Exhibit E Basalt PWM_20220322.pdf

PUBLIC WORKS MANUAL

TOWN OF BASALT

MARCH 22, 2022

PREPARED BY:

SGM

118 W. 6TH STREET, SUITE 200

GLENWOOD SPRINGS, CO 81601

Exhibit E

Town of Basalt Public Works Manual 2022

TABLE OF CONTENTS

Page No.

Division 1 Introduction

1.1 Introduction 2

1.2 Purpose 2

1.3 Scope and Application 2

1.4 Waiver 2

1.5 Key Players 2

1.6 Key Documents 2

1.7 Design Review Process 2

Division 2 Drainage and Erosion Control

2.1 Drainage 5

2.2 Control of Erosion and Sedimentation 6

2.3 Control of Stormwater and Urban Runoff 9

2.4 Hazardous Materials Management 12

2.5 Snow Storage 14

2.6 Submittal Requirements 15

Division 3 Water

3.1 Water Transmission and Distribution Lines 20

3.2 Water Service Lines 26

3.3 Fire Protection Facilities 30

3.4 Valves 32

3.5 Hydrostatic Testing 34

3.6 Disinfection of Potable Water Lines 36

3.7 Special Construction 41

3.8 Cross Connection Control 45

Division 4 Streets

4.1 Streets 51

4.2 Submittal Requirements 57

Division 5 Landscaping and Irrigation

5.1 Plant Landscaping 60

5.2 Irrigation Systems 69

Division 6 Construction Standards

6.1 Construction Process/Project Acceptance 87

6.2 Construction Materials and Methods: Street 96

6.3 Construction Materials and Methods: Concrete 106

6.4 Construction Materials and Methods: Demolition, Site Preparation, Excavation and Embankment 120

Division 7 Traffic Control and Work Zone Safety Guidance 1-77 (Subset) 131

Appendix A: Construction Forms

Appendix B: Technical Specifications

Appendix C: Standard Details

DIVISION 1

INTRODUCTION

SGM

118 W. 6TH STREET, SUITE 200

Division 1 – Introduction

Division 1 Introduction

1.1 INTRODUCTION

This Public Works Manual for the Town of Basalt has been authorized by Ordinance No.08 series of 2022. This document shall be known as the “Town of Basalt Public Works Manual.”

1.2 PURPOSE

The purpose of this Public Works Manual is to act as a guide for the uniform design and construction of infrastructure including roads, water and sewer facilities, drainage conveyance structures, and other municipal infrastructure and appurtenances within the Town of Basalt. This Manual identifies the minimum standards, specifications, and processes necessary to achieve public safety, functional effectiveness, ease of maintenance, uniform materials and consistent lines of communication.

1.3 SCOPE AND APPLICATION

These regulations apply to lands within the town limits of the Town of Basalt and adjacent lands served by the Town.

1.4 WAIVER

No waiver of these regulations, standards and specifications shall be valid unless approved by the Town or representatives of the Town in writing. A waiver shall be project specific and shall not establish a precedent for any other proposed waiver. A request for a waiver must be made in writing and identify a detailed explanation of why the proposed waiver is warranted by site-specific conditions. No public hearing is required for determination of a waiver by the Town Manager.

1.5 KEY PLAYERS

A. Town of Basalt

1. Town Council

2. Planning & Zoning Commission

3. Town Manager

4. Town Staff

5. Town Engineer

1.6 KEY DOCUMENTS

A. Town of Basalt Municipal code B. Establishing Contract C. Town of Basalt Public Works Manual

1.7 DESIGN REVIEW PROCESS KEY CONCEPTS

A. The Town will review all civil infrastructures within its jurisdiction through the Public Works Department for compliance with the Public Works Manual.

clehrman Typewritten Text

DIVISION 2

DRAINAGE AND EROSION CONTROL

Division 2 – Drainage and Erosion Control

Division 2 Drainage and Erosion Control

INDEX

Title Section

Drainage ..................................................................................................................................2.1

Control of Erosion and Sedimentation .....................................................................................2.2

Control of Stormwater and Urban Runoff ................................................................................2.3

Hazardous Materials Management .........................................................................................2.4

Snow Storage ..........................................................................................................................2.5

Submittal Requirements ..........................................................................................................2.6

SECTION 2.1

DRAINAGE

2.1.1 DRAINAGE

A. Drainage easements and improvements for projects whether a town project or private property, shall be designed by a registered engineer to accommodate expected run-off as determined by the drainage plan. Improvements shall be installed to specification by the Public Works Director through their designated representative. All drainage improvements described herein shall be the financial responsibility of the applicant, subject to provision of the Municipal Code and this Public Works Manual.

B. No information herein shall supersede Municipal Code.

2.1.2 DRAINAGE CRITERIA

A. Project specific requirements should be discussed with the designated staff as early as possible in the application process. Appropriate temporary and permanent water quality treatment is required for all projects. Detention is required when discharge is to adjacent properties or storm infrastructure unless suitable capacity and erosion resistance can be demonstrated. The rate of runoff from any developed area shall not exceed the historic rate of runoff based on a ten (10) year, twenty-five (25) and one hundred (100) year rainfall event.

B. The following methods of runoff estimation may be utilized for determining the rate of runoff from a particular site as applicable:

1. Rational Method. Used for Drainage Basins less than 90 acres in size and for minor system design.

2. SCS TR 55 Methods. Used for drainage basins up to 20 square miles in size for flood flow determination and design in minor and major systems. Also used to compute flood storage volumes.

