21.5.

2.08       JOINT BONDS

All metallic pipes shall be electrically continuous except at insulating flanges. All joints that are not welded shall have bonds to ensure continuity.

Cathodic test stations and/or Insulated Test Connection 4-wire test stations shall be installed at every half mile or less except where otherwise indicated on the plans.

2.09         DROPS AND SIPHONS

All waterline drops and siphons larger than 12” shall be CML&amp;C. A soil corrosivity report with recommendations shall be prepared by a corrosion engineer and submitted to the District for approval prior to construction.

PART 3 – EXECUTION

3.01              GENERAL

It shall be the responsibility of the Contractor, prior to start of construction, to meet with the Engineer:

1. For approval of schedule of construction for work and completion of pipelines or sections thereof.

1. To submit the required forms listed in the General Conditions.

1. To coordinate delivery of District-furnished materials.

1. Determine location and placing of the pipe to be unloaded and direction of placing bells;

1. Determine the quantity of pipe to be placed in a particular location;

1. Coordinate delivery of pipe and other materials to meet his construction schedule.

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1. To furnish such additional information as may be required from time to time as construction progresses, regarding the progress of the procurement and delivery of the required equipment and materials, and/or the scheduling of the work.

Any subsequent shuttling of pipe, turning of bells, etc., will be at the Contractor’s expense and no additional compensation will be allowed above the unit bid price, unless authorized by the Engineer in writing. All quantities shown on the Bidding Sheet and the contract drawings indicate the estimated quantities of materials for the completed pipelines in place.

3.02              BEDDING PIPE

1. General. Each section of pipe shall be lowered into the trench in a manner that will prevent injury to the pipe, coating, or joints and shall be carefully bedded to provide continuous bearing and prevent uneven settlement. The inside of the pipe shall be clean and free from foreign material of any kind before being installed.

1. Steel Pipe. For bedding steel pipe without encasement, the trench bottom shall be given a final trim such that each pipe section first laid will be continuously in contact with the ground along the bottom as shown on the drawings, provided that in the event ground is encountered which, due to its instability or other properties, but through no fault of the Contractor, cannot be trimmed in the prescribed manner or made to retain the specified shape, a 2-inch bedding or other suitable modification of the method of bedding the pipe will be ordered by the Engineer. Bellholes will be provided to prevent bridging the pipe supported at the bells.

Wherever, due to over-excavation or inaccurate trimming by carelessness in the operation of the Contractor’s equipment or by his workmen, the shaping is inadequate to afford uniform support for the normal bedding of the pipe, the Contractor at his own expense, shall refill with sand, consolidate, and then reshape the trench bottom to the required section.

Pipe zone bedding shall be completed in accordance with the requirements of the District standards and/or the manufacturer’s trench section bid submittal.

1. Asbestos-Cement Pipe. Asbestos-cement pipe without encasement shall be installed in accordance with AWWA Spec. C603, shall be bedded in accordance with Section 3.2 of that specification for pipe laid on earth mounds, and in accordance with the standard drawings.

1. Ductile Iron Pipe. Ductile iron pipe without encasement shall be installed in accordance with AWWA Spec. C600.

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1. PVC Pipe. PVC pipe without encasement shall be installed in accordance with ASTM D-2774-82.

For PVC pipe and ductile iron pipe with mechanical joints, the gasket shall be placed in the groove of the bell. Lubricate the spigot lead of the pipe, keeping it clean and free of dirt or sand and then insert the spigot end into the bell and force into position per manufacturer’s recommendation.

1. Tolerance. The pipe shall be accurately laid to alignment and grade shown on the drawings or established by the Engineer. Where grade stakes are provided with which to establish the proper pipeline grade, pipe shall be laid to grade within a tolerance of 0.1′, or 0.2′ cumulative deviation from elevations set by adjacent grade stakes. As ordered by the Engineer, the allowed tolerance may be greater than herein indicated for lines on steep grades, or less than herein indicated for the larger lines or lines on flat grades, where necessary to avoid air pockets.

3.03              RUBBER GASKET PIPE JOINTS

After the subgrade has been prepared as specified, the rubber gasket shall be placed in the groove on the spigot ring, and the spigot end of the pipe then entered into the bell of the adjoining pipe and forced into position. Care shall be taken to avoid twisting or cutting the gasket when jointing the pipe. The inside surface of the bell shall be lubricated with a compound of Sherwin-Williams Fluxsoap or approved equal which will facilitate the telescoping of the joint.

