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Home My WebLink About2019 Public Works Engineering StandardsCity of Port Orchard Public Works Engineering Standards and Specifications 2019 Prepared by: Mike Pleasants, P.E., Assistant City Engineer City of Port Orchard Table of Contents www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 Table of Contents Chapter 1 – Plan Preparation and Bonding ........................................................................................... 1.1 Documents and Preparation A. Plan Preparation and Application B. Standard Plan Notes 1.2 Bond Requirements A. General Information B. Types of Bonds C. Performance Bonds D. One-Time Bond Reduction E. Maintenance Bonds F. Determining Bond Amount G. Bond Release Chapter 2 –Street Types and Geometrics ............................................................................................... 2.1 Streets – FAQ’s A. Street Access and Design B. Street Use During Construction 2.2 Street Classifications A. Function B. Terrain 2.3 Street Design Criteria A. Public Streets B. Private Streets C. Half Streets D. Cul-de-sacs and Eyebrows E. Alleys and Private Access Tracts F. Intersections G. Maximum Grade and Grade Transitions H. Stopping Sight Distance (SSD) I. Entering Sight Distance (ESD) J. Medians K. One-Way Streets L. Bus Zones and Turn-Outs M. Intersections with State or Federal Highways N. Slope, Wall and Drainage Easements O. Roadway Network Connectivity P. Ingress/Egress and Utility Easements Q. Design Variation Request Chapter 3 – Driveways, Sidewalks, Curbs, and Trails ......................................................................... 3.1 Overview City of Port Orchard Table of Contents www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 3.2 General Design Guidelines A. Sub-grade B. Surfacing Material C. Curbs D. Replacement 3.3 Driveways A. Driveways Design B. New/Replaced Commercial Driveways C. Prohibited Driveways 3.4 Sidewalks A. Design Guidance B. Curb Ramps C. Concrete Steps D. ADA Access Ramps 3.5 Curbs and Gutters A. Vertical Curbs and Rolled Curbs 3.6 Expansion Joints A. Design Guidance 3.7 Pedestrian, Bicycle, and Equestrian Trails A. Separated Pedestrian Trail B. Bikeways C. Asphalt Shoulder Trails Chapter4 – Pavement Surfacing 4.1 Streets A. Residential Streets, Pedestrian and Bikeways B. Requirements for Residential Streets on Poor Sub-Grade C. Arterials and Commercial Access Streets D. Additional Information 4.2 Materials and Lay-Down Procedures A. Requirements 4.3 Pavement Markings, Markers and Pavement Tapers A. Types 4.4 Street Widening/Adding Traveled Way to Existing Streets A. General Requirements 4.5 Monumentation A. Survey Monuments 4.6 Pervious Pavement A. Permitted Applications B. Essential Components C. Options for the Wearing Course City of Port Orchard Table of Contents www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 Chapter 5 – Roadside Features 5.1 Overview 5.2 Side Slopes A. General 5.3 Street Signage 5.4 Street Trees, Landscaping and Irrigation A. Street Trees and Landscaping B. Planting Strips C. Existing Trees and Landscaping D. New Trees 5.5 Mailboxes A. City Engineer B. Port Orchard Postmaster C. Owners or Residents D. Builders or Contractors E. Installation Methods 5.6 Street Illumination A. Requirements B. Ownership and Maintenance C. General Considerations D. Design Standards 5.7 Street Barricades A. Type I or II B. Type III Barricades 5.8 Bollards A. General 5.9 Guardrail/Embankment Heights 5.10 Off-Street Parking Spaces 5.11 On-Street Parking Required 5.12 Roadside Obstacles A. General Chapter 6 – Structures – Culverts, Vaults, and Walls .......................................................................... 6.1 Culverts A. The Culvert Facts B. Use of Culvert Types C. Culvert Types 6.2 Vaults 6.3 Walls A. Terms B. General C. Rockery D. Segmental Gravity Walls E. Requirements for Retaining Walls, Rockeries and Segmental City of Port Orchard Table of Contents www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 Gravity WallsLocated Within a Public Right of Way Chapter 7 – Surface Water Management ................................................................................................... 7.1 General A. Design Standards B. Minimum Requirements 7.2 Hydrologic Design A. General B. Hydrologic Models C. Design Flows 7.3 Hydraulics Design A. General B. Conveyance C. Stormwater Flow Control Facilities 7.4 On-site Stormwater Management A. General B. Best Management Practices Selection C. Best Management Practices Infeasibility D. Best Management Practices Stormwater Benefits 7.5 Construction Stormwater Pollution Prevention A. General 7.6 Materials A. General B. Conveyance Systems C. Manholes, Catch basins, and Inlets D. Flow Control Facilities E. On-site Stormwater Management Systems 7.7 Methods of Construction A. General B. Conveyance Systems C. Manholes, Catch basins, and Inlets D. Flow Control Facilities E. Abandoning of Systems F. Cleaning and Testing 7.8 Operations and Maintenance A. General B. Cleaning of Permanent Retention/Detention Areas 7.9 Appendix A Chapter 8 – Design Standards for Water Extensions ........................................................................... 8.1 Design Standards A. General B. Plans City of Port Orchard Table of Contents www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 C. Mechanical (Water) D. Cross-Connection Control Regulations 8.2 Standard Specifications for Construction A. General B. Site Work C. Concrete D. Special Construction (Pipeline Casings) Chapter 9 – Design Standards for Sanitary Sewer Extensions .................................................................. 9.1 Introduction 9.2 Design Standards A. General B. Plans C. Sewer Piping and Fittings D. Sewer Pipe and Fittings Installation E. Test Equipment F. Individual Grinder Pump Equipment G. Pretreatment Systems H. Generators I. Pump Stations 9.3 Standard Specifications for Construction A. General B. Site Work C. Concrete D. Special Construction (Pipeline Casings) Appendices Definitions & Acronyms.............................................................................................................................. A Standard Forms ........................................................................................................................................... B Traffic Impact Analysis ............................................................................................................................... C City of Port Orchard List of Standard Drawings www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 List of Standard Drawings Detail Name .................................................................................................................................................. Drawing Number Chapter 2 –Street Types and Geometrics Principal Arterial Principal Arterial A – Four Lanes (with Center Lane or Median) & Bike Lanes ............................................ 200 Principal Arterial B – Two Lanes (with Center Lane or Median) & Bike Lanes ............................................. 201 Minor Arterial Minor Arterial A – Four Lanes (with Center Lane or Median) & Bike Lanes ................................................. 