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Home My WebLink AboutDDW-2025-007371 4901-9360-8535 Design and Construction Standards and Specifications Updated July 31, 2025 2 4901-9360-8535 SPECIAL PROVISIONS NSF 61 CERTIFICATION. All materials that may contact drinking water, including pipes, gaskets, lubricants, and O-Rings, shall be ANSI-certified in accordance with the requirements of NSF Standard 61, Drinking Water System Components - Health Effects. To permit field-verification of this certification, all such components shall be appropriately stamped with the NSF logo. Additionally, pipes, joints, fittings, and valves shall conform to NSF Standard 61 or Standard 14. EXCEPTIONS. Any exceptions to these Standards and Specifications shall be approved by the Washington County Water Conservancy District’s Board of Directors. 3 4901-9360-8535 Table of Contents 1 Introduction.................................................................................................................................................. 7 1.1 Introduction ........................................................................................................................................ 7 1.2 Definitions........................................................................................................................................... 7 1.3 Bonds and Insurance ........................................................................................................................ 11 1.3.1 Construction Insurance .................................................................................................................. 11 1.4 Starting and Completing the Work ................................................................................................... 12 1.5 Before Construction Begins .............................................................................................................. 12 1.6 Preconstruction Conference ............................................................................................................. 12 1.7 Approved Documents Intent ............................................................................................................ 13 1.8 Amending and Supplementing the Approved Drawings .................................................................. 13 1.9 Underground Facilities Shown or Indicated ..................................................................................... 14 1.10 Underground Facilities Not Shown or Indicated .............................................................................. 14 1.11 Reference Points and Monuments ................................................................................................... 14 1.12 Contractor’s Responsibilities - Supervision and Superintendents .................................................... 15 1.13 Safety and Protection ....................................................................................................................... 15 1.14 Site Emergencies ............................................................................................................................... 16 1.15 Maintenance and Up-Keep ............................................................................................................... 16 1.16 Authorized Variations in Work ......................................................................................................... 17 1.17 Rejecting Defective Work ................................................................................................................. 17 1.18 Warranty and Guarantee .................................................................................................................. 17 1.19 Inspections and Observations .......................................................................................................... 17 1.20 Contractor Employees ...................................................................................................................... 18 1.21 Historic, Archaeological or Paleontological Discoveries ................................................................... 19 1.22 Working Hours .................................................................................................................................. 19 1.23 Uncovering Work .............................................................................................................................. 19 1.24 District’s Representative May Stop the Work .................................................................................. 19 1.25 Correction or Removal of Defective Work by Contractor ................................................................ 19 1.26 One Year Correction Period .............................................................................................................. 20 1.27 Acceptance of Defective Work ......................................................................................................... 20 1.28 Correction or Removal of Defective Work by Owner ....................................................................... 20 1.29 Work Fully Completed ...................................................................................................................... 21 1.30 Final Inspection ................................................................................................................................. 21 4 4901-9360-8535 1.31 Final Walkthrough ............................................................................................................................ 21 1.32 Final Acceptance ............................................................................................................................... 21 1.33 Division of Drinking Water Permits and Approvals .......................................................................... 22 1.34 Suspension of Work .......................................................................................................................... 22 2 General Requirements ............................................................................................................................... 24 2.1 Introduction ...................................................................................................................................... 24 2.2 Construction Drawings ..................................................................................................................... 24 2.2.1 General ........................................................................................................................................... 24 2.2.2 Curb, Gutter, Drainage, Sidewalks, Streets, Sewer/Storm Sewer, and Power .............................. 25 2.2.3 Culinary Water ............................................................................................................................... 25 2.2.4 Secondary Water............................................................................................................................ 25 2.2.5 Detail Sheets .................................................................................................................................. 26 2.2.6 General Utility Location Information ............................................................................................. 26 2.2.7 Drawing Submittals ........................................................................................................................ 26 2.3 Inspection, Testing and Quality Control ........................................................................................... 27 2.3.1 Requests for Inspection ................................................................................................................. 27 2.3.2 Guarantee of Work ........................................................................................................................ 27 2.3.3 Quality Control Testing .................................................................................................................. 28 2.3.4 Test Reports ................................................................................................................................... 28 2.3.5 Drawings of Record ........................................................................................................................ 28 2.4 Barricades and Warning Signs – Work Area Protection ................................................................... 29 2.4.1 General Traffic Control Requirements ........................................................................................... 29 2.5 Cooperation with Utilities ................................................................................................................. 30 2.6 Cooperation Between Contractors ................................................................................................... 31 2.7 Construction Stakes, Lines, and Grades ............................................................................................ 31 2.8 Use of Explosives .............................................................................................................................. 32 2.9 Protection and Restoration of Property and Landscape .................................................................. 32 2.10 Hazardous Materials Discoveries ...................................................................................................... 32 3 Design Requirements ................................................................................................................................. 34 3.1 Introduction ...................................................................................................................................... 34 3.2 Utility Clearances .............................................................................................................................. 34 3.2.1 General ........................................................................................................................................... 34 3.2.2 Water Lines .................................................................................................................................... 34 3.2.3 Sewer Lines .................................................................................................................................... 34 5 4901-9360-8535 3.2.4 Trenchless Installation ................................................................................................................... 35 3.3 Culinary Water Design ...................................................................................................................... 35 3.3.1 Flow Design Criteria ....................................................................................................................... 36 3.3.2 Fire Flow Requirements ................................................................................................................. 36 3.3.3 Minimum Pressure ......................................................................................................................... 36 3.3.4 Minimum Size ................................................................................................................................ 36 3.3.5 Minimum Depth ............................................................................................................................. 37 3.3.6 Valves ............................................................................................................................................. 37 3.3.7 Pressure Reducing Valves .............................................................................................................. 38 3.3.8 Fire Hydrant Spacing and Location ................................................................................................ 38 3.3.9 Miscellaneous Water System Design Criteria ................................................................................ 39 3.3.10 Network Hydraulic Analysis ........................................................................................................... 41 3.3.11 General Installation Requirements ................................................................................................ 43 3.3.12 Secondary Water or Wastewater Reuse Irrigation System ........................................................... 43 3.3.13 Water Storage Tanks ...................................................................................................................... 44 3.3.14 Pump Stations ................................................................................................................................ 48 3.3.15 Wells............................................................................................................................................... 52 3.3.16 Real Property Dedication ............................................................................................................... 63 4 Construction Requirements ....................................................................................................................... 66 4.1 Introduction ...................................................................................................................................... 66 4.2 Survey Requirements ........................................................................................................................ 66 4.2.1 Staking ............................................................................................................................................ 66 4.2.2 Grade line ....................................................................................................................................... 66 4.3 Pipeline Construction ....................................................................................................................... 66 4.3.1 Introduction ................................................................................................................................... 66 4.3.2 Materials ........................................................................................................................................ 66 4.3.3 Construction Methods ................................................................................................................... 73 4.3.4 Excavation of Pipe Trenches .......................................................................................................... 75 4.3.5 Quality Control ............................................................................................................................... 92 4.4 Water Storage Tank Construction .................................................................................................... 96 4.4.1 Tank Pad ......................................................................................................................................... 96 4.4.2 Cast-In-Place Concrete ................................................................................................................... 96 4.4.3 Field Sampling and Tests ................................................................................................................ 98 4.5 Pump Station Construction ............................................................................................................... 99 6 4901-9360-8535 4.5.1 Cast-In-Place Concrete ................................................................................................................... 99 4.5.2 Pump Station ................................................................................................................................ 101 4.5.3 Chain-Link Fencing ....................................................................................................................... 103 4.5.4 Field Sampling and Tests .............................................................................................................. 104 4.6 Well Construction ........................................................................................................................... 104 4.6.1 Drilling Fluids and Additives ......................................................................................................... 104 4.6.2 Minimum Protected Depths ........................................................................................................ 104 4.6.3 Well Screen and Casing ................................................................................................................ 105 4.6.4 Gravel Pack ................................................................................................................................... 105 4.6.5 Development ................................................................................................................................ 105 4.6.6 Grouting and Sealing .................................................................................................................... 107 4.6.7 Disinfection .................................................................................................................................. 107 4.6.8 Testing .......................................................................................................................................... 109 4.6.9 Test Pumping Equipment ............................................................................................................. 109 5 STANDARD DRAWINGS ............................................................................................................................ 112 7 4901-9360-8535 1 Introduction 1.1 Introduction This section contains the general conditions and instructions for development and other related construction of water infrastructure improvements within the service area of the Washington County Water Conservancy District (District). It sets forth the conditions by which this work will take place. It also sets forth the duties, responsibilities, and obligations for the construction of improvements. These conditions apply to all development-related work. 1.2 Definitions Wherever used in these specifications, the following terms have the meanings indicated, which are applicable to both the singular and plural thereof. ACCESS: An intersection or driveway that connects with a public roadway to provide ingress and egress to a property or parcel of ground, whether public or private. ANSI: The American National Standard Institute. ASTM: The American Society for Testing Materials. AWWA: The American Water Works Association. APWA: The American Public Works Association BACKFILL: Any earth that has been excavated from a trench or other excavation and then replaced and compacted with existing or imported material. BONDS: An instrument of security submitted by the owner and approved by the County to guarantee and/or warranty the required improvements. COUNTY: Washington County, Utah, a governmental entity having authority to adopt and enforce ordinances. CONTRACTOR: The person, firm, or corporation with whom the owner has entered into an agreement to construct the necessary work. COVER: Offers protection, concealment and/or insulation such as a lid. CUSTOMER: One for whom County related services are rendered. 8 4901-9360-8535 DDW: Division of Drinking Water (Utah) DEFECTIVE WORK: The work that is unsatisfactory, faulty or deficient, does not conform to the approved documents, does not meet the requirements of any inspection, reference standard, test or approval referred to in the approved documents, or has been damaged prior to the County Representative’s final inspection. DEVELOPER: The authority, corporation, association or firm which undertakes the development or subdivision of land or properties and with whom the Contractor has entered into an agreement and for whom the work is to be provided. DEVELOPMENT: The process of constructing a building or group of buildings for residential, commercial, industrial or other uses or the general changing of land or property into something other than its current or natural state or condition. DISTRICT: Washington County Water Conservancy District, which may also be referred to as WCWCD. DISTRICT REPRESENTATIVE: The person(s) authorized by the District to act in its behalf. DRAWING OF RECORD: The drawing(s) or plan(s) which show the locations and dimensions of constructed facilities, based on actual measurements taken in the field, as governed by County policy and ordinances. ENGINEER: A Civil Engineer registered with the Utah State Department of Business Regulation and licensed to practice as a Professional Engineer in the State of Utah. FILL: Any material used to fill a depression, hole, or any other anomaly in the ground. Material used for the fill will be specified and tests will be performed to determine the material’s adequacy for the specific project. FINAL ACCEPTANCE: Satisfaction on the part of the District that all work is fully complete and there are no other obligations to be fulfilled by the Contractor or the Developer. FINAL CONSTRUCTION APPROVAL: The District shall issue its final approval on all construction after Developer has fully completed, and the District has approved, the punch-listed items identified in the Final Inspection, FINAL INSPECTION: An inspection of the work which is conducted by the District’s Representative(s) and other necessary parties, after having said the work is fully completed. 9 4901-9360-8535 FINAL PLAN: Final set of construction drawings, plans, and profiles prepared and submitted by the Developer in conformance with the Standards for review and approval by WCWCD FINAL PLAT: A surveyed map proposing subdivision of land that complies with all applicable requirements of the Washington County Code and is ready for County- approval and subsequent recordation. GEOTECHNICAL ENGINEER: That Professional Engineer registered with the Utah State Department of Business Regulation and licensed to practice as a Professional Engineer in the State of Utah specializing in Geotechnical investigations which has been retained to investigate soil and other similar conditions and submit recommendations and/or reports concerning said conditions. HYDRAULIC GRADE LINE (HGL): The surface or profile of water flowing in an open channel or a pipe flowing partially full. INSPECTION PUNCH LIST: A written list of work discrepancies and deficiencies compiled by the County’s Representatives and others during a final or other inspection. WASHINGTON COUNTY PLANNING STAFF MEETING: A group of representatives from utility companies and Washington County Staff in the Washington County area that meet as needed to review utility and development plans as required. LATERALS: Pipes that provide water from the water main to the customer. LAWS AND /OR REGULATIONS: Any federal, state, county, city, or local jurisdiction's laws, rules, regulations, ordinances, codes, and orders. OWNER: The authority, corporation, association or firm with whom the Contractor has entered into an agreement and for whom the work is to be provided. This can refer to the Developer or the Owner of the property being developed. OWNER’S ENGINEER (OR THE ENGINEER): The professional engineer or engineering firm (registered with the Utah State Department of Business Regulation) which has been retained by the Owner to produce plans, specifications, oversee work, etc. required by the Owner in the prosecution of the development of said Owner’s properties. (See Engineer). OWNER'S REPRESENTATIVE: The person, firm, or corporation designated to act for and on behalf of the owner. 10 4901-9360-8535 PLANS (DRAWINGS): The graphic and pictorial portions of the documents approved by the District’s Representative showing the design, location and dimensions of the work, which generally include all details, schedules and diagrams required for construction of the project. PROJECT: The total work to be provided under the approved documents. PUBLIC IMPROVEMENTS: The work or improvements which are dedicated to and maintained by the County for the benefit of the public-at-large. PUD ZONE: Planned Unit Development (PUD) is a type of development and the regulatory process that permits a developer to meet overall community density and land goals without being bound by existing zoning requirements. SHOP DRAWINGS: All drawings, diagrams, illustrations, schedules, and other data prepared by or for the Contractor to illustrate some portion of the work as well as all illustrations, brochures, standard schedules, performance charts, instructions, diagrams and other information prepared by suppliers and submitted by the Contractor to illustrate material or equipment required for some portion of the work. SOILS REPORT (GEOTECHNICAL REPORT): The report produced by the Owner’s Geotechnical Engineer and submitted to the County. It shall describe the existing conditions for the foundation soil of the land being considered for development by the Owner. The said report also sets forth that the said Engineer’s recommendations concerning the requirements of the said soils for the intended use. (A soils report is the same as a Geotechnical report). SPECIFICATIONS: Those portions of the approved documents consisting of these Standard Specifications as well as other requirements for materials, equipment, construction systems, standards, and workmanship, as applied to the work and certain applicable administrative details. STANDARD SPECIFICATIONS: The specifications contained in these documents. STRUCTURAL ENGINEER: The Professional Engineer or engineering firm specializing in structural engineering and design; which has been retained to design and engineer the structural elements required in the project under consideration. SUBCONTRACTOR: An individual, supplier, firm, or corporation having a contract with the Contractor or with any other subcontractor for the performance of any part of the work. SUBGRADE (SUBBASE): Subgrade shall refer to the native, prepared original soil or engineered fill under any roadway, fill, embankment, structure, etc. 11 4901-9360-8535 SUPPLEMENTARY CONDITIONS: The part of the approved documents which amends or supplements the Standard Specifications. SUPPLIER: A manufacturer, fabricator, distributor, material producer, or vendor. SURVEYOR: An individual registered with the Utah State Department of Business Regulation and licensed to practice as a Professional Land Surveyor in the State of Utah. TRUNK LINE: A main line of the system or network. UNDERGROUND FACILITIES: All pipelines, conduits, ducts, cables, wires, manholes, vaults, tanks, tunnels, or other such facilities or attachments. As well as any encasement containing facilities which have been installed underground to furnish any of the following services or materials: electricity, gases, steam, liquid petroleum products, telephone or other communication, cable television, sewage and drainage removal, traffic or other control systems, or water. WASTEWATER LATERAL: The pipe that carries wastewater from homes to the public sanitary sewer main. WATER SYSTEM: Which may also be referred to as a potable water system, drinking water system, culinary water system, or other similar term, means all pumps and pump stations, water tanks, culinary water transmission and distribution lines, water meters and meter boxes, necessary valves and valve boxes, pressure reducing valves, fire hydrants, culinary water system manholes, wells and any other pipes, fittings, equipment and facilities necessary to enable the District to provide culinary water service within the Project. WORK: The construction services and materials required to be furnished in accordance with the approved documents. Work is the result of performing services, furnishing labor and furnishing and incorporating materials and equipment into the construction. WORK COMPLETION or COMPLETION OF WORK: Work and all obligations which have been fulfilled in accordance with the approved documents. 1.3 Bonds and Insurance The Contractor shall be required to obtain all necessary bonds and to carry and provide proof of all necessary insurances needed to carry out the work. 1.3.1 Construction Insurance 12 4901-9360-8535 During the period beginning with the earlier of the date of the District’s approval of a Final Plan or the Effective Date of a Development and Water Service Agreement and ending on the date that is the end of the warranty period, Developer shall furnish, or cause to be furnished, to the District satisfactory certificates of insurance from reputable insurance companies evidencing death, bodily injury and property damage insurance policies in the amount of Two Million Dollars ($2,000,000) single limit, naming the District as an additional insured. Certificates of insurance shall be promptly submitted to the District. Developer shall require that all contractors performing work in connection with the Culinary Water System shall be obligated to maintain adequate worker’s compensation insurance and public liability coverage. 1.4 Starting and Completing the Work The Contractor shall start the work in a timely manner after receiving the approved plans. Work shall be performed in an expeditious manner so as not to unduly inconvenience the public. Work should be continuous without long periods of stoppage. 1.5 Before Construction Begins Before undertaking each part of the work, the Contractor shall carefully study and compare the approved plans and check and verify pertinent figures shown thereon and all applicable field measurements. The Contractor shall promptly report to the Owner and the District’s Representative any conflict, error, or discrepancy which Contractor may discover and shall obtain a written interpretation or clarification from the Owner’s Engineer and the District’s Representative before proceeding with any work affected thereby. Before any work at the site is started, Contractor shall deliver to District’s Representative copies of all permits which Contractor is required to purchase/obtain and maintain, and Contractor's written plan to control quality of products and workmanship in the work. 1.6 Preconstruction Conference Before Contractor starts the work at the site, Contractor will attend a conference with Owner, Owners Engineer, District’s Representative and others for the following purposes. At the District’s discretion, preconstruction conferences required by the county may satisfy this requirement. • To discuss the work and the proposed schedule, • To discuss procedures for processing the project (submittal approval, change request, etc.), • To designate the name of the individual who shall have the authority to act for the Contractor at all times while work is in progress, and • To establish a working understanding among the parties as to the work. 13 4901-9360-8535 1.7 Approved Documents Intent It is the intent of the approved plans and the standard specifications to describe a functionally complete project to be constructed in accordance with District Standards and good engineering practices. Any work, materials, or equipment that may reasonably be inferred from as being required to produce the intended result will be supplied whether or not specifically called for. When words which have a well-known technical or trade meaning are used to describe work, materials or equipment, such words shall be interpreted in accordance with that meaning. Reference to standard specifications, manuals, or codes of any technical society, organization or association, or to the laws or regulations of any governmental authority, whether such reference be specific or by implication, shall mean the latest standard specification, manual, code or laws or regulations in effect at the time of approval of the project, except as may be otherwise specifically stated. If, during the performance of the work, Contractor finds a conflict, error or discrepancy in the approved plans or these standards, Contractor shall so report to the Owner and the District’s Representative at once and before proceeding with the work affected thereby shall obtain an interpretation or clarification from Owner’s Engineer and District’s Representative. • In the event of any discrepancy between the scaled dimensions on any drawing and the written dimensions shown thereon, the written dimensions shall be taken as correct. • Any part of the work which is not mentioned in the specifications, but is shown on the drawings, shall be furnished and installed by Contractor as if fully described in the specifications. • Work and materials shall conform to the lines, grades, dimensions, and material requirements, including tolerances, shown in the Standard Specifications and on the Approved Drawings. Although measurements, sampling and testing may be considered evidence as to such conformity, District Representative shall be the sole judge of whether the work or materials deviate from the approved documents and District Representative’s decision as to any allowable deviations therefrom shall be final. Deviation from approved documents, as may be required by the needs of construction, will be determined in all cases by the District Representative. Performance by the Contractor shall be required only to the extent consistent with the approved documents and reasonably interpreted from the approved plans and standard specifications and any approved supplementary specifications as being necessary to produce the intended results. In case of an irreconcilable conflict between provisions the District Representative’s decision shall be final. 