1. Lining. For steel pipe smaller than 21 inches, buttering of joints with cement mortar and drawing sewer ball or an approved swab or squeegee through the pipe may be substituted in place of caulking and troweling. Water shall not be turned into the pipe until the inside joints have been properly cured.

1. Coating. In the case of wrapped steel pipe, the outside joints shall be completely primed with Primer 1170 and wrapped with Protecto-Wrap.

In case of cement mortar coated steel pipe, the outside joints shall be completely coated with cement mortar using diapers as set forth in Article 2.04, Cement Mortar Pipe Joints.

All field coatings other than joint mortar shall be shaded with pipe zone backfill after their initial set, but prior to four (4) hours following installation, and properly protected during the shading operation. Joint mortar shall be cured as set forth in Article 2.04, Cement Mortar Pipe Joints.

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3.04              CURVES, ANGLES, CLOSURES AND SHORT SECTIONS

The laying of pipe on curved alignment by means of unsymmetrical closure of spigot into bell rings will be permitted. The amount of pull permitted from normal closure on one side of the joint will be up to 1/2″ for 8″ pipe or smaller, up to 3/4″ for 10″ through 21″ pipe, and up to 1″ for pipe 24″ and larger; provided that the maximum deflection shall not exceed the manufacturer’s recommendation. Where smaller radius of curvature is required, sections of pipe with beveled ends may be fabricated for the purpose and laid on curved alignment, unless fabricated bends are shown on the drawings or ordered by the Engineer. Beveled pipe may have a maximum bevel of five degrees measured from a plane perpendicular to the pipe’s axis. The center of the short side of the bevel shall be marked on the joint bands. For the purpose of reducing the angular deflections at pipe joints and for closure sections, the Contractor shall be permitted to install pipe sections of less than standard length. Where such installations are allowed, Contractor shall be responsible for anchorage of the necessary joints, as directed by the Engineer. Curved Sections of PVC pipe shall be in accordance with AWWA C-900 and manufacturer’s recommendations.

Closing courses and short sections of straight pipe shall be fabricated and installed by the Contractor as found necessary in the field and approved. Where closing pieces are required, the Contractor shall make all necessary measurements and shall be responsible for the correctness. Other than closing courses and short sections approved by the Engineer for field fabrication, all pipe and special fittings shall be fabricated in a shop approved by the Engineer for that purpose.

Asbestos-cement pipe cutting or beveling operations shall utilize tools that do not produce concentrations of airborne asbestos dust exceeding levels permitted by regulatory agencies.

PVC pipe shall be cut square, deburred and beveled in accordance with pipe manufacturer’s recommendations. The pipe shall be cut in a neat and workmanlike manner without damage to the pipe.

3.05              WELDING

The Contractor shall be responsible for the quality of work performed by his welding organization. All welding operators shall be qualified under the Standard Qualification procedure of the American Welding Society. All welds shall be made by an electric shielded arc method of welding. When continuous welded pipe is specified, the Contractor shall use filler rods made of the same material as the cans, per the manufacturer’s recommendations. No bending of the pipe shall be allowed.

All pipe welds at joints and fittings shall be double pass full welds. Welding shall be performed only after any mortar within two (2) feet has a 24-hour set.

The Engineer shall have the right at any time to call for and witness the making of test specimens by any welder in accordance with these specifications, and the expense of such tests shall be borne by the Contractor.

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Welds considered by the Engineer to be deficient in quality, or made contrary to any mandatory provision of these specifications, shall be removed by chipping or melting, and shall be remade. The weld-metal shall be removed throughout its depth to expose clean base metal, but in case of a strictly local deficiency, the weld need not be removed throughout its entire length, provided that a sufficient amount shall be removed to insure that sound weld metal only remains. A cracked weld shall be removed throughout its length.

3.06              JOINT INSPECTION

For sizes smaller than 30 inch, Contractor must provide closed circuit television inspection (CCTV) as a post-construction method to determine if the pipeline has been installed as required and all joints have been properly finished. CCTV system shall have a rotating lens camera with articulating head. Each joint will be scanned 360 degrees. The television camera shall be specifically designed and constructed for water pipe inspection. The camera shall be operative in 100% humidity conditions. Lighting for the camera shall minimize relative glare.

Lighting and camera quality shall be suitable to provide a clear, in focus picture of the entire periphery of the water pipe for all conditions encountered during the work. Focal distance shall be adjustable through a range from 6″ to infinity. The remote reading footage counter shall be accurate to one percent (1%) over the length of the particular section being inspected. The camera, television monitor and other components of the color video system shall be capable of producing a minimum of 350 line resolution. Documentation consisting of a color video tape and a written report detailing the condition of the mainline and joints shall be submitted to EMWD for approval prior to pressure testing.