220 Minor Arterial B – Two Lanes (with Center Lane or Median) & Bike Lanes .................................................. 221 Minor Arterial C – Two Lanes with Bike Lanes ........................................................................................................... 222 Collector Collector A – Two Lanes (with Center Lane or Median) & Bike Lanes ............................................................ 240 Collector B – Two Lanes with Bike Lanes .......................................................................................................................... 241 Local Local A – 2 Lanes ..................................................................................................................................................................... 260 Chapter 3 – Driveways, Sidewalks, Curbs, and Trails Curb and Gutter Curb and Gutter A – Cement Concrete Curb and Gutter ...................................................................................... 300 Curb and Gutter B – Cement Concrete Pedestrian Curb ....................................................................................... 301 Driveways Driveways A – Entering Sight Distance ............................................................................................................................. 320 Driveways B – Residential Driveway ................................................................................................................................ 321 Driveways C – Commercial Driveway .............................................................................................................................. 322 Driveways D – Shoulder and Ditch Section Sidewalks A – Cement Concrete Sidewalk ................................................................................................................... 340 Sidewalks B – Wheel Chair Ramps ................................................................................................................................... 341 Sidewalks C – Concrete Steps and Metal Handrail ................................................................................................... 342 Pedestrian and Bicycle Paths Pedestrian and Bicycle Path A – Separated Pedestrian Path ............................................................................... 360 City of Port Orchard List of Standard Drawings www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 Pedestrian and Bicycle Path B – Separated Shared Use Path .............................................................................. 361 Chapter 4 – Pavement Surfacing Typical Street Section Typical Street Section A – Principal Arterial ................................................................................................................. 400 Typical Street Section B – Minor Arterial ....................................................................................................................... 401 Typical Street Section C – Collector ................................................................................................................................. 402 Typical Street Section D – Local ........................................................................................................................................ 403 Typical Street Restoration – Asphalt Overlay for Roadway Trench Restoration ........................................ 404 Markings Markings A – Lane Markers ................................................................................................................................................. 420 Markings B – Raised Pavement Lane Marking Details ............................................................................................ 421 Markings C – Pavement Marking Details ...................................................................................................................... 422 Markings D – Two-Way Left Turn Lane Marking Detail ......................................................................................... 423 Markings E – Pavement Marking Typical Details ....................................................................................................... 424 Markings F – Symmetrical Left Turn Pocket Detail ................................................................................................... 425 Markings G – Two-Way Left Turn to Left Turn Lane .......................................................................................................................................................................................................... 426 Markings H – Typical Crosswalk Striping ...................................................................................................................... 427 Markings I – Typical Crosswalk Alignment – Arterial Collector ........................................................................... 428 Markings J – Typical Crosswalk Alignment – Arterial Local Access ................................................................... 429 Markings K – Typical Arrows, Stop Bar and Only ...................................................................................................... 430 Markings L – Bike Lane Symbols ....................................................................................................................................... 431 Monumentation Monumentation A – Survey Control Monument ...................................................................................................... 460 Chapter 7 – Roadside Features Street Sign Post Detail ........................................................................................................................................................... 500 Street Sign Detail ...................................................................................................................................................................... 501 Chapter 11 – Design Standards for Water Extensions Restoration, Taps and Blocking Restoration, Taps and Blocking A – Separation Standards ...................................................................................... 800 Restoration, Taps and Blocking B – Water Main Trench ......................................................................................... 801 Restoration, Taps and Blocking C – Wet Tap ............................................................................................................... 802 Restoration, Taps and Blocking D – Thrust Blocking and Tie Back .................................................................... 803 Fire Suppression City of Port Orchard List of Standard Drawings www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 Fire Suppression A – Residential Fire Sprinkler Metering ....................................................................................... 820 Fire Suppression B – Fire Service Connection – External DDCV/PIV/FDC ....................................................... 821 Pressure Reduction Pressure Reduction A – Pressure Reducing Station .................................................................................................. 