3. Unit Hydrograph. Advance approval of method and application required.

Used for drainage basins up to 1,000 square miles in size. Also used for flood flow determination and design in minor and major systems. Also used to compute flood storage volumes.

SECTION 2.2

CONTROL OF EROSION AND SEDIMENTATION

2.2.1. PURPOSE AND APPLICABILITY

A. Purpose: The goal of these requirements is to minimize the water quality impacts resulting from construction, clearing, grading, excavation, and other land disturbing activities. Siltation is often a cause of water quality impairment in waterbodies in Colorado.

B. Applicability: These regulations apply to any land development and or disturbing activities. Land disturbing activities include grading, excavation, clearing timber or vegetation, and construction

C. Exemption: Single Family Construction Construction of single-family residential units shall be exempt from these regulations if:

1. Less than ½ acre.

2. The Planning Department determines that exempting construction will not have a significant impact on water quality.

3. No other land use process is required other than a building permit.

D. Other: Occasions may arise where these minimum standards are either inappropriate or cannot be practically implemented. In these cases, a variance to these criteria shall be considered. Written requests for each variance should be directed to the Town of Basalt Planning Department or designated representative.

2.2.2 EROSION AND SEDIMENT CONTROL REQUIREMENTS

A. Minimize Erosion on the Site:

1. Phase construction: Stage and schedule the timing of earth disturbing construction activities, such as clearing, grading, road construction, and utilities installation to minimize soil exposure.

2. Install erosion and sediment control measures before site grading or other construction, to the greatest extent practicable.

3. Soil stabilization: Disturbed areas and soil stockpiles shall be stabilized or protected to effectively control erosion. These areas should be surface roughened, mulched, or seeded and mulched, or otherwise protected from erosive forces if they will remain exposed and inactive for periods longer than 14 days. This requirement also applies if soil is expected to be exposed over winter to minimize erosion from occurring during spring snowmelt. Disturbed areas should be mulched or seeded and mulched within 7 days after final grade is reached, weather permitting.

4. On slopes steeper than ten percent (10%), or within one hundred feet (100') of any waterbody, exposed soils shall be stabilized using appropriate techniques.

5. Temporary and permanent revegetation: Disturbed areas that will not be built upon for one (1) year shall incorporate a temporary cover crop to promote soil stability. Areas exposed for two (2) or more years must be revegetated with a perennial, native grass mix matching Pitkin County standards for the given application. Within two (2) full growing season of project completion, vegetative site coverage shall have a perennial herbaceous component equal to or greater than seventy percent (70%) of the adjacent undisturbed areas.

6. Cut and fill slopes: Where cut and fill cannot be avoided, slopes shall be designed for long-term stability. Permanent vegetation should be used as the priority approach to stabilization of cut and fill areas where slopes are less than or equal to 3:1. On steeper cut and fill slopes, stabilization may be attained by utilizing a combination of retaining walls, rock walls, up slope runoff diversions, terracing, slope drains, soil nailing, mulch binders, erosion control blankets, vegetation or other measures appropriate for the specific situation. Retaining walls over four feet (4') in height or step retaining walls shall be designed by a Colorado registered engineer. The soil surface of cut and fill slope shall not remain exposed without an approved method of soil stabilization.

7. Construction in or directly adjacent to any waterbody, such as culvert or bridge installation, shall require measures to protect water quality and channel stability. This requirement may include stream isolation using cofferdams, complete containment of the stream in the area of the disturbance, stream crossing structures, or limitations on the dates when in-stream work can be performed. In all cases construction shall conform to applicable USACE Section 404 permitting requirements and Colorado, DOW.

8. Protect new or re-routed irrigation ditches, swales, receiving channels and streams from accelerated erosion until conveyance section has established vegetation and is stable under flows for which the feature was designed. The minimum recurrence frequency storm during active construction for channel stability design is the 2-year event for the entire drainage area served by that flow conveyance feature. Diverting off-site flows around construction sites can effectively reduce the design flow. Must have approval from Ditch Company.

9. Protect culvert outlets from erosive flows by installing velocity reducers such as gravel dikes, riprap, or similar measures.

B. Minimize Sediment Leaving the Site:

1. Manage stormwater runoff flows to minimize erosion and sediment transport off-site. Divert concentrated flows away from disturbed slopes and minimize length and steepness of disturbed slopes or use slope drains.

2. Minimize sediment and mud from leaving the construction site by protecting access routes by either immediate placement of street base or construction of vehicle tracking pads. Vehicle tracking pads shall be at least fifty feet (50') in length, if available, and comprised of angular rock and/or a wheel washing facility.

3. Protect adjacent properties from sediment-laden runoff by using sediment fences, and sediment or silt traps or other appropriate control options.

4. Storm sewer inlets shall be protected from entry of sediment-laden water.

Straw bales, supported silt fence structures, dumped rock or other barriers may accomplish this.

5. Divert off-site runoff around construction site when practical.

C. Detention and Treatment:

1. When the contributing drainage area, including off-site area (unless bypassed), is greater than five (5) acres, one or more sedimentation basin(s) shall be constructed to provide a total of 1800 cubic feet of basin volume for every acre contributing runoff into the basin. The outlet of the sediment basin should be designed to empty the storage volume in no less than 12 hours.