Any defects in the pipe lining or joints, shall be repaired and another video taken of the repaired section and submitted for approval by EMWD prior to pressure testing. For domestic water systems, all video equipment must be certified for DOMESTIC WATER LINE INSPECTION ONLY, and NEVER to have been utilized in a non-potable system.

3.07              FIRE HYDRANT RUNS

In asbestos-cement pipe, ductile iron pipe, and PVC pipe systems where thrust blocks are required, trenches shall be trimmed neat to avoid encroachment of the thrust block into the area of future utility trench assignment.

3.08              FLANGE, FITTING AND BOLT CORROSION PROTECTION

All corporation stops, valves and other appurtenances and fittings at the pipeline shall be primed, and wrapped with Protecto-Wrap No. 200 or 300 Coal Tar Resin tape. Bolts and nuts shall be protected using zinc caps anodes in accordance with section 15089.

Fittings and valves on pipeline shall be encased in alkalized sandslurry envelope between 12″ and 18″ thick. Composition 50 lb. hydrated lime per cubic yard of sand.

All bare iron and steel shall be field coated with one of the following as directed by the Engineer:

1. Protecto-Wrap #1170 primer and #200 or #300 Coal Tar Resin tape; or

Installation of Water Pipeline Section 02718 – 14

1. two coats of Koppers Supertank solution; or

1. cement mortar meeting the requirements of Article 2.04.

3.09              VALVE CAP AND RISER INSTALLATION

In new subdivision developments, Contractor shall leave valve cans 3″ minimum below rough-graded subgrade street surface, properly covered, and shall return after paving of the streets is completed by others, to raise the valve slip can and cap to grade. Contractor shall

coordinate his work with that of the paving contractor to place the slip can during placement of the road sub-base, if desirable.

3.10              SERVICE CONNECTION METER BOX LOCATIONS AND METER INSTALLATION Service connections shall be installed by the Contractor of the size and at the locations shown on the standard drawings, with meter boxes located as shown on the standard drawing for the proper size meter service connection. Where meter installation is indicated on the standard drawings, spacers as shown on the standard drawings shall be furnished and installed by the Contractor for later installation of meters to be furnished and installed by the District.

Except as specifically stated otherwise, or as coordinated by the Engineer upon mutual agreement during construction, meter boxes shall be set after curbs have been constructed in those areas involving curb construction in the street improvement, and after grading of the parkway or road shoulders. The Contractor shall maintain the meter boxes within County road improvements until those improvements are accepted by the County.

3.11              SERVICE CONNECTIONS

Service connections to asbestos-cement pipe shall utilize heavy tapped couplings where service connections are made or locations are known at the time of main installation. Service connections to ductile iron pipe and PVC pipe shall utilize service saddles. Water Service Compression Couplings where required or permitted, shall utilize a stainless steel insert in accordance with the drawings. The stainless insert specified shall be a full circle insert; split or collapsible inserts will not be accepted.

3.12              ELECTROLYSIS FACILITIES

Such as insulating flanges, test connection stations, and bonding of pipe joints shall be installed to eliminate conductivity of electrical current or to ensure such conductivity, whichever is appropriate. Inasmuch as the testing of these installations requires specialized equipment, any tests required by the Engineer will be performed by the District or its agent at District expense on District-administered contracts. The electrical potential and current necessary to successfully test the installation shall be determined by the District or its agent for each individual facility, dependent upon such factors as the pipe-to-soil potentials available.

3.13              TEMPORARY BUMPHEADS

The Contractor shall furnish and install complete, all the necessary temporary bumpheads or skillets and appurtenances thereto in the pipeline used for backfilling or testing purposes and shall remove such bumpheads upon completion of the line.

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The Contractor shall furnish, at his own expense, any openings in the pipeline or bumphead and any valves or by-pass arrangements which are for his convenience in filling, testing and/or emptying the pipeline.

At all times when the work of installing pipe is not in progress, all openings into the pipe and the ends of the pipe in the trench shall be tightly closed to prevent entrance of animals and foreign materials.

The Contractor shall take all necessary precautions to prevent the pipe from floating due to water entering the trench from any source, shall assume full responsibility for any damage due to this cause and shall at his own expense restore and replace the pipe to its specified condition and grade if it is displaced due to floating.

If the Contractor, upon approval by the Engineer, elects to test a system utilizing valves and connecting pipe installed by the District, the District will assume responsibility for any leaks occurring in any pipeline or valve furnished and installed by the District. In the event Contractor is unable to satisfactorily test his system because of leaks in the District-installed system, Contractor shall install temporary bumpheads in his construction to perform tests, as determined necessary by the Engineer.                        Full compensation for furnishing all labor, tools, materials, and equipment (except water when provided by the District), and for doing all work involved in testing, and for repairing any leaks shall be included in the price paid for installation of the pipe, and no additional compensation by the District will be allowed therefore.

3.14              FIELD HYDROSTATIC TEST

Upon completion of the laying, jointing, backfilling, and proper curing of the joints, and compaction of backfill, the pipeline or portions thereof shall be hydrostatically tested.

For convenience of testing, the pipeline may be divided into sections and each section tested separately. Main line valves may be used in lieu of special bumpheads, or if valves are not conveniently located, temporary bumpheads shall be constructed. Bumpheads shall be constructed to safely withstand the hydraulic pressures imposed upon them. No payment will be made expressly for the work and materials required for the bumpheads and any compensation desired by the Contractor for this work shall be included in the price quoted for the installation of pipe. The Contractor shall have no claim against the District by reason of required construction of bumpheads due to the omission of the installation of any or all main line valves.

After the section of pipeline has been bumpheaded and completely filled with water, it shall be allowed to stand under pressure a sufficient time to allow the pipe to obtain a maximum absorption of water and to allow the escape of air from any air pockets. The pressure shall then be increased to the specified test pressure as hereinafter described, and shall be maintained at this pressure for not less than four (4) hours.

All pipes shall be tested under a pressure 1 1/2 times the pressure rating of the pipe, but not less than 150 pounds per square inch. Maximum test pressure shall not exceed 225 pounds per square inch unless otherwise specified by the Engineer.

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As a matter of information, valves specified elsewhere for installation shall meet the following conditions:

Gate Valves

AWWA C-500 requires:

12″ &amp; smaller: 200 psig rated working pressure 16″ &amp; larger: 150 psig rated working pressure

At these pressures, allowable hydrostatic leakage rate is 1 fl. oz./hour/inch of nominal valve size.

Butterfly Valves

AWWA C-504 requires:

3″ – 72″: 150 psi working pressure

Allowable leakage:

Drip-tight at 150 psi hydrostatic pressure differential

Dresser 450 [AWWA Class 150-B (150 psi)]

4″ – 12″:         200 psi rated working pressure 14″ &amp; larger: 150 psi rated working pressure

Allowable leakage:

Bottle tight at rated working pressure differential

If testing is against gate valves and leakage is detected through the valve, additional leakage over and above the allowable leakage for the pipeline may be allowed at the rate of 1 fl. oz./hour/inch of valve diameter. There will be no allowance for leakage through butterfly valve.

If any leakage is evidenced in the testing of the pipeline, the various sections of the pipeline shall be isolated for testing between available valves, or between bumpheads located as directed by the Engineer. The maximum allowable leakage for asbestos-cement pipe shall be ten (10) gallons per day per mile of pipe per inch of pipe inside diameter. The maximum allowable leakage for steel pipe shall be two (2) gallons per day per mile of pipe per inch of pipe inside diameter. The maximum allowable leakage for ductile iron pipe shall be seven (7) gallons per day per mile of pipe per inch of pipe inside diameter. The maximum allowable for PVC pipe shall be six (6) gallons per day per mile of pipe per inch of pipe inside diameter. If the leakage exceeds this amount, the section being tested will be considered defective. The Contractor shall determine the points of leakage, make the necessary repairs and perform another test. This procedure shall be continued until the leakage in each section falls below the allowable maximum for that section of pipeline.

Leakage shall be determined by metering the water injected into the pipeline while under the required pressure. The Contractor shall submit to the District before and after the test the gage and meter used so that these devices may be tested by this District.

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The Contractor shall provide all calibrated meters for measurement of leakage, all bumpheads or skillets, piping, calibrated gages, pumps and other equipment, all water not furnished by the District, and all power and labor necessary for the performance of pressure tests satisfactory to the Engineer. The Contractor shall furnish all necessary equipment and labor to fill each section of pipeline tested and for pumping the water from one test section to another as may be necessary for obtaining and maintaining the required water pressure and for filling the entire pipeline with water after the conclusion of the testing, as hereinafter provided.