840 Pressure Reduction B – Service Pressure Reducing Valve ...................................................................................... 841 Services Services A – 5/8, 3/4 or 1 Inch Water Service .............................................................................................................. 860 Services B – 1-1/2 or 2 Inch Water Service.................................................................................................................... 861 Services C – Double Water Service ................................................................................................................................... 862 Services D – 3, 4, and 6 Inch Compound Meter Service ......................................................................................... 863 Services E – Double Check Backflow Assembly – Below Ground ....................................................................... 864 Services F – Double Check Backflow Assembly – Above Ground ....................................................................... 865 Services G – Double Check Backflow Assembly – In Basement .......................................................................... 866 System Appurtenances System Appurtenances A – 2” Blow Off Assembly .................................................................................................... 880 System Appurtenances B – Fire Hydrant Assembly .................................................................................................. 881 System Appurtenances C – Valve Marker and Valve Extension .......................................................................... 882 System Appurtenances D – Air-Vac Assembly ............................................................................................................ 883 System Appurtenances E – Valve Box ................................................................................................................................ 884 Chapter 12 – Design Standards for Sanitary Sewer Extensions Trenches and Pipe Connections Trenches and Pipe Connections A – Sewer Trench Detail ...................................................................................... 900 Trenches and Pipe Connections B – HDPE Flange Connection ............................................................................. 901 Manholes Manholes A – Manhole Detail 48” .................................................................................................................................... 920 Manholes B – Manhole Detail 72” ..................................................................................................................................... 921 Manholes C – Top Sections and Channelization ........................................................................................................ 922 Manholes D – Manhole Detail – Saddle ......................................................................................................................... 923 Manholes E – Manhole Detail – Ladder ............................................................................................................................. 924 Manholes F – Outside Drop Manhole Connection .................................................................................................... 925 Manholes G – Force Main Inside Drop/Receiving Manhole ................................................................................. 926 Manholes H – Force Main Drop Clip Support ............................................................................................................. 927 Manholes J – Manhole Greater than 15’ ........................................................................................................................ 928 City of Port Orchard List of Standard Drawings www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 Laterals and Service Connections Laterals and Service Connections A – Typical House Sewer Lateral ................................................................... 940 Laterals and Service Connections B – Single Service Connection ...................................................................... 941 Laterals and Service Connections C – Double Service Connection .................................................................... 942 Cleanouts Cleanouts A –Sewer Cleanout Detail ................................................................................................................................. 960 Cleanouts B – Force Main Cleanout ..................................................................................................................... 961 City of Port Orchard Chapter 2 - Plan Preparation and Bonding www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 Chapter 1 Plan Preparation and Bonding This chapter includes standards for the preparation of documents and submittals to the City and information on bonding requirements. Items included in this chapter: 1.1 Documents and Preparation A. Plan Preparation and Application B. Standard Plan Notes 1.2 Bond Requirements A. General Information B. Types of Bonds C. Performance Bonds D. One-Time Bond Reduction E. Maintenance Bonds F. Determining Bond Amount G. Bond Release City of Port Orchard Chapter 2 - Plan Preparation and Bonding www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 1.1 DOCUMENTS AND PREPARATION A. Plan Preparation and Application 1. Engineering Plan Preparation All engineering plans shall meet the following minimum engineering plan preparation standards unless otherwise specified within POMC: a. A professional Civil Engineer, licensed in the state of Washington, shall prepare, sign and stamp the engineering plans, in accordance with RCW 18.43.070, prior to submittal to the City of Port Orchard. b. Plan sheets shall be 22” x 34” in size, dark line on light background. c. The cover sheet shall include: i. Project title. ii. Vicinity map with north arrow. iii. Project Address iv. The Section, Township and Range. v. Index of plan sheets. vi. The applicant and/or developer’s name. vii. The name, address, seal, date and signature of the responsible professional engineer. viii. Impervious Area (Existing and Proposed) ix. Legend of symbols and line types used d. All subsequent sheets shall include: i. Project title. ii. Project Address iii. The section, Township and range. iv. The name, address, seal, date and signature of the responsible professional engineer. e. Plan Views shall include: i. A north arrow and an engineer’s scale. a. The north arrow shall be generally oriented to the top or to the right side of the sheet. b. Typical scale for subdivisions: 1” = 50’. c. Typical scale for commercial developments: 1” = 20’, 1” = 30’ or 1” = 50’. ii. All found and reference survey monuments. City of Port Orchard Chapter 2 - Plan Preparation and Bonding www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 iii. The vertical datum shall be NAVD 1988 and the horizontal datum shall be NAD 1983 HARN State Plane Washington North FIPS 4601 feet. iv. Proposed road names, centerline bearings, and dimensions