The basin's length should be no less than twice the basin's width; otherwise, a baffle may be installed to minimize short-circuiting. If the discharge from the basin is passed through a filtration device (i.e. a vegetated field, forested area, or a constructed wetland) the basin volume requirements may be reduced.

2. Where the contributing drainage area is less than five (5) acres, a specific engineered design for sediment trapping facilities is not necessary. Silt traps may be used to detain and treat runoff if the contributing drainage area is less than 5 acres.

3. Sedimentation basins will be removed after successful revegetation of the site. Embankments to be left as permanent facilities shall have a capacity to safely pass the 100-year flood and meet any relevant dam and diversion requirements of the Colorado State Engineer's Office.

D. Construction De-watering:

1. Construction dewatering activities will conform to the State's NPDES construction dewatering permit requirements.

2. Discharges from construction dewatering operations shall be done in a manner which minimizes erosion and utilizes best management practices such as velocity reducers, sediment basins, straw bales, or other measures.

E. Inspection and Maintenance of Erosion and Sediment Control Devices:

1. Inspection: The applicant or the applicants designated representative shall inspect all erosion and sediment control devices and make repairs at a minimum, of every 14 days, or after precipitation or snowmelt event that causes surface erosion. An inspection log shall be kept on site for review by the Town until the project is complete and submitted to the Town upon request.

2. Maintenance: Erosion and sediment control devices shall be maintained in a manner to support their effectiveness. Accumulated sediment should be periodically removed from sediment basins and traps; straw bale and silt fence barriers should be checked for undermining and bypass and repaired or expanded as needed; and mulched soils shall be re-mulched where mulch has been lost or damaged.

3. Contractor shall clean, jet, and/or vacuum any debris or sediment that has accumulated in curb, gutter, and storm drains because of failed or incorrectly installed BMP’s during construction and after project completion.

SECTION 2.3

CONTROL OF STORMWATER AND URBAN RUNOFF

2.3.1 PURPOSE AND APPLICABILITY

A. Purpose:

The intent of these regulations is to minimize water quality and flooding impacts resulting from increased imperviousness and land use changes which have been shown to degrade water quality and alter natural hydrology.

B. Applicability:

These regulations should apply to any commercial or industrial development, new subdivisions, new development within 150 feet of a waterbody (an ESA), and to any other development creating 10,000 square feet or more of disturbed surface area

C. Exemptions:

Occasions may arise where these minimum standards are either inappropriate or cannot be practically implemented. In these cases, a variance to these criteria shall be considered. Written requests for each variance should be directed to the Basalt Town Engineer or designated representative.

2.3.2 REQUIREMENTS FOR STORMWATER AND URBAN RUNOFF

A. Avoid Direct Discharge to Streams or Other Waterbodies:

Stormwater runoff from project areas likely to contain pollutants shall be managed in a manner that provides for at least one of the following:

1. Direct runoff to stable, vegetated areas capable of maintaining sheet flow for infiltration. Vegetated receiving areas should be resistant to erosion from a ten (10)-year design storm.

2. On-site treatment of stormwater by use of best management practices designed to detain (see #3. Detain and Treat Run-off below) or infiltrate the runoff and approved as part of the Stormwater Quality Control Plan prior to discharge to any natural waterbody, or

3. Discharge to a stormwater conveyance structure, designed to accommodate the projected additional flows from the proposed project, with treatment by a regional or other stormwater treatment facility prior to discharge into any natural waterbody.

B. Minimize Directly Connected Impervious Areas:

The site design should minimize the extent of directly connected impervious area (DCIA) by including the following requirements:

1. Runoff from all developed impervious surfaces (rooftops, parking lots, sidewalks, etc.) shall drain over stable, vegetated pervious areas before reaching stormwater conveyance systems.

2. When impervious surfaces drain onto well-maintained grass buffer strips (or the equivalent) the maximum slope the grass buffer strips is 10 percent (10%) and the gradient should be uniform to insure evenly distributed sheet flows.

Check dams may be necessary to maintain 10% slopes.

3. Practices other than grass buffer strips can be used to minimize DCIA. For example, play areas, parks, ball fields, and landscape features.

4. The requirement that all the impervious area drain to vegetated pervious buffer strips may be reduced if the outflow from the vegetated pervious buffer strip is directed to other stormwater treatment methods. Examples of other potential techniques to be used in conjunction with vegetated pervious buffer strip are grass depressions, constructed wetlands, sand filters, vegetated swales, and dry ponds. Due to groundwater susceptibility to pollution, dry wells may not be used without specific approval by the Public Works Director.

C. Detain and Treat Runoff:

Permanent stormwater detention facilities are required to be multipurpose facilities;

that is facilities that not only detain flows to historic peak discharge rates, but which also provide water quality benefits. Such detention can be either "on-site" or "regional" in nature; however, detention must be provided concurrent with land development. Specific design criteria for detention facilities include:

1. Detention facilities must ensure the post-development peak discharge rate does not exceed the pre-development peak discharge rate for the 10-year, 25-year, and 100-year return frequency storms. In determining runoff rates, the entire area contributing runoff must be considered, including any off-site contribution. Off-site contributions shall be determined using the fully developed potential, based upon existing zoning subject to these requirements, of the area draining into the detention facility.

2. To minimize the threat of major property damage or loss of life all permanent stormwater detention facilities must demonstrate that there is a safe passage of the 100-year storm event without causing property damage.