1.8 Amending and Supplementing the Approved Drawings 14 4901-9360-8535 The approved drawings may be amended on or after the effective date to provide for additions, deletions and revisions in the work thereof. All amendments, supplements, changes, and directives require approval of the District representative or his authorized representative. 1.9 Underground Facilities Shown or Indicated The information and data shown or indicated in the approved plans with respect to existing underground facilities, at or contiguous to the site, are generally based on information and data furnished by others, unless it is otherwise agreed to: • The District shall not be responsible for the accuracy or completeness of any such information or data; • Contractor and Owner shall have full responsibility for reviewing and checking all such information and data, with the one-call center (Blue Stakes location center) or other utility coordination service, prior to any excavation, to locate all underground facilities shown or indicated in the approved plans, for coordination of the work with the owners of such underground facilities during construction, and for the safety and protection thereof and repairing any damage thereto resulting from the work. 1.10 Underground Facilities Not Shown or Indicated If an underground facility is uncovered or revealed at or contiguous to the site which was not shown or indicated in the plans the Contractor shall promptly, and before performing any work affected thereby (except in an emergency), identify the owner of such underground facility and give appropriate notice thereof to that owner and to District Representative. The Owner’s Engineer will promptly review the underground facility to determine the extent to which the plans should be modified to reflect and document the consequences of the existence of the underground facility. The plans will be amended or supplemented to the extent necessary. During such time, Contractor shall be responsible for the safety and protection of such underground facility. 1.11 Reference Points and Monuments Owner's Representative shall establish land survey reference points for construction to enable Contractor to proceed with the work. The Contractor shall be responsible for laying out the work, shall protect and preserve the established reference points and shall make no changes or relocations without the prior approval of District’s Surveyor. The Contractor shall report to the District’s and Owner's Representative whenever any reference point is lost or destroyed or requires relocation because of necessary changes in grades or locations, and shall be responsible for the accurate replacement or relocation of such reference points by professionally qualified personnel. The Contractor shall not disturb any survey 15 4901-9360-8535 monuments found within the construction area until approved by the District’s Surveyor. No survey monument shall be disturbed or moved until District’s Surveyor has been notified and Owner's Representative has referenced the survey monument for resetting. 1.12 Contractor’s Responsibilities - Supervision and Superintendents The Contractor shall supervise and direct the work competently and efficiently, devoting such attention thereto and applying such skills and expertise as necessary to perform and complete the work in accordance with the approved plans and the standard specifications. The Contractor shall be solely responsible for the means, methods, techniques, sequences and procedures of construction. The Contractor shall be responsible for seeing that the finished work complies accurately with the approved documents. The Contractor shall keep on the site at all times during the work’s progress a competent superintendent. The superintendent will be Contractor's representative at the site and shall have authority to act on behalf of Contractor. All communications given to the superintendent shall be as binding as if given to Contractor. 1.13 Safety and Protection The Contractor shall be responsible for initiating, maintaining, and supervising all safety precautions and programs in connection with the work. The Contractor shall take all necessary precautions for the safety of, and shall provide the necessary protection to prevent damage, injury or loss to: • All employees on the work and other persons and organizations who may be affected thereby; • All the work and materials and equipment to be incorporated therein, whether in storage on or off the site; and • Other property at the site or adjacent thereto, including trees, shrubs, lawns, walks, pavements, roadways, structures, utilities and underground facilities not designated for removal, relocation or replacement in the course of construction. The Contractor shall comply with all applicable laws and regulations of any public body having jurisdiction for the safety of persons or property, or to protect them from damage, injury, or loss. The Contractor shall erect and maintain all necessary safeguards for such safety and protection. The Contractor shall notify owners of adjacent property and of underground facilities and utility owners when prosecution of the work may affect them, and shall cooperate with them in the protection, removal, relocation and replacement of their property. All damage, injury or loss to any property caused, directly or indirectly, in whole or in part, by the Contractor, any 16 4901-9360-8535 subcontractor, supplier or any other person or organization directly or indirectly employed by any of them to perform or furnish any of the work or anyone for whose acts any of them may be liable, shall be remedied by Contractor. Contractors’ duties and responsibilities for the safety and protection of the work shall continue until such time as all of the work is completed and District Representative has issued a notice to Contractor that the work is acceptable. The District, its officers, employees and agents, and the District Representative shall not be answerable or accountable in any manner for any damage or loss that may happen to the work or any part thereof; for any material or equipment used in performing the work; for injury to property or person or persons; for damage to property; or for damage to adjoining property from any cause whatsoever during the progress of the work or at any time before final acceptance. The Contractor shall have the charge and care of the work and shall bear the risk of injury or damage to any part thereof by any acts of God or the elements or from any other cause. The Contractor shall rebuild, repair and restore, and make good all injuries or damages to any portion of the work occasioned by any of the above causes before the date of final acceptance and shall bear the expense thereof. The District may make, or cause, to be made such temporary repairs as is necessary to restore service to any damaged facility. The cost of such repairs shall be borne by the Contractor. The Contractor acknowledges that he is familiar with and will conform to the latest general safety orders of the State Industrial Commission, as contained in the Utah Occupational Safety and Health Act. The presence on site of an inspector or other person representing the District shall not in any way be construed to limit the Contractor's full responsibility for safety of all persons on the premises. 1.14 Site Emergencies In emergencies affecting the safety or protection of persons or the work or property at the site or adjacent thereto, Contractor, without special instruction or authorization from District Representative is obligated to act to prevent threatened damage, injury or loss. The Contractor shall give District Representative prompt written notice if Contractor believes that any significant changes in the work or variations from the approved documents have been caused thereby. 1.15 Maintenance and Up-Keep 17 4901-9360-8535 During construction of the Culinary Water System, Developer shall keep, or shall cause its representatives, agents and contractors to keep, the Project and all affected public streets free and clear from any unreasonable accumulation of debris, waste materials, and any nuisances arising from the construction of the Culinary Water System, and shall contain construction debris and implement reasonable dust control measures so as to minimize scattering via wind and water. 1.16 Authorized Variations in Work Variations in the work shall be authorized by the Owner’s Engineer and approved by the District Representative. 1.17 Rejecting Defective Work District Representative and the Owner and his Engineer will have authority to disapprove or reject work which they believe to be defective and will also have authority to require special inspection or testing of the work whether or not the work is fabricated, installed or completed. 1.18 Warranty and Guarantee Contractor warrants and guarantees to District that all work will be in accordance with the approved documents and will not be defective. All defective work, whether or not in place, may be rejected, corrected or accepted with conditions at the sole discretion of the District. If within the one year guarantee period, or such longer period of time as may be prescribed by laws or regulations, or by the terms of any applicable special guarantee required, or by any specific provision of the approved documents, any work is found to be, defective regardless of cause, the Owner shall promptly cause the Contractor, without cost to the District, to either correct such defective work, or, if it has been rejected by the District, remove it from the site and replace it with non-defective work. 1.19 Inspections and Observations District’s staff and consultants shall have the reasonable right of access to the Project and any portion thereof during the period of construction and during the Warranty Period (defined above), to inspect, test, and observe the Culinary Water System, and any work thereon. No work on Culinary Water System requiring any excavation shall be covered over unless and until the same has been inspected and approved by the District’s Representatives or other governmental entities having jurisdiction over the particular work involved. The Contractor shall provide proper and safe conditions for such access. If any excavation is backfilled prior to inspection, the Owner, upon 18 4901-9360-8535 request from the District, shall be obligated to re-open the excavation for inspection and the same shall not be re-covered until the appropriate inspections have been performed and all required approvals have been received. The District may conduct such tests as it deems necessary, and all testing will be at the Owner’s sole cost and expense. The Contractor shall give District Representative at least twenty-four (24) hours notice of readiness of the work for all required inspections, or approvals. Inspections and tests made at any point other than the point of incorporation in the work shall not be considered as a guarantee of acceptance. Any retesting of work or materials rejected shall be at Contractor's expense. If laws or regulations of any public body having jurisdiction require any work (or part thereof) to specifically be inspected, tested or approved by other than District Representative and the Owner’s Engineer, Contractor shall assume full responsibility therefore, and furnish the District Representative the required certificates of inspection, testing, or approval. The Contractor shall be responsible for all costs in connection with any inspection or required testing in connection with District acceptance of materials supplied, or equipment proposed to be incorporated in the work, or of materials or equipment submitted for approval prior to Contractor's purchase thereof for incorporation in the work. All work and materials, and the manufacture and preparation of such materials from the beginning of the work until work completion, shall be subject to acceptance or rejection by the District Representative. Any work or materials not in accordance with the approved documents that may be discovered before work completion shall be corrected upon notification by District’s Representative. Inspection by District Representative shall not relieve Contractor from responsibility to furnish material and workmanship in accordance with the approved documents. Failure on the part of District Representative to discover, condemn or reject materials or work shall not be construed to imply acceptance of the same should their noncompliance become evident before work completion. It is expressly understood that nothing in this paragraph waives any of the District rights under the guarantee provision of these specifications. 1.20 Contractor Employees Only competent employees of the Contractor, or subcontractor, shall be employed on the work project. Any person employed by Contractor, the sub-Contractor themselves, or subcontractor employees, who is found by District Representative to be incompetent, intemperate, troublesome, disorderly or otherwise objectionable, or who fails or refuses to perform work properly and acceptably, shall be immediately removed from the work project by the Contractor and not be re- employed on the work project. 19 4901-9360-8535 1.21 Historic, Archaeological or Paleontological Discoveries If a suspected regulatory historic, archeological or Paleontological item, feature, or site is encountered, construction operations shall be immediately stopped in the vicinity of the discovery and the Owner and proper state and/or federal agencies shall be notified of the nature and exact location of the findings. The Contractor shall not damage the discovered objects. The Owner shall keep the District Representative informed as to the status of any restrictions placed upon the project and when such restrictions are removed. 1.22 Working Hours Construction activities on the contract work site shall comply with any applicable local noise and other ordinances. Unless otherwise directed or upon approval of different hours by District’s Representative, working times at the work site shall be limited between dawn and dusk. Work shall not proceed on Saturday, Sunday, or on any legal holidays without prior approval from the District’s Representative. 1.23 Uncovering Work If any work is covered or buried contrary to the request of District’s Representative, it must, if requested, be uncovered for observation, inspection or testing as may be required to verify compliance at the Contractor's expense. 1.24 District’s Representative May Stop the Work If the work is defective, or the Contractor fails to supply sufficient skilled workers, suitable materials, or equipment, or fails to furnish or perform the work in such a way that the work will not conform to the approved documents, District’s Representative may order Contractor to stop the work, or any portion thereof, until the cause for such an order has been eliminated. 1.25 Correction or Removal of Defective Work by Contractor If required by the District’s Representative, the Contractor shall promptly, as directed, correct all defective work, whether or not fabricated, installed or completed, or if the work has been rejected by the District’s Representative, remove it from the site and replace it with non-defective work. The Contractor shall bear all direct, indirect and consequential costs of such correction or removal 20 4901-9360-8535 (including but not limited to fees and charges of the District, engineers, architects, attorneys and other professionals) made necessary thereby. 1.26 One Year Correction Period If within the one year guarantee period, or such longer period of time as may be prescribed by laws or regulations, or by the terms of any applicable special guarantee required, or by any specific provision of the approved documents, any work is found to be, defective regardless of cause, the Owner shall promptly cause the Contractor, without cost to the District, either correct such defective work, or, if it has been rejected by the District, remove it from the site and replace it with non-defective work. If the Contractor fails within thirty days to promptly comply with the terms of such instructions, or in an emergency where notice and delay would cause serious risk of loss or damage, the District may have the defective work corrected or the rejected work removed and replaced, and the Owner shall be liable for all direct, indirect and consequential costs of such removal and replacement. The one-year correction period shall similarly apply to all rework done by the Contractor. 1.27 Acceptance of Defective Work If, instead of requiring correction or removal and replacement of defective work, and the District prefers to accept it, the District may do so. Owner shall bear all direct, indirect and consequential costs attributable to District’s Representative evaluation of and determination to accept such defective work. 1.28 Correction or Removal of Defective Work by Owner If Owner fails within a reasonable time after written notice of District’s Representative to correct defective work or to remove and replace rejected work, as required by District’s Representative, or if Contractor fails to perform the work in accordance with the approved documents, District may, after seven days' written notice to Owner, correct and remedy any such deficiency. All direct, indirect and consequential costs of District in exercising such rights and remedies will be charged to the Owner. Such direct, indirect and consequential costs will include but not be limited to fees and charges of engineers, architects, attorneys and other professionals, all court costs and all costs of repair and replacement of work of others destroyed or damaged by correction, removal or replacement of defective work. 21 4901-9360-8535 1.29 Work Fully Completed When Owner considers the work (or portion thereof) ready for its intended use, Contractor shall certify in writing to District’s Representative that the work (or portion thereof) has been completed in accordance with the approved documents. If fully completed, District’s Representative shall within fifteen (15) days, schedule a final inspection preparatory to writing the final inspection punch list and in accordance with these standard specifications and District policies. 1.30 Final Inspection After final completion of all construction work, the Owner shall request a Construction Completion Inspection (final inspection). Upon receipt of the request the District shall schedule this inspection with the appropriate parties. Any faulty, incomplete or defective work shall be detailed in the District’s final inspection punch list. All faulty and defective work shall be corrected within 30 days from the date of the District’s final inspection punch list. If, after thirty days, the faulty or defective work has not been completed, another final inspection may be conducted by the District to determine if additional corrective work is required. The infrastructure will not be accepted, and the guarantee period will not commence until all faulty work has been corrected. 1.31 Final Walkthrough Prior to the end of the guarantee period, a final walk through will be conducted. The Owner and the Contractor should contact the District’s Representative to schedule the walk-through. All work found to be defective shall be corrected immediately. This is preparatory to final acceptance by the District. 1.32 Final Acceptance If, on the basis of Owner’s and Contractor's request that work is given final acceptance and District’s Representative is satisfied that the work has been satisfactorily completed, the District’s Representative will give written notice to Owner that the work is acceptable, and the guarantee period will start. Otherwise, District’s Representative will indicate in writing to Owner the reasons for refusing to recommend final acceptance, in which case Owner shall make the necessary corrections and resubmit request for final acceptance approval. The District shall issue its notice of final acceptance of the Water System, upon satisfaction of the following: • Receipt by the District of the recorded general warranty deed and Owner’s Policy for any parcels required for infrastructure, such as wells, tanks, and pump stations; 22 4901-9360-8535 • Receipt by the District of a Water Conservation Easement recorded by Developer for each Residential Lot; • Receipt by the District of the recorded Development and Water Service Agreement; • The issuance of a Notice of Final Construction Approval; • The District has approved the Drinking Water Source Protection Plan for the Well; • Receipt by the District of the Operations and Maintenance Manual for the Culinary Water System; • Receipt by the District of the recorded Final Plat; • Receipt of appropriate releases for all liens and encumbrances that relate to the Culinary Water System, or portions thereof; and • Payment in full of all impact fees and all other fees and charges due and owing to the District for the Project. Before the District provides the Notice of Final Acceptance, Owner shall deliver to the District the Operations and Maintenance Manual for the Culinary Water System, and all applications, approvals, permits, correspondence with the Division of Drinking water, and related documents for the Culinary Water System. 1.33 Division of Drinking Water Permits and Approvals The Owner shall obtain an Operating Permit from the Division of Drinking Water for all components of the Culinary Water system. In the case of a Well, the owner shall provide the District with an opportunity to review and comment on the Drinking Water Source Protection Plan. When the District has approved the boundaries of the drinking water source protection zones 1 and 2, Owner shall add the approved boundaries for Zones 1 and 2 to the Final Plat. When the District delivers the Notice of Final Acceptance, Owner shall immediately assign to the District all permits and approvals issued by the Division of Drinking Water for the Culinary Water System. In addition, consistent with Utah Admin. Code r. 309- 100-4(5)(a)-(b), Owner shall immediately provide written notice to the Division of Drinking Water, with a copy to the District. 1.34 Suspension of Work The District’s Representative shall have the authority to suspend the work wholly or in part for such period as District’s Representative may deem necessary due to unsuitable weather or to other conditions the District’s Representative considers unfavorable for suitable prosecution of the work. The Contractor shall immediately comply with the District’s Representative order to suspend the work wholly or in part. The suspended work shall be resumed when the conditions are favorable and methods are corrected as approved by the District’s Representative. In the event the suspension of work is ordered for any reason, the Contractor, at Contractor's expense shall do the work necessary to provide a safe and secure site. 23 4901-9360-8535 If pedestrian or vehicular access is required, a smooth and unobstructed passageway shall be provided through the construction site for use by the public. In the event the Contractor fails to perform this work, the District may perform such work and the cost thereof will be billed to the Contractor or Owner. 24 4901-9360-8535 2 General Requirements 2.1 Introduction This section defines the general requirements for water system improvements, development work and other related construction of infrastructure improvements within the service area of the District. It covers such items as drawing requirements, inspections, traffic control, cooperation with others, use of explosives and other miscellaneous requirements. The improvements shall include all water infrastructure. Required improvements shall extend from the nearest acceptable point of existing improvements. Layouts must provide for future extension to adjacent properties and shall be compatible with appropriate Washington County master plans or general plans. All underground improvements shall be installed to the boundary lines of the development and in some cases extended beyond the boundary to assure system reliability. Required geotechnical investigation recommendations shall be followed. 2.2 Construction Drawings Complete and detailed construction plans, drawings of improvements, and all necessary reports shall be submitted to the District for review and acceptance. All plans, drawings and reports submitted shall be stamped and signed by a professional Civil Engineer licensed in the State of Utah. The instructions contained herein are for the purpose of standardizing the preparation of drawings and to obtain uniformity in appearance, clarity, size and style. The plans and drawings shall meet the standards hereinafter outlined. All drawings and/or prints shall be clear and legible and conform to standard engineering and professional drafting practice. The standard drawing size shall be twenty-four by thirty-six inches. Note: Construction work shall not begin until the appropriate construction plans and reports have been reviewed for compliance with District requirements and released for construction by the District representative. 2.2.1 General The following shall be included in the drawings. The District may require additional information as it deems necessary: A. North arrow. B. Scale - Standard engineering scales shall be used. Uncommon scales generated by CAD systems shall not be used. Graphic scales should be used where drawings may be reduced. C. Stationing and elevations for profiles - Profiles should be drawn directly below plan view when possible. Bench marks and elevations must be referenced to latest revision of USGS datum or other datum as may be approved. D. Title block, located on the right side of the sheet to include: 1. Project title; 25 4901-9360-8535 2. Type of project; 3. Professional Engineers stamp (licensed in the State of Utah) and signature. 4. Name, address and phone number of firm preparing drawings. 5. Date, drawing number, drawn by, checked by, and other appropriate information. 6. Name, address and telephone number of Owner/Developer and contact person. E. Revision block located in or above title block containing the revision number, description, date, and reviser’s name. F. Drawings shall have a heavy border outlining the entire sheet situated approximately 1/2 inch from the top and sides and 1 inch from the bottom. G. Additional information as required by the District shall also be in the drawings. 2.2.2 Curb, Gutter, Drainage, Sidewalks, Streets, Sewer/Storm Sewer, and Power The drawings shall show curb and gutter, drainage, sidewalks and streets, sewer/storm sewer, and power according to County standards. 2.2.3 Culinary Water Culinary water drawings shall show: A. Size, location and type of all existing and proposed water mains, valves and hydrants, service laterals and all necessary appurtenances. B. Type of pipe (in accordance with District standards). C. Profile drawings showing high and low elevation with respect to grade. D. Minimum cover shown. (in accordance with District standards based on elevation). E. Typical and special trench details showing bedding, backfill, compaction and shoring requirements. F. Backflow protections devices. G. ¾” service with a ¾” meter setter with customer side shut-off will be installed to each lot. 2.2.4 Secondary Water Any secondary water drawings shall show: A. Size, location and type of all existing and proposed water mains, valves, service laterals and all necessary appurtenances. B. Type of pipe (in accordance with District standards). C. Profile drawings showing high and low elevation with respect to grade. D. Minimum cover shown. (in accordance with District Standards based on elevation). E. Typical and special trench details showing bedding, backfill, compaction and shoring requirements. 26 4901-9360-8535 F. ¾” service with a ¾” meter setter with customer side shut-off will be installed to each lot. G. All piping including service laterals must be purple in color and clearly marked irrigation. H. The meter shut-off must be installed within a purple meter box clearly marked “irrigation”. I. All piping to be installed must have a ten-foot minimum separation from culinary piping. 2.2.5 Detail Sheets Each set of plans shall be accompanied by a separate sheet of details (unless already shown on standard drawings) for structures which will be constructed. Detail sheets shall include the following information: A. Drawing size: twenty-four by thirty-six inches. B. Scale of each detail. C. Title block on the right side of the sheet (same format on all sheets). D. Information required in section 2.2.1.D, E. and F. E. All details must be properly dimensioned and labeled. F. All details shall conform to the details shown in the standard drawing section of these standards. All details not in conformance with the standard details shall require individual approval. 2.2.6 General Utility Location Information Utilities shall be designed according to County standards including the following: A. For joint trench details, placement and layout of utilities and burial depths see standard drawings. B. Water lines shall be located on the south and east side of the roadway located ten feet from the centerline of the roadway (whenever possible) or opposite power. F. Sewer lines will generally be located five feet from the centerline of the roadway on the same side of the road as the power system. G. Storm drain lines should be placed under the curb and gutter as per standard drawing detail. I. Gas and water services will be placed five and three feet, respectively, to the right or left of the property line, with gas on the left and water on the right, looking from the street at the lot to be served. J. Color coding for utility conduits/lines shall be as follows: Water - Blue or white or ductile iron Sewer - Green or white Secondary Water- Purple 2.2.7 Drawing Submittals Three (3) sets of construction plans and drawings shall be submitted to the District Representative for review. A copy of plans that have been appropriately stamped as released for construction shall be submitted to the District. One stamped set shall be 27 4901-9360-8535 kept available at the construction site at all times during the construction of the project. 2.3 Inspection, Testing and Quality Control All construction work involving the installation of improvements in Washington County shall be subject to Owner inspection and testing as outlined in the quality control section of each specification. 2.3.1 Requests for Inspection A request for inspection shall be made to the District by the person responsible for the construction. Notice shall be given at least twenty-four hours (or as otherwise directed) in advance of the starting of work. Any work requiring backfill or cover shall not be backfilled or covered prior to inspection. It should be noted that any inspection or observation by the District is for the District’s sole use and does not relieve the Contractor or Developer from complying with District’s standards and specifications. The District provides “spot” inspections throughout the course of work. These inspections should not be confused with that of providing full-time observation or inspection. It is recommended that the Developer retain the use of a professional engineering firm during the course of construction to provide the necessary full-time inspections to ensure that said standards are met and to certify as such. Said certification is required for private developments. 