for right-of- way, street and easement widths. v. Stationing for street centerline, points of curvature, tangency, and intersections. Street alignments shall read from left to right, and stationing shall increase from west to east and south to north. Negative stationing will not be allowed. vi. All elements of the proposed street section, including centerline, curb and gutter, planter strip, sidewalk, right-of-way, utility easements, medians, turn and/or bike lanes, etc. vii. All existing and proposed utilities. Line work shall be faded into the background, but dark enough to be legible on copy. viii. Section lines, project boundary lines, lot lines, etc. ix. All topographic features within and adjacent to proposed improvements and within sufficient area to assess impacts of slopes, drainage, access, slopes, future extensions, etc. a. Existing and proposed contours shall be shown at 1’ intervals for grades less than 10%. b. 2’ intervals shall be shown for grades between 10% and 30%. c. 5’ intervals for grades greater than 30%. x. All existing and proposed drainage features and facilities, showing direction of flow, size and type of each drainage pipe, structure, channel, pond, etc. xi. Curve data, including radius, arc length, delta and semi-tangent length for all street centerlines, curb returns and cul-de-sac bulbs. xii. Identification of adjacent roads, neighborhoods, addresses or any other information to facilitate locations and future reference. xiii. Plan views should be oriented for the most efficient use of paper. f. A separate Plan and Profile sheet shall be prepared for each street alignment. Unless otherwise approved by the City Engineer, corresponding plan and profile views shall be presented on a single sheet, of matching street station segment, and oriented with aligning stationing, or best fit. g. Profile Views shall include: i. An engineer’s scale. Horizontal scale shall match corresponding plan view (typical scale: 1” = 50’). Vertical scale should allow for adequate depiction of street, storm, sewer and water grades and structures, while minimizing City of Port Orchard Chapter 2 - Plan Preparation and Bonding www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 profile breaks (typical scale: 1” = 10’, minimum scale: 1” = 5’, maximum scale: 1” = 20’). ii. The datum or benchmark used to establish vertical control. Datum shall be NAVD 1988 unless otherwise approved by the City of Port Orchard. iii. 1” grid lines with station labels at 100’ intervals and elevation labels spanning the elevation range of the existing and proposed grades. iv. Existing and proposed centerline elevations at 50’ stations, positioned along the bottom of the profile view. v. Existing centerline profile based on topographic survey, accurate to within 0.1’ on unpaved surfaces and 0.01’ on paved surfaces. vi. Proposed design information, including grades, grade break stations and elevations, and vertical curve information, including length, stations and elevations for PVC, PVI and PVT, A.D., and K-values, and high or low point and elevation, if applicable. vii. Profiles for curbed streets shall show only the tops of both curbs, with breaks at all curb returns. Profiles for half-street improvements shall show the top of curb and the opposite edge of pavement. Profiles for fire access streets, private access streets, alleys and shouldered roads shall show the centerline only. viii. Profiles for street widening (where grind and overlay is not proposed) shall show the existing centerline, the existing street at the saw cut line and the proposed top of curb. ix. Street widening calculations (cross-slopes) shall be included with the submittal of the design plans. Station and elevation labels shall be added to the proposed profile at the start and end of improvements, curb returns, cross-slope transitions, width tapers, and any other spot or segment not defined by the street section. x. Station and centerline labels shall be added to the profile at all intersections. h. Cul-De-Sac designs shall include: i. An alignment of the face of curb, starting at the PC of the bulb (either side), continuing around the bulb and ending at the opposite PC. ii. A profile of the existing ground and proposed face of curb. iii. Reference points at both PCs and PCCs and quarter points around the bulb. Reference points shall be labeled on both the plan and profile views. i. Detail drawings shall include: i. A north arrow and engineer’s scale (typical scale: 1” = 20’). City of Port Orchard Chapter 2 - Plan Preparation and Bonding www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 ii. A detail title, description or reference note. iii. Adequate line work, dimensions, spot elevations, sections, views and notes to construct the street element, structure or facility. Irrelevant background information should be removed to avoid detail clutter. iv. Intersection details shall note the station equation and the finished grade elevation at the point of intersection. Curb return information shall include corresponding street stations at all PCs and PTs and top of curb elevations at the ends and quarter points to verify drainage and to facilitate smooth transitions. j. Drafting Standards: i. Fonts – Lettering shall be legible and easily understood by the reviewer. Lettering shall be of sufficient size and boldness to produce clear and readable text when scanned or copied, but small enough for efficient use of paper. A typical note font should be approximately 0.08” to 0.10” in height. Submitted plans not meeting these criteria will be returned to the design engineer for correction. ii. Line types and Symbols – A list of standard drafting line types and symbols shall be shown on all drawings submitted for review. Line weights shall be of sufficient boldness to produce clear and legible line work when scanned or copied. Line weights shall differ between line type applications for drawing clarity and efficiency. iii. Save all drawings to AutoCAD 2013. k. The order of sheets in a set of engineering plans should follow the natural progression of construction of the development. The typical set of engineering drawings will include the following sheets: i. Cover Sheet ii. Notes iii. Existing Conditions/Demolition Plan iv. Erosion and Sediment Control Plan(s) v. Grading Plan(s) vi. Composite Utility Plan (i.e. water, sewer, power, phone, etc.) vii. Street and Drainage Plan(s) viii. Details ix. Channelization Plan x. Lighting Plan xi. Landscape Plan l. City of Port Orchard Standard Plans shall be referenced in the construction City of Port Orchard Chapter 2 - Plan Preparation and Bonding www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 notes or added to the engineering plans as independent details. Changes to Standard Plans shall include removal of the City’s title block and emphasis on the modification. m. City of Port Orchard Standard Plan Notes must be included in all plan sets. The City of Port Orchard Standard Plan Notes are provided in Section 2.4B. At the applicant's discretion, notes which do not apply to the project may be omitted; however, the remaining notes must not be renumbered. For example, if General Note #3 were omitted, the remaining notes should be numbered 1, 2, 4, 5, etc. If additional site specific notes are considered necessary, they shall be added to the end of the appropriate section. n. Bond Quantity Worksheet A Site Improvement Bond Quantity Worksheet (BQW) shall be completed for every development project. B. Standard Plan Notes The following Standard Plan Notes must be included in all plan sets. At the applicant's discretion, notes, which in no way apply to the project, may be omitted; however, the remaining notes must not be renumbered. For example, if General Note #3 were omitted, the remaining notes should be numbered 1, 2, 4, 5, etc. If additional site specific notes are considered necessary, they shall be added to the end of the appropriate section. General Notes: 1. All construction shall be in accordance with all currently adopted WSDOT and APWA Specifications and Plans, and the City of Port Orchard Municipal Code, the currently adopted City of Port Orchard Developer’s Handbook, the currently adopted Surface Water Design Manual and the conditions of preliminary subdivision approval. It shall be the sole responsibility of the applicant and the professional civil engineer to correct any error, omission, or variation from the above requirements found in these plans. All corrections shall be at no additional cost or liability to the City of Port Orchard. 2. The design elements within these plans have been reviewed according to the Port Orchard Design Standards. Some elements may have been overlooked or missed by the City of Port Orchard City Engineer. Any deviation from adopted standards is not allowed unless specifically approved by the City of Port Orchard City Engineer, prior to construction. 3. Approval of these engineering plans such as for roads, grading, or drainage does not constitute an approval of any other design (e.g., water, sewer, gas, electrical, etc.). City of Port Orchard Chapter 2 - Plan Preparation and Bonding www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 4. Before any construction or development activity, a preconstruction meeting must be held between the City of Port Orchard Public Works Department, the Applicant and the Applicant's Construction Representative. 5. Proof of liability insurance shall be submitted to the City of Port Orchard prior to the preconstruction meeting. 6. A copy of these approved plans must be on the job site whenever construction is in progress. 7. Construction noise shall comply with the current POMC Section 9.24.050. 8. It shall be the Applicant /Contractor’s responsibility to obtain all right-of-way permits and construction easements necessary before initiating off-site work within a City of Port Orchard street right-of-way. 9. Franchised utilities or other installations that are not shown on these approved plans shall not be constructed unless an approved set of plans is submitted to the City of Port Orchard prior to construction. 10. The vertical datum shall be NAVD 1988 and the horizontal datum shall be NAD 1983 HARN State Plane Washington North FIPS 4601 feet. 11. Groundwater system construction shall be within a right-of-way or appropriate drainage easement, but not underneath the roadway section. 12. All utility trenches shall be backfilled and compacted in accordance with the City of Port Orchard Standards. 13. All roadway subgrade shall be backfilled, compacted to 95% maximum density and prepared for surfacing in accordance with WSDOT Standard Specification 2- 06.3. 14. Open cutting of existing roadways is not allowed unless specifically approved by the City of Port Orchard City Engineer and noted on these approved plans. Any open cut shall be restored in accordance with the City of Port Orchard Standard Specifications. 15. The Contractor shall be responsible for providing adequate safeguards, safety devices, protective equipment, flaggers, and any other needed actions to protect the life, health, and safety of the public, and to protect property in connection with the performance of work covered by the contractor. Any work within the traveled right- of-way that may interrupt normal traffic flow shall require at least one flagger for each lane of traffic affected. Refer to "Traffic Control," of the WSDOT Standard Specifications shall apply in its entirety. Traffic control plans shall follow the currently adopted MUTCD Manual as applicable. To protect significant trees from the impacts of the proposed development, the Applicant shall provide the best protection for significant trees per the regulations. At a minimum, any significant trees to be retained shall be fenced two feet outward from the identified drip line. Trees that sustain damage during construction shall be City of Port Orchard Chapter 2 - Plan Preparation and Bonding www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 replaced pursuant to POMC. A representative of the City of Port Orchard DCD Staff shall verify protective fencing placement per this condition prior to issuance of a notice to proceed for grading and clearing. The City shall inspect for compliance with the tree plan prior to a final inspection. The inspection shall also evaluate the condition of retained trees and any and all corrections will be required to be completed prior to a final inspection and release of any post financial guarantees for the site. Drainage Notes (also refer to Chapter 9 Surface Water Drainage): 16. All storm pipe and appurtenances shall be laid in accordance with City of Port Orchard Design and Construction Standards. This shall include leveling and compacting the trench bottom, the top of the foundation material and any required bedding to a uniform grade so that the entire drainage facility is supported by a uniformly dense unyielding base. 17. All storm pipe shall be subject to a low-pressure air test in accordance with WSDOT Standard Specification 7-04.3(1)F and a video inspection in accordance with the Port Orchard Design Standards. 18. Storm pipe cover, measured from the finished grade elevation to the top of the outside surface of the pipe, shall be 2 feet minimum, unless authorized by the City of Port Orchard City Engineer under the following circumstances: a. Under driveways the pipe cover may be reduced to 1 foot minimum if the 2- feet cannot be achieved and the cover is consistent with the pipe manufacturer's recommendations. b. In areas not subject to vehicular loads, such as landscape planters and yards, the pipe cover may be reduced to 1 foot minimum. c. If ductile iron pipe or C900 pipe is used, the pipe cover may be reduced to 1 foot minimum. 19. Steel pipe shall be galvanized and have asphalt treatment #1 or better inside and out (WSDOT Standard Specification 9-05.4(3)). 