3. Channels downstream from the stormwater detention pond discharge shall be protected from increased channel scour, bank instability, and erosion and sedimentation from the 25-year return frequency design storm.

4. Removal of pollutants shall be accomplished by sizing dry detention basins to incorporate a 40-hour emptying time for a design precipitation event of 0.5 inches in 24 hours, with no more than 50% of the stored water being released in 12 hours. If retention ponds ("wet ponds") are used, then a 24-hour emptying time is required. For drainage from parking lots, vehicle maintenance facilities, or other areas with extensive vehicular use this practice may require the additional use of a sand and oil grease trap or similar practice (e.g., constructed wetland, extended detention with no initial release, etc.). To promote pollutant removal, detention basins length-to-width ratio should be not less than 2, with a ratio of 4 recommended where site constraints allow. A sedimentation "forebay" is recommended to promote long-term functioning of the structure. Access to both the forebay and pond by maintenance equipment is essential.

5. On-site stormwater detention facilities require a written arrangement, which ensures that the facility is regularly inspected to ensure it is functioning properly and to provide any necessary maintenance.

6. All permanent stormwater detention basins shall be designed by a Colorado registered engineer.

D. Permanent Revegetation:

The requirements for permanent vegetation identified in Article V.B.(d) shall be applied following permanent revegetation standards are required:

1. Revegetate landscape within 7 days after final grade is reached. Grass or straw mulch should be crimped, tracked, or tacked in place to promote surface anchoring.

2. On slopes steeper than ten percent (10%), or within one hundred feet (100') of any waterbody, exposed soils shall be stabilized using appropriate mulching techniques such as hydro mulching, erosion control blankets, bonded fiber matrices or other equally protective measures.

3. Temporary measures for soil stability like mulch or silt fences shall be left in place until the vegetative cover has reached 70% of the disturbed area.

SECTION 2.4

HAZARDOUS MATERIALS MANAGEMENT

2.4.1 PURPOSE AND APPLICABILITY

Hazardous materials stored or used near waterbodies create a potential threat to fish and other aquatic life. The purpose of these requirements is to minimize the likelihood of detrimental impacts to the waters and aquatic life from the storage and use of hazardous materials.

The following regulations should apply to all non-residential facilities and during any construction activity.

2.4.2 REQUIREMENTS FOR HAZARDOUS MATERIALS STORAGE AND USE

A. Compliance with Regulations:

At a minimum, all hazardous materials shall be stored and used in compliance with applicable state and federal hazardous materials regulations.

B. Storage Near Waterbodies Restricted:

The storage of hazardous materials within 100 horizontal feet of any waterbody is restricted. When no practical alternative exists, site specific BMP’s must be utilized to minimize potential adverse water quality impacts. Sand and salt for road traction, while not hazardous materials, shall not be stored within 100 horizontal feet of any waterbody unless there is no practicable alternative, in which case suitable site-specific BMP’s must be utilized.

C. Spill Prevention:

Measures shall be designed and implemented to prevent spilled fuels, lubricants, or other hazardous materials from entering a waterbody, including groundwater, during construction or operation of equipment and/or facility. If a spill occurs, it should be cleaned up immediately and disposed of properly.

D. Machine Maintenance:

Routine field maintenance of vehicles or mobile machinery shall not be performed within 100 feet of any waterbody. Emergency maintenance can be conducted until the vehicle or machinery can be moved. Routine equipment maintenance should be performed in a designated area and measures such as drip pans used to contain petroleum products.

E. Fuel Storage Areas:

Containment measures shall be provided for all fuel storage areas to prevent release to any waterbody. Inventory management or leak detection systems may be required.

F. Waste Storage:

Areas used for the collection and temporary storage of solid or liquid waste should be designed to prevent discharge of these materials in runoff from the site. Collection sites should be located away from the storm drainage system. Other BMP’s such as covering the waste storage area, fencing the site, and constructing a perimeter dike to exclude runoff may also be necessary.

SECTION 2.5

SNOW STORAGE

2.5.1 PURPOSE AND APPLICABILITY

Snow removal often results in the accumulation of sand, oil and grease, metals, trash, pet wastes, and other pollutants found in urban stormwater. The purpose of these requirements is to promote responsible snow storage and management techniques to minimize the likelihood of these pollutants entering waterbodies.

The following regulations should apply to all development. Single-family residential units are exempt from these requirements if they are part of a subdivision that provides snow storage and removal.

2.5.2 SNOW STORAGE REQUIREMENTS

A. An area equal in size to fifteen percent (15%) of the area to be plowed shall be set aside for snow storage. Site-specific analysis may also be used to determine snow storage requirements.

B. Designated snow storage area shall not be less than six feet wide. These areas shall be adjacent to the area from which the snow is to be removed when practical, shall not be included in any parking area required by the minimum parking requirements of the town/county and shall be contained in such a manner that runoff is directed through a detention or infiltration facility or other BMP that removes pollutants, including vegetated areas.

C. In lieu of on-site snow storage, off-site snow storage may be approved if: (1) an appropriate off-site snow storage site is available; (2) arrangements for the off-site removal have been made in a manner assuring the continuation of such practice; (3) assurances of continued availability of such a storage site are made; and, (4) the alternative snow storage site provides adequate water quality protection through the use of appropriate snow storage treatment practices.