2.3.2 Guarantee of Work All work shall be warranted and guaranteed to remain in good condition for a period of one year after the date indicated in Section 2.3.2 or other date as determined by the District’s representative. The responsible party shall agree to make all repairs to and maintain the improvements and every part thereof in good condition during the specified time at no cost to the District. The determination for the necessity of repairs and maintenance of the work shall rest with the District. The District’s decision upon the matter shall be final and binding. Whenever, in the judgment of the District representative, said work shall be in need of repairs, maintenance, or rebuilding, a written or other notice will be served to the responsible party and thereupon the responsible party shall undertake and complete such repairs, maintenance or rebuilding. If the responsible party fails to do so within thirty days from the date of the service of such notice, the District representative may have such repairs made, and the cost of such repairs shall be paid by the responsible party together with 25 percent of the cost of the repairs in addition thereto, for stipulated damages for such failure on the part of the responsible party to make the repairs. Any omission on the part of the District’s representative, or his designated representative, to condemn defective work or material at the time of construction shall not be deemed an acceptance. The Contractor will be required to correct defective work or material at any time within the guarantee period before final acceptance. 28 4901-9360-8535 Prior to the end of the guarantee period, a final walk through for final acceptance will be conducted. All work found to be defective shall be repaired immediately. Upon completion of these final repairs, the work will be accepted by the County and all appropriate bonds released. 2.3.3 Quality Control Testing Material testing shall be conducted by an independent testing laboratory. The testing laboratory used for this purpose shall be one that is approved by the County. All testing shall comply with current ASTM, AASHTO, AWWA, Public Drinking Water Regulation standards, or other applicable standards and these specifications. All testing shall meet the minimum testing requirements as outlined in the specifications. The cost of any, and all, re-testing required to bring materials into compliance shall not be borne by the County. If determined necessary by the County, additional testing may be required. All testing shall be performed by the appropriately certified tester. 2.3.4 Test Reports Written test results will be required for review by the District after each portion of the work (i.e. pipeline construction) has been tested. A final report of compliance will be required upon completion of the project. This report will include all test results, and any other items required in the plans and specifications. A letter of compliance with minimum inspection and testing requirements as set forth herein must be submitted for any private subdivision, planned unit development and/or other developments which contain private streets. This letter must be of a form approved by the District and stamped and signed by a Professional Engineer licensed in the State of Utah. 2.3.5 Drawings of Record Upon completion of the project and prior to final inspection, a complete set of Drawings of Record that includes all items specified in SECTION 2.2 Construction Drawings shall be submitted to the District. The Drawings of Record shall show all improvement dimensions as they were constructed in the field. The Drawings of Record shall be submitted on twenty-four inch by thirty-six inch sheets in accordance with District and County policy (unless otherwise directed by the District’s Representative). Improvements and any bond held by the District or County shall not be released until drawings of record are received. The Developer’s project engineer shall be required to submit drawings of record containing the signatures of the contractor and the developer’s engineer. The Developer’s Project Engineer shall be responsible for the accuracy of the record drawings and shall be stamped and signed by the Professional Engineer, that each drawing of record is complete and accurate. The submitter shall also provide all drawings of record in AutoCAD format, as well as in electronic pdf format or as otherwise directed by the District’s Representative upon completion of the project. The .dwg files must be located horizontally and vertically in the NAD 1983 State Plane Utah Central FIPS 4302 (US Feet) coordinate system. Owner shall provide to the District an 29 4901-9360-8535 itemization of all construction costs expended by the Owner in connection with the construction of the Culinary Water system, which is required by the District’s accountants for future audits. 2.4 Barricades and Warning Signs – Work Area Protection The Contractor shall provide, erect, and maintain all necessary barricades, channelizing devices, lights, warning signs, and other traffic control devices. All necessary precautions shall be taken to protect the work area and to safeguard the public and construction workers. Streets closed to traffic shall be protected by proper barricades, and obstructions shall be illuminated during hours of darkness. Suitable warning and detour signs shall be provided to control and direct traffic properly. All traffic control operations and signing shall be performed in accordance with the instructions outlined in the "Manual on Uniform Traffic Control Devices (MUTCD)", latest edition. A traffic control plan shall be required on each project and approved by the County Engineer or County’s Representative. 2.4.1 General Traffic Control Requirements The Contractor shall at all times so conduct his work as to assure the least possible obstruction to traffic and adjacent residents. The safety, convenience, and the protection of persons, property, general public, and residents along the street, highway, and areas adjacent to the work area shall be provided for by the Contractor. Temporary traffic control devices shall be used to guide and channel traffic through construction areas. Devices shall include cones, portable barricades, vertical panels and other approved devices. Metal vertical panels shall not be used as channelization devices. Traffic cones shall not be permitted as traffic channelizing devices during the hours of darkness. Advance warning devices shall be used to alert the motorist of an obstruction in the roadway. They include diamond-shaped signs, flags, and flasher type high level warning devices. All temporary traffic control devices used during hours of darkness shall be properly reflectorized and lighted, in accordance with requirements of the MUTCD. Devices shall have adequate maintenance to retain the reflection and lighting capability. At all times, traffic control devices shall be erect, properly positioned, clean, and in full view of the intended traffic movement. All traffic control devices shall be immediately removed from roadway or sidewalk when no longer needed. A traffic lane should be a minimum of twelve feet (12’) wide. Additional width may be necessary depending on the conditions encountered. A minimum of two traffic lanes, one for each direction, shall be maintained open to traffic at all times on all major streets unless otherwise approved by the County representative. When two-way traffic cannot be maintained, flag persons shall be provided. Flag persons must be certified and suitably equipped and properly clothed. 30 4901-9360-8535 Unless otherwise approved by the County’s Representative, all existing traffic lanes on major streets shall be maintained open to traffic. Local access shall be maintained to all properties on the project at all times. When local access cannot be maintained, the Contractor must notify the affected property owner at least twenty-four hours in advance. Access shall be restored the same day of completion of work which caused loss of access. A temporary traffic lane shall not be open to traffic unless it is paved with hot mix or cold mix asphalt or is graded reasonably smooth and maintained dust free as directed by the County’s Representative. Arrangements for partial or complete street closure permits shall be obtained through the County representative or his designated representative. An advance notice of forty-eight hours for major streets and twenty-four hours for local streets and alleys is required. The Contractor shall be required to notify all emergency services (ambulance, fire, etc.) and all other necessary parties as dictated by the County’s Representative. The Contractor is responsible for all barricading, 24-hours a day, 7-days a week. In the event of inclement weather conditions, such as windstorms, rainstorms, etc. the Contractor (or his authorized representative) shall immediately inspect his work area and take all necessary actions to insure that public access and safety are maintained. In general trenches and excavations shall not be left open or uncovered over night. Special conditions may be given consideration by the County’s representative. The Contractor shall maintain all existing STOP, YIELD, street name signs and other traffic control devices until such time as construction requires their removal. At that time the Contractor shall obtain authorization from the County to remove said signs and posts without damage and deliver them to a storage site as directed by the County Representative. When required, the Contractor may need to install temporary signs (i.e., regulatory signs) until such time as permanent signs can be reinstalled. If at any time project construction shall require the closure or disruption of traffic in any roadway or alley such that normal refuse collection will be interfered with, the Contractor shall, prior to causing such closure or disruption, make arrangements with the appropriate refuse removal service in order that collection service can be maintained. The Contractor shall provide the County’s Representative with a 24-hour emergency phone number of his representative(s) responsible for maintenance of barricades, warning signs and other traffic control devices. 2.5 Cooperation with Utilities The Contractor will notify all utility companies, all pipe line owners, or other parties affected, and endeavor to have all necessary adjustments of the public or private utility fixtures, pipe lines, and other appurtenances within or adjacent to the limits of construction, made as soon as practicable. 31 4901-9360-8535 The Contractor shall comply with the requirements of the Blue Stake one call system, in notification to the interested utility owners prior to start of construction. The Contractor shall resolve all problems with the utility owners concerned. Where water users’ association facilities obstruct construction of the work, the Contractor shall contact officials of the association relative to the shutdown of irrigation water and shall become acquainted with and conform to the requirements of the association. Water lines, gas lines, wire lines, service connections, water and gas meter boxes, water and gas valve boxes, light standards, cable ways, signals and all other utility appurtenances within the limits of the proposed construction which are to be relocated or adjusted by or under the direction of the facility owners at no expense to the District. 2.6 Cooperation Between Contractors The District reserves the right at any time to contract for and perform other or additional work on or near the work being done. When separate contracts are let within the limits of any one project, each Contractor shall conduct his work so as not to interfere with or hinder the progress or completion of the work being performed by other Contractors. Contractors working on the same project shall cooperate with each other as directed by the District. Each Contractor involved shall assume all liability, financial or otherwise, in connection with his contract and shall protect and save harmless the Public Agency from any and all damages or claims that may arise because of inconvenience, delay, or loss experienced because of the presence and operations of other Contractors working within the limits of the same project. The Contractor shall arrange his work and shall place and dispose of the materials being used so as not to interfere with the operations of the other Contractors within the limits of the same project. The Contractor shall join their work with that of others in an acceptable manner and shall perform it in proper sequence to that of the others. 2.7 Construction Stakes, Lines, and Grades The Project Engineer will set construction stakes establishing lines and grades for road work, curbs, gutters, sidewalks, structures and centerlines for utilities and necessary appurtenances as may be deemed necessary. The Project Engineer (or the Developer) will furnish the Contractor all necessary information relating to the lines and grades. Such stakes and marks shall constitute the field control by and in accordance with which the Contractor shall establish other necessary controls and perform the work. A copy of the field notes shall be submitted to the District’s Representative upon request. The Contractor shall perform the work in accordance with construction stakes and marks and shall be charged with full responsibility for conformity and agreement of the work with such construction markings. When obvious errors or conflicts occur in the staking, the Contractor shall stop work and immediately notify the Project 32 4901-9360-8535 Engineer or the District’s Representative. The Contractor shall be held responsible for the preservation of all stakes and marks, If the construction stakes or marks have been carelessly or willfully destroyed or disturbed by the Contractor, the cost for replacing them will be borne by the Contractor. 2.8 Use of Explosives The use of explosives or blasting is generally not allowed within the County, however, if explosives or blasting are permitted, their use is controlled by the County’s adopted Fire Code. In addition, blasting shall not occur within close proximity to District infrastructure. All project blasting plans must be approved by a District representative, and a District representative must be present when blasting occurs. 2.9 Protection and Restoration of Property and Landscape The Contractor shall be responsible for the preservation of all public and private property and shall protect from disturbance or damage all survey control land monuments and boundary marks. Prior to disturbing any monuments, the Contractor shall notify the County Surveyor who shall require said Contractor to hire a licensed Surveyor to properly reference the monument, unless otherwise directed. When or where any direct or indirect damage or injury is done to public or private property by or on account of any act, omission, neglect, defective work or materials, or misconduct in his manner or method of executing the work, or in consequence of the non-execution thereof by the Contractor, he shall restore, at his expense and at no cost to the District, such property to a condition similar or equal to that existing before such damage or injury was done, by repairing, rebuilding, or otherwise restoring as may be directed, or he shall make good such damage or injury in an acceptable manner. Said responsibility shall not be released until the project has been completed and accepted. The Contractor shall not dump spoil or waste material on private property without first obtaining written permission from the property owner. All such dumping shall be in strict conformance with any applicable Grading and Drainage Ordinances. Prior to any construction in front of driveways the Contractor shall notify the property owner twenty-four hours in advance. Inconvenience caused by construction across driveways and sidewalks shall be kept to a minimum by restoring the serviceability within twenty-four hours, or as otherwise approved by County’s Representative. If it is necessary to leave open excavation for a longer period of time the Contractor shall provide structurally adequate steel plates to bridge the excavation. 2.10 Hazardous Materials Discoveries If suspected hazardous materials (including chemicals, petroleum products, etc.) are encountered, construction operations shall be immediately stopped in the vicinity of the discovery and the proper authority shall be notified of the nature and exact 33 4901-9360-8535 location of the findings. The Contractor shall secure the site of the discovery and shall provide written confirmation of the discovery and proper notification to the District’s Representative within twenty-four hours. The written confirmation shall include a statement regarding responsibility to report the discovery to the local health district and the Utah Department of Environmental Response and Remediation within twenty-four hours as required by Federal Statute as adopted by the State of Utah. The Contractor or the Property Owner shall then report the discovery as specified in the law. After operations in the vicinity of the discovery have been restricted, the Property Owner shall keep the District informed concerning the status of the restriction. The time necessary for the Property Owner and appropriate Regulatory Agency to arrange for an acceptable solution to the discovered hazardous material situation is variable and dependent upon the nature and extent of the discovered materials. After clearance is received from the appropriate Regulatory Agency, the Property Owner shall inform the Contractor and the District Representative when work may be continued in the vicinity of the discovery. Written confirmation shall be provided within two calendar days. 34 4901-9360-8535 3 Design Requirements 3.1 Introduction This section establishes the minimum design requirements for public water system improvements in the service area of the District. It is not the intent of these standards to restrict professional judgement, but rather to serve as a guide and establish consistency in design. These standards are the minimum required and should considered as such. The APWA Manual of Standard Specifications shall be used as a supplement to these guidelines. In cases of conflict, a determination shall be made by the District representative, which determinations shall be final. It is recommended that the Engineer in charge review each project on its own merit and impose a higher professional standard as necessary for each project. 3.2 Utility Clearances The following clearances must be maintained between utility lines, and from other utilities unless otherwise approved by the District Representative: 3.2.1 General Utility clearances specified in applicable laws and codes shall be adhered to. 3.2.2 Water Lines The following clearances must be maintained between waterlines and any utility: Five (5) feet for water to phone lines/cable TV Five (5) feet for water to irrigation Seven (7) feet for water to gas Ten (10) feet for water to power Ten (10) feet horizontal, and eighteen (18) inches vertical for water to wastewater 3.2.3 Sewer Lines A. Sewer mains should be placed lower than other utilities. 35 4901-9360-8535 B. Water distribution and sewage collection lines shall be laid in separate trenches, with at least ten (10) feet of separation measured horizontally from edge of pipe. C. In the circumstance that the water line is less than eighteen (18) inches over the sewer line, where the water line is under the sewer line, or where horizontal separation cannot be maintained because of physical obstructions, the water line shall be protected by construction of the sewer line with: 1 A casing of ductile iron, steel, or other material approved by District 2 Water supply quality materials and joints, or 3 Encasement with a minimum cover of four (4) inches of concrete. Each of these provisions shall extend ten feet on each side of the crossing. Prior written approval from the District and the Utah Division of Drinking Water is required. D. At a perpendicular crossing, these requirements shall extend ten (10) feet on each side of the crossing. At crossings that are not perpendicular, these requirements shall extend to the point at which a ten (10) foot separation between the water and sewer lines is achieved. Prior written approval from the District and the Utah Division of Drinking Water is required. E. Wastewater laterals and mains crossing shall have at least one (1) foot vertical separation if located under powerlines, storm drains, telephone lines, traffic signal conduit and/or street lighting conduit. There must be a seven (7) foot horizontal clearance for gas lines. If the required vertical clearance cannot be met, alternative methods must be given written approval by the District. 3.2.4 Trenchless Installation Any pipe installation that requires boring must be first approved by a District Representative. While boring, any District-owned pipeline that could potentially be affected by the boring must be uncovered so that District personnel can be certain that the boring had no effect on the pipe of concern. 3.3 Culinary Water Design All culinary water mains and appurtenances within the District’s jurisdiction must be designed in such a way to provide for adequate future service for all contiguous areas which may be tributary thereto within a twenty (20) year period in the future. Water trunk lines shall be designed in accordance with any applicable system master plan. 36 4901-9360-8535 3.3.1 Flow Design Criteria Flow design criteria shall conform to the requirements outlined in the current edition of the State of Utah Rules for Public Drinking Water Systems. In any case where these specifications require a higher design standard than is contained in the state rules, the higher design standard shall take precedence. Commercial or industrial areas may require special investigation to determine fire flow requirements. Existing and future static pressure and flow information used in the design must be approved by the District. 3.3.2 Fire Flow Requirements Under maximum day demand conditions, fire flow shall be at least one thousand five hundred (1,500) gallons per minute at any one hydrant and must meet the requirements of the latest edition of the Fire Code. The total system design shall be such that fire flows and normal peak day flow demand can be met while still maintaining a minimum pressure of twenty (20) psi at all points in the distribution system. A maximum water velocity of ten (10) feet per second shall be utilized when designing for fire flows and/or other emergency conditions. High density residential, commercial, or industrial areas shall require special investigation to determine fire flow requirements and hydrant spacing per the currently adopted Fire Code Existing and future static pressure and flow information used in the design shall be approved by the District. 3.3.3 Minimum Pressure Drinking water systems shall meet the following minimum water pressures at points of connection: A. 20 psi during conditions of fire flow simultaneously with peak day demand (As defined by DDW 309-510) B. 30 psi during peak instantaneous demand C. 40 psi during peak day demand Individual home booster pumps are not allowed without prior approval by the District. 3.3.4 Minimum Size 37 4901-9360-8535 The water mains shall be sized to deliver the peak instantaneous flow rate and fire flow requirements as previously outlined. The minimum pressures shall be as previously outlined. The minimum size of water main to be installed shall be eight (8) inches in diameter unless otherwise approved by the District. A fire hydrant shall not be connected to a main that does not have sufficient fire flow capacity. In locations where the District has determined the line size for future installations, based on a Masterplan Study, that Masterplan line size shall be installed. 3.3.5 Minimum Depth The minimum depth of cover (to the top of the pipe) for water mains shall be three (3) feet below subgrade of the street, or one (1) foot below the frost line, whichever is greater, with a maximum of six (6) feet unless otherwise approved by the District representative. Where final grades have not been established, mains shall be installed to a depth great enough to ensure a minimum of three (3) feet and a maximum of six (6) feet of cover below future subgrade. Water mains installed in UDOT rights-of-way shall meet the requirements of UDOT. 3.3.6 Valves A. The water system shall be looped, and valves shall be spaced in such a way that a break in any one length of main will put no more than six (600) hundred feet of main, and no more than two fire hydrants, out of service (whichever is less). This should also make adequate (minimum allowable) service possible in the remainder of the water system during repairs. However, in major transmission lines, the spacing of valves is allowed to be longer. All distribution mains connecting to larger transmission mains shall be valved at the connection. All fire hydrant runs shall be valved at the distribution main. B. Four (4) valves shall generally be located at cross intersections, and three (3) valves at tee intersections. C. Sufficient valves shall be installed on water mains to minimize inconvenience, degradation of fire protection, and sanitary hazards during repairs. Valves shall be generally located as follows: 1 At intervals to isolate no more than two (2) fire hydrants at any time. 2 In residential areas to isolate a maximum of thirty services or six hundred (600) feet) whichever is less. 38 4901-9360-8535 3 A maximum of five (5) valves will be required to isolate any location. 4 In commercially zoned areas and residential off-site water mains for distribution mains at maximum intervals of: a five hundred (500) feet twelve (12) inches in diameter and smaller, b one thousand (1,000) foot intervals for sixteen (16) inches in diameter transmission mains, and c one thousand three hundred and twenty (1,320) foot intervals for twenty (20) inch and greater diameter transmission mains. 5 Additional valves may be required by the District to meet the requirements of Paragraphs “1” through “4” above. Valves on transmission mains outside of their designated pressure zone or area of service will be located a maximum spacing of one (1) mile. D. Valves shall not be placed in street gutters, valley gutters, or in driveways. E. A valve is required at the end of all temporarily dead-ended mains. The valve location is to be a minimum of ten (10) feet upstream of the cap or blow- off assembly. F. Valved outlet(s) for future service laterals six (6) inches in diameter and larger may be installed when approved by the District. (Valved outlet installation approval does not constitute a water commitment. G. A shut off valve immediately adjacent to the water main shall be provided for all service laterals greater than two (2) inches in diameter and for all fire hydrant laterals. 3.3.7 Pressure Reducing Valves A. Pressure reducing valves shall be installed on main lines at specific points designated by the District. The design for these pressure reducing valves and vaults shall be approved by a District Representative. 3.3.8 Fire Hydrant Spacing and Location Unless otherwise directed by the local fire authority, fire hydrants shall be spaced and located as follows: A. At each intersection, generally on the same side of the street. B. In residential areas, fire hydrant spacing shall be no greater than five hundred (500) feet, and no house shall be more than two hundred fifty (250) feet from a hydrant measured along a street access to the property being served. 39 4901-9360-8535 C. In multiple family areas, PUD zones, industrial, business, or commercial areas, fire hydrant spacing shall require special investigation to determine the hydrant spacing per the Uniform Fire Code (UFC). Generally, spacing is no greater than three hundred fifty (350) feet and all commercial buildings are within one hundred seventy-five (175) feet of a hydrant. D. Generally, hydrants shall be placed in line with extensions of the property line when located mid-block. E. Hydrants shall be placed no more than five (5) feet from the back of the sidewalk. Where sidewalk is not adjacent to the curb and a four (4) foot wide or wider planter area exists, the hydrant may be placed in the planter and no closer than two (2) feet from the back of the curb. If there is no curb or sidewalk, the hydrant must be placed at least eight (8) feet from the travel- way of the nearest lane of traffic to provide adequate clear-zone for the type of roadway. It is also required to provide a five (5) foot radius of clearance to adjacent obstacles, with the lowest water outlet no less than eighteen (18) inches nor more than thirty (30) inches from the final ground elevation (see standard drawings). The "break-away" flange at bottom of hydrant shall be installed so that it is at, or within six (6) inches above, but not below, the final ground elevation. F. All fire hydrants shall be owned and maintained by the District and shall be installed on dedicated easements or public rights-of-way. G. A fire hydrant shall be placed at the end of all cul-de-sacs or on dead-end lines. H. Fire hydrants shall not be located within five (5) feet of a driveway, power pole, light standard, block wall, fence, or any obstruction. 3.3.9 Miscellaneous Water System Design Criteria A. All public water mains shall be installed in public rights-of-way, dedicated roadways, or approved easement, and with adequate access for maintenance vehicles. Pipelines shall not be installed on back or side lot lines due to potential flood and other damage, unless otherwise approved by a District Representative. B. Dead-end mains shall be avoided wherever possible and, if installed, shall not exceed six (600) hundred feet. Hydrants shall be located at the end of dead- end mains and cul-de-sac mains for flushing purposes as well as for fire protection. C. Each building or lot shall be served by a separate line and meter. All lots shall have a minimum of three quarter (3/4) inch service line from the main to the meter box. Multiple housing of two or more units that are not separately metered shall have a minimum of one (1) inch service. When 40 4901-9360-8535 there are more than two multiple housing units, the service line shall be sized accordingly. D. Service line size shall match the size of the meter. Non-residential connections cannot be served by multiple meters. E. All service line taps shall be machine tapped at the time of the water main installation. Service taps shall be installed prior to testing and acceptance of the water main. F. If a connection is to be abandoned, the connection needs to be severed at the main by the property owner, and under the instruction and supervision of the District. G. Water mains shall be laid at least ten (10) feet horizontally from any existing or proposed wastewater main. The distance shall be measured from edge to edge. If the required distance cannot be maintained, and with approval by the District’s Representative, options found in R309-550-7 of the State of Utah Public Drinking Water Regulations can be implemented. H. When a water main crosses over a wastewater main, the water main shall be laid at such an elevation that the bottom of the water main is at least eighteen (18) inches above the top of the wastewater main. When the water main cannot be as high as eighteen (18) inches above the wastewater main, and with approval by the District’s Representative, options found in R309- 550-7 of the State of Utah Public Drinking Water Regulations can be implemented. I. All tees, bends, plugs and hydrants shall be provided with thrust restraining tie rods and/or joints designed to prevent movement, such as a “mega lug" or approved equal. Pipe joints shall be restrained for the distances shown in the District’s Standard Drawings. Wood blocking of future main extensions is not acceptable. When thrust restraints cannot be used, concrete thrust blocks shall be formed and poured in place and must bear against undisturbed soil in accordance with the thrust block details in the Standard Drawings. Installation of concrete thrust blocks shall receive prior approval of the District. J. Air release vacuum assemblies and blow-off valves shall be provided on all mains and transmission lines, where required, to prevent damage due to air accumulation and/or vacuum. Items for consideration shall include, but is not limited to: 1 Sizing of the air release valve 2 Lines with changes in gradient 3 Long lengths of pipe without changes in gradient 4 Surrounding inline valves as needed 41 4901-9360-8535 K. All water lines require a fourteen-gauge insulated UF wire be installed with the line for locating purposes. The wire shall extend up each valve and hydrant and be attached to the top of the pipe by PVC tape or other means approved by the District. L. All waterlines require a blue metallic warning tape with the message “Water Line Below” or similar words. The warning tape shall be placed 12 inches directly above the top of the pipe. 3.3.10 Network Hydraulic Analysis A. When Required The District will require that a network hydraulic analysis be conducted by a licensed Engineer if any of the following conditions apply: 1 The project involves creation of a new water system. 