20. Any drainage structure, such as a catch basin or a manhole, not receiving surface runoff and not located within a traveled roadway or sidewalk shall have a solid locking lid. Any drainage structure associated with a permanent retention/detention facility, not receiving surface runoff, shall have a solid locking lid. 21. All catch basin grates shall conform to the currently adopted Stormwater Management Manual and the WSDOT Standard Plans when located within the right- of-way, and shall include a combination inlet frame (open-curb-face frame), when located in a sump condition or before an intersection with a 4% grade or above. A herringbone grate may be used outside the right-of-way. All catch basins within the gutter line shall be installed in accordance with the City of Port Orchard Standard City of Port Orchard Chapter 2 - Plan Preparation and Bonding www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 Details as applicable. Maximum catch basin height from finished grade to pipe invert shall be per the applicable detail. 22. For any curb grade less than 0.8% (0.0080 ft/ft), including curb returns, a professional Land Surveyor, currently licensed in the State of Washington, shall verify that the curb forms or string lines are at the grades noted on the approved plans prior to placement of concrete. The contractor is responsible for survey coordination and costs. 23. For any drainage pipe grade less than 0.5% (0.0050 ft/ft), a professional Land Surveyor, currently licensed in the State of Washington, shall verify that the as-built pipe matches the grades noted on the approved plans prior to completion of subgrade. The contractor is responsible for survey coordination and costs. 24. All driveway culverts located within the City of Port Orchard right-of-way shall be of sufficient length to provide a minimum 3:1 slope from the edge of the driveway to the bottom of the ditch. Culverts shall have beveled end sections to match the side slope. 25. Rock for erosion protection of ditches, where required, must be of sound quarry rock, placed to a depth of one foot (1'), and must meet the following specifications: 100% must pass the 8" sieve, 40% maximum can pass the 3" sieve and 10% maximum can pass the 3/4" sieve. 26. Drainage outlets (stub-outs) shall be provided for each individual lot, except for those lots approved for infiltration by the City of Port Orchard. Stub-outs shall conform to the following: a. Each outlet shall be suitably located at the lowest elevation on the lot to service all future roof downspouts and footing drains, driveways, yard drains, and any other surface or subsurface drains necessary to render the lots suitable for their intended use. Each outlet shall have free-flowing, positive drainage to an approved stormwater conveyance system or to an approved outfall location. b. Outlets on each lot shall be located with a five-foot-high, 2" x 4" stake marked "storm" or "drain". The stub-out shall extend above surface level, be visible, and be secured to the stake. c. Pipe material shall be in accordance with Port Orchard Design Standards. If non- metallic, the pipe shall contain a wire or use other acceptable means of detection. d. Drainage easements are required for drainage systems designed to convey flows through individual lots. e. The Applicant/Contractor is responsible for coordinating the locations of all stub- out conveyance lines with respect to other utilities (e.g., power, gas, telephone, television, etc.). City of Port Orchard Chapter 2 - Plan Preparation and Bonding www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 f. All individual stub-outs shall be privately owned and maintained by the lot homeowner. Erosion and Sediment Control Notes (also refer to Chapter 9 Surface Water Drainage): 27. Approval of these Temporary Erosion and Sediment Control (TESC) plans does not constitute an approval of permanent road or drainage design (e.g., size and location of roads, pipes, restrictors, channels, retention facilities, utilities, etc.). 28. The implementation of these TESC plans and the construction, maintenance, replacement, and upgrading of these TESC facilities is the responsibility of the applicant/CESCL until all construction is approved. 29. The boundaries of the clearing limits shown on these plans shall be clearly flagged by a continuous length of survey tape (or fencing, if required) prior to construction. During the construction period, no disturbance beyond the clearing limits shall be permitted. The clearing limits shall be maintained by the applicant/CESCL for the duration of construction. 30. Stabilized construction entrances, in accordance with Standard Details shall be installed at the beginning of construction and maintained for the duration of the project. Additional measures, such as constructed wheel wash systems or wash pads, may be required to ensure that all paved areas are kept clean and track-out to street right-of- way does not occur for the duration of the project. 31. The TESC facilities shown on these plans must be constructed prior to all clearing and grading to ensure that the transport of sediment to surface waters, drainage systems, and adjacent properties is reduced to required levels. 32. The TESC facilities shown on these plans are the minimum requirements for anticipated site conditions. During the construction period, these TESC facilities shall be upgraded as needed for unexpected storm events and modified to account for changing site conditions (e.g., additional cover measures, additional sump pumps, relocation of ditches and silt fences, additional perimeter protection, etc.), as directed by the City Engineer. 33. The TESC facilities shall be inspected daily by the applicant/CESCL and maintained to ensure continued proper functioning. Written records shall be kept of weekly reviews of the TESC facilities and of samples taken during the wet season (October 1 to April 30) and of monthly reviews during the dry season (May 1 to September 30). 34. Any areas of exposed soils, including roadway embankments, that will not be disturbed for two days during the wet season or seven days during the dry season shall be immediately stabilized with the approved TESC methods (e.g., seeding, mulching, plastic covering, etc.). 35. Any area needing TESC measures not requiring immediate attention shall be addressed within seven (7) days. City of Port Orchard Chapter 2 - Plan Preparation and Bonding www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 36. The TESC facilities on inactive sites shall be inspected and maintained a minimum of once a month or within twenty-four (24) hours following a storm event. 37. At no time shall more than one (1) foot of sediment be allowed to accumulate within a catch basin. All catch basins and conveyance lines shall be cleaned prior to final inspection. The cleaning operation shall not flush sediment-laden water into a downstream system. 38. Any permanent flow control facility used as a temporary settling basin shall be modified with the necessary erosion control measures and shall provide adequate storage capacity. If the facility is to function ultimately as an infiltration system, the temporary facility must be graded so that the bottom and sides are at least three (3) feet above the final grade of the permanent facility. 39. Where straw mulch for temporary erosion control is required, it shall be applied at a minimum thickness of 2 to 3 inches. 