D. Design of snow storage treatment facilities for off-site snow storage facilities shall be in accordance with the following:

1. Maintain existing peak flow rates for storms up to and including the 25-year, 24-hour rainfall event, in combination with a melt rate from the snow stockpile of 2 inches in 24 hours.

2. Sites with favorable infiltration rates are encouraged.

3. Minimize run-on by diverting runoff around stockpiles if possible.

4. Vegetate the storage areas with species appropriate to the site conditions.

5. Discharges shall be non-erosive and/or measures shall be taken to protect receiving channels.

6. Good site access for trash removal and periodic maintenance.

E. Dumping snow plowed from roadways and parking areas into any waterbody is prohibited.

SECTION 2.6

SUBMITTAL REQUIREMENTS

2.6.1 EROSION AND SEDIMENT CONTROL PLAN

A. Erosion and Sediment Control Plan must be submitted for review and approval. The Erosion and Sediment Control Plan shall be prepared by a Colorado registered engineer, or if not needed for building plans a Colorado registered architect. This information may be included as part of a Stormwater Quality Control Plan, if required.

B. A concise erosion and sediment control plan shall be submitted that addresses site-specific issues and contains the following information:

1. A site map showing construction site boundaries, locations of any existing structures, waterbodies, or hydrologic features on the site, including intermittent water features, springs, landscape irrigation return flows, wetlands and the 100-year floodplain boundaries.

2. Locations of existing and proposed drainage structures or natural drainage features on the land adjacent to the site and within a minimum of 100 feet of the site boundary line, including as examples: Street gutters, storm sewers, drainage channels, other water conveyance structures, wetlands or other waterbodies receiving storm runoff from the site.

3. Existing topography at reasonable contour intervals, 2-foot or less if possible, to provide necessary detail of the site. The map should extend a minimum of 100 feet beyond the property line and show the location of the property line.

4. Proposed development plan and grading plan. The proposed topography at reasonable contour intervals that provide necessary detail of the site shall be submitted. The map should show elevations, dimensions, location, extent and slope of all proposed clearing and grading including building site, areas of cut and fill, and driveway grades.

5. Probable locations of soil stockpiles and snow storage areas.

6. Proposed drainage plan

7. Location of storage areas designated for equipment, fuel, lubricants, fertilizers, chemical and waste storage with an explanation of spill containment structures.

8. Location of temporary roads designed for use during construction period.

9. Areas of steep slope locations must be shown for the following conditions:

Existing Site: areas greater than or equal to 10% areas greater than or equal to 30%

Developed Area: areas greater than or equal to 10% areas greater than or equal to 30%

10. Construction schedule indicating the anticipated starting and completion time periods of the site grading and/or construction sequence including the installation and removal of erosion and sediment control measures, and the estimated duration of exposure of each area prior to the completion of temporary erosion and sediment control measures.

11. Permanent stabilization - A brief description of existing vegetation at the site including an estimate of the percent vegetative ground cover and a description of how the site will be stabilized after construction is completed.

12. Plan view drawings of all erosion and sediment control measures (such as sediment traps, silt fence, inlet protection, etc.) showing approximate locations and site drainage patterns. Text may be necessary to accompany and explain the drawings.

13. Detail drawings - For those measures that are not typical erosion control practices or require specific engineering design, such as sediment basin outlet works.

14. Estimated total cost (installation and maintenance) of the required temporary soil erosion and sediment control measures to assist the Town to determine performance guarantees, if any, for the proposed plan.

15. Calculations - Any calculations made for determining rainfall, runoff, sizing any sediment basins, diversions, conveyance, or detention/retention facilities.

16. Other information or data as may be reasonably required by the local jurisdiction.

17. Signature block for owner or legal agent acknowledging the review and acceptance of responsibility, and a signature and stamped statement by the qualified individual acknowledging responsibility for the preparation of the Erosion and Sediment Control Plan.

18. A copy of the required NPDES Construction Permit, if required. State and federal law mandates a Stormwater Permit for construction sites disturbing one acre or more even where the disturbance is phased. In most cases the information required herein will meet state submittal requirements.

2.6.2 STORMWATER QUALITY CONTROL PLAN (SQCP)

A. A Site-specific Stormwater Quality Control Plan (SQCP) must be submitted for review and approval. The SQCP should consist of a narrative report supported by exhibits, where necessary, and should be developed and submitted as an integral part of the site's drainage plan. The following information must be included within the SQCP, or identified in the Erosion and Sediment Control Plan or the drainage report:

1. Name, address and telephone number of the applicant and the qualified individual preparing the report, if applicable.

2. Project description briefly describing the nature and purpose of the development or redevelopment, the total area of the site, the area of disturbance involved, and project location including legal description.

3. Existing site conditions should be described including existing topography, vegetation, and drainage. If wetlands are present on the site, they must be described according to the applicable Army Corps of Engineers delineation manual.

4. A vicinity map indicating the general area and property lines.

5. An exhibit or map of drainage features and basin boundaries on the site. If the location of the SQCP BMP’s are not indicated on the site drainage map than these BMP’s should be shown here.

6. Percentage of steep slope areas must be calculated for the following conditions:

Existing Site: areas greater than or equal to 10% areas greater than or equal to 30% Developed Area: percent greater than or equal to 10% percent greater than or equal to 30%

7. Neighboring areas must be described as to land use and existing pertinent features such as lakes, streams, structures, roads, etc.

8. A description of the stormwater quality management-planning concept for the site, including both structural and non-structural best management practices.

9. Hydrologic, hydraulic and all other calculations used to size and design drainage facilities and/or structural BMP’s; and,

10. Maintenance requirements for all proposed BMP’s should be discussed including access, schedules, costs, and designation of a responsible party.

DIVISION 3

WATER

Division 3 – Water

Division 3 Water

INDEX

Title Section

Water Transmission and Distribution Lines .............................................................................3.1

Water Service Lines and Appurtenances ................................................................................3.2

Fire Protection Facilities ..........................................................................................................3.3

Valves ......................................................................................................................................3.4

Hydrostatic Testing ..................................................................................................................3.5

Disinfection of Potable Water Lines .........................................................................................3.6

Special Construction ................................................................................................................3.7

Cross Connection Control .......................................................................................................3.8

SECTION 3.1

WATER TRANSMISSION AND DISTRIBUTION LINES

3.1.1 GENERAL

A. This section shall include all materials, labor, equipment, and miscellaneous items necessary to install all raw water, potable water transmission and distribution pipelines and appurtenances as specified herein for the Town of Basalt. The Town of Basalt has two municipal water systems operated by different entities. The old Town portion of Basalt has a public water system that is owned and operated by the Town of Basalt. This public works manual provides the requirements for the Town’s public water system. The Willits area of Basalt has a public water system owned and operated by the Mid Valley Metropolitan District (MVMD). MVMD is a quasi-governmental organization with their own set of rules and regulations for their water system.

B. The Public Works Director can waive individual provisions included in Division 3 at their discretion for the Town’s water system. In addition, the Mid-Valley Metro District can waive individual provisions for work within their water system.

3.1.2 PROTECTION OF WORK

A. All pipe, fittings, valves, and equipment shall be carefully handled, stored, and protected to prevent damage to materials, protective coatings and linings. At no time shall such materials be dropped or dumped into the trench.

B. Precautions shall be taken to prevent foreign matter from entering the pipe, fittings, and valves prior to and during installation. No debris, tools, clothing, or any other material shall be placed in the pipe during installation. Whenever pipe installation is suspended, either temporarily or overnight, the open end of the pipe shall be sealed with a watertight plug to prevent the entrance of trench water, debris, or foreign matter into the pipeline system.

C. Under no circumstances shall trench water be allowed to enter the pipeline. When water is present in the trench, the plug shall remain in place until the trench is pumped dry. Whenever trench water becomes evident, measures shall be taken to prevent pipe flotation.

D. If in the opinion of the Public Works Director, the Contractor is incapable of keeping the pipe free of foreign matter during installation, the Public Works Director shall require the Contractor to protect the pipe ends with watertight plugs until the start of the joining operation.

3.1.3 DUCTILE IRON (DIP) PIPE AND FITTINGS

A. DIP Pipe:

1. Reference Standard – ANSI 21.51 / AWWA C151, latest edition, 4" - 12".

2. Thickness Class 52.

3. Reference Standard – ANSI A21.44. Specialties - Tracing wire, 12-gauge stranded copper insulated wire with bolt type splices on all water mains, services, and fire hydrants. All splices shall be watertight and underground.

Tape wire to pipe and outside of valve boxes.

4. Size - Shall conform to outside diameter of DIP.

5. Restrained Joint Pipe – Shall be ductile iron manufactured in accordance with requirements of ANSI A21.5 / AWWA C151. Push-on joints for such pipe shall be in accordance with ANSI A21.11/AWWA C111. Pipe shall be TR Flex or equal. Unless otherwise specified on engineered drawings.

6. Cement mortar lining and bituminous outside coatings for the pipe and fittings shall be as specified above for ductile iron pipe.

7. Restrained push-on pipe shall be capable of being deflected after assembly.

B. Fittings:

1. Reference Standard - ANSI A21.10 or 21.53 / AWWAC153. Fittings for pipes of 12” and smaller shall be C250 and for pipes larger than 12” C150

2. Pressure Rating – 350 psi for C153 and 300 for C150.

3. Gasket Reference Standard - ANSI A21.11, latest edition.

4. The interior of the fittings shall be cement-mortar lined, as is required for the pipe with a 1 mil bituminous exterior coating. Gaskets for the joints shall be suitable for potable water service.

5. Mega Lugs are required on all fittings.

6. Cor-Blue bolts to be used on all fittings.

C. Joints:

1. Push-on rubber gasket.

2. Gasket Reference Standard - ANSI 2 A21.11, latest edition.

3. Restrained joint fittings shall be ductile iron in accordance with applicable requirements of ANSI 21.10/AWWA C110 except for the manufacturer’s proprietary design dimensions. Push-on joints for such fittings shall be as specified above for the pipe. Fittings Shall be provided by the pipe manufacturer.

D. Polyethylene Encasement:

1. Reference Standard – ANSI A21.5/AWWA C105. See Standard Detail W01.

2. Polyethylene – The polyethylene film shall be manufactured of virgin polyethylene material conforming to the requirements of ASTM D-1248. The raw materials shall be Type 1, Class A (Natural) or C (Black, Grade E-1 with flow rate of 0.4 max. and dielectric strength of 10 ohm-cm min.