The Contractor, at his own expense, shall do any excavation necessary to locate and repair leaks or other defects which may develop under test, including removal of backfill already placed, shall replace such excavated material, and shall make all repairs necessary to meet the required water tightness after which the test shall be repeated until the pipe meets the test requirements. All tests shall be made in the presence of the Engineer. After the pipe has met successfully all test requirements specified herein, the entire pipeline shall be filled with water and so maintained until the completion of the contract unless otherwise ordered by the Engineer.

3.15              CHLORINATION

1. Flushing. Sections of pipe to be disinfected shall first be flushed to remove any solids or contaminated material that may have become lodged in the pipe. If no hydrant is installed at the end of the main, then a tap should be provided large enough to develop a velocity of at least two and five-tenths (2.5) feet per second in the main. A two and one-half (2½ ) inch hydrant opening will, under normal pressures, provide this velocity in pipe sizes up to and including twelve (12) inch.

All taps required for chlorination, flushing purposes, or for temporary or permanent release of air shall be provided for by the CONTRACTOR as a part of the construction of water mains.

1. Requirement of Chlorine. Before being placed into service, all new mains and repaired portions of, or extension to existing mains shall be chlorinated so that the initial chlorine residual is not less than 50 mg/l and that a chlorine residual of not less than twenty-five (25 mg/l) remains in the water after standing twenty-four

(24) hours in the pipe.

1. Form of Applied Chlorine. Chlorine shall be applied by one of the methods which follow subject to approval by the ENGINEER.

1. Liquid Chlorine. A Chlorine gas-water mixture shall be applied by means of a solution-feed chlorinating device, or the dry gas may be fed directly through proper devices for regulating the rate of flow and providing effective diffusion of the gas into the water within the pipe being treated. Chlorinating devices for feeding solutions of the chlorine gas, or the gas itself, must provide means for preventing the backflow of water into the chlorine.

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1. Chlorine-Bearing Compounds in Water. A mixture of water and high-test calcium hypochlorite (65-70% Chlorine) may be substituted for the chlorine gas water mixture. The dry powder shall first be mixed as a paste and then thinned to a one (1) percent chlorine solution by adding water to give a total quantity of seven and five-tenths (7.5) gallons of water per pound of dry powder. This solution shall be injected in one end of the section of main to be disinfected while filling the main with water in the amounts as shown in the table which follows:

Chlorine Requirements to Produce 50 mg/l Concentration in 100 Foot of Pipe – By Diameter

1. Tablet Disinfection. Tablet disinfection if best suited to short extensions (up to 2500 ft.) and smaller diameter mains (up to 12 inch). Since preliminary flushing must be eliminated in using this method, it should be utilized only when scrupulous cleanliness has been used in construction. It should not be used if trench water or foreign material has entered the main or if the water is below 41 F.

Tablets should be placed in each section of pipe, hydrants, hydrant branches, and other appurtenances.  Tablets must be at the top of the main and shall be attached by an adhesive, such as Permatex No. 1 or any alternative approved by the ENGINEER. Tablets in joints between pipe sections, hydrants, hydrant branches, or appurtenances are to be crushed and placed inside the annular space, rubbed like chalk in butt ends of sections to coat them if the type of assembly does not permit crushing.

In filling a section of piping with water when using the tablet method, water velocity shall be less than one (1) foot per second.

Installation of Water Pipeline

Section 02718 – 19

Number of 5-Grain Hypochlorite Tablets Required for a Dosage of 50 MG/L per Length of Pipe Section

1. Point of Application. The preferred point of application of the chlorinating agent is at the beginning of the pipe line extension or any valved section of it, and through a corporation stop inserted in the pipe. The water injector for delivering the chlorine-bearing water into the pipe should be supplied from a tap made on the pressure side of the gate valve controlling the flow into the pipe line extension. Alternate points of application may be used when approved or directed by the ENGINEER.

1. Preventing Reverse Flow. Valves shall be manipulated so that the strong chlorine solution in the line being treated will not flow back into the line supplying the water. Check valves may be used if desired.

1. Retention Period. Treated water shall be retained in the pipe at least twenty-four

(24) hours. After this period, the chlorine residual at pipe extremities and at other representative points shall be at least twenty-five (25) mg/l.

1. Chlorinating Valves and Hydrants. In the process of chlorinating newly laid pipe, all valves or other appurtenances shall be operated while the pipe line is filled with the chlorinating agent and under normal operating pressure.

1. Final Flushing and Testing. Following chlorination, all treated water shall be thoroughly flushed from the newly laid pipe at its extremity until the replacement water throughout its lengths shows upon test, a chlorine residual of less than one

(1) mg/l. In the event chlorine is normally used in the source of supply, then the tests shall flow a residual of not in excess of that carried in the system.

After flushing, water samples collected on two (2) successive days from the treated piping system, as directed by the ENGINEER, shall show satisfactory bacteriological results.

Installation of Water Pipeline Section 02718 – 20

A minimum of one sample shall be taken from the end of the new main and one from each branch of the new main. If the new main is extremely long, then samples shall be collected along the length of the line as well as at its end. If trench water has entered the main during construction, or if excessive quantities of dirt or debris have entered the main, then bacteriological samples shall be taken every 200 feet at 24 hours after the final flush.

Each sample will be subjected to the MMO-MUG or approved method and Heterotrophic Plate Count.

If total and/or fecal coliform bacteria are present, then the sample fails and corrective action shall be performed, and a re-sample submitted.

If an HPC of greater than 500 colony forming units is found, then the sample fails State and Federal regulations.

For both the re-sample, and the replacement sample, it may be recommended that upsteam and downstream samples are taken to eliminate the possibility of a poor sampling site. (Another way to eliminate a poor sampling site is to request that the contractor install a sampling station or a sampling spigot.) It may also be recommended that a source sample is obtained. This sample will be taken outside the influence of the main being tested, and labeled “source”.

Bacteriological analysis must be performed by a laboratory certified by the California Department of Public Health.

1. Repetition of Flushing and Testing. Should the initial treatment result in an unsatisfactory bacterial test, the original chlorination procedure shall be repeated by the CONTRACTOR until satisfactory results are obtained.

3.16              PIPE ENTRY RESTRICTIONS

No person shall enter a pipe that has not been checked for hazardous gases and oxygen concentration. Incapacitated persons in the pipe shall be practically accessible for rescue within five minutes.

The Contractor shall adhere to all the installation recommendations of the pipe manufacturer including any requirements for bedding and backfill before stull removal and joint mortar. The recommendations of the manufacturer shall be included in the prices bid for installation.

END OF SECTION 02718

Revised 05/11/01

SPECIFICATIONS – DETAILED PROVISIONS

Section 15057 – Ductile Iron Water Pipe and Fittings C O N T E N T S

PART 1 – GENERAL………………………………………………………………………………………………………………. 1

1.01         REQUIREMENT……………………………………………………………………………………………………… 1

1.02         DELIVERY………………………………………………………………………………………………………………. 1

1.03         QUALITY ASSURANCE………………………………………………………………………………………….. 1

1.04         MEASUREMENT AND PAYMENT………………………………………………………………………….. 1

PART 2 – PRODUCT………………………………………………………………………………………………………………. 2

2.01         TYPE OF PIPE………………………………………………………………………………………………………… 2

2.02         CLASS OF PIPE……………………………………………………………………………………………………… 2

2.03         TYPE OF FITTINGS……………………………………………………………………………………………….. 2

2.04         SERVICE CONNECTION OUTLETS………………………………………………………………………. 2

2.05         POLYETHYLENE ENCASEMENT………………………………………………………………………….. 2

2.06         RESTRAINED SYSTEM………………………………………………………………………………………….. 2

PART 3 – EXECUTION…………………………………………………………………………………………………………….. 2

3.01    INSTALLATION………………………………………………………………………………………………………. 2

Ductile Iron Water Pipe and Fittings

Section 15057 – 1

SECTION 15057

DUCTILE IRON WATER PIPE AND FITTINGS

PART 1 – GENERAL

1.01              REQUIREMENT

It is required that the contractor shall furnish, unload and string along the trench site, all pipe and material as hereinafter described in these specifications. All fabrication, workmanship, material, and testing of pipe shall conform to the latest revision of the specifications.

1.02              DELIVERY

1. Transport, deliver, unload, store and handle all materials in a manner to prevent damage to the materials or the work.

1. All damaged, broken or otherwise defective materials will be rejected.

1. Store all circular rubber gaskets and special lubricants in packaged materials with the manufacturer’s name, brand and all other applicable data plainly marked thereon.

1.03              QUALITY ASSURANCE

1. American Water Works Association (AWWA).

1. Ductile iron pipe centrifugally cast in metal molds or sand-lined molds for water or other liquids ANSI A21.51 (AWWA C151).

1. Cement mortar lining for ductile iron and gray iron pipe and fittings for water ANSI A21.4 (AWWA C104).

1. Rubber gasket joints for ductile iron and gray iron pressure pipe and fittings (ANSI A21.11 (AWWA C111).

1. Standard for disinfecting water mains ANSI/AWWA C601.

1. Installation of gray and ductile cast iron water mains and appurtenances ANSI/AWWA C600.

1. Thickness design of ductile iron pipe ANSI A21.50 (AWWA C150).

1.04              MEASUREMENT AND PAYMENT

Payment for pipe shall be made on a unit price basis per lineal foot of pipe.

Ductile Iron Water Pipe and Fittings Section 15057 – 2

PART 2 – PRODUCT

2.01              TYPE OF PIPE

Ductile iron pipe shall conform to ANSI A21.51 (AWWA C151) class to thickness designed per ANSI 21.50 (AWWA C150), Tar (Seal) coated and cement mortar lined per ANSI A21.4 (AWWA C104) unless otherwise specified, with bolted mechanical joints or push-on joints as indicated on the plans or special provisions. Delivered pipe to include 5% +/- short joints.

2.02              CLASS OF PIPE

Ductile iron pipe shall be Class 50 unless otherwise noted.

2.03              TYPE OF FITTINGS

Fittings shall be gray or ductile iron and shall conform to ANSI A21.10 (AWWA C110) or A21.53 (AWWA C153), and ANSI A21.11 (AWWA C111). Fittings shall be bolted mechanical joints or push-on joints unless otherwise indicated on the plans, bid items, or the special provisions. Fittings shall be tar (seal) coated and cement mortar lined per ANSI A21.4 (AWWA C104). Above grade fittings shall be flanged and from the list of approved manufacturers.

2.04              SERVICE CONNECTION OUTLETS

Service connection outlets shall be bronze service saddles with CS threads for receiving a bronze corporation stop in accordance with EMWD Standard Drawing B-590, Type B. Service Saddle shall be Mueller, Jones or approved equal, for piping up to 16″. Piping 16″ and larger shall not be tapped for domestic services.

2.05              POLYETHYLENE ENCASEMENT

All ductile or gray iron pipe and fittings shall be polyethylene encased at the time of installation. Polyethylene encasement and installation shall be in accordance with ANSI/AWWA C105.

2.06              RESTRAINED SYSTEM

Approval by the pipe manufacturer of the restrained system that the contractor intends to use must be included as part of the material submittal to the Engineer.

PART 3 – EXECUTION

3.01       INSTALLATION

Ductile iron pipe shall be installed in accordance with ANSI/AWWA C600 and Section 02718 of EMWD Specifications.

END OF SECTION 15057

Revised 05/23/02

SPECIFICATIONS – DETAILED PROVISIONS

Section 15064 – Plastic (PVC) Pressure Water Pipe &amp; Fittings C O N T E N T S

PART 1 – GENERAL………………………………………………………………………………………………………………. 1

1.01         REQUIREMENT……………………………………………………………………………………………………… 1

1.02         DELIVERY………………………………………………………………………………………………………………. 1

1.03         QUALITY ASSURANCE………………………………………………………………………………………….. 1

1.04         MEASUREMENT AND PAYMENT………………………………………………………………………….. 1

PART 2 – PRODUCTS AND MATERIALS……………………………………………………………………………… 2

2.01         TYPE OF PVC PIPE……………………………………………………………………………………………….. 2

2.02         PIPE CLASS OR WORKING PRESSURE……………………………………………………………… 2

2.03         TYPE OF FITTING………………………………………………………………………………………………….. 2

2.04         RESTRAINED SYSTEM………………………………………………………………………………………….. 2

2.05         SERVICE CONNECTION OUTLETS………………………………………………………………………. 2

2.06         POLYETHYLENE ENCASEMENT………………………………………………………………………….. 3

PART 3 – EXECUTION…………………………………………………………………………………………………………….. 3

3.01         FACTORY TESTING………………………………………………………………………………………………. 3

3.02         INSTALLATION………………………………………………………………………………………………………. 3

Plastic (PVC) Pressure Water Pipe &amp; Fittings

Section 15064 – 1

SECTION 15064

PLASTIC (PVC) PRESSURE WATER PIPE &amp; FITTINGS

PART 1 – GENERAL

1.01              REQUIREMENT

It is required that the Contractor shall furnish, deliver, unload and string along the trench site, all pipe and material as hereinafter described in the specifications. All fabrication, workmanship, material and testing of pipe shall conform to the latest revision of the specifications.

1.02              DELIVERY

1. Transport, deliver, unload, store and handle all materials in a manner to prevent damage to the materials or the work.