2 The project is a major subdivision with an internally looped system. 3 The project is located at the higher elevations of a low static pressure zone. 4 A high fire flow demand is required (greater than 1,500 gallons per minute). 5 There will be extensive irrigation. 6 The new water plans will complete a loop on the current system. 7 As otherwise required by the District or Utah Division of Drinking Water. B. Design The consulting engineer should request the source hydraulic grade line (HGL) from the District prior to the initial design where a network hydraulic analysis is required. The following information shall be submitted at the time of such a request: 1 Location, type of development, and the acreage or number of units with the development. 2 Anticipated fire flow requirements. 3 The intended location where the proposed water distribution system will tie into the existing system. C. Submittal for Review and Approval A preliminary network hydraulic analysis shall be submitted with the project application and is required for a preliminary feasibility evaluation. An updated network hydraulic analysis shall be submitted along with final plans 42 4901-9360-8535 for review. For larger projects, such as a major subdivision, obtaining network hydraulic analysis approval prior to submitting the water plans is preferred. The network hydraulic analysis submittal shall include the following items: 1 Data input sheets, as well as the analysis results. 2 Information about the development (i.e., type, number of acres, number of units, fire flow requirements, etc.). 3 Data sheet(s) outlining all assumptions (i.e., method used to assign demands to corresponding nodes and source HGL's used). 4 Map identifying pipe, their node numbers, and locations. 5 Fire hydrant locations. 6 The name and version of software used for the analysis. 7 Elevations of junction nodes. 8 Staging or phasing of development. 9 Appropriate off-site demands. The model should be calibrated to adequately represent actual field conditions using field measurements and observations. D. Miscellaneous 1 The roughness factor, C, to be used in the analysis should be equal to: a 100 for all unlined cast iron pipe. b 120 for existing pipe twelve (12) inches or less in diameter. c 130 for existing pipe fourteen (14) inches or greater in diameter. d 130 for new pipe regardless of diameter. For any other sizes or materials not covered by the above, the consulting engineer shall contact the District for guidance. 2 When identifying the fire flow available in a network hydraulic analysis, use the hydrant located at the development's weakest point (highest point in the development and/or last hydrant on dead-end main). Also, verify the hydrant is located at a junction node. 3 The elevations used in the network hydraulic analysis should be based on a project grading plan or the anticipated final elevation. If the final grading plan deviates significantly from the elevations used in the analysis, a revised analysis will be required. The analysis shall evaluate any adverse effects on the existing water system. 43 4901-9360-8535 4 All systems and extensions will require a full evaluation of present source and storage capacity, while taking into account any committed lots in the subdivision. The evaluation must show the system has adequate source and storage capacity to meet the proposed or expected water service connections. Source and storage requirements will be the greater of that recommended or required by Washington County, Utah Division of Drinking Water, or the State Fire Marshall. 3.3.11 General Installation Requirements A. All additions or extensions to the District’s system shall be designed and certified by a Utah licensed civil engineer and approved in writing by the District’s engineers. B. All subdivisions prior to recording the subdivision plat will be required to sign a culinary water service agreement for each lot and pay the appropriate fees. C. All new construction or additions to the District’s system must be inspected and approved by the District during installation. The District will not accept any additions to its system that were not inspected during installation. D. District will not provide culinary water to a lot which is less than the size recommended by the Hansen, Allen & Luce Groundwater Protection Study (a copy of the study may be obtained from the District office) or any other septic density requirements adopted by the local wastewater authority. For example, if the study recommended a density of not less than 10 acres per home, the District would not provide culinary water to any subdivision with a home density of less than one home per ten (10) acres unless it is serviced by a sewer system such as the Ash Creek Special Service District system. E. For subdivision lots with septic systems platted and approved by the Washington County Planning Commission, and by state and local health agencies prior to the time of the issuance of the Hansen, Allen & Luce report the District will honor whatever densities had been approved. Subdivision plans approved after December 31, 1998, which do not meet those density requirements, will not receive water from the District. 3.3.12 Secondary Water or Wastewater Reuse Irrigation System A. All secondary water irrigation systems, including wastewater irrigation systems, shall be designed and constructed in accordance with the requirements outlined for culinary water systems in these specifications. However, all valve box covers and service connection covers shall bear the legend "Irrigation" to clearly differentiate between culinary and secondary systems. The pipe material shall be colored purple or have continuous purple 44 4901-9360-8535 markings to meet applicable standards. There shall be no cross connections between secondary and culinary water systems. B. All requirements for the treating and reuse of wastewater outlined in the latest applicable Utah Division of Water Quality Standards for Utilization and Isolation of Domestic Wastewater Treatment Works Effluent (R317-1-4) shall be followed. These requirements include, but are not limited to, a reuse project plan, allowed uses, required treatment processes and water quality limits. 3.3.13 Water Storage Tanks A. Sizing Requirements 1 Equalization Storage. Water storage tanks shall include equalization storage volume equal to average daily demands for indoor and outdoor use. 2 Fire Flow Storage. Water storage tanks shall include sufficient fire flow storage volume to meet the requirements of the local fire authority. When direction from the local fire code official is not available, the water system shall use Appendix B of the International Fire Code, 2015 edition, for design guidance. Unless otherwise approved by the local fire code official, the fire flow and fire flow duration shall not be less than 1,500 gallons per minute for 120 minutes. 3 Emergency Storage. Water storage tanks shall include emergency storage volume based on assessment of risk and the desired degree of system dependability. Water systems with a single water source shall have a minimum emergency storage volume equal to twice average daily demand. Water systems with more than one water source shall have a minimum emergency storage volume equal to average daily demand. If more than one water source can provide over 50% average daily demand with the largest water source off-line, emergency storage may be reduced to half average daily demand. Water systems located in remote areas shall have additional emergency storage volume requirements. B. Location Requirements 1 Pressure Considerations. The location of the tank and the design of the water system shall be such that the minimum working pressure in the distribution system shall meet the minimum pressures as required in R309-105-9 of the Utah Department of Environmental Quality rules. Existing and future connections shall also be considered. 2 Proximity to Sources of Contamination. Sources of contamination, such as sewers, shall be kept 100 horizontal feet from storage tanks. 45 4901-9360-8535 3 Standing Surface Water. The area surrounding a ground-level or buried drinking water storage tank shall be graded in a manner that will prevent surface water from standing within 50 horizontal feet of the tank. 4 Earthquake and Landslide Risks. Potential geological hazards shall be considered when selecting a tank location. Earthquake and landslide risks shall be evaluated. 5 Property. At no cost to the District and in accordance with Section 3.3.16, the Developer will convey to the District title to the water storage tank site by general warranty deed using a form approved by the District. The water storage tank site shall be a minimum of one acre with boundaries extending a minimum of 75 feet from the outer tank wall in all directions, unless otherwise approved by District. 6 Security. The site location and design of a drinking water storage tank shall take into consideration security issues and potential for vandalism. The site perimeter should be secured by 6-feet chain-link fence or other fence acceptable to the district or required by any applicable regulatory agency. A 15’ wide lockable gate will be installed to provide the District access from the access road to the water storage tank site. 7 8 Isolation. Drinking water storage tanks shall be designed and located so that they can be isolated from the distribution system. Storage tanks shall be capable of being drained for cleaning or maintenance. Where possible, tanks shall be designed with the ability to be isolated without loss of pressure or service in the distribution system. C. General Features 1 Drain(s). A means to drain the storage tank for inspections and repairs. Floors shall be sloped toward the drain to allow for complete draining of the storage tank. Drains shall be sloped to allow for complete drainage and a suitable catch basin shall be provided that prevents excessive erosion when in use. The drain shall not discharge into a sanitary sewer. If a drain discharges into a storm drain, the discharge pipe shall have at least 12 inches of clearance or 2 times the diameter of the pipe, whichever is greater. 2 Piping. The storage tank shall have a separate inlet and outlet. The inlet and outlet pipes shall be configured in a manner that prevents stagnation by provide continuous outlet flow and provides mixing and circulation, while preventing sediment from entering the outlet. 3 Tank Overflow. Overflow pipes shall be of sufficient capacity to permit discharge that exceeds the fill rate. Overflow pipes shall not discharge into a sanitary sewer. Overflow pipes shall have between 12 and 24 inches of ground clearance, equipped with No. 4 mesh non-corrodible screen, and 46 4901-9360-8535 configured in a manner that prevents erosion. Overflow discharges shall be visible. 4 Vent(s). The air venting capacity shall exceed the water inflow and outflow of the tank. Overflows shall not be considered or used as vents. Vents shall be inverted, shielded, and equipped with No.14 non-corrodible screen to prevent the entrance of contaminants. 5 Access Openings. There shall be at least one opening above the level of the overflow. The opening shall extend at least 4 inches above the surface of the tank for above ground tanks and at least 18 inches above the ground for buried tanks. The opening shall be equipped with a “Shoebox Lid” with a gasket. The access opening shall not allow water or debris to enter the tank. Access Openings shall be equipped with security systems. 6 Level Controls. The tank shall be equipped with a 2-inch conduit through the roof of the storage tank for the level sensors. If power is not available, a solar system shall be provided. Solar system batteries shall remain at ground level and solar panels are permitted to be installed on the roof if it does not interfere with the integrity or operation of the storage tank. Individual conduits shall be installed for power, communications, and level sensors. 7 Ladders and Railings. The tank shall be equipped with ladders and railings that meet Utah OSHA requirements. 8 Internal Components and Coatings. All materials shall be ANSI/NSF 61 Certified. 9 9 Outlet Metering and Monitoring. The outlet flow of the tank shall be metered and the chlorine residual monitored with an online analyzer. The meter shall be placed in a sufficiently sized vault that allows for its removal and replacement. The meter and chlorine analyzer must be approved by the District. 10 Access Road and Pad. A road and pad will be installed containing road base with a size of ¾” minus, to a depth of 6”, The road base shall be installed and compacted to support heavy duty truck traffic. The road shall have a width of 15’ and will connect the nearest access road to the water storage tank as directed by the District. The maximum slope of the road will be 15%. A flat pad shall be constructed inside fenced perimeter and adjacent to the water storage tank to allow access by large equipment. 11 Materials a General. Tanks will be of a reinforced concrete design. All concrete required hereunder shall be composed of portland cement and properly graded sand and rock. The proportions of cement and aggregates shall be such as to produce a workable mix with a minimum compressive strength of 4,000 psi at the age of 28 days; provided, however, that concrete having a minimum compressive strength of 2,500 psi at the age of 28 days will be permitted for thrust 47 4901-9360-8535 blocks and anchor blocks. The quantity of water used shall be just sufficient, with a normal mixing period, to produce a concrete which, in the judgment of the district’s representatives, can be worked properly into place without segregation. The concrete mixture shall contain a minimum of 6 sacks of cement per cubic yard. All exposed concrete edges shall be chamfered using a 1" wood chamfer strip. The contractor shall submit the proposed mix design to the district’s engineer for approval. b Cement. All cement used on the work shall be standard brand portland cement conforming to the "specifications for portland cement" (astm designation c 150), type v. c Aggregates. Aggregates shall be obtained from pits approved by the district’s engineer and shall conform to astm c 33. Coarse aggregate shall be of 1 inch maximum size. d Water. Water shall be clean and free from objectionable quantities of organic matter, alkali, acid, oil, salts and other deleterious substances. Water for ready-mix concrete shall not be added more than 1 hour before the concrete is placed. Water shall be added only in the presence of the district’s representative, the contractor shall provide the means of accurately measuring the water added. The minimum and maximum slump shall be 3 inches and 4-1/2 inches, respectively, when tested in accordance with astm c 143. e Curing and sealing compounds. Curing and sealing compound shall be approved by the district’s representative prior to use. Curing compound shall be applied in accordance with manufacturer's instructions, except as otherwise specified. f Air entraining agent. Air entraining agent shall be approved by the district’s representative prior to use. The air entraining agent added shall produce an entrained air content between 3 and 5 percent in accordance with astm c 260. g Waterproofing. Any admixture used to waterproof the tank shall be approved prior to use by the district’s representative. h Reinforcing steel. Reinforcing steel shall be deformed steel bars or cold-drawn steel wire, or fabricated forms of those materials, as required by the applicable drawings and specifications and shall meet the requirements of astm a grade 60. 48 4901-9360-8535 i Waterstops. Waterstops shall be approved by the district’s representative prior to use. Waterstops shall be used in accordance with manufacturer’s instructions, except as otherwise specified. j Forms. Forms to confine the concrete and shape it to the required lines shall be used wherever necessary. D. Disinfection 1 Drinking water storage tanks shall be disinfected before being put into service for the first time and after being entered. The tank shall be cleaned of all debris and shall then be washed with drinking water prior to adding disinfectant. 2 AWWA Standard C652-11 shall be followed for tank disinfection. Upon completing any of the three methods for storage tank chlorination, as outlined in AWWA C652-11, the water system must properly dispose of residual super-chlorinated waters in the outlet pipes. Other super- chlorinated waters, which are not to be ultimately diluted and delivered into the distribution system, shall also be properly disposed. Chlorinated water discharged from the storage tank shall be disposed of in conformance with R317 of the Utah Administrative Code. 3.3.14 Pump Stations A. General Requirements 1 The pump station site shall be designed to meet the requirements for sanitary protection of water quality, hydraulics of the system, and protection against interruption of service by fire, flood, or any other hazard. 2 The access to the pump station shall be at least six inches above the surrounding ground with an elevation that is at least three feet higher than the 100-year flood elevation and the highest recorded flood. The surrounding grade shall be sloped away from the pump station. 3 Buildings and Enclosures. Buildings and enclosures shall be sized to allow access and maintenance. 4 Drains. Suitable drains shall be provided for the drainage from pump glands without draining onto the floor. 5 Servicing Equipment. Servicing equipment shall be provided and consist of crane-ways, hoist beams, eyebolts, or other adequate provisions for servicing and replacing pumps, motors, and other heavy equipment. Openings in the roof, floor, or elsewhere for the removal of such equipment shall be included. 49 4901-9360-8535 6 Climate Control. Heating and cooling provisions shall be adequate for the safe and efficient operation of the pump station as well as the comfort of the operator. Forced ventilation of at least six changes of air per hour should be provided for all areas of the pump station. 7 Capacity and Hydraulics. Water storage tanks should be designed to meet required system pressures for all connections. System booster pumps shall not be used to provide system pressure unless pre-approved by the District and will not be approved to provide system pressure to more than 5 connections per water system. Capacity shall be capable of providing the peak day demand and fire flow for the related section of the system. Booster pumps shall not drop the inlet pressure below 20 psi. Pump stations shall be designed in a way that a pump can be taken out of service without impacting the ability to provide the peak day demand and fire flow. 8 Gauges. Each pump shall have a pressure gauge on the discharge line as well as a compound gauge on its suction line. 9 Standby Power. Power shall be provided from at least two independent sources, or a standby or auxiliary source shall be provided as approved by the District. 10 Piping shall include a bypass and sufficient piping to allow operation during repairs. 11 Hydropneumatic systems shall not be considered for fire protection or system storage. 12 Property. At no cost to the District and in accordance with Section 3.3.16, the Developer will convey to the District title to the pump station site by general warranty deed using a form approved by the District. a A road will be installed containing road base with a size of ¾” minus, to a depth of 6”, and a width of 15’ from the nearest access road to the pump station as directed by the District to provide the District access to the pump station. The road base shall be installed and compacted to support heavy duty truck traffic. b A 6’ tall chain link fence will be installed to enclose the pump station, excluding the access road. Enough room will be allowed to enable large vehicles access to the pump station inside the fence. A 15’ wide lockable gate will be installed to provide the District access from the access road to the pump station site. 13 Doors and Frames a Doors shall be L-20-4 (1-3/4 inch gauge steel) door as manufactured by the Steel Craft Manufacturing Company or approved equal and shall conform to the following requirements: i. Doors shall be fabricated of: a. Cold rolled steel. b. Galvanized steel. ii. Doors shall be flush with visible edge seams. 50 4901-9360-8535 iii. Doors shall have 1/8-inch bevel in 2 inches on hinge and lock edges. iv. Doors shall have vertical mechanical inter-locking seams on hinge and lock edges. v. Doors shall be provided with top and bottom inverted 14-gauge cold rolled steel channels spot welded within the door. vi. Doors shall be reinforced, stiffened and sound deadened with impregnated Kraft honeycomb core completely filling the inside of the door and laminated to the inside faces of panels. vii. Doors shall be reinforced internally with a 12-gauge steel reinforcement for surface closers when specified. viii. Out swinging exterior doors shall be provided with top caps for protection against weather when specified. ix. Doors shall be Bonderized and receive one coat of baked-on prime paint. x. All doors shall be furnished with 20-inch square fixed louvers with bug screens. b Frames. The frames shall be of 14-guage steel and shall be furnished by the same manufacturer as the doors. The frames shall conform to the following specifications. i. Frames shall be accurately formed from cold rolled steel, or galvanized ii. Frames shall be furnished knocked down. Mitered corners shall have heavy reinforcements with four tabs for secure and easy interlocking of jams to head at each corner. Frames shall be furnished set up and arc welded at miters (SUA), or spot welded at miters (SUS), when specified. iii. Frames shall be adequately reinforced for all hardware. iv. Strike and hinge preparations shall be protected by a plaster guard. v. All frames shall be supplied with rubber bumpers installed at the factory; three per strike jamb, two per double door frame head. vi. All frames shall be bonderized and receive one coat of baked-on prime paint. vii. Frames shall be factory reinforced for surface closers when specified. c Hardware. The door shall be equipped with hinges of sufficient size and design to insure that the door will operate property without binding or dragging. i. On each of the double door combinations, one door shall be equipped with two non-keyed sliding dead bolts on the top and bottom. The other door shall be equipped with a Schlage Double Locking Security G52PD lock manufactured by the Schlage Lock 51 4901-9360-8535 Company in San Fransisco, California. Two keys for each lock shall be supplied to the Owner. All locks shall be keyed the same. 14 Skylights a Curb mounted skylight domes shall be Model SD (single dome) as manufactured by Aladdin Industries, Inc., Salt Lake City, Utah, or approved equal. Dome shall consist of a one-piece acrylic plastic dome and shall be white translucent. The framing members shall be extruded aluminum framing and shall have an integral gutter system for positive drainage of condensation and infiltration to exterior. b The aluminum framing members shall be designed to support the following loads: c A Positive Live Load of 40 lbs. per square foot. d A negative Live Load of 25 lbs. per square foot. e Load combinations: Snow Load + Wind Load + Dead Load. Refer to IBC 2006 i. The assemblies shall be designed and fabricated to provide for expansion and contraction of framing members caused by a temperature range of -20 degrees F to 280 degrees F without casing buckling or performance reduction. 15 Mechanical Equipment a Equipment shall be made up of parts which are designed to act as a unit; and the manufacturer shall guarantee that when the component parts are assembled into the final unit, these parts will fit and operate satisfactorily. Modifications shall be made in manufacturer's equipment to make it conform to the specific requirements of the plans and specifications if the standard product does not fulfill all requirements. b Installation of equipment i. Equipment shall be installed completely and ready to operate. In the installation of equipment, none but mechanics skilled in various trades shall be employed. Welding shall be by electric arc and shall be done by qualified welders in accordance with applicable welding codes. ii. All moving parts or equipment and machinery shall be carefully installed, tested for operation, and adjusted so that all parts move freely and function to secure satisfactory operation. c Motors. i. All motors, unless otherwise specified, shall be constant-speed squirrel cage, induction-type with roller or ball bearings in accordance with NEMA standards. All motors, unless otherwise specified, shall be 460-volt, 3-phase, 60 hertz for the mechanical equipment. The motors for the pumps shall be Premium Efficiency High Standard Thrust and be U.S. Motor, G.E., or District approved equal. 52 4901-9360-8535 ii. All motors shall be equipped with a variable frequency drive. d Pumps. i. The Contractor shall furnish, install, and test all pumps. Pumps shall be of heavy-duty construction for heavy-duty continuous service or for intermittent service, whichever imposes the most severe service on the pump. Pumps of inferior design or make will not be accepted. ii. Mechanical defects shall include excessive vibration, improper balancing of any rotating parts, improper tolerances, binding, excessive motor heating, defective materials, improper fitting of parts, and any other defect which will in time damage the pump or pumps or unreasonably impair the efficiency of the pumps. e Fittings. Unless otherwise permitted by the District, all fittings shall be Ductile Iron. f Valves. Unless otherwise permitted by the District, all valves shall be manufactured by VAG or AV-TEK. g Heating/cooling. The Well building will be equipped with heating and cooling units sufficient to regulating the temperature in the building. 3.3.15 Wells A. Quantity 1 Source Capacity a The total developed groundwater source capacity, unless otherwise specified by the District, shall equal or exceed the design maximum day demand with the largest producing well out of service. 2 Number of sources A minimum of two sources of groundwater shall be provided, unless otherwise specified by the District. Consideration should be given to locating redundant sources in different aquifers or different locations of an aquifer. 3 Standby power a To ensure continuous service when the primary power has been interrupted, a standby power supply shall be provided through a dedicated portable or in-place auxiliary power of adequate supply and connectivity. b When automatic pre-lubrication of pump bearings is necessary, and an auxiliary power supply is provided, design shall assure that the pre- lubrication is provided when auxiliary power is in use. B. Quality An assessment should be made of the factors, both natural and man-made, which may affect water quality in the well and aquifer. Water quality data 53 4901-9360-8535 shall be submitted to and approved by Utah State Division of Drinking water and meet all of the requirements identified in R309-515. C. Location 1 The District shall be consulted prior to design and construction regarding a proposed well location as it relates to required separation between existing and potential sources of contamination and groundwater development. The well location should be selected to minimize the impact on other wells and other water resources. 2 Continued sanitary protection of the well site from potential sources of contamination shall be provided either through ownership, zoning, easements, leasing or other means acceptable to the District. Fencing of the site may be required by the District. 3 A source protection plan for continued protection of the well from potential sources of contamination shall be provided and reviewed by the District as well as approved by the State. D. Casing 1 Casing to be used in construction shall be of new steel conforming to ASTM Designation A53, Grade B. 2 Shall be black steel with plain ends beveled for and joined by field welding, 3 Shall be capable of withstanding forces to which it is subjected; 4 Shall have full circumferential welds or threaded coupling joints. E. Screens 1 General. The well screen shall be of the continuous slot, wire-bound design in order to provide maximum inlet area consistent with strength requirements. It shall be fabricated by circumferentially wrapping a triangular shaped wire around a circular array of internal rods. The wire configuration must provide inlet slots with sharp outer edges, widening inwardly so as to be non-clogging. For maximum collapse strength each juncture between the horizontal wire and the vertical rods will be fusion welded under water by the electrical resistance method. End fittings shall be welded to the screen body. 2 Material and Fittings. The screen shall have the slot size based on sieve analysis of the formation samples. The screen shall be provided with a bottom plate of the same material as the screen. The screen shall be fabricated from Type 304 stainless steel. Screen sections shall be joined by welding or by threaded connections. If welded, the welding rod shall be of equal quality to the metal it is joining. All welding rods shall be approved by the Owner. Either E312-16 or E309-16 (AWS-ASTM classification) electrodes are recommended for joining low-carbon steel to 54 4901-9360-8535 stainless steel. Type E 308-16 electrodes are recommended for low-carbon steel to low-carbon steel connections. a The screen required slot size, collapse strength, tensile strength and transmitting capacity shall be determined by the screen manufacturer. It shall be the responsibility of the Contractor to submit formation samples, well logs, and water samples to the well screen manufacturer for analysis. A screen manufacturer shall provide a design report including an analysis of the formation samples and screen design recommendations. b Insulation joints. At locations where dissimilar metals are to be joined the Contractor shall submit the proposed method of connection to the Owner for approval prior to starting this work. F. Gravel Pack 1 Material. The annular space between the well screen and the drilled hole shall be filled with gravel packing material based on sieve analysis of the formation samples removed from the well. The size of the gravel pack material shall be recommended by the screen manufacturer as part of the well screen submittal and approved by the District. a Gravel pack material shall be clean and well mixed with well-rounded 95% siliceous particles that are smooth, uniform, and free from any foreign material, properly sized, washed and disinfected immediately prior to or during placement. Plate-like or fractured face material is not acceptable. The gravel pack material shall be manufactured by Premier Silica (formally Colorado Silica Sand), or Owner approved equal. G. Development 1 Every well shall be developed to remove the native silts and clays, drilling mud or finer fraction of the gravel pack. 2 Development should continue until the maximum specific capacity is obtained from the completed well. H. Disinfection 1 Disinfection shall be provided after the well has been completely constructed and has been fully developed and test pumped, it shall be thoroughly cleaned of all foreign substances including tools, timbers, rope, debris of any kind, cement, oil, grease, joint dope and scum. I. Well pumps, discharge piping and appurtenances 1 Line shaft pumps Wells equipped with line shaft pumps shall: 55 4901-9360-8535 a have the casing firmly connected to the pump structure or have the casing inserted into a recess extending at least one-half inch into the pump base; b have the pump foundation and base designed to prevent water from coming into contact with the joint, and; c avoid the use of oil lubrication. Lubricants must meet ANSI/NSF Standard 61. 