3. Polyethylene Film – The finished polyethylene film shall have a minimum nominal thickness of .008-inch (8mil), and the minus tolerance on thickness shall not exceed 10 percent of the nominal thickness. The film shall have a minimum tensile strength of 1200 psi with an elongation of 300 percent minimum. The dielectric strength shall be 800 volts/mil thickness minimum.

4. Tube Size or Sheet Width: The tube size of sheet width for each pipe diameter shall be as listed in the following table: Nominal Minimum Width (inch)

Nominal Pipe Diameter (inch)

Nominal Width (inch) Flat Tube Sheet

4 16 32 6 20 40 8 24 48 10 27 54 12 30 60 14 34 68 16 37 74

E. Thrust Restraint:

1. Thrust Restraint- To be used where specified on engineered drawings or where existing conditions do not permit the use of concrete thrust blocks, fitting restraints shall be made with tie rods and clamps or special fitting bolts.

Tie rod restraint system shall have a minimum of 2 bolts or rods per joint or clamp. Minimum tie bolt sizes are as follows: See Standard Details W02 and W03

Pipe Size Bolt Diameter

4” – 8” 5/8” 10” – 14” 3/4"

16” 1”

The tie bolts shall be fabricated from “Cor-Ten” steel or equal according to the requirements of ASTM A242 with a minimum yield stress of 46,000 psi.

Retainer clamps shall be equal to “socket clamp” as manufactured by ITT- Grinnell or approved equal.

3.1.4 INSTALLATION – GENERAL

A. All transmission and distribution lines to be dedicated to the Town of Basalt, shall be located a minimum of ten feet inside a public easement. The location of water lines within side lot line easements or rear lot easements is discouraged. Refer to Detail W10.

B. When site conditions allow, the water line should be located outside Concrete/paved areas. At all times, water lines shall be located so that Town maintenance personnel can easily maintain and operate those lines.

C. Easements or rights-of-way used during installation of water mains shall be a minimum width of 30 feet. In dredge areas and other special conditions, a wider easement may be required.

3.1.5 PIPELINE DEPTH

A. The depth of bury of water mains shall be as follows: (Depth of bury equals depth to top of pipe).

1. Mains shall be buried a minimum depth of 6 feet proposed grade in all locations.

2. When water mains are to be located underneath storm drains, culverts or any other submerged air space, the required depth of bury shall be 6 feet deeper than crossing elevation. This is necessary to ensure that the water line is beyond the frost depth associated with the storm drain culvert, etc. In some cases, the Town engineer may allow insulation in place of increased depth where water lines cross under one of the above. Of the Ratio that 1 inch insulation is equal to 1 foot of bury.

3. Mains shall be buried a maximum depth of 10 feet below proposed grade.

3.1.6 CLEANING AND INSPECTION

A. Clean all pipe, fittings, valves, and related materials thoroughly of all foreign material;

inspect for cracks, flaws, or other defects prior to installation. Mark all defective, damaged, or unsound materials with bright marking crayons or paint and remove from job site. Of particular concern should be the gasket groove in the pipe bell. All spurs, excess paint, and any other defects within the gasket groove shall be either removed or repaired, or the pipe shall be deemed unacceptable.

B. The Contractor shall take all necessary precautions to prevent any construction debris from entering the water lines during construction of water lines and appurtenances. If debris shall enter the distribution system, the Contractor shall furnish all labor and materials necessary to clean the system. Under no circumstances will the Contractor flush the debris into an existing distribution system.

3.1.7 INSTALLATION

A. Pipe shall be laid in straight sections with bell ends facing the direction of laying unless otherwise directed by the Town. Where pipe is laid on grade of 10% or greater, the installation shall proceed uphill with the bell ends facing upgrade. The pipeline shall be installed so that a continuous positive or negative grade is maintained between high and low points to avoid air pockets. At no time will a high point in the line be acceptable unless an air and vacuum valve is installed to relieve air pockets. Jointing of the pipe shall be made in accordance with the directions of the manufacturer of the pipe and the manufacturer of the couplings. The allowable pipe deflection per joint shall not exceed the maximum deflection tolerances specified by the manufacturer.

B. Pipe shall be lowered into the trench with ropes, slings, or machinery. Under no circumstances should the pipe be pushed off the bank and allowed to fall into the trench. In joining the pipe, the exterior four inches of the pipe end (at the spigot), and the inside of the adjoining bell shall be thoroughly cleaned to remove oil, grit, tar, and other foreign material. The gasket shall be placed in the bell, so it will spring into its proper position inside the pipe bell. A thick film of the non-toxic NSF approved joint lubricant shall be applied over the entire surface of the gasket. The spigot end of the pipe shall then be wiped clean and inserted into the bell to contact the gasket. The pipe shall be pushed all the way into the bell by crowbar or by jack and choker slings.

Extreme care shall be exercised when joining the pipe to avoid damaging the bell or rolling the gasket. The bell end of the pipe shall be protected by a piece of wood when pushing the pipe. Generally, every pipe has a depth of insertion stripe on the spigot end. The pipe shall be inserted to the full depth of the stripe. Check bells for rolled gasket with feeler gauge.

C. The cutting of pipe for fittings or closure pieces shall be done in a neat and workmanlike manner to prevent damage to the pipe or lining. All cuts should leave a smooth end at right angles to the axis of the pipe. Once a pipe is cut, the cut end shall be beveled free of spurs, which may damage rubber gaskets.