40. Prior to the beginning of the wet season (October 1), all disturbed areas shall be reviewed to identify which areas can be seeded in preparation for the winter rains. Disturbed areas shall be seeded within one week of the beginning of the wet season. -A sketch map of those areas to be seeded and those areas to remain uncovered shall be submitted to the City of Port Orchard City Engineer. The Inspector can require seeding of additional areas in order to protect surface waters, adjacent properties, or drainage facilities. Structural Notes, (also refer to Chapter 8 Structures): 41. These plans are approved for construction of the standard road and drainage improvements only. Plans for structures such as bridges, vaults, and retaining walls require a separate review, approval and building permit by the City of Port Orchard Department of Community Development prior to construction. 42. Rockeries are considered to be a method of bank stabilization and erosion control. Rockeries shall not be constructed in fill conditions to serve as retaining walls. All rockeries shall be constructed in accordance with the rock wall construction guidelines published by the Associated Rockery Contractors. 43. Mechanically stabilized earth, or reinforced soil, walls shall be designed and stamped by a professional engineer licensed in Washington State. Recommended Construction Sequence: 44. Conduct a pre-construction meeting with the Public Works Department. 45. Post "Notice of Construction Activity" sign with name and phone number of the CESCL. 46. Flag or fence clearing limits and significant trees. City of Port Orchard Chapter 2 - Plan Preparation and Bonding www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 47. Install catch basin protection, if required. 48. Grade and install construction entrance(s). 49. Install perimeter protection (silt fence, brush barrier, etc.). 50. Construct sediment ponds and traps. 51. Grade and stabilize construction roads. 52. Construct surface water controls (interceptor ditches, pipe slope drains, etc.) simultaneously with clearing and grading for project development. 53. Maintain erosion control measures in accordance with the City of Port Orchard standards and manufacturer's recommendations. 54. Relocate surface water controls and erosion control measures, or install new measures to ensure that as site conditions change the erosion and sediment control is always in accordance with the City of Port Orchard Erosion and Sediment Control Standards. 55. Cover all areas that will be idle for more than seven days during the dry season or two days during the wet season with straw, wood fiber mulch, compost, plastic sheeting, or equivalent. 56. Stabilize all areas that reach final grade within seven days. 57. Seed or sod any areas to remain idle until seed or sod is established. 58. Upon completion of the project, all disturbed areas must be stabilized and best management practices removed, if appropriate. 1.2 BOND REQUIREMENTS A. General Information Port Orchard requires Performance and Maintenance Bonds to be posted for most construction projects to ensure all required project improvements are completed prior to final construction approval and subsequent certificate of occupancy. Additional Landscaping bond requirements are found in the Port Orchard Municipal Code. Bond forms are located in Appendix B of this document. B. Types of Bonds There are two types of “bonds” or financial guarantees that the City accepts for both Performance and Maintenance bonding. 1. Bonding Company Bond. The developer or general contractor obtains a bond from a bonding or insurance company for the total amount of all site improvements plus appropriate contingency as approved by the City Engineer. Only a licensed and bonded company can get a bond from a bonding company. The City has an approved form that may be used by the bonding company (alternate formats will require City approval). A contact person from the bonding company and a phone City of Port Orchard Chapter 2 - Plan Preparation and Bonding www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 number must be specified on page two of this form and the bond must be notarized. Individuals cannot obtain a bonding company bond because they do not have the public liability insurance that the bonding company requires. 2. Cash set-aside. This type of bonding allows a developer, owner or general contractor to create a cash set-aside account (place money in a special account) at their bank for the total amount of all site improvements plus appropriate contingency as approved by the City Engineer. Like the bonding company form, this is an approved form that must be notarized, and includes the account number, bank contact person and phone number. Note: Other types of financial guarantees may also be approved by the City Engineer. C. Performance Bonds The City may accept a Performance Bond from the developer, owner or general contractor on a project. The maximum bonding period is five years. The City Engineer determines what public and private improvements are required to be bonded for a specific project and establishes the bond amount based on the approved civil plans and the estimate submitted. Typically, these include, but are not limited to:  Storm System (conveyance, infiltration, dispersion, detention, treatment, etc.)  Paving & Striping  Grading, Temporary Erosion Control, Rockeries/Retaining Walls  Landscaping: See the landscaping provision in the POMC.  Right-of-Way Restoration  Buffer and Sensitive Area Mitigation, Enhancement, and/or Restoration  Water and Sewer installation For single family residences and subdivisions (plats and short plats), a performance bond must be posted for all site improvements, both private and public. A separate bond may be obtained for buffer and Sensitive Area Mitigation, Enhancement, and/or Restoration. D. One-Time Bond Reduction A one-time bond reduction may be granted upon request of the applicant. Upon request, the City Engineer will conduct an inspection to estimate the percent completion of the project. Percent completion will be based on the approved plans and construction cost estimate. No more than 85% of the original bond amount may be released prior to final construction approval. E. Maintenance Bonds Maintenance Bonds are required to ensure the maintenance of the site improvements and to guarantee against defects of workmanship and materials for a period of two years from the date of final project approval. In the case of buffer or sensitive area mitigation, enhancement, and restoration the Maintenance Bond is typically held for either a 3 or 5- City of Port Orchard Chapter 2 - Plan Preparation and Bonding www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 year period depending on the permit requirements. The Maintenance Bond must be in place before the City will inspect and accept the work to release the Performance Bond or Cash set-aside. F. Determining Bond Amount Performance bond amounts are determined by an engineer’s cost estimate or contractor’s bid for the full cost (including labor, material, equipment, supervision, overhead, profit, etc.) of all required site and public improvements and landscape work, etc., as shown on the approved civil plans. All estimates or bids shall be itemized and must include material, quantities, units and total unit price. The