2 Submersible pumps (if approved for use by District) a the top of the casing shall be effectively sealed against the entrance of water under all conditions of vibration or movement of conductors or cables, and; b the electrical cable shall be firmly attached to the riser pipe at 20 foot intervals or less. 3 Discharge piping a The discharge piping shall: i. be designed to minimize friction loss; ii. have control valves and appurtenances located above the pumphouse floor; iii. be protected against the entrance of contamination; iv. be equipped with a check valve in or at the well, a shutoff valve, a pressure gauge, and a means of measuring flow; v. be equipped with a smooth nosed sampling tap located at a point where positive pressure is maintained, but before any treatment chemicals are applied. The sample tap shall be at least 18-inches above the floor to facilitate sample collection. vi. where applicable, be equipped with an air release-vacuum relief valve located upstream from the check valve, with exhaust/relief piping terminating in a down-turned position at least 18 inches above the floor and covered with a 14 mesh corrosion resistant screen; vii. be valved to permit test pumping and control of each well; viii. have all exposed piping, valves and appurtenances protected against physical damage and freezing; ix. be properly anchored to prevent movement, and be properly supported to prevent excessive bending forces; x. be protected against surge or water hammer; xi. conform to the latest standards issued by the ASTM, AWWA and ANSI/NSF, where such standards exist, or in the absence of such standards, conform to applicable product standards and be acceptable to the District; xii. be constructed so that it can be disconnected from the well or well pump to allow the well pump to be pulled. 56 4901-9360-8535 b The discharge piping should be provided with a means of pumping to waste, but shall not be directly connected to a sewer. c For submersible, jet and line shaft pumps, the discharge, drop or column piping inside the well shall: i. conform to the latest standards issued by the ASTM, AWWA and ANSI/NSF, where such standards exist, or in the absence of such standards, conform to applicable product standards and be acceptable to the reviewing authority. Any lubricants, fittings, brackets, tape or other appurtenances shall meet ANSI/NSF Standards 60/61, where applicable; ii. be capable of supporting the weight of the pump, piping, water and appurtenances and of withstanding the thrust, torque and other reaction loads created during pumping. The actions of fatigue from repeated starting and stopping of the pump shall be considered when choosing a pipe and fittings; iii. be fitted with guides or spacers to center piping and well pump in the casing. 4 Water level measurement a A Dwyer Instruments level transducer will be installed at each well. J. Well Building 1 Concrete. a Exterior finish. The exterior finish shall be elastomeric stucco with the color approved by the Owner. Contractor may opt to provide a concrete tilt-up structure in lieu of cast-in-place concrete for the pump house building. Design plans and shop drawings shall be submitted for approval by the Engineer and Owner. b General. Well houses will be of a reinforced concrete design. All concrete required hereunder shall be composed of portland cement and properly graded sand and rock. The proportions of cement and aggregates shall be such as to produce a workable mix with a minimum compressive strength of 4,000 psi at the age of 28 days; provided, however, that concrete having a minimum compressive strength of 2,500 psi at the age of 28 days will be permitted for thrust blocks and anchor blocks. The quantity of water used shall be just sufficient, with a normal mixing period, to produce a concrete which, in the judgment of the district’s representatives, can be worked properly into place without segregation. The concrete mixture shall contain a minimum of 6 sacks of cement per cubic yard. All exposed concrete edges shall be chamfered using a 1" wood chamfer strip. The contractor shall submit the proposed mix design to the district’s engineer for approval. 57 4901-9360-8535 c Cement. All cement used on the work shall be standard brand Portland cement conforming to the "specifications for Portland cement" (ASTM designation c 150), type v. d Aggregates. Aggregates shall be obtained from pits approved by the district’s engineer and shall conform to ASTM c 33. Coarse aggregate shall be of 1 inch maximum size. e Water. Water shall be clean and free from objectionable quantities of organic matter, alkali, acid, oil, salts and other deleterious substances. Water for ready-mix concrete shall not be added more than 1 hour before the concrete is placed. Water shall be added only in the presence of the district’s representative, the contractor shall provide the means of accurately measuring the water added. The minimum and maximum slump shall be 3 inches and 4-1/2 inches, respectively, when tested in accordance with ASTM c 143. f Curing and sealing compounds. Curing and sealing compound shall be approved by the district’s representative prior to use. Curing compound shall be applied in accordance with manufacturer's instructions, except as otherwise specified. g Air entraining agent. Air entraining agent shall be approved by the district’s representative prior to use. The air entraining agent added shall produce an entrained air content between 3 and 5 percent in accordance with ASTM c 260. h Reinforcing steel. Reinforcing steel shall be deformed steel bars or cold-drawn steel wire, or fabricated forms of those materials, as required by the applicable drawings and specifications and shall meet the requirements of ASTM a grade 60. i Forms. Forms to confine the concrete and shape it to the required lines shall be used wherever necessary. 2 Doors and Frames a Doors shall be L-20-4 (1-3/4 inch gauge steel) door as manufactured by the Steel Craft Manufacturing Company or approved equal and shall conform to the following requirements: i. Doors shall be fabricated of: a. Cold rolled steel. b. Galvanized steel. ii. Doors shall be flush with visible edge seams. iii. Doors shall have 1/8-inch bevel in 2 inches on hinge and lock edges. iv. Doors shall have vertical mechanical inter-locking seams on hinge and lock edges. v. Doors shall be provided with top and bottom inverted 14-gauge cold rolled steel channels spot welded within the door. 58 4901-9360-8535 vi. Doors shall be reinforced, stiffened and sound deadened with impregnated Kraft honeycomb core completely filling the inside of the door and laminated to the inside faces of panels. vii. Doors shall be reinforced internally with a 12-gauge steel reinforcement for surface closers when specified. viii. Out swinging exterior doors shall be provided with top caps for protection against weather when specified. ix. Doors shall be Bonderized and receive one coat of baked-on prime paint. x. All doors shall be furnished with 20-inch square fixed louvers with bug screens. b Frames. The frames shall be of 14-guage steel and shall be furnished by the same manufacturer as the doors. The frames shall conform to the following specifications. i. Frames shall be accurately formed from cold rolled steel, or galvanized ii. Frames shall be furnished knocked down. Mitered corners shall have heavy reinforcements with four tabs for secure and easy interlocking of jams to head at each corner. Frames shall be furnished set up and arc welded at miters (SUA), or spot welded at miters (SUS), when specified. iii. Frames shall be adequately reinforced for all hardware. iv. Strike and hinge preparations shall be protected by a plaster guard. v. All frames shall be supplied with rubber bumpers installed at the factory; three per strike jamb, two per double door frame head. vi. All frames shall be bonderized and receive one coat of baked-on prime paint. vii. Frames shall be factory reinforced for surface closers when specified. c Hardware. The door shall be equipped with hinges of sufficient size and design to ensure that the door will operate property without binding or dragging. i. On each of the double door combinations, one door shall be equipped with two non-keyed sliding dead bolts on the top and bottom. The other door shall be equipped with a Schlage Double Locking Security G52PD lock manufactured by the Schlage Lock Company in San Fransisco, California. Two keys for each lock shall be supplied to the Owner. All locks shall be keyed the same. 3 Skylights a Curb mounted skylight domes shall be Model SD (single dome) as manufactured by Aladdin Industries, Inc., Salt Lake City, Utah, or approved equal. Dome shall consist of a one-piece acrylic plastic dome and shall be white translucent. The framing members shall be 59 4901-9360-8535 extruded aluminum framing and shall have an integral gutter system for positive drainage of condensation and infiltration to exterior. b The aluminum framing members shall be designed to support the following loads: c A Positive Live Load of 40 lbs. per square foot. d A negative Live Load of 25 lbs. per square foot. e Load combinations: Snow Load + Wind Load + Dead Load. Refer to IBC 2006 i. The assemblies shall be designed and fabricated to provide for expansion and contraction of framing members caused by a temperature range of -20 degrees F to 280 degrees F without casing buckling or performance reduction. 4 Mechanical Equipment a Equipment shall be made up of parts which are designed to act as a unit; and the manufacturer shall guarantee that when the component parts are assembled into the final unit, these parts will fit and operate satisfactorily. Modifications shall be made in manufacturer's equipment to make it conform to the specific requirements of the plans and specifications if the standard product does not fulfill all requirements. b Installation of equipment i. Equipment shall be installed completely and ready to operate. In the installation of equipment, none but mechanics skilled in various trades shall be employed. Welding shall be by electric arc and shall be done by qualified welders in accordance with applicable welding codes. ii. All moving parts or equipment and machinery shall be carefully installed, tested for operation, and adjusted so that all parts move freely and function to secure satisfactory operation. c Motors. i. All motors, unless otherwise specified, shall be constant-speed squirrel cage, induction-type with roller or ball bearings in accordance with NEMA standards. All motors, unless otherwise specified, shall be 460-volt, 3-phase, 60 hertz for the mechanical equipment. The motors for the pumps shall be Premium Efficiency High Standard Thrust and be U.S. Motor, G.E., or District approved equal. ii. All motors shall be equipped with a variable frequency drive. d Pumps. i. The Contractor shall furnish, install, and test all pumps. Pumps shall be of heavy-duty construction for heavy-duty continuous service or for intermittent service, whichever imposes the most severe service on the pump. Pumps of inferior design or make will not be accepted. 60 4901-9360-8535 ii. Mechanical defects shall include excessive vibration, improper balancing of any rotating parts, improper tolerances, binding, excessive motor heating, defective materials, improper fitting of parts, and any other defect which will in time damage the pump or pumps or unreasonably impair the efficiency of the pumps. e Fittings. Unless otherwise permitted by the District, all fittings shall be Ductile Iron. f Valves. Unless otherwise permitted by the District, all valves shall be manufactured by VAG or AV-TEK. g Heating/cooling. The Well building will be equipped with heating and cooling units sufficient to regulating the temperature in the building. K. Property 1 At no cost to the District and in accordance with Section 3.3.16, the Developer will convey to the District title to the well lot by general warranty deed using a form provided by the District. The well lot will be large enough to entirely encompass the Well Source Protection Zone 1. 2 A road will be installed containing road base with a size of ¾” minus, to a depth of 6”, and a width of 15’ from the nearest access road to the well building as directed by the District to provide the District access to the well. The road base shall be installed and compacted to support heavy duty truck traffic. 3 A 6’ tall chain link fence will be installed to enclose the well Lot, excluding the access road. The fence shall be coincident with the boundaries of the well lot, excluding the access road. A 15’ wide lockable gate will be installed to provide the District access from the access road to the well lot. L. Chlorination 1 Chemical Types a Disinfection by chlorination shall be accomplished by gaseous chlorine certified as complying with the ANSI/NSF Standard 60. 2 Feed Equipment a A Regal Model 216 Automatic Switchover or approved equal shall be provided. 3 Chlorine Feed Capacity a The capacity of the chlorine feed equipment shall be sized to provide at least 2 mg/L during peak demand. b The feed equipment shall operate accurately over the design feeding range. c The feed equipment shall be designed to maintain a detectable residual at all times, at all points withing the intended area in the distribution system. 4 Injector, Eductor, or Diffuser 61 4901-9360-8535 a Chlorine shall be added at a point that allows rapid and thorough mixing. The center of a pipeline is the preferred application point. b The selection of equipment shall consider the point of application, the quantity of chlorine to be added, the size and flow of the chlorine solution line, the back pressure of the to-be-treated water flow, and the equipment operating pressure. c A suitable strainer to prevent small debris from clogging chlorine feed equipment shall be provided. Provision for flushing the strainer will also be provided. 5 Minimization of Chlorinated Overflow a The design shall minimize the release of chlorinated water into the environment, for example, the discharge of chlorinated water from tank overflows. Such releases must comply with rules of Division of Water Quality that pertain to discharge of pollution. 6 Prevention of Cross Connections a The design shall prevent contamination of the treated water supply by make-up water of lesser quality. b All chlorine solution make-up water shall be at least of equal quality to the water receiving the chlorine solution. 7 Flow measurement a The design of the chlorination system shall provide a means to measure the flow rate of treated water as a basis for dosing. 8 Residual Testing equipment a A Hach CL17 chlorine analyzer or approved equal will be installed at the entry point to the distribution system with the capability to continuously measure chlorine residual. 9 Standby and Backup Equipment a A spare parts kit shall be provided and maintained for all chlorinators to repair parts subject to wear and breakage. If there could be a large difference in feed rates between routine and emergency dosages, multiple gas metering tubes shall be provided, at least one for each dose range, to assure accurate control of the chlorine feed under both routine and emergency conditions. b Where chlorination is required for disinfection of a water supply, standby equipment of sufficient capacity shall be available to replace the largest unit in the event of its failure. c Standby power shall be available, during power outages, for operation of chlorinators where disinfection of the water supply is required unless operation of the chlorinator does not require power when necessary. 10 Heating, Lighting, Ventilation a Chlorinator buildings shall be heated, lighted and ventilated as necessary to assure proper operation of the equipment and safety of the operators. 62 4901-9360-8535 11 Incompatible Chemicals a The design shall ensure that incompatible chemicals that may damage or deteriorate chlorination facilities are stored separately from chlorination equipment and chemicals. 12 Automatic switch over a Automatic Switch over of chlorine cylinders shall be provided if continuous disinfection is required. 13 Heat a The design of the chlorination room shall assure that the temperature in the room will not fall below 32 degrees F or the temperature required for proper operation of the chlorinator, whichever is greater. 14 Ventilation a Chlorination equipment rooms which contain chlorine cylinders, tanks, equipment and gaseous chlorine lines under pressure shall have at least one exhaust fan. b Chlorine room exhaust fan(s), when operating, shall provide at least one complete room air change per minute. c Chlorine room exhaust fan(s) shall take suction inside the chlorine room near the floor, as far as practical, and discharge air outside of the building away from air inlets. d Chlorine room air inlets shall be through wall louvers near the ceiling. e Separate switches for the chlorine room fans and lights shall be located near the entrance to the room and shall be protected from vandalism. 15 Chlorine Vent Line a The chlorine vent line shall discharge outside, above grade, at a point least susceptible to vandalism, and shall have the end covered with a No. 14 mesh non-corrodible screen. 16 Housing a Housing shall be provided for chlorination equipment and storage to ensure proper function and security. b Chlorine cylinders shall not be stored in direct sunlight or exposed to excessive heat. c Rooms housing chlorine cylinders shall not be designed with floor drains to prevent transfer of potential chlorine leaks. 17 Cylinder Security a Chlorine cylinders shall be restrained in position to prevent upset. 18 Weighing Scales a Scales shall be provided for determining chlorine cylinder weight. Scales should be of a corrosion resistant material and should be placed in a location remote from any moisture. Scales shall be accurate enough to indicate loss of weight to the nearest one pound for 150- pound cylinders. 19 Pressure Gauges 63 4901-9360-8535 a Pressure gauges shall be provided on the inlet and outlet of each chlorine educator. 20 Gas Masks a Where 150-pound chlorine cylinders are used, a respirator recommended by the National Institute for Occupational Safety and Health must be available. 21 Chlorine Leak Detection and Repair a A bottle of Ammonium Hydroxide, 56% ammonia solution, shall be available for chlorine leak detection. b Where a continuous leak detector is provided, it shall be equipped with both an audible alarm and a warning light to ensure operator safety. 3.3.16 Real Property Dedication A. Requirements 1 Portions of the Water System located within public streets, public utility easements, or existing easements (subject to the District’s approval), satisfy the District’s real property dedication requirements. 2 For all storage tanks, pump stations, and wells located on private land, the Developer shall convey fee simple title to the District for a lot that (a) meets the specifications set forth in Sections 3.3.13(B)(5), 3.3.14(A)(12), and/or 3.3.15(K), as applicable and (b) provides access to the nearest public street. 3 For any portion of the Water System on private land (excluding storage tanks, pump stations, and wells addressed in Section 3.3.16(A)(2)) and located outside of a public street, public utility easement, existing easement, or land dedicated to the District, the Developer shall grant the District a perpetual, non-exclusive easement for access to and operation, maintenance, repair, and replacement of the Water System. The easement shall have dimensions approved by the District. 4 For any portion of the Water System located on Federal land, the Developer shall obtain a right-of-way permit (or similar permit) and assign it to the District when the District provides Final Construction Approval. 5 If a portion of the Water System will be located on property not described in the preceding subsections, the District will provide the Developer with the applicable real property dedication requirements. B. Process 1 Dedication of real property, including land and easements, from the Developer to the District pursuant to Sections 3.3.16(A)(2)-(3) shall comply with the following procedures, at no cost to the District. 2 Title Commitment a Before the District executes the Final Plat, Developer shall provide a separate title commitment (Title Commitment) for land and 64 4901-9360-8535 easements that will be dedicated to the District from a Title Company committing to issue to the District the most current version of an ALTA standard coverage owner’s policy of title insurance in an amount equal to the market value of the land or easements to be dedicated (Owner’s Policy). The District will have forty five (45) days from receipt of each Title Commitment (Title Review Period) to notify Developer in writing of any objections (Title Objections) to title. If the District fails to notify Seller of any Title Objections prior to the expiration of the Title Review Period, then the District will be deemed to be satisfied with the condition of title and to have waived all Title Objections. For Title Objections raised by the District during the Title Review Period, Developer will work with the Title Company to resolve, if reasonably possible, the objections. If Developer notifies the District that Developer is unable to cure or obtain insurance over the Title Objections prior to the Land Closing or Easement Closing (defined below), the District may, at its sole discretion: (i) notify Developer in writing that the District will not accept dedication of the applicable land and/or easement interests; or (ii) waive the Title Objections and proceed to the Land Closing or Easement Closing. b If the District declines to accept land and/or easement interests pursuant to Section 3.3.16(B)(2)(a)(i), the Developer shall provide substitute land and/or easement interests for dedication to the District. 3 Property Taxes a Prior to the Land Closing, Developer shall pay all property taxes due and owing for the land to be conveyed to the District. 4 Liens and Encumbrances a Developer shall convey all land and easements to the District free and clear of all liens, notices of contract, charges, security interests, mortgages, or other encumbrances which arise for any reasons, voluntarily or involuntarily, as a result of any act or omission by Developer or persons claiming by, through or under Developer, or any of its agents, employees, or independent contractors, including without limitation liens which arise by reason of labor or materials furnished or claimed to have been furnished to or on behalf of Developer. 5 Closing, Conveyance, and Title Insurance a At no cost to the District, the Developer will convey to the District all land described in Section 3.3.16(A)(2), using one or more general warranty deeds in forms approved by the District, within 10 business days of recording the Final Plat and before the Developer conveys any lot to a third party (Land Closing). In connection with the Land Closing, Developer agrees to pay for and cause to be issued in favor of the District, through the Title Company that issued the Title 65 4901-9360-8535 Commitment, an Owner’s Policy for all land included in the Land Closing. b At no cost to the District, the Developer will convey to the District all easements described in Section 3.3.16(A)(3), in forms approved by the District, before the District executes the Final Plat (Easement Closing). In connection with the Easement Closing, Developer agrees to pay for and cause to be issued in favor of the District, through the Title Company that issued the Title Commitment, an Owner’s Policy for all easements included in the Easement Closing. 66 4901-9360-8535 4 Construction Requirements 4.1 Introduction This section sets forth the requirements for water infrastructure construction and restoration of surface improvements. Earthwork, roadway construction, chip seals, slurry seals or concrete work must meet be constructed to County or applicable municipal standards. If the improvements are to be part of the District’s system, additional standards may apply. 4.2 Survey Requirements 4.2.1 Staking A. Prior to commencing the work, all construction shall have appropriate construction staking in conformance with the approved drawings unless otherwise approved by the District representative. The staking shall have all necessary information including, but not limited to, stationing, cut or fill data, off-set distance and invert elevations. The information shall be placed on the face of stakes in a legible manner using weatherproof marking materials and shall be in accordance with general surveying practice. All construction staking shall be under the direction of the Engineer responsible for the project. 4.2.2 Grade line A. When a water main design has a profile with grades, a grade line will be staked at the designated grades prior to installation of any pipe. A laser may be used in lieu of a grade line. All sewer lines and storm drains will require that a grade line, or laser, be set and checked prior to installation of any pipe. 4.3 Pipeline Construction 4.3.1 Introduction This subsection covers the requirements for materials, trenching, placing, backfilling, cleaning, testing and other miscellaneous requirements for underground pipeline construction and associated work. This section incorporates the requirements of the AWWA Standards and the Manufacturer’s Recommended Installation Procedures, whichever is more stringent. 4.3.2 Materials 67 4901-9360-8535 A. This subsection specifies the acceptable materials for pipeline construction for use in water pipes, and appurtenant construction. B. Water Pipe and Fittings 1 The materials used for pipe and fittings shall all be new and conform to the requirements for class, brand, size and material as specified. A copy of the manufacturer's installation recommendation for each type of pipe shall be provided for each construction job and shall be available on the jobsite at all times. These recommendations shall be followed during construction unless instructed otherwise by the District’s Representative. All pipe materials are as outlined below. 2 General Pipe Requirements Pipe materials shall conform to the following requirements. Table 4-1 a Pipe material should be ductile iron when installed in a rocky area. b All piping used for the purpose of irrigation only shall be purple in color or have purple marking tape installed above the pipe. c Pipe class must be appropriate for pressure. d All pipes shall conform to the current AWWA standards for each class of pipe listed above. 3 Ductile Iron Pipe a All ductile iron pipe shall be Class 51 or better conforming to the latest edition of AWWA Specifications C-151 (ANSI A21.51). b Joints. Ductile Iron Pipe shall be either Mechanical Joints, Rubber Gasket Slip-on Joints, Flanged Joints, or a combination of the above as specified on the plans. Joints shall also conform to all current AWWA standards. Size Culinary Irrigation 3/4" - 1” Copper Type K Purple Poly (HDPE) Iron Pipe Size 1 ¼” - 3” PVC SCH 40 Purple HDPE (IPS) 4” - 8” Ductile Iron with Polywrap (V-Bio or approved equal) or PVC C-900 Over 8” Ductile Iron with Polywrap (V-Bio or approved equal) 68 4901-9360-8535 c Polyethylene Wrapping. Enhanced polyethylene wrap (V-Bio) shall be required on all ductile iron pipe, fittings, and valve. 4 Copper Pipe, PVC, or HDPE Pipe a All copper pipe shall conform to the current AWWA standards. All PVC pipe used shall meet the latest AWWA Standards C-900 or C-905. HDPE pipe shall meet the latest AWWA Standards C-901 and C-906. 5 Pipe Fittings a PVC fittings shall not be used for pipe greater than 2 inches unless approved by the District. Flanged and mechanical joint fittings greater than 2 inches and less than 36 inches shall be ductile iron class 250 and production shall conform to ANSI/AWWA C-110/A 21.10 and ANSI/AWWA C-111/A21.11. Fittings shall conform to details and dimensions published therein. Cement-lined and seal-coated fittings shall conform to ANSI/AWWA C-104/A21.04. C. Valves and Boxes 1 Unless otherwise specified by the District, all valves, twelve (12) inches and smaller, shall be of a resilient-seat gate valve type. Butterfly valves shall be used for valves fourteen (14) inches or larger. District must approve valves fourteen (14) inches or larger. 2 Gate and Butterfly Valves a Valves shall be new, conform to the latest revision of AWWA valve standards. b All gate valves installed next to a fitting must be flange x mechanical joint (MJ) and installed with the flange end connecting to the tee, cross, or fitting and restrained mechanical joint to the line unless otherwise approved by the District. c Valves greater than fourteen (14) inches shall have flange x flange with an MJ adaptor in order to flange to tee, cross, or fitting and shall be restrained mechanical joint to line unless otherwise approved by the District. d Concrete slabs shall be required for support under butterfly valves 14 inches or larger per the standard details. All support slabs shall be tied to the valves. 3 Valve Boxes a All valves shall be provided with a cast iron valve box of the extension sleeve type or a screw type adjustable, and the height shall be adjusted to bring the top of the valve box flush with the finished surface. Extension sleeve shall be drilled or slotted, and the marking wire shall be threaded through. The valve box shall not be less than 69 4901-9360-8535 five (5) inches in diameter and shall have a minimum wall thickness of 0.375 inch. The box shall be provided with a suitable base and cover. b The word "WATER" shall be cast on the cover. c The word “IRRIGATION” shall be cast on valve box covers intended for irrigation main line valves. d The District requires “WCWCD” to be cast on the cover. D. Tapping Materials 1 For small tappings (three quarter (3/4) inch through two (2) inch) tapped into cast iron, steel, PVC, or ductile iron pipe, the following materials shall be required: 2 Saddle Castings a Large saddle tappings shall be stainless steel or bronze single/double strap. 3 Stainless Steel Strap a The stainless steel strap shall consist of a two (2) inch wide strap and shall come complete with sufficient stainless steel or bronze bolts, nuts and washers (with five eighths [5/8] inch national coarse (NC) Teflon coated roll threads) to properly clamp the strap to the pipe. MIG welds shall be passivated for resistance to corrosion. All tapping saddles shall have a polyethylene wrapping. 4 Gaskets a Gaskets shall be made from NSF 61 approved material. Tappings larger than 2” may only be used with direct permission from the District. E. Repair Clamps All repair clamps shall only be used with direct permission from the District. F. Water Service Laterals All water service laterals shall include meter setter, box and lid. The material used for water service connections shall comply with the following requirements: 1 Service Connection a Individual water services shall be three quarter (3/4) inch single service from the water main to the meter setter for normal domestic service. When directed by the District, the water service shall be larger in diameter. Services shall have a minimum of three (3) feet of cover to subgrade and be constructed as shown in the standard drawings. For service laterals two (2) inches in diameter and smaller, service saddles shall not be closer than twelve (12) inches from the end 70 4901-9360-8535 of the main, nor closer than eighteen (18) inches to any other service saddle or pipe joint. 2 Service Pipe a Service pipe shall be polyethylene or copper type K as specified in Table 1. (Note: When polyethylene pipe is used, no Instatite fittings shall be used.) If a service lateral becomes damaged during construction or needs to be extended, a new lateral must be installed from the main line to the meter setter. No joints will be allowed. 3 Joints a All services shall have a compression type joint for the service pipe and shall be threaded on the inlet end with an AWWA corporation stop thread. 4 Corporations Stops a Corporation stops shall be manufactured by Mueller Company, Ford, or approved equal, and shall conform to the several designations shown below for the various sizes. Table 4-2 Corporation Stops Water Service Connection Size ¾” 1” 1½” 2” MUELLER CO. H- 1500 H- 1500 H- 1510 H- 1501 FORD F600 F600 F6125 F6125 5 Meter Setter a Meter setters, also known as meter yokes, shall have a built-in, independently acting, dual-check valve that meets current State standards. All internal parts shall be accessible without removing the valve from the line. Meters shall be installed by District personnel only. 6 Meter Box and Lid a The meter boxes shall be high density polyethylene (HDPE) or as approved by the District. Irrigation meter boxes shall be purple in color. Lid marking shall be approved by the District. G. Locating Wire 1 Locating wire shall be installed on all waterline installations unless otherwise approved by the District Representative. Locating wire shall conform to the following guidelines: 71 4901-9360-8535 2 Locating wire shall be a minimum 14 American wire gauge (AWG), Type copper (CU), underground (UG), which is a heavy-insulation, direct-bury solid conductor. 3 Locating wire shall be spliced together with silicone nuts or equal. Prior to installation of the wire nut, a minimum amount of wire shall be bared and twisted together with pliers to assure good contact. 4 Locating wire shall be pulled tight along the top of the pipe and taped at 5-foot intervals to ensure against breakage. 5 Marking wire shall extend out of the valve box four (4) to six (6) inches. 6 It is the Contractor's responsibility to guarantee and show that the marking wire performs satisfactory for its intended use. It is recommended that the contractor test the performance of the wire prior to installation of surface improvements. 7 After all the boxes are raised and prior to placing concrete collars, the Contractor shall notify the District to perform the final acceptance testing. H. Restrained Joint System 1 PVC a The restrainer system shall work in conjunction with the mechanical joint follower gland. The retainer shall be a split ring with serrated surface on the inside. The retainer system shale include all bolts, nuts, and accessories to secure the ring and to tie to the mechanical joint. The restraint system shall be EBBA Iron 19MJG00, Ford Uni- Flange 1300, or approved equal. 2 Ductile Iron a The restraint mechanism shall consist of individually activated gripping surfaces to maximize restraint capability. Twist-off nuts, sized the same as the tee-head bolts, shall be used to ensure proper activating of restraining devices. The gland shall be manufactured of ductile iron conforming to ASTM A536. The retainer gland shall have a pressure rating equal to that of the pipe on which it is used with a minimum safety factor of 2:1. Gland shall be EBAA Iron, Inc., 2000 PV Megalug, Ford Uni-Flange 1400, or approved equal. I. Fire Hydrants 1 Fire hydrants shall be a three-nozzle, five and one-quarter inch (5 ¼ ”) diameter, with foot valve and six (6) inch mechanical joint connection. Fire hydrants shall conform to the latest edition of AWWA C-502, "Dry Barrel Fire Hydrants." All hydrants shall be designed for a working pressure of two hundred (200) psi and a hydrostatic pressure of three hundred fifty (350) psi. 72 4901-9360-8535 2 Hydrants shall be of a flanged joint type or mechanical joint inlet. Mechanical joints shall be identified per use by Water District. All hydrants shall be so designed as to allow the flanges at sidewalk level to separate without material damage to the main barrel section when struck by a large object, such as a vehicle. Upon such damage, the main gate valve must remain closed to avoid flooding or washout. Hydrants with a nominal five (5) inch valve opening shall be furnished with two (2) nominal two and one half (2 ½) inch National Standard Thread Hose Nozzles and one (1) nominal four and one half (4 ½) inch National Standard Thread Pumper Nozzle. All nozzles shall be furnished with a cap and gasket with attaching chain. All hydrants shall open counterclockwise with a pentagon operating nut conforming in size to the specifications of the District. 3 Hydrants shall be furnished with a paint finish above the ground line identical in color to the existing hydrant paint (red). Hydrants shall be installed with a shut-off valve at the mainline. If the hydrant lateral is greater than two hundred (200) feet long, a second valve shall be installed at a location determined by the District Representative. J. Backfill Materials 1 Bedding and Pipe Zone Material a Bedding and pipe zone material may consist of on-site or imported material meeting the maximum size requirements shown in Table 3 for the type of pipe material indicated. Imported material must be screened and well graded and of a quality acceptable to the Owner and Engineer. The Contractor may be required to screen or process the on- site material if larger materials than the size specified are present in the on-site material. Table 4-3 Pipe Material Max Aggregate Size Ductile Iron 1” PVC ¾” HDPE ¾” Steel 1” b Gradation Requirements: 73 4901-9360-8535 Table 4-4 Sieve Size Percent Passing By Weight 1” or ¾” 100 (Pipe Material Dependent) No. 4 50-100 c Pea Gravel i. Pea gravel and sand backfill may be suitable for backfill in the bedding and pipe zone. Gradations shall be approved by Owner and the Engineer before placement. 2 Select Backfill a Selected backfill shall be of a quality acceptable to the Owner and Engineer and may consist of suitable on-site excavated material. It shall be free from sod, frozen earth, organic materials, rubbish, or debris. The backfill material shall have a sufficient amount of fine material to fill the voids between the coarser aggregate. The material shall be screened and shall conform to the following requirements: b Gradation Requirements: Table 4-5 Sieve Size Percent Passing By Weight 4” 100 3” 80-100 No. 4 35-100 4.3.3 Construction Methods A. This subsection covers the requirements for trenching, placing, and back filling of all underground pipelines. The methods employed in performing the work shall be the responsibility of the Contractor. The Contractor shall make such changes in the methods used as are necessary to install an acceptable finished product. The methods shall include, but are not limited to the following: B. Control of Groundwater 1 All trenches shall be kept free from water during excavation, fine grading, pipe laying, jointing, and embedding operations. Where the trench bottom 74 4901-9360-8535 is mucky or otherwise unstable because of the presence of ground water, and in cases where the static ground water elevation is above the bottom of any trench or bell hole excavation, such ground water shall be lowered and controlled to the extent necessary to keep the trench free from water and the trench bottom stable when the work within the trench is in progress. Surface water shall be prevented from entering the trenches. 2 Dewatering for pipeline construction shall commence when groundwater is first encountered and shall continue until such time as water can be allowed to rise. Dewatering shall be conducted such than no pipelines are placed in water nor shall water be allowed to rise over the pipe until the pipeline has been pressure tested and any concrete or mortar has achieved final set. Water shall not be allowed to rise in pipeline trenches or drained excavations until pipelines are backfilled or restrained to prevent flotation. 3 The Contractor shall also furnish, place, and maintain all pumping, ditching, or other approved measures for the removal and/or exclusion of water from the site. This provision shall include storm water and wastewater reaching the site of the work from any source to prevent damage to the work or adjoining property. The Contractor shall be responsible for any damage to persons or property due to interruption or diversion of storm or wastewater because of his operations. C. General Excavation 1 Excavation shall include, without classifications, the removal of all materials of whatever nature encountered, including all obstruction of any nature that would interfere with the proper execution and completion of the work. The removal of said materials shall conform to the lines and grades shown on the plans. 2 Cut slopes associated with excavation of material necessary for completion of the Project shall be as indicated on the plans, or flatter. Cut slope excavation shall comply with local codes, ordinances and requirements of agencies having jurisdiction. The cut slopes shall be scaled to remove all loose and/or unstable material and shall be constructed and maintained in a safe condition. The contractor shall be responsible for maintaining all cut slopes in a safe condition during construction. 3 Excavation for pipe, wire, or conduits shall be by open trench unless otherwise specified or shown on the plans. However, should the Contractor elect to tunnel or jack any portion not so specified, he shall first obtain approval from the Owner or their Representative. The Contractor shall furnish, place, and maintain all supports and shoring that may be required for the sides of the excavation. 75 4901-9360-8535 4 Rock excavation shall be by any means possible. The Contractor will be liable for all damage to work on adjacent property, all injuries, lawsuits, complaints, and any other actual or alleged damages. All necessary permits shall be obtained from the governing authority(s) before any blasting can occur. 5 Excess material and excavated material unsuitable for backfill of the water facilities shall be removed from the site of the work by the end of each working day unless otherwise approved by the Engineer and disposed of by the Contractor at a location selected by the Contractor and approved by the Engineer. 4.3.4 Excavation of Pipe Trenches 1 General Except as otherwise shown or provided herein, excavation shall be open cut trenches with vertical sides up to the top of the pipe, and as near vertical as possible from the top of the pipe to the ground surface and meet O.S.H.A. requirements. The bottom of the trench shall have a minimum width of 1 foot on either side of the pipe up to an 24" pipe size. Pipeline diameters of 24" or greater shall have a minimum of one-half (1/2) diameter of pipe on both sides of the pipe. A maximum width of trench shall be equal to the outside diameter of the pipe plus 36 inches or as shown on the plans. 2 Bracing Properly anchored bridging capable of carrying the legal load limit, with adequate trench bracing, shall be used to bridge trenches at street crossings where trench backfill and temporary patches have not been completed during regular working hours. Safe and convenient passage for pedestrians and access to all properties shall be provided. 3 Open Trench The maximum amount of open trench permitted in any one location shall be 500 feet, or the length necessary to accommodate the amount of pipe installed in a single day, whichever is greater, unless otherwise approved by the Owner or Engineer. Trench shall be considered open until backfilled to finish surface. Trenches across streets shall be completely backfilled as soon as possible after pipe, wire, or conduit installation. 4 Foundation a Except when otherwise specified or ordered by the Owner or Engineer, the bottom of the trench shall be excavated uniformly to the grade or depth indicated on the drawings. Adequate or stable foundation should be present (or provided) to uniformly support the full length of the pipe. Bell holes should be provided at each joint to permit proper assembly and support of the pipe. Unstable trench bottoms shall be 76 4901-9360-8535 stabilized by methods and with materials required, by the specifying engineer, to provide adequate and permanent support for the conditions encountered. b Rocky Subgrade i. Over excavate four (4) inches, place four (4) inches of treated (some reasonable measure of compaction) bedding material and then place two (2) inches of loose backfill. c Unstable/Saturated Subgrade i. A minimum of four (4) inches of compacted coarse (no. 200 to 3" material) graded, granular material to achieve stable pipe bedding conditions. B. Backfill 1 Bedding a Preparation i. The trench bottom should be over excavated to permit placement of bedding materials when encountering rock, hard pan, boulders, or other materials that could damage the pipe due to joint loading on the bell. Over excavate and place a minimum of 4" of bedding for pipe nominal diameters 4" to 16", a minimum of 6" of over excavation and bedding for 20" to 42" nominal diameter pipe and a minimum of 8" of over excavation and bedding for 48" to 60" nominal diameter pipes. b Pipe Bedding i. The bedding shall consist of an evenly graded, free flowing, granular material in accordance with Tables 3 and 4 which is free of large stones or frozen material and backfilled to the required grade of the bottom of the pipe. Bell holes should be utilized to reduce axial deflection and support the barrel of the pipe up to a depth which will be sufficient to provide at least two (2) inches clearance under the pipe bell. c Pipe Bedding Compaction i. A modified proctor ASTM D1557 shall be used for all bedding materials to determine compaction characteristics of the soils used in the pipe bedding. The pipe bedding shall be compacted to at least 90% of maximum density in areas where the surface is to be unpaved and at least 95% of maximum density in areas where the surface is to be paved. Pipe bedding shall be placed and prepared in such a manner that there will be a firm, continuous support along the entire length of the pipe barrel. 2 Pipe Zone Backfill 77 4901-9360-8535 a Except as otherwise provided or approved by the Engineer, after the pipe or conduit is laid, trenches shall be backfilled with material as specified in Table 4 to a depth specified in the following table: Table 4-6 Pipe or Conduit Pipe Zone 2-inch or less diameter Sub-grade to 6 inches above top of pipe Greater than 2-inch diameter Sub-grade to 12 inches above top of pipe b A modified proctor ASTM D1557 shall be used for all Pipe Zone backfill materials to determine compaction characteristics of the soils used in the pipe zone. Pipe zone material shall be placed in 6" finished lifts to 12” over the top of the pipe and properly compacted to at least 90% of maximum density in areas where the surface is to be unpaved and at least 95% of maximum density in areas where the surface is to be paved. Compaction shall be uniformly on both sides of the pipe. 3 Select (Final) Backfill a Material Select backfill meeting the gradation requirements of Table 5 shall be placed from the top of the Pipe Zone Backfill to the finished grade in unpaved areas and to the pavement base elevation in paved areas. b Unpaved areas Select backfill shall be placed in 12" finished lifts from the top of the pipe zone to the finished grade and compacted to not less than 90% of maximum density determined by Standard Proctor ASTM D698. c Paved areas (and within 2 feet of the edge of pavement) Select backfill shall be placed in 12" finished lifts from the top of the pipe zone to the pavement subgrade and compacted to not less than 95% of maximum density determined by Standard Proctor ASTM D698. 4 Soils Tests Where backfill is required to be compacted to a specified density, field tests for compliance may be made by a certified laboratory in accordance with ASTM D6938 (nuclear) or ASTM D7830 (electromagnetic) methods. Where tests reveal noncompliance with the 78 4901-9360-8535 density requirements, the materials shall be re-compacted and re-tested until the required density is obtained. C. Pipe Installation 1 General Pipe Installation a Cleanliness Pipe, bends, tees, crosses, and reducers shall be inspected, cleaned, and carefully lowered into the trench. All dirt and foreign matter shall be removed from the interior of the pipe before lowering into position in the trench. Pipe shall be kept clean by means approved by the District’s Representative during and after laying. When pipe laying is not in progress, the open ends of installed pipe shall be closed to prevent entrance of trench water into the line. b Pipe Protection Whenever water is excluded from the interior of the pipe, enough backfill shall be placed on the pipe to prevent floating. Any pipe that has floated shall be removed from the trench and the bedding restored. No pipe shall be laid when the trench or weather conditions are unsuitable for proper installation as determined by the District’s Representative. c Joining of Pipes The sealing surface of the pipe, the bell to be joined, and the elastomeric gaskets shall be cleaned immediately prior to assembly, and the assembly shall be made as recommended by the manufacturer. d Push-On Joints The push-on joint shall be a single elastomeric gasketed joint which shall be assembled by positioning the elastomeric gasket in the annular groove of the bell and inserting the spigot end of the pipe into the bell. The spigot end of the pipe shall compress the gasket radially to form a positive seal. The gasket and annular groove shall be designed, sized, and shaped so that the gasket will resist displacement. Care shall be taken so that only the correct elastomeric gasket, compatible with the annular groove of the bell, is used. Insertion of the elastomeric gasket in the annular groove of the bell must be in accordance with the manufacturer's recommendations. e Mechanical Joints i. The mechanical joint shall be a bolted joint of the stuffing box type, and installation recommendations from the manufacturer shall be followed. Each joint shall consist of: 79 4901-9360-8535 ii. A bell provided with an exterior gland having bolt holes or slots and a socket with an annular recess for the sealing gasket and the spigot end of the pipe. On all slotted holes the bolts will be supplied with square shoulders. iii. A sealing gasket. iv. A follower gland with bolt holes matching those in the fitting. v. Tee bolts and hexagonal nuts of corrosion resistant metal. f Cutting Pipe The pipe shall be cut in a neat manner without damage to produce a smooth end at right angles to the axis of the pipe. Pipe ends shall be deburred and beveled in accordance with the pipe manufacturer's recommendations. Existing transite asphalt cement (AC) pipe shall not be cut and should be removed and replaced only by authorized trained personnel. g Setting Valve Boxes Valve boxes shall be installed plumb and properly positioned to allow access of the operating wrench. To ensure that the box is not displaced during backfill operations, the backfill shall be hand mechanically tamped for a distance of five (5) feet each way along the trench. All valve boxes shall include a concrete collar in accordance with the standard drawings with flow indication arrows. If depth between top of valve box to operating nut is greater than 4 feet, extension stem shall be added to place operating nut within 1 foot from top of valve box. h Fire Hydrants i. Installation a. Fire hydrants shall be set to provide at least the minimum pipe cover for the branch supply line. Nozzles shall be at least eighteen (18) inches above finish grade. Each hydrant shall be set on a concrete foundation at least two (2) feet square and four (4) inches thick. Each hydrant shall have mechanical thrust. Hydrant drainage shall be provided by installing gravel or crushed rock (3/4" to 2" washed gravel) around the hydrant, and below the top of the hydrant supply line. One third (1/3) cubic yard of one and one half (1 ½”) inch gravel shall be placed around the drain holes just above the hydrant valve casing. All hydrants shall stand plumb. The hydrant pumper nozzles shall face the street and be perpendicular to the curb line. The hose nozzle shall be parallel to the street. Hydrants shall be located inside the public utility easements or as otherwise directed by the District Representative. A concrete pad, four (4) inches thick, at least two (2) feet square with one #4 rebar continuous 80 4901-9360-8535 should be installed around the hydrant in accordance with the standard drawings. ii. Dead Ends a. Dead-end mains shall not be installed without prior approval of the District Representative. If installed, they shall not exceed six hundred (600) feet in length. Hydrants shall be located at the end of dead-end mains for flushing purposes as well as for fire protection. Washout valves, in lieu of fire hydrants, are not allowed without prior approval of the District. iii. Maintenance a. After the hydrant is installed and accepted, it will be the responsibility of the District to maintain the hydrant. Where applicable, the customer/property owner will allow the District access for said maintenance. i Meter Boxes i. All meter boxes shall be placed behind sidewalks in accordance with standard drawings unless otherwise directed by the District’s Representative. Any meter box covered, or damaged, during construction operations shall be uncovered, replaced, and raised to finish grade by the Contractor. If box is allowed to be poured in concrete the lid must be the recessed style. All boxes set in concrete shall be flanged to prevent settlement. In areas without sidewalks, meter boxes should be flush, or one (1) inch above the finish grade. ii. Only authorized employees of the District shall be allowed to connect or disconnect water meters. j Locate Wire i. Locating wire shall be taped and pulled tight along the top of the pipe to ensure against breakage. ii. Locating wire shall extend up to all hydrants, valves and meter boxes following service lines into meter box. At valve clusters marking wire shall be run to all valves. The locating wire shall be installed to the valve to correspond to the water line that is shut off by that valve. The wire shall be pig tailed, not looped. iii. Locating wire shall extend out of the valve box a minimum of twelve (12) inches. iv. It is the Contractor's responsibility to guarantee and show that the locate wire performs satisfactorily for its intended use. It is required that the contractor test the performance of the wire prior to installation of surface improvements. Locating wire test performance must be witnessed by the District representative. 81 4901-9360-8535 v. After all the boxes are raised and prior to placing concrete collars, the Contractor shall notify the District to perform the final acceptance testing. k Service Lines All service lines shall be installed in accordance with the details shown on the standard drawings. l Capping of Dead Ends Dead-ends shall be avoided and meet the requirements of Design Requirements Section 1.4.9-B. All dead ends shall be capped with restrained fittings approved by the District Representative. m Trenches on Highways and Streets i. No work of any kind shall be performed in any public right-of-way without first obtaining an encroachment permit and any other required permits. Wherever any trenches will be in or must cross any State Road or any County road, alley or drainage way, the Contractor, or other responsible party, shall obtain any and all excavation and encroachment permits as are required for these crossings and shall become familiar with and abide by the rules and regulations of the Utah Department of Transportation, Washington County, and city entity. ii. All Contractors or responsible parties excavating or encroaching over or under any public right-of-way including roads, drainage way, easements or other public property shall first obtain a permit in compliance with the applicable local ordinances prior to excavating. iii. All asphalt cuts shall be made with a diamond or carbide-tipped masonry or asphalt cutting saw unless otherwise approved by the District Representative. No scarifier-tooth cuts, back-hoe or bucket rips will be allowed. iv. All backfilled trenches in roadways shall be patched with hot-mix asphalt within five (5) days of initial excavation, unless otherwise directed by the District Representative. All backfill shall be in accordance with these standards. v. All concrete or asphalt surfaces damaged or cut in trenching operations or other work within the right-of-way shall be restored to an “as-good or better condition” in accordance with the provisions outlined in these standards. vi. During the entire trenching, backfilling and patching operations, the Contractor shall be required to observe all safety and traffic control procedures as outlined in these standards. 82 4901-9360-8535 vii. The Contractor shall be responsible for maintenance of the trench, patch, and related work for a minimum period of twelve (12) months from date of completion, or as required by municipality. viii. No more than two hundred (200) feet of trench shall be left unfilled at any time in one continuous run, unless otherwise approved by the District’s Representative. ix. All streets and roads shall be kept free from dust and shall be open to through traffic. Approval to close the street must be obtained by the Contractor from the County, or appropriate municipality representative. At least one-half (1/2) the width of any street or road shall be temporarily restored for use before excavation is commenced on the remaining portion of the street or road. x. All excavation, backfilling, and temporary resurfacing on any portion of any street or road shall be completed in one working day so that trenches are not left open or uncovered overnight, unless otherwise approved. 2 Installation of Ductile Iron Pipeline a The pipeline shall be installed per the following instructions: b Gasket Lubrication The gasket and spigot must be cleaned of any dirt of foreign matter. An even, uniform application of gasket lubricant must be applied to the bevel of the spigot as well as the contact surface of the gasket. Gasket lubricant maybe applied with a swab, brush, or roller. c Bell and Spigot Assembly i. The spigot end is to be inserted into the bell so that it is near contact with the gasket. The pipe lengths must be kept in proper alignment. The bell must be braced as the spigot end is pushed through the gasket (so that previously completed joints in the line will not be " stacked", "over belled", or otherwise inserted past the second reference mark). Bracing may be achieved by bedding of the previous pipe segments. ii. The spigot end is to be pushed in until the lip of the bell is between the reference marks on the spigot end. Insertion will require protection of the end where the pushing is taking place. A "swinging stab" is not allowed. A "come-a-long" method is preferred, but a "hydraulic" push method is allowed. iii. If, after assembly, the second insertion mark is not completely visible around the circumference of the pipe, the pipe was over- inserted, and the joint must be disassembled and done correctly. The spigot must be inspected and the owner' s inspector must 83 4901-9360-8535 concur that there is no visible damage done to the spigot before continuing with the over- inserted spigot. iv. Allowable deflection is determined by the pipe manufacturer. The pipe will accommodate a maximum of 2.5 degree change of direction in a joint, which is the equivalent to a one (1) foot offset per joint. The pipe must not be bent beyond this allowance. Any deflection is to be accomplished after insertion and assembly. Deflection is only to be accomplished by hand; equipment is not to be used. d Service Connections Direct tapping is restricted to pipe sizes 6 inch through 16 inch with pipe walls at least 3/8 inch thick. Saddle tapping is restricted to a maximum corporation stop of 2 inches. A wide strap tapping saddle may be used for outlets less than 2 inches. For outlets larger than 2 inches, a tapping sleeve and valve is to be used. Taps should follow the placement guidelines in per the manufacturer’s specifications for Pressure Pipe. e V-BIO Enhanced Polyethylene Encasement i. All piping shall be encased in V-Bio enhance polyethylene wrap per the Manufacturer’s recommendations. The polyethylene wrap tubing shall be installed as follows unless otherwise specified by the manufacturer. The polyethylene wrap tubing shall be cut to provide for a minimum of one (1) foot of lap over both the adjoining pipes. The ends of the tubing shall be wrapped using three circumferential turns of plastic adhesive tape. The loose wrap on the barrel shall be pulled snugly around the barrel of the pipe and the excess folded over at the top. This fold shall be held in place by means of six (6) inch long strips of plastic tape placed at intervals of three (3) feet along the pipe barrel. ii. Bends, tees, reducers, offsets and restraint gland fittings shall be wrapped in the same manner as the pipe. iii. Valves shall be wrapped by bringing the tube wrap on the adjacent pipe over the bells of the valve and sealing with adhesive tape. The valve bodies shall then be wrapped with flat sheets passed under the valve bottom and brought up around the body to the stem and fastened with the tape. f Locate Wire Copper, 14-gauge type UF locator wire (provided by the Contractor) shall be continuous and taped to the top of all pipe and extended to 84 4901-9360-8535 the surface in a valve box. Splices shall be made with kits designed for direct burial. g Casings Skids or casing spacers must be attached to the pipe before installation in a casing. Spacers or skids must be fastened securely with steel strapping, cables, or clamps. The skids or casing spacers must be aligned with the reference marks on the spigot. The use of gasket lube between the skids and the casing is recommended. h Acceptance Testing Piping must be backfilled prior to pressure testing. The pipeline must be filled slowly at a rate not to exceed one foot per second (1 ft/sec). Entrapped air must be released as the pipe is filled. The duration of the pressure testing is to be done in accordance with 2.3.3-B "Water System Testing and Acceptance". 3 Installation of PVC Pipeline The PVC pipeline shall be installed per the following directions: a Gasket Lubrication The gasket and spigot must be cleaned of any dirt of foreign matter. An even, uniform application of gasket lubricant must be applied to the bevel of the spigot as well as the contact surface of the gasket. Gasket lubricant maybe applied with a swab, brush, or roller. b Bell and Spigot Assembly i. The spigot end is to be inserted into the bell so that it is near contact with the gasket. The pipe lengths must be kept in proper alignment. The bell must be braced as the spigot end is pushed through the gasket (so that previously completed joints in the line will not be " stacked", "over belled", or otherwise inserted past the second reference mark). Bracing may be achieved by bedding of the previous pipe segments. ii. The spigot end is to be pushed in until the lip of the bell is between the reference marks on the spigot end. Insertion will require protection of the end where the pushing is taking place. A "swinging stab" is not allowed. A "come-a-long" method is preferred, but a "hydraulic" push method is allowed. iii. If, after assembly, the second insertion mark is not completely visible around the circumference of the pipe, the pipe was over- inserted, and the joint must be disassembled and done correctly. The spigot must be inspected and the owner' s inspector must concur that there is no visible damage done to the spigot before continuing with the over- inserted spigot. 85 4901-9360-8535 iv. Allowable deflection(PVC-C900) is determined by the pipe manufacturer. The pipe will accommodate a one (1) degree change of direction in a joint, which is the equivalent to a four (4) inch offset per joint. The pipe must not be bent beyond this allowance. Any deflection is to be accomplished after insertion and assembly. Deflection is only to be accomplished by hand; equipment is not to be used. c Service Connections i. Tapping is restricted to C900 pipe sizes 6 inch through 16 inch with pipe walls at least 3/8 inch thick. Saddle tapping is restricted to a maximum corporation stop of 2 inches. A wide strap tapping saddle may be used for outlets less than 2 inches. For outlets larger than 2 inches, a tapping sleeve and valve is to be used. Taps should follow the placement guidelines in the Uni-Bell Tapping Guide for PVC Pressure Pipe. ii. All individuals involved in tapping must watch the Uni-Bell PVC Pipe Association video entitled Direct Tapping PVC Pipe and become familiar with the Uni-Bell Tapping Guide for PVC Pressure Pipe (see UNI-BELL.ORG). d Locate Wire Copper, 14-gauge type UF locator wire (provided by the Contractor) shall be continuous and taped to the top of all pipe and extended to the surface in a valve box. Splices shall be made with kits designed for direct burial. e Casings Skids or casing spacers must be attached to the pipe before installation in a casing. Spacers or skids must be fastened securely with steel strapping, cables, or clamps. The skids or casing spacers must be aligned with the reference marks on the spigot. The use of gasket lube between the skids and the casing is recommended. f Acceptance Testing Piping must be backfilled prior to pressure testing. The pipeline must be filled slowly at a rate not to exceed one (1) foot per second. Entrapped air must be released as the pipe is filled. The duration of the pressure testing is to be done in accordance with 2.3.3-B "Water System Testing and Acceptance". 86 4901-9360-8535 4 Installation of HDPE Pipeline a General i. Contractor shall comply with the following minimum requirements: Referenced standards for all materials, processes, methods, tests, etc., to be used in completion of the Work. ii. Furnish and use load rated nylon-type slings for securing, lifting, and unloading pipe sections; or the use of acceptable protective wraps to minimize damage from the alternate rigging equipment. iii. Internal timber bracing shall be provided to maintain pipe shape and integrity throughout plant storage, transportation, and site storage operations through installation and backfill placement. Internal bracing shall not be removed until a minimum of 2 feet of compacted trench zone material is placed above the top of the pipe. b Shipping, Storage & Handling i. Contractor shall protect pipeline sections stored at the site from damage, including weather and vandalism. ii. Pipes shall be stored on level ground, preferably turf or sand, free of sharp objects, which could damage the pipe or on wooden sleepers, spaced suitably and of such width as not to allow deformation of the pipe at the point of contact with the sleeper or between supports. Stacking of the polyethylene pipe shall be limited to a height that will not cause excessive deformation of the bottom layers of pipes under anticipated temperature conditions. The Contractor shall abide by the required handling techniques specified by the Supplier. iii. The handling of the pipe shall be in such a manner that the pipe is not damaged by dragging it over sharp and cutting objects. iv. All piping products shall be kept free from dirt, grease, all petroleum-based products, and other foreign matter. v. The Contractor shall provide suitable lifting equipment, slings, spreader bars, rigging etc. needed to handle the pipe. In no case shall any equipment be used that is not rated to handle the intended loading or conditions of use to which it is subjected. The use of cables and chains is prohibited for HDPE pipe. vi. The Contractor shall be responsible for the pipe until such time as it is installed and accepted by the Owner. vii. The Contractor shall remove any temporary attachments to special components for installation by the Supplier for transportation purposes. 87 4901-9360-8535 viii. High Density Polyethylene (HDPE) Pipe shall be installed in accordance with the instructions of the manufacturer, as shown on the Drawings and as specified herein. A factory qualified joining technician as certified by the pipe manufacturer shall perform all heat fusion joints. ix. Under no circumstances shall the pipe or accessories be dropped into the trench or forced Through a directional bore upon “pull- back”. x. The maximum allowable depth of cuts, scratches, or gouges on the exterior of the pipe is 5 percent of wall thickness. The interior pipe surface shall be free of cuts, gouges, or scratches. Sections of pipe with cuts, scratches or gouges exceeding 5 percent of the pipe wall thickness shall be removed completely and the ends of the pipeline rejoined. Repair of damaged pipe during or after installation shall conform to the fabricator’s repair procedures or by an Owner approved repair method. xi. When laying pipe is not in progress, the open ends of the pipe shall be closed by fabricated plugs, or by other approved means. xii. The interior of the pipe shall be cleaned of any foreign matter before being lowered in the trench and kept clean during placement, joint welding, bedding and backfilling operations by plugging or other approved method. Groundwater shall not be permitted to enter the pipe. The full length of each pipe section and each bend shall rest solidly on the compacted bedding material. xiii. All HDPE pipe must be at the temperature of the surrounding soil at the time of backfilling and compaction. xiv. If a defective pipe is discovered after it has been installed, it shall be removed and replaced with a sound pipe in a satisfactory manner at no additional cost to the Owner. All pipe and fittings shall be thoroughly cleaned before installation, shall be kept clean until they are used in the work and when laid, shall conform to the lines and grades required. xv. Contractor shall install HDPE pipe when the ambient air temperature conforms to manufacturer’s specifications. The Contractor will be responsible for verifying the temperature by maintaining a log listing dates, times, length of pipe installed and ambient temperature during installation. xvi. During pipe installation, the trench bottom shall be kept free of frost, frozen earth, or standing water. The Contractor shall maintain the trench in good, stable condition at all times to prevent caving. 88 4901-9360-8535 xvii. Precautions shall be taken to prevent flotation of the pipe in the trench. xviii. The pipeline may be buried as it is installed, provided all inspection, testing and backfill requirements are met. xix. All areas disturbed by installation of the pipeline shall be restored in accordance with the specification and drawings. c Pipe Placement i. HDPE pipe shall be installed to the lines and grades shown on the Drawings and in strict compliance with the requirements of ASTM D 2321, ASTM D 2774, the manufacturer’s recommendations, and this specification. All necessary precautions shall be taken to ensure a safe working environment in accordance with all applicable safety codes and standards. ii. Foundation and bedding shall be prepared in accordance with 2.3.2-C.4 and 2.3.2-D.1. iii. Field bending of HDPE pipe shall not exceed the manufacturer’s recommended minimum cold bending radius for the pipe dimension ratio (DR). iv. In accordance with ASTM D 2321 and ASTM D 2774, connections shall be protected where an underground polyethylene branch or service pipe is joined to a branch fitting, branch saddle or tapping tee on a main pipe, and where pipes enter or exit casings or walls. d Joining Method i. HDPE pipe shall be joined with butt, heat fusion joints as outlined in ASTM D3261 and conform to the Generic Butt Fusion Joining Procedure for Field Joining of Polyethylene Pipe, Technical Report TR-33, published by the Plastic Pipe Institute (PPI). All joints shall be made in strict compliance with the manufacturer’s recommendations. A factory qualified joining technician as designated by pipe manufacturer or experienced, trained technician shall perform all heat fusion joints. The Contractor shall install the HDPE pipeline complete, including bends, valves, and other associated fittings and appurtenances as shown on the drawings or specified herein and make all necessary connections to the lines and grades shown on the Drawings and in accordance with these specifications. ii. Lengths of pipe shall be assembled into suitable installation lengths by the butt-fusion process. All pipes so joined shall be made from the same class and type of raw material made by the 89 4901-9360-8535 same raw material supplier. Pipe shall be furnished in standard laying lengths not to exceed 50 feet and no shorter than 20 feet. Installation shall be in accordance with the requirements of AWWA C906 unless otherwise noted, and the Manufacturer’s instructions. Contractor shall be responsible for correct fitting of all pipeline members and components. iii. Butt-fusion welded joints a. Refer to Manufacturers recommended procedures. All joints formed by butt fusion processes shall be completed in strict accordance with the Manufacturers specified procedures, except where specifically called out in the specifications or drawings. Minimum requirements for butt-fusion welded joints are as follows: b. Pipe ends shall be made clean and square prior to fitting and alignment. c. Care shall be taken to assure a clean work area, free from airborne dust, moisture, or other foreign matter which may contaminate the finished weld. d. All internal surfaces of the pipe shall be maintained clean following completion of a weld and prior to starting the next joint. e. All butt-fusion joints shall be watertight under the maximum internal pressure. iv. Bead Removal a. The inside bead shall be removed from all butt fused joints of pipes 12-inch diameter and larger. The Contractor is to ensure bead cuttings are removed from the pipe prior to pipe installation. No removal of the outside bead will be required. v. Butt Fusion of Unlike Wall Thickness a. Butt fusion shall be performed between pipe ends, or pipe ends and fitting outlets that have the same outside diameter and are not different in wall thickness by more than one Standard DR. Transitions between unlike outside diameters, wall thickness greater than one Standard DR or changes in pipe sizing systems (IPS or DIPS) shall be made with a fused transition fitting designed to provide a smooth transition of inside diameters. In no case shall the inside diameter of transition fittings be smaller than the smallest inside diameter of the joining pipes. vi. Branch Connections a. Branch connections to the main pipeline shall be made with saddle fittings or tees. Polyethylene saddle fittings shall be 90 4901-9360-8535 fused to the main pipe using heat fusion joining methods. The butt fusion and saddle fusion procedures used shall be in accordance with the pipe and fitting manufacturer recommendations, appropriate industry standards, and shall be approved by the Engineer. vii. Joining by Other Means a. Wherever possible, joining of pipe shall be by butt fusion as described above. In some cases, this may require fusion of the pipe inside the trench. All fittings and connections from HDPE to HDPE and from HDPE to other pipe types shall be HDPE fusion fittings or HDPE flanges. Sleeve couplings will not be permitted for HDPE pipe. e Locate Wire Copper, 14-gauge type UF locator wire (provided by the Contractor) shall be continuous and taped to the top of all pipe and extended to the surface in a valve box. Splices shall be made with kits designed for direct burial. f Field quality control i. On days butt fusions are to be made, the first fusion shall be a trial fusion. The following shall apply: a. Heating plates shall be inspected for cuts and scrapes. The plate temperature shall be measured at various locations to ensure proper heating/melting per manufacturer’s recommendations. b. The fusion or test section shall be cut out after cooling completely for inspection. c. The test section shall be 12” or 30 times (minimum) the wall thickness in length and 1” or 1.5 times the wall thickness in width (minimum). d. The joint shall be visually inspected as to continuity of “beads” from the melted material, and for assurance of “cold joint” prevention (i.e. -joint shall have visible molded material between walls of (pipe). Joint spacing between the walls of the two ends shall be a minimum of 1/16” to a maximum 3/16”. ii. The Contractor shall ensure that the field set up and operation of the fusion equipment, and the fusion procedure used by the Contractor s fusion operator strictly adheres to the manufacturer’s recommendations. iii. Upon request by the Owner or Engineer, the Contractor shall verify field fusion quality by performing a quick burst test of a 91 4901-9360-8535 fused section in accordance with AWWA C906. Maximum requested quick burst tests shall not exceed 1 per 15,000 linear feet of fused pipe. D. Special Requirements 1 Connections to Existing Facilities, Dry Taps a All connections to existing facilities shall be approved by the District Representative. The Contractor shall make the approved connections to existing facilities as shown on the drawings. Dry connections to existing facilities shall be made only at locations shown on the drawings and shall be made at such times which will cause the least inconvenience to the water user(s). Dry connections shall be planned to minimize the duration of any shut down. The Contractor shall notify the District Representative at least two (2) business days prior to beginning any connections to the existing facilities. b When a connection to an existing water main is made, approximately four (4) ounces of high-test calcium hypochlorite (HTH) shall be placed in the pipe at each point where the existing main is cut. All new pipe and fittings at such connections shall be swabbed internally with an approved chlorine solution. All connections shall be made in the presence of the District representative. c Valves shall not be operated without a district representative present. Existing facilities shall not be shut down for connections to new facilities without prior District approval. In no case shall an existing pipeline be shut down for more than eight (8) hours in any twenty-four (24) hour period unless otherwise approved by the District Representative and water company. If the water will be shut off for an extended period of time, the District may require the Contractor to supply water for the District’s customers. d The actual work plan and schedule for making a connection to an existing facility which requires an existing pipeline to be shut down, shall be submitted to the District Representative, and shall be approved before the Contractor will be allowed to proceed. e The Contractor shall notify, by a method approved by the District, all affected water system customers at least twenty-four (24) hours prior to shut down. Valves at connections to all existing facilities shall be operated by the Contractor, but only in the presence of the District Representative. 2 Connection to Existing Facilities, Wet Taps a The Contractor shall notify the District Representative and water company a minimum of two (2) business days prior to the time the wet tap is required. No wet taps shall be made without prior approval. 92 4901-9360-8535 b Prior to tapping the main, the tapping valve and fittings shall be properly installed, and pressure tested and approved by the water company. The Contractor shall also provide all necessary equipment, labor and appurtenances necessary to complete the job. 4.3.5 Quality Control A. Trench Backfill Moisture/Density Testing 1 Minimum testing of trench backfill shall be as follows: 2 Soil Proctor: determination for each significant change in soil type as necessary to provide required compaction testing. Tests shall be ASTM D1557 Method A or D (modified proctor). 3 Density Testing Frequency: a Initial Backfill: 1 Test per 100’ of pipe at top of Pipe Zone Backfill b Final Backfill: 1 Test per 100’ of pipe at mid-depth Test per 100’ of pipe at top of backfill, minimum of 1 test per day of backfill placement B. Water System Testing and Acceptance 1 General a Water for testing and disinfecting water pipelines shall be furnished by the Contractor. The Contractor shall make all necessary provisions for conveying the water from the source to the points of use, and disposal of the water (and dechlorinating – where applicable). b All pressure pipelines shall be tested. Disinfection shall be accomplished by chlorination for all pipelines providing potable water or connected to a potable water system. All chlorinating and testing operations shall be performed in the presence of a District Representative. c Disinfection operations shall be scheduled as late as possible during the contract time period so as to assure the maximum degree of sterility of the facilities at the time the Work is accepted by the District. Samples for bacteriological testing shall be collected by the Contractor. Results of the bacteriological testing shall be satisfactory with the State Department of Health or other appropriate regulatory agency. d Pipeline pressure tests will include the following tests: i. Hydrostatic pressure test of the complete pipeline, in segments as required to match pipe pressure class. ii. Contractor shall conduct the discharge in accordance with the Utah Pollutant Discharge Elimination System (UPDES) permit from the Utah Division of Environmental Quality (UDEQ). The Contractor shall apply a reducing agent to the discharged water to neutralize the chlorine residual and meet the chlorine residual limit required under the permit. The District shall conduct the 93 4901-9360-8535 water quality sampling of the discharge as required by the permit. The contractor shall notify local agencies, secure appropriate other permits and approvals, and provide erosion control measures for any releases as appropriate. Release of water after pipeline testing and disinfection has been completed shall be only if acceptable to the District. e Notification: Notify the District at each of the following stages: i. Three working days prior to the start of filling the pipeline with water. ii. Three working days prior to the start of chlorination. iii. Twenty-four hours before withdrawing samples for bacteriological testing. iv. Three working days prior to the start of flushing. 2 Hydrostatic Testing of Pipelines a Prior to hydrostatic testing, all pipelines shall be flushed or blown out as appropriate. Test all pipelines either in sections or as a unit. No section of the pipeline shall be tested until all field-placed concrete or mortar has attained an age of 14 days. The test shall be made by closing valves when available, or by placing temporary bulkheads in the pipe and filling the line slowly with water. The contractor shall be responsible for ascertaining that all test bulkheads are suitably restrained to resist the thrust of the test pressure without damage to movement of the adjacent pipe. Any unharnessed sleeve-type couplings, expansion joints, or other sliding joints shall be restrained or suitably anchored prior to the test to avoid movement and damage to piping and equipment. Provide sufficient temporary air tappings in the pipelines to allow for evacuation of all entrapped air in each pipe segment to be tested. After completion of the tests, such taps shall be permanently plugged. Care shall be taken to see that all air vents are open prior to and during filling. b The pipeline shall be filled at a rate not to exceed 2-feet per second as calculated by using the cross-sectional area based on the inside diameter of the pipe and which will not cause any surges or exceed the rate at which the air can be released through the air valves at a reasonable velocity and all the air within the pipeline shall be properly purged. After the pipeline or section thereof has been filled, it shall be allowed to stand under a slight pressure for at least 24 hours to allow the concrete or mortar lining, as applicable, to absorb what water it will and to allow the escape of air from any air pocket. No personnel shall be within or enter any vault or confined space subject to flooding during the initial filling and for a 24 hour period. After the 24 hour period bulkheads, valves, and connections shall be 94 4901-9360-8535 examined for leaks. If leaks are found, corrective measures satisfactory to the District shall be taken. c The hydrostatic test shall consist of holding the test pressure of 1.5 times the working pressure at the lowest point of testing. The duration of the test shall be two (2) hours. All visible leaks shall be repaired in a manner acceptable to the Engineer. d No pipe installation shall be accepted if the leakage exceeds that which is determined by the following formula: L = SD√P/133200 Where: L = Allowable Leakage (Gallons per Hour) S = Length of Pipe Tested (Feet) D = Nominal Diameter of Pipe (Inches) P = Average Test Pressure maintained during Leakage Test (Pounds per Square Inch - Gauge Reading) e In the case of pipelines that fail to pass the prescribed leakage test, determine the cause of the leakage, take corrective measures necessary to repair the leaks, and again test the pipelines at no additional cost to the Owner. f The pipeline shall be drained after successful completion of the hydrostatic test. 3 Disinfecting pipelines a General: All potable water pipelines shall be disinfected in accordance with the requirements of ANSI/AWWA C651 – Disinfecting Water Mains as modified herein. b Prior to disinfecting the pipeline for potable water services and before placing it into service for other water pipelines, flush the pipeline to remove any debris, rocks, or other foreign material that may have entered the pipe. Flushing shall be carried out such that the velocities in the pipe exceed 2.5 feet per second. Provide all required material, labor and equipment to complete flushing . Contractor shall provide the water for flushing. Make appropriate provision and preparations for the disposal of flushing water, satisfying all local, state and federal rules, laws, regulations and ordinances. c Continuous feed method: Disinfect in accordance with ANSI/AWWA C651 except that: i. The water in the pipe shall contain 50 mg/l free chlorine. ii. After 24 hours of disinfection, the residual free chlorine shall be at least 25 mg/l at the pipeline extremities. d Slug Feed method: Disinfect in accordance with ANSI/AWWA C651. 95 4901-9360-8535 e Chlorinating Valves: During the process of chlorinating the pipelines, all valves and other appurtenances shall be operated while the pipeline is filled with the heavily chlorinated water. f Final Flushing: After the applicable retention period, the heavily chlorinated water shall be flushed from the pipeline until chlorine measurements show that the concentration in the water leaving the pipeline is no higher than that generally prevailing in the system or is acceptable for domestic use. If there is any question that chlorinated discharge will cause damage to the environment, a reducing agent shall be applied to the water to thoroughly neutralize the chlorine residual remaining in the water. See the appendix of AWWA C651 for acceptable neutralization methods for heavily chlorinated water. g Sampling Ports: The contractor shall provide sampling ports along the pipeline as defined in AWWA C651. Taps may be made at manways and air valves to help facilitate the spacing requirement. h Bacteriological Testing: After final flushing and before the pipeline is placed in service, two consecutive sets of samples shall be collected at least 24 hours apart by the Contractor from the end of the line and at other locations as designated by the District, and shall be tested by the Owner for bacteriological quality in accordance with the requirements of AWWA C651. For this purpose, the pipe shall be refilled with fresh potable water and left for a period of 24 hours before any samples are collected. If the initial disinfection fails to produce satisfactory bacteriological results or if other water quality is affected, the new mains may be reflushed and shall be resampled. If check samples also fail to produce acceptable results, the main shall be rechlorinated by the continuous-feed or slug method until satisfactory results are obtained – that being two consecutive sets of acceptable samples taken 24 hours apart. 4 Connections to existing system a Where connections are to be made to an existing potable water system, the interior surfaces of all pipe and fittings used in making the connections shall be swabbed or sprayed with a one percent hypochlorite solution before they are installed. Thorough flushing shall be started as soon as the connection is completed and shall be continued until discolored water is eliminated. C. Any cracked or defective pipes, fittings, valves, or hydrants discovered in the pressure test shall be removed and replaced with new materials in accordance with the standard specifications. The test shall be repeated until the water main passes the pressure test and is accepted by the WCWCD. 96 4901-9360-8535 D. Operational Inspection At the completion of the project and in the presence of the District’s Representative, the Contractor shall operate all valves, hydrants, and water services to ascertain that the entire facility is in good working order; that all valve boxes are centered, and valves are operational; that all hydrants operate and drain properly and that water is available at all meter boxes. E. Test Results and Certificates of Compliance Test results shall be submitted for pressure and operational testing in accordance with current District requirements. Certificates of compliance from material suppliers may be required, at the option of the District’s Representative, for any materials not specifically covered herein. 4.4 Water Storage Tank Construction 4.4.1 Tank Pad A. Over-excavation. After excavation to the top of subgrade is completed, over-excavation to a depth of at least four feet below bedrock shall be performed. This soil shall be removed and, where acceptable by the District’s Representative, shall be recompacted to bring the tank pad up to the grade at the bottom of the granular base course. Unacceptable soils shall be replaced with imported material approved by the District’s Representative. The material shall be placed in 8 inch thick or thinner lifts and shall be compacted to 95% maximum dry density as determined by AASHTO T-180. The tank pad base course must be established entirely upon recompacted soil or entirely upon bedrock. Under no circumstances shall the tank pad base course be established on a sub grade consisting of both recompacted soil and undisturbed bedrock. B. Tank pad base course. Upon completion of the pad subgrade, a minimum of six inches of untreated granular base course shall be placed over the subgrade to the final grades and lines indicated on the Contract drawings. Placement of base course shall extend a minimum of ten feet from the finished diameter of the tank in all directions. The final elevation of the tank pad shall be within a tolerance of plus or minus 0.10 foot of the specified final elevation. Base course shall be in accordance with referenced specifications. 4.4.2 Cast-In-Place Concrete A. General. Tanks shall be cast-in place concrete. Concrete shall be truck-mixed, ready- mixed concrete conforming to the applicable portions of ASTM C 94. Materials shall be proportioned by weighing. Concrete shall be delivered to 97 4901-9360-8535 the site of work and discharge shall be completed within 1-1/2 hours after introduction of the water to the mixture. B. Concrete strength. Concrete strength shall meet the Engineer’s specifications as approved by the District. Sufficient testing shall be performed to provide the District with assurance of the concrete’s strength. C. Placing concrete. 1 Concrete shall be placed in accordance with ACI 301, Chapter 8, and ACI 304, Chapter 6. 2 Placing Concrete By Pumping. Slump shall be measured at the hose discharge. Slump loss in pumping, measured between the pumping unit inlet hopper and the hose discharge, shall not exceed 1 inch. Before starting each pumping operation, the pump and line shall be primed with a cement slurry to lubricate the system. Cement slurry shall be wasted outside the forms. 3 Placing Concrete in Hot Weather. In hot weather, concrete shall be placed in accordance with ACI 305. 4 Placing Concrete in Cold Weather. In cold weather, concrete shall be placed in accordance with ACI 306. D. Consolidating concrete. Concrete shall be consolidated in accordance with ACI 301, Chapter 8. Concrete placing shall be suspended if proper consolidation is not being secured until proper consolidation can be achieved. E. Curing and sealing. Concrete shall be kept wet continuously for a minimum of 10 days after placement. Absorptive mats or fabric may be used to retain moisture during the curing period. Repairs or treatment of concrete surfaces shall be coordinated so that interruption of the curing will not be necessary. Concrete surface temperature shall be maintained between 50 degrees F and 80 Degrees F for at least 5 days. After 48 hours of water cure, and except as specified below, concrete curing may be completed using a membrane curing compound. Curing compound shall not be used on concrete surfaces to be coated, weatherproofed, moisture-proofed, tiled, roofed or where other coverings are to be bonded, unless the curing compound is compatible with the final finish covering or it is removed prior to covering. Steel troweled finish concrete floors which are not to receive tile, roofing, grout, terrazzo or other bonded coverings shall be cured with a curing and sealing compound. It shall be applied as soon as the concrete has set sufficiently so as not to be marred by the application. Preparation of surfaces, quantities used, application procedures and installation precautions shall be followed in strict compliance with the manufacturer's instructions. F. Protection. 98 4901-9360-8535 Concrete shall be protected from injurious action by sun, rain, flowing water, frost and mechanical injury, and shall not be allowed to dry out from the time it is placed until the expiration of curing periods. G. Formed surface finishes. 1 Repair of Surface Defects. Surface defects, including tie holes, minor honeycombing or otherwise defective concrete shall be repaired in accordance with ACI 301, Chapter 9. Areas to be patched shall be cleaned. Minor honeycombed or otherwise defective areas shall be cut out to solid concrete to a depth of at least 1 inch. The edges of the cut shall be perpendicular to the surface of the concrete. Patches on exposed surfaces shall be finished to match the adjoining surfaces after they have set. Patches shall be cured as specified for the concrete. Finished surfaces shall be protected from stains and abrasions. Finishes shall be equal in workmanship, texture and general appearance to that of the adjacent concrete. Concrete with honeycombing which exposes the reinforcing steel or with defects which affect structural strength shall be corrected. All exposed concrete edges shall be chamfered using a 1" wood chamfer strip. 2 Formed Surface Finishing. Formed surfaces shall be finished as soon as practicable after form removal and repair of surface defects. Forms shall be free of imperfections and defects. Surface imperfections shall be ground down smooth. Form joints shall be ground flush with walls. Finishes shall be as follows: 3 Surface imperfections greater than 3/8 inch shall be repaired or removed and the affected areas neatly patched. Finish C or smoother shall be provided for interior surfaces of wet wells, tanks and channels from 1 foot below minimum water surfaces and down and otherwise unfinished interior surfaces. H. Slab finishes. 1 General. The finishes specified herein include surface finishes, treatments and toppings for floors and slabs. Floors shall be sloped to drain uniformly. Unless otherwise specified, slope shall be minimum 1.8 inch per foot towards nearest drain. Where finish is not specified, floor slabs shall receive steel troweling. Dry cement shall not be used on new concrete surfaces to absorb excess moisture. Edges shall be rounded to a radius of 1/2 inch. Joints shall be grooved to a radius and depth of 1/4 inch each. 2 Float Finish. Float finish shall conform to ACI 301. Floating shall be performed with a hand or power-driven float. Floating of any one area shall be the minimum necessary to produce the finish specified. Floating shall compact and smooth the surface and close any cracks and checking of surfaces. Float finish shall be applied to surfaces of channel and tank bottom slabs and to footings. 