3.1.8 ALLOWABLE PIPE DEFLECTION

A. If permitted by the Town, gasket-joined pipe may be deflected with the following limitations as defined in the most current version of Ductile Iron Pipe Research Association (DIPRA).

1. Contractor shall block or brace pipe joints to ensure bending of pipe does not result in joint offset that exceeds the manufacturer’s published limits as damage may occur.

2. Deflection shall not exceed limits shown in table below.

DUCTILE-IRON PIPE HORIZONTAL & VERTICAL DEFLECTION

Size of Pipe

Bend in One Joint

Deflection in One 18-Foot Length

Approx. Radius of Curve Produced by Succession of 18-Foot Joints 4” 4˚ 15” 250’ 6” 4˚ 15” 250’ 8” 4˚ 15” 250’ 10” 4˚ 15” 250’ 12” 4˚ 15” 250’ 14” 2˚ 7.5” 510’ 16’ 2˚ 7.5” 510’

3.1.9 CONNECTION TO EXISTING WATER FACILITIES

All main line connections between existing and proposed piping shall be made during non-business hours or at a time, which is acceptable to the Town. All shut-offs shall be planned 72 hours in advance and all persons affected by the shut-off shall be given a 48-hour notice.

Special circumstances may exist calling for evening or weekend shutoffs. Shutoffs will not be allowed on Fridays or weekends or holidays unless pre-approved. Take all precautions to prevent contamination when making connections to existing potable water lines. No trench water, mud, or other contaminating substances shall be permitted to enter the pipeline.

3.1.10 FUTURE CONNECTIONS

At intersections, dead-end runs, or other locations where the possibility may exist for a future connection, a tee or cross and a valve should be provided. In addition, the stub out must extend to the property line. This procedure allows a future connection to be made while always keeping the existing main line in service. In each case, the valve shall be properly restrained to the tee or cross, using restraining rods with eyebolts. In addition, a concrete reaction block will be placed on the plugged end of the valve. Valve box shall not be extended to surface grade.

3.1.11 PROTECTION OF WATER SUPPLIES

A. Water lines shall be located a minimum of 10 feet horizontally from existing or proposed sewer mains. Wherever the sewer line crosses above or within 18 inches beneath the water lines, the sewer line shall be made impervious by the following method listed below also refer to Detail W13.

B. Twenty feet of AWWA DR18 C-900 PVC, shall be used for sewer pipe and centered over the water main. The joints between the sewer pipe and the placement pipe (PVC) shall be sealed with solid sleeves with transition gaskets. All work should be in strict conformance with the current Colorado Department of Health and Environment's "Design Criteria for Potable Water Systems".

3.1.12 REACTION ANCHOR AND BLOCKING

A. Concrete thrust blocks shall be provided as shown in Detail W02 for all tees, elbows, plugs, reducers, valves, fire hydrants, and crosses if one or more sides of the cross are plugged. The bearing area of the block shall be at least equal to that stated on the attachment. The bearing surface shall be against undisturbed earth. The block shall be placed normal to the thrust as show on the drawings. Concrete for thrust blocks shall have a 28-day 4,000 psi compressive strength.

B. If the concrete has not had sufficient time to cure (e.g., restoring water service), the

Contractor shall be required to use temporary bracing for added strength. Use of additional wood bracing will help prevent fitting and valves from leaking or "blowing off" when water pressure is restored to the main line.

C. Whenever a concrete thrust block is placed, wood or plastic sheets shall be used to prevent concrete from adhering to nuts and bolts. Any concrete splattering onto a nut or bolt will be removed before the line is backfilled.

3.1.13 TRACER WIRE

Electrical tracing wire shall be required on all water mains. Tracer wire shall be 12 gauge solid copper insulated wire. The wire shall be taped to the top of the pipe at 10-foot intervals to prevent dislocation of the wire during backfilling. The tracer wire shall be extended to the surface at all valves and fire hydrants. The wire shall be extended towards the ground on the outside of the valve box until the wire is within 4 inches of the top of the lid, at which point it shall be brought back inside the box and securely fastened. Sufficient slack in the outside of the wire shall be provided to compensate for any future adjustment to the valve box. The tracer wire shall be continuity tested prior to acceptance of the pipeline.

3.1.14 DETECTABLE UNDERGROUND MARKING TAPE

Underground marking tape shall be a 3-inch width detectable marking tape, with a minimum

5.0 mil overall thickness. Tape shall be manufactured using a 0.8 mil clear virgin polypropylene film, reverse printed and laminated to a 0.35 mil solid aluminum foil core, and then laminated to a 3.75 mil clear virgin polyethylene film. Tape shall be printed using a diagonally striped design for maximum visibility and meet the APWA Color-Code standard for identification of buried utilities. Marking tape shall be installed 2-feet above the water line.

3.1.15 SIZING OF MAINS

All main water lines shall be sized for peak hour flow plus fire flows required by the Roaring Fork Fire Rescue at a 20-psi residual flow. Minimum size shall be 8 inches in diameter.

SECTION 3.2

WATER SERVICE LINES AND APPURTENANCES

3.2.1 GENERAL

This section shall include furnishing all materials, labor, equipment, and miscellaneous items necessary to install all water service lines and appurtenances as specified herein for the Town. Note: The customer will own and maintain the service line from the main line up to the residence/building including the curb valve. The curb valve shall be placed on the property line; however, always, it will fall on the Town side of the property line.