1. All damaged, broken or otherwise defective materials will be rejected.

1. Store all circular rubber gaskets and special lubricants in packaged materials with the manufacturer’s name, brand and all other applicable data plainly marked thereon.

1.03              QUALITY ASSURANCE

Unless otherwise specified, all work specified herein and as shown on the drawings shall conform to the applicable requirements of the latest revision of the following standards. Unless specifically stated otherwise, the most stringent requirement will govern when there is a conflict.

1. AWWA C-900. American Water Works Association (AWWA) C-900 standard for polyvinyl chloride (PVC) pressure pipe 4 inches through 12 inches for water.

1. AWWA C-905. American Water Works Association (AWWA) C-905 standard for polyvinyl chloride (PVC) transmission pipe 14 inches through 36 inches.

1. Any pipe showing discoloration, chaulking, checking or other visible damage due to ultraviolet light exposure shall not be accepted by the District.

1.04              MEASUREMENT AND PAYMENT

Payment for pipe shall be made on a unit price basis per lineal foot of pipe.

Plastic (PVC) Pressure Water Pipe &amp; Fittings Section 15064 – 2

PART 2 – PRODUCTS AND MATERIALS

2.01              TYPE OF PVC PIPE

PVC pipe shall be extruded from 12454 A or B compound providing a hydrostatic design basis (HDB) of 4000 p.s.i. in accordance to AWWA C-900 and C-905. Pipe shall have cast iron outside diameters.

All rubber rings shall be furnished by the pipe manufacturer. These rubber rings (elastomeric gaskets) shall be manufactured to conform with the requirements of ASTM F-477.

2.02              PIPE CLASS OR WORKING PRESSURE

AWWA C-900 PVC pipe shall be class 150 and AWWA C-905 PVC pipe shall be rated at 235

p.s.i. (DR-18) or as specified on approved drawings.   PVC pipe shall not be installed for working pressures exceeding 150 p.s.i. unless specifically approved by the District.

2.03              TYPE OF FITTING

Fittings for PVC pipe shall be flanged or bolted mechanical joint or push-on joint ductile or gray iron fittings and shall conform to ANSI/AWWA C110/A21.10 or C153/A21.53, and ANSI/AWWA C111/A21.11. All fittings shall be cement mortar lined and tar (seal) coated in accordance with ANSI/AWWA CI04/A21.4.

2.04              RESTRAINED SYSTEM

Restrained Joints shall be provided by a clamping ring and an additional ring designed to seat on the bell end of the pipe. The rings shall be connected with T-Head bolts or rods.

Restraining devices shall provide full (360    degree) support around the circumference of the pipe. No point loading shall be permitted. Restraint of mechanical joint fittings shall be provided by a clamping ring installed on the PVC pipe and connected to the mechanical joint fitting with T-Head bolts or rods. Restraining devices shall meet or exceed the requirements of ASTM F-1674 or UNI-Bell B-13 “Recommended Standard Performance Specification for Joint Restrainers for Use with PVC Pipe.” Restraining devices shall be UNI-Flange Series 1300 or 1350 or approved equal.

All buried steel parts shall be sand blasted in accordance with the coating manufacturer’s technical data sheet for “submerged” service and coated with a two coat epoxy. Epoxy shall be Tnemac Series 66 or equal. All bolts and tie rod materials shall be either high strength cast iron containing a minimum of 0.5% copper or high-strength, low alloy steel, as specified in AWWA C-111 for buried mechanical joints.

2.05              SERVICE CONNECTION OUTLETS

All service connections to PVC pressure pipe water main shall be constructed with bronze service saddles with CS threads for receiving a bronze corporation stop in accordance with standard drawings. Service saddle shall be Jones, Mueller, or approved equal.

Plastic (PVC) Pressure Water Pipe &amp; Fittings

Section 15064 – 3

2.06              POLYETHYLENE ENCASEMENT

All ductile or gray iron fittings shall be polyethylene encased at the time of installation. Polyethylene encasement and installation shall be in accordance with ANSI/AWWA C105.

PART 3 – EXECUTION

3.01              FACTORY TESTING

All pipe shall be tested in the United States in accordance with AWWA C900 and C-905 and certification of the testing shall be furnished to the engineer upon his request prior to delivery. The engineer may be present during physical testing of pipe.

3.02              INSTALLATION

PVC pipe shall be installed in accordance with Sections 02718 and 02201 of Eastern Municipal Water District Specifications.

END OF SECTION 15064