4.4.3 Field Sampling and Tests 99 4901-9360-8535 A. General. Field sampling and testing shall be performed by a third party Geotechnical testing company approved by the District. Samples of aggregates and concrete shall be taken at random locations and at such times to represent the quality of the materials and work throughout the project. The third party shall provide the necessary labor, materials and facilities for sampling the aggregate and for casting, handling and storing the concrete samples at the site of work. B. Sampling and Testing Plan. The third party geotechnical testing company shall provide a sampling and testing plan that will be approved by the District prior to commencement of work. cylinders cast from material taken from a single load of concrete. 4.5 Pump Station Construction 4.5.1 Cast-In-Place Concrete A. General. Concrete shall be truck-mixed, ready-mixed concrete conforming to the applicable portions of ASTM C 94. Materials shall be proportioned by weighing. Concrete shall be delivered to the site of work and discharge shall be completed within 1-1/2 hours after introduction of the water to the mixture. B. Concrete strength. Concrete strength shall meet the Engineer’s specifications as approved by the District. Sufficient testing shall be performed to provide the District with assurance of the concrete’s strength. C. Placing concrete. 1 Concrete shall be placed in accordance with ACI 301, Chapter 8, and ACI 304, Chapter 6. 2 Placing Concrete By Pumping. Slump shall be measured at the hose discharge. Slump loss in pumping, measured between the pumping unit inlet hopper and the hose discharge, shall not exceed 1 inch. Before starting each pumping operation, the pump and line shall be primed with a cement slurry to lubricate the system. Cement slurry shall be wasted outside the forms. 3 Placing Concrete in Hot Weather. In hot weather, concrete shall be placed in accordance with ACI 305. 4 Placing Concrete in Cold Weather. In cold weather, concrete shall be placed in accordance with ACI 306. D. Consolidating concrete. Concrete shall be consolidated in accordance with ACI 301, Chapter 8. Concrete placing shall be suspended if proper consolidation is not being secured until proper consolidation can be achieved. E. Curing and sealing. Concrete shall be kept wet continuously for a minimum of 10 days after placement. Absorptive mats or fabric may be used to retain moisture during 100 4901-9360-8535 the curing period. Repairs or treatment of concrete surfaces shall be coordinated so that interruption of the curing will not be necessary. Concrete surface temperature shall be maintained between 50 degrees F and 80 Degrees F for at least 5 days. After 48 hours of water cure, and except as specified below, concrete curing may be completed using a membrane curing compound. Curing compound shall not be used on concrete surfaces to be coated, weatherproofed, moisture-proofed, tiled, roofed or where other coverings are to be bonded, unless the curing compound is compatible with the final finish covering or it is removed prior to covering. Steel troweled finish concrete floors which are not to receive tile, roofing, grout, terrazzo or other bonded coverings shall be cured with a curing and sealing compound. It shall be applied as soon as the concrete has set sufficiently so as not to be marred by the application. Preparation of surfaces, quantities used, application procedures and installation precautions shall be followed in strict compliance with the manufacturer's instructions. F. Protection. Concrete shall be protected from injurious action by sun, rain, flowing water, frost and mechanical injury, and shall not be allowed to dry out from the time it is placed until the expiration of curing periods. G. Formed surface finishes. 1 Repair of Surface Defects. Surface defects, including tie holes, minor honeycombing or otherwise defective concrete shall be repaired in accordance with ACI 301, Chapter 9. Areas to be patched shall be cleaned. Minor honeycombed or otherwise defective areas shall be cut out to solid concrete to a depth of at least 1 inch. The edges of the cut shall be perpendicular to the surface of the concrete. Patches on exposed surfaces shall be finished to match the adjoining surfaces after they have set. Patches shall be cured as specified for the concrete. Finished surfaces shall be protected from stains and abrasions. Finishes shall be equal in workmanship, texture and general appearance to that of the adjacent concrete. Concrete with honeycombing which exposes the reinforcing steel or with defects which affect structural strength shall be corrected. All exposed concrete edges shall be chamfered using a 1" wood chamfer strip. 2 Formed Surface Finishing. Formed surfaces shall be finished as soon as practicable after form removal and repair of surface defects. Forms shall be free of imperfections and defects. Surface imperfections shall be ground down smooth. Form joints shall be ground flush with walls. Finishes shall be as follows: 3 Surface imperfections greater than 3/8 inch shall be repaired or removed and the affected areas neatly patched. Finish C or smoother shall be provided for interior surfaces of wet wells, tanks and channels from 1 foot below minimum water surfaces and down and otherwise unfinished interior surfaces. 101 4901-9360-8535 H. Slab finishes. 1 General. The finishes specified herein include surface finishes, treatments and toppings for floors and slabs. Floors shall be sloped to drain uniformly. Unless otherwise specified, slope shall be minimum 1.8 inch per foot towards nearest drain. Where finish is not specified, floor slabs shall receive steel troweling. Dry cement shall not be used on new concrete surfaces to absorb excess moisture. Edges shall be rounded to a radius of 1/2 inch. Joints shall be grooved to a radius and depth of 1/4 inch each. 2 Float Finish. Float finish shall conform to ACI 301. Floating shall be performed with a hand or power-driven float. Floating of any one area shall be the minimum necessary to produce the finish specified. Floating shall compact and smooth the surface and close any cracks and checking of surfaces. Float finish shall be applied to surfaces of channel and tank bottom slabs and to footings. 4.5.2 Pump Station A. Operation and maintenance manuals. 1 The contractor shall furnish the District with four copies of operation and maintenance manuals for each system or item. a Manuals shall be broken down into sections. i. The sections shall include mechanical equipment, automatic and special valves, control systems, electrical and others as necessary. ii. Addresses and telephone numbers shall be given where more information can be obtained and where parts may be ordered for each piece of equipment. iii. Under each section, there shall be a description of the operation and maintenance of each item plus performance curves for pumps. b All sections shall be labeled and each item shall be sub-labeled. Sections and items shall be listed in a table of contents at the front of each manual. Pages shall be laminated with plastic on both sides for rough use. 2 Each manual shall be bound in hard cover. 3 Manuals shall be delivered to the District prior to installation or operation of any equipment. a No acceptance of any equipment will be made until the complete manuals have been submitted, evaluated, and approved. b One contractor’s copy of the complete manual shall be at the job site available for use by field personnel and the engineer during installation, start-up and testing of the equipment. B. Installation of equipment. 1 Equipment shall be installed completely and ready to operate. Only mechanics skilled in the installation of equipment and the various related trades shall be employed for installation of equipment. 102 4901-9360-8535 2 Welding shall be by electric arc and shall be done by qualified welders in accordance with applicable welding codes. 3 Anchor bolts for heavy equipment, unless otherwise detailed, shall be encased in metal tubing having an inside diameter not less than two times that of the bolt. a Pump and other similar foundations shall be left one inch below the grad of machine base unless otherwise noted on the plans. b After the proper setting of machine for alignment and grade, the recess below the base, together with recess between the anchor bolt and the metal tube, shall be grouted and carefully finished with por- rok non-shrink grout or approved equal. 4 All moving parts or equipment and machinery shall be carefully installed, tested for operation, and adjusted so that all parts move freely and function to secure satisfactory operation. 5 Ventilation equipment. a Each unit shall be installed with adjustable louvers to allow control of air flow direction. Coolers shall be mounted to withstand 70 mph wind loading. C. Electrical work. 1 It shall be the responsibility of the contractor to provide complete electrical systems sized to suit the equipment furnished and installed. D. Lubrication fittings. 1 All lubrication fittings shall be brought to the outside of all equipment so that they are readily accessible from the outside without the necessity of removing covers, plates, housing, or guards. 2 Fittings shall be accessible from safe, permanent walk or walk areas without ladders, scaffolds, etc. 3 Lubrication fittings shall be mounted together, but use shall be made of factory-mounted multiple fitting assemblies located in convenient areas. E. Mortar and grout. 1 Por-rok non-shrink grout or approved equal shall be used in the placement of all heavy equipment and equipment bases. 2 Machinery shall first be perfectly aligned and leveled by means of steel wedges and shims near anchor bolts. a Anchor bolts shall be tightened against the shims on wedges before placing grout. b Before placement of grout, equipment shall again be checked for level and alignment. 3 Grout shall then be thoroughly packed into place, filling all voids under the base of equipment. a All sandblast, grease, and debris shall be removed before any grouting is done. b Grout around all machinery bases shall be neatly pointed. F. Machinery and equipment guards. 103 4901-9360-8535 1 Approved guards for all machinery drives, pulleys, or rotating shafting shall be detailed and furnished by the contractor. Such guards shall be neatly and substantially constructed, adequately supported from adjacent framing, and shall be provided in all cases where required by state, osha or local codes. 2 While all such guards are not shown in detail on the plans, the contractor is assumed to be familiar with the requirements of the utah state industrial commission and any applicable local regulations regarding machinery guards and safety devices. G. Testing. 1 Before testing, all equipment and mechanisms shall be filled by the contractor with the proper oil and grease as recommended by the equipment manufacturer. 4.5.3 Chain-Link Fencing A. General. 1 Fence shall be installed by mechanics skilled and experienced in erecting fences of this type and in accordance with contract documents. B. Installation. 1 When general ground contour is to be followed, make changes of grade in gradual, rolling manner. 2 Evenly space posts in line of fence a maximum of 10 feet center to center. 3 Post foundations. a Except atop retaining walls, set posts with concrete post foundations as specified below Line posts diameter 9" depth 30" Gate, end and corner posts diameter 12" depth 36" b At mow strips, set top of post foundation below grade sufficient to allow for placing of mow strip. c Where fences are incorporated into slabs, measure post foundation depth from top of slab. Extend bottom of slab footing sufficient to allow specified amount of concrete around post. d At existing slabs, install fence around perimeter of slab. 4 Fence a After posts have been permanently positioned and concrete sufficiently cured, install framework, braces, and top rail. Join top rail with 6 inch minimum couplings at not more than 21 foot centers. b Stretch fabric by attaching one end to terminal post and supplying sufficient tension to other end of stretch so slack is removed. i. Fasten fabric to line posts with tie wires. Pass ties over one strand of fabric and hook under line post flange. 104 4901-9360-8535 ii. Place one tie as close to bottom of fabric as is possible with additional ties equally spaced between top and bottom band on approximately equal spacing not to exceed 14 inches on center. iii. Attach fabric to roll formed terminals by weaving fabric into integral lock loops formed in post. Attach fabric to tubular terminals with tension bars and bands. iv. Hold fabric approximately 2 inches above finish grade line. v. On top rail, space tie wires at no more than 24 inches on center. vi. Securely attach fittings and firmly tighten nuts. vii. 3 strand barbed wire. 5 Gates. a Weld gate frames and provide free and easy operation. b Align the top bar of gates with top rail of fence. c Gates shall be plumb and on same plane as fence, both vertically and horizontally. d Set gate stops and other catches in concrete. C. Cleaning 1 Spread dirt from foundation excavations evenly around surrounding area unless otherwise directed. Leave area free of excess dribbles of concrete, pieces of wire, and other scrap materials. 4.5.4 Field Sampling and Tests A. General. Field sampling and testing shall be performed by a third party Geotechnical testing company approved by the District. Samples of aggregates and concrete shall be taken at random locations and at such times to represent the quality of the materials and work throughout the project. The third party shall provide the necessary labor, materials and facilities for sampling the aggregate and for casting, handling and storing the concrete samples at the site of work. B. Sampling and testing plan. The third party geotechnical testing company shall provide a sampling and testing plan that will be approved by the District prior to commencement of work. cylinders cast from material taken from a single load of concrete. 4.6 Well Construction 4.6.1 Drilling Fluids and Additives Drilling fluids and additives shall: A. not impart any toxic substances to the water or promote bacterial contamination; B. be acceptable to the District. 4.6.2 Minimum Protected Depths Minimum protected depths of drilled wells shall provide watertight construction to 100’ as required by the State. 105 4901-9360-8535 4.6.3 Well Screen and Casing A. Well Screen and casing installation. The well screen and casing shall be installed such that, as nearly as possible, the center of the well screen will coincide with the center of the drilled hole, thus allowing an acceptable thickness of gravel pack material on all sides of the well screen. The contractor shall provide stainless steel centralizers to be placed at 20-foot intervals to ensure compliance with this specification. The District or its representative shall identify the final location where the blank casing will be located. 1 If welded, procedures conforming to the practices of the American Welding Society shall be followed. At welded joints, the weld shall be at least as thick as the wall thickness of the casing and shall consist of at least two beads for the full circumference of the joint. 4.6.4 Gravel Pack The gravel pack shall be placed by slurring. The entire well screen length and the solid casing will be gravel packed from the bottom of the well to ground level utilizing a tremie, or as otherwise requested and to the satisfaction of the District or its representative. The Contractor shall protect gravel pack material to prevent contamination or otherwise damage to the material. 4.6.5 Development The Contractor shall develop the well by methods of pumping or dual swab or other methods chosen by the District or its representative. The development shall be completed after the installation of the well screen and gravel pack. The hours needed will be determined by the District or its representative. The District may select one or both alternatives for well development. The Owner will provide piping to the well head for discharge water to be pumped into. A tee will be in line for discharge into a Contractor provided 5,000-gallon minimum capacity metal tank for settling of solids. The Owner will provide piping to and from the tank for discharge off the drilling site to the nearest drainage. A. Development by Over Pumping and Surging 1 The contractor shall develop the well by an engine-driven pump with bowls set at an adequate depth as directed below the surface of the ground for developing the gallons per minute as specified in the bid schedule from the blank placed at the bottom of the developed well. The Contractor shall furnish, install and maintain equipment of approved size and type to measure the flow of water; such equipment to be weir box, orifice or water meter. The pumping unit shall be complete with ample power, controls, and appurtenances and shall be capable of continuous duty operation under the specified operating conditions. Periodic surging 106 4901-9360-8535 by reversing pumping and ‘surging’ water back into the well will be done. Well development will begin at a relatively low pumping rate (to be determined by Contractor and District) and then increase incrementally. At each pumping rate the well will be pumped until the water clears, then it will be surged two to three times. After that, the well will be pumped again until the water ‘clears’. This will continue until no turbid water can be produced. At that time, the pumping rate is increased, and the process repeated. The process shall include at least four to five increasing pumping rates up to a pumping rate where the development breaks suction. 2 The District may elect to allow open-hole development depending on the characteristics of the bedrock formation observed in the video log and in consultation with the contractor. 3 Development shall be considered complete when the water is clear and reasonably free from silt, sand, and gravel (less than 5 ppm) as measured by a Rossum sand tester. After development is determined to be completed by the District or its representative, all silt, sand and gravel shall be cleaned from the well. B. The Contractor shall set up and utilize a cable tool type rig and install a dual swab tool on the end of a string of drill pipe. Alternatively, the Contractor may use an Electronic Spudder/Walking Beam as manufactured by Hunke with a pump rig. The drill pipe and swab assembly shall be capable of extending to the full depth of the screen in the well. The swab tool shall have a pipe assembly that has an upper chamber for a submersible pump and a lower section that has two flanges about 10 feet apart that fit closely inside the well casing and screen. Openings in the pipe between the flanges shall allow water and contained sediment to be pumped to the surface. The rig shall be operated to surge (plunge) the well with a one- to two-foot stroke while pumping to evacuate water, silt and sand. The pump shall be capable of pumping a minimum of about 100 gallons per minute (gpm). The pump shall discharge into a large tank for settling solids. The Contractor shall be responsible to provide any settling or controls to ensure no discharge of suspended solids. The swab tool shall be moved to successive ten-foot intervals of the screen during development. All sections of the screen are to be developed. Optionally, air lift methods may be used provided a settling pond and weir are provided to measure water flow. A minimum of 100 gpm water flow shall be provided for. The Contractor shall furnish and install all necessary equipment for testing, including a discharge valve system to control flow, a Rossum sand tester, and a totalizing meter with instantaneous flow rate indicator. Contractor shall record the depth of the swab tool and silt, sand, or gravel production (in parts per million for each swab tool setting (approximately every one to ten feet). Contractor shall record representative pumping rate several times per day and whenever there is a significant change in the pumping rate. Contractor 107 4901-9360-8535 shall take occasional representative samples of produce water for examination by the District or its representative (at least once every 2 hours). The District or its representative shall determine when investigation and/or development are complete. 4.6.6 Grouting and Sealing A. After the carrier casing has been set, the well shall be grouted in compliance with the following paragraphs: B. Grout for the annular space between the drilled hole and the well casing shall be mixed to the following proportions: 1 sack Portland Cement, an equal volume of dry sand, and 5 to 6 gallons of clean water. C. Prior to placement of the grout, the Contractor shall secure the approval of the District or its representative for the method he proposes to use. The following method is suggested. D. The grout shall be placed by the use of a conductor pipe or tremie 2 inches or larger in diameter. The grout shall be transported to the bottom of the 100- foot drilled hole through the tremie which shall extend to within 20 feet of the bottom space to be grouted. When the grout has reached the bottom of the tremie, the tremie shall be raised 20 feet and the placement operation shall resume. This process shall continue until the entire length has been grouted. E. It is further required that the grouting be done continuously and in such a manner as to ensure the entire filling space in one operation. No drilling operations or other work in the well will be permitted within 72 hours after the grouting of casings. If quick-setting cement is used, this period may be reduced to 24 hours. F. As indicated in the Utah Division of Drinking Water R309-515-6(5)(b)(i), the following individuals are authorized to witness the well sealing procedure for a public drinking water well: 1 An engineer or a geologist from the Division of Drinking Water 2 A district engineer of the Department of Environmental Quality 3 An authorized representative of the Division of Water Rights, or 4 An individual having written authorization from the Executive Secretary G. At least 48 hours before the anticipated well grouting the well driller shall arrange for an authorized witness listed above to witness the procedure and notify the District. 4.6.7 Disinfection A. The casing pipe shall be thoroughly swabbed, using alkalis if necessary to remove oil, grease or joint dope. The well shall then be disinfected with a chlorine solution. 1 No contaminated or untreated water shall be placed in the well during construction. Water should be obtained from a chlorinated municipal system. Where this is not possible, the water must be treated to give 100 108 4901-9360-8535 parts per million free chlorine residual. Upon completion of a well or work on a well, the driller or pump installer shall disinfect the well using accepted disinfection procedures to give 100 parts per million free chlorine residual equally distributed in the well water from static level to the bottom of the well. A chlorine solution designated for potable water use prepared with either calcium hypochlorite (powdered, granular, or tablet form) or sodium hypochlorite in liquid form shall be used for water well disinfection. Off-the-shelf chlorine compounds intended for home laundry use, pool or fountain use should not be used if they contain additives such as antifungal agents, silica (“Ultra” brands), scents, etc. The table below provides the amount of chlorine compound required per 100 gallons of water or 100 feet linear casing volume of water to mix a 100 parts per million solution. Disinfection situations not depicted in the table below must be approved by the District. 2 The chlorine solution used for disinfecting the well shall be at least 50 parts per million (PPM) free chlorine and shall be applied over the entire length of the casing and pump column. This solution shall be retained for a period of not less than 24 hours. 3 An alternative method for the disinfection of the well provides that a sufficient amount of chlorine be added so that a concentration or 300 PPM is obtained. This should be computed on a volume somewhat larger than that of the pipe. The solution should be retained in the well and pump 109 4901-9360-8535 column for at least three hours but should not exceed five to six hours to avoid possible damage by corrosion. 4.6.8 Testing A. After the well has been completely constructed and cleaned out and the depth of the well accurately measured, the Contractor shall notify the District or its representative to that effect and shall make the necessary arrangements for conducting a pumping test consisting of a stepped pumping test and a duration pumping test. Besides this final test, the District or its representative may require the Contractor to make such additional pumping tests during and after construction as deemed necessary. All tests shall be run with similar equipment in a like manner to that hereinafter described. 4.6.9 Test Pumping Equipment A. The Contractor shall furnish and install necessary pumping equipment capable of pumping to the required point of discharge a minimum of 500 gpm to a maximum of 2,000 gpm with the pumping level set at the section of plank casing at the bottom of the completed well. If the well produces less than 500 gpm, then the larger pump shall be removed and a pump capable of pumping a minimum of 100 gpm to a maximum of 500 gpm shall be installed. The pumping equipment must include satisfactory throttling devices, so that the discharge may be reduced to approximately half the full pumping yield of the well. B. The pumping unit shall be complete with an engine of ample power, controls and appurtenances and shall be capable of being operated without interruption for a period of at least 180 hours. If pumping is interrupted the Contractor shall start the test over. The Contractor will furnish and install all discharge pipe necessary to transmit water from the pumping unit an adequate distance to the nearest wash or conveyance. A settling basin with overflow to allow suspended sediment to settle prior to entering the wash shall be provided by the Contractor. The settling basin must be sized for the amount of water being pumped and the amount of solids suspended in the water. The Contractor will convey the water in a pipeline far enough away from the well to prevent erosion of the well pad. The Contractor shall furnish, install and maintain equipment of approved size and type to measure the flows of water; such equipment to be an orifice or water meter. To measure the elevation of the water level in the well, an airline complete with gauge, pump or compressor, and check valve or water level transducer shall be provided. C. Procedure 1 Unless otherwise approved by the District or its representative, the stepped pump test shall begin at a relatively low flow rate and increase to the maximum capacity of the well. The starting rate will be determined 110 4901-9360-8535 by the District and will be based on well yield observed in well drilling and development. D. Stepped test 1 After well development the Contractor shall perform a stepped pumping test intended to demonstrate the stabilized drawdown at various pumping rates, rates which would be expected to be about half up to full yield of the well. The initial pumping rate and the ‘steps’ will be determined by the District in consultation with the Contractor. Pumping will be initiated at the first pumping rate and will be maintained for such time as the static water level in the well has stabilized for at least six hours. At that point the pumping rate will be increased to the next ‘step’ and the test will proceed until the final pumping rate. That rate will be the greatest pumping rate which can be achieved without breaking suction of the pump. This rate will be the pumping rate for the Constant Rate Test and care will be taken to ensure that this rate is sustainable, and the water level is indeed static. If pumping is interrupted the Contractor shall start the test over at no cost to the District. E. Constant rate test 1 After recovery from the step test is complete, a “constant-rate” test shall be conducted. The well discharge will be the maximum yield and the rate will be determined by the District in Consultation with the Contractor. Except as otherwise provided, the Contractor shall furnish all labor, motive power, lubricating oil and other necessary materials, equipment, labor and supplies required and shall operate the pumping unit at such rates of discharge and for such periods of time as directed. The Contractor shall be prepared to continuously pump for a period of at least 180 hours. The exact length of the pump test shall be stipulated by the Owner during pumping. If pumping is interrupted the Contractor shall start the test over. Time stated for the during of the pump test is an estimate only, and the District or its representative reserves the right to require the Contractor to shorten or extend such period of test, or to make additional tests. 2 The test run shall be run continuously for at least 24 hours or until stabilized drawdown has continued for at least six hours. During pumping, water levels in the well should be measured for at least six hours. During pumping, water levels in the well should be measured to provide at least 10 observation drawdowns within each log cycle of time. A recommended scheduling measurement is as follows: 0 to 10 minutes: 1, 1.5, 2, 2.5, 3.25, 4, 5, 6.5, 8, and 10 minutes. 10 to 100 minutes: 10, 15, 20, 25, 30, 40, 50, 65, 80, and 100 minutes. 100 minutes to completion: 1 to 2-hour intervals. 3 Along with drawdowns readings, the following should also be recorded: 111 4901-9360-8535 a Record the time since starting test (in minutes) b Record the actual pumping rate c Record the pumping water level (in feet to the nearest tenth, as measured from the same datum used for the static water level) 4 Immediately after termination of the constant-rate test, a recovery test shall be completed for a period of time until there are no changes in depth to water level measurements for at least six hours. Record the following at time intervals similar to those used during the constant-rate pump test: a Time since stopping pump test (in minutes) b Depth to water level (in feet to the nearest tenth, as measured from the same datum used for the pumping water level) 5 Water measurement recording forms and constant-rate test procedures can be provided by the Owner or its representative upon request. 112 4901-9360-8535 5 STANDARD DRAWINGS WASHINGTON COUNTY WATER CONSERVANCY DISTRICT TYPICAL TRENCH DETAIL 101 WASHINGTON COUNTY WATER CONSERVANCY DISTRICT VALVE & PAD INSTALLATION DETAIL 102 P: \ 0 1 9 - 0 1 - 2 0 2 1 - 0 1 W C W C D - G e n e r a l 2 0 2 1 \ D r a w i n g s \ C o n s t r u c t i o n D r a w i n g s \ 8 . 5 X 1 1 \ 1 0 2 - V a l v e & P a d . d w g , 8 . 5 x 1 1 , 4 / 2 1 / 2 0 2 1 7 : 5 6 : 3 0 A M , tg a r d n e r CONCRETE PIER BUTTERFLY VALVE SIZE LENGTH WIDTH HEIGHT WASHINGTON COUNTY WATER CONSERVANCY DISTRICT BUTTERFLY VALVE INSTALLATION 103 P: \ 0 1 9 - 0 1 - 2 0 2 1 - 0 1 W C W C D - G e n e r a l 2 0 2 1 \ D r a w i n g s \ C o n s t r u c t i o n D r a w i n g s \ 8 . 5 X 1 1 \ 1 0 3 - B F V a l v e . d w g , D E T A I L S , 4 / 2 1 / 2 0 2 1 8 : 2 9 : 2 1 A M , tg a r d n e r WASHINGTON COUNTY WATER CONSERVANCY DISTRICT FIRE HYDRANT & WATER METER 104 P: \ 0 1 9 - 0 1 - 2 0 2 1 - 0 1 W C W C D - G e n e r a l 2 0 2 1 \ D r a w i n g s \ C o n s t r u c t i o n D r a w i n g s \ 8 . 5 X 1 1 \ 1 0 4 - F i r e H y d r a n t & M e t e r . d w g , 8 . 5 x 1 1 , 4 / 2 1 / 2 0 2 1 8 : 4 0 : 1 5 A M , tg a r d n e r WASHINGTON COUNTY WATER CONSERVANCY DISTRICT AIR/VAC VALVE INSTALLATION DETAIL 105 P: \ 0 1 9 - 0 1 - 2 0 2 1 - 0 1 W C W C D - G e n e r a l 2 0 2 1 \ D r a w i n g s \ C o n s t r u c t i o n D r a w i n g s \ 8 . 5 X 1 1 \ 1 0 5 - A i r - V a c . d w g , 8 . 5 X 1 1 , 4 / 2 1 / 2 0 2 1 9 : 0 9 : 5 8 A M , tg a r d n e r WASHINGTON COUNTY WATER CONSERVANCY DISTRICT PRV STATION DETAIL 106 WASHINGTON COUNTY WATER CONSERVANCY DISTRICT BLOW OFF DRAIN DETAIL 107 WASHINGTON COUNTY WATER CONSERVANCY DISTRICT SURFACE WATER CROSSING DETAIL 108 WASHINGTON COUNTY WATER CONSERVANCY DISTRICT THRUST BLOCKS DETAIL 109 WASHINGTON COUNTY WATER CONSERVANCY DISTRICT BACKFLOW PREVENTION INSTALLATION (3" AND LARGER) BPD WASHINGTON COUNTY WATER CONSERVANCY DISTRICT WELL DETAIL 111