engineer’s estimate or contractor’s bid must include all site improvements, both public and private. For commercial, multi-family projects, and subdivisions, the estimate or bid must indicate the private and the public improvements separately. The engineer’s estimate or contractor’s bid submitted by the developer or his/her designee, will be reviewed and verified by the City Engineer. A contingency will be established per the estimate, this additional amount is added to cover mobilization, prevailing wages, oversight, and other such costs to represent the full cost to the City to complete the construction/installation of the required improvement(s) should the developer fail to do so. Once the engineer’s estimate or contractor’s bid is verified and the bond amount established and approved/accepted by the City Engineer, the bond amount will not be subsequently adjusted for changes in scope of work, materials, methods, quantities, increases or decreases, etc. that may be identified/favored by the developer. G. Bond Release 1. Performance Bond - Bonding Company. This type of performance bond, whether for a building permit or short plat/subdivision, cannot be released until all bonded site improvements have been completed and approved. Once all the bonded improvements have been approved by the City’s Inspector, the developer must submit to the Public Works Office Manager, a written request to release the performance bond. Before the performance bond can be released, a 2-year maintenance bond must be secured. Once the maintenance bond has been submitted and approved, the City will provide written authorization to the bonding company to release the performance bond. A one-time bond reduction is available upon request. The contractor shall revise the cost estimate, noting the percent completion on each line item. The request shall be sent to the City Engineer for verification. A maximum of 85% of the bond may be released prior to project completion. City of Port Orchard Chapter 2 - Plan Preparation and Bonding www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 2. Performance Bond-Cash set-aside: This type of performance bond, whether for a building permit or short plat/subdivision, cannot be released until all bonded site improvements have been completed and approved. Once all the bonded improvements have been approved by the City’s Inspector, the developer must submit to the Public Works Office Manager, a written request to release the performance bond. Before the performance bond can be released, a 2-year maintenance bond must be secured. Once the maintenance bond has been submitted and approved, the City will provide written authorization to the bonding company to release the performance bond. 3. Maintenance Bond (Bonding Company Bond or Cash set-aside Account): Maintenance bonds will only be released upon satisfactory completion of the designated maintenance period. The holder of the bond shall send a written request for an inspection at least 30 days prior to bond expiration. The bonded improvements shall be inspected by the City’s representative and written notice will be provided to the applicant that the improvements are either approved and the maintenance bond can be released, or that additional work in necessary before the bond can be released. www.cityofportorchard.us City of Port Orchard Chapter 2 – Street Types and Geometrics publicworks@cityofportorchard.us Updated 02/2019 CHAPTER 2 STREET TYPES AND GEOMETRICS 2.1 Streets A. Street access and design B. Street use during construction 2.2 Street Classifications A. Function B. Terrain 2.3 Street Design Criteria A. Public Streets B. Private Streets C. Half Streets D. Cul-de-sacs and Eyebrows E. Alleys and Private Access Tracts F. Intersections G. Maximum Grade and Grade Transitions H. Stopping Sight Distance (SSD) I. Entering Sight Distance (ESD) J. Medians K. One-Way Streets L. Bus Zones and Turn-Outs M. Intersections with State or Federal Highways N. Slope, Wall and Drainage Easements O. Access and Circulation Requirements P. Ingress/Egress and Utility Easements Q. Design Variation Request www.cityofportorchard.us City of Port Orchard Chapter 2 – Street Types and Geometrics publicworks@cityofportorchard.us Updated 02/2019 2.1 Streets – FAQ’s The City of Port Orchard review staff wants to work with you and your design consultant on the access and street frontage features of your development application. Design Elements may include site access design, curb design and location, landscape treatments, sidewalk location and width, street lighting, and paving requirements. Staff will offer guidance on the parking lot design to ensure it does not impede traffic on or to the property. Developments such as short plats, have minimal impact on traffic volumes of the street system. However, larger retail and office proposals may have considerable impacts. The City Engineer and the Development Review staff review the traffic impacts of development proposals according to City Codes and State Law. For projects which require a Traffic Impact Analysis, the city has provided the parameters for such analysis in Appendix C of this document. A. Street access and design? Depending on the City’s design standards for your type of project, the access to your development could be a commercial driveway, a private road, a joint-use driveway on an easement, or some other variation. Review of your access design includes distance from neighboring access points, sight distance for drivers and pedestrians, width of the driveway, lane configurations such as turn lanes and drop-off lanes, and construction elements such as design of the driveway apron and grades. B. Street use during construction? Our staff will let you know early in the review process what you can expect as to right of way use requirements. If work is to be done on SR 160 or SR 166, the City will coordinate with WSDOT for concurrence of the proposed work. All roadway systems in Port Orchard have functional classifications (FCC Class); this classification will determine the potential to cut into the street fronting your site for utility work and the extent of subsequent restoration requirements. In addition, you may be required to obtain a right of way use permit for hauling during construction and for any requested street closures. The Public Works Staff processes right of way use permit applications and will work with you to determine optimal haul routes and potential lane closure details. 2.2 Street Classifications A. Function Function is the controlling element for classification and shall govern right-of-way, street width and street geometries. Other given elements, such as access, spacing, ADT, etc. are merely typical. City streets are functionally classified in the City of Port Orchard Comprehensive Plan Transportation Element into the four categories listed below. Development Standards are provided in Section 2.3.S, Standard Details. 1. Principal Arterial 2. Minor Arterial www.cityofportorchard.us City of Port Orchard Chapter 2 – Street Types and Geometrics publicworks@cityofportorchard.us Updated 02/2019 3. Collector 4. Local Access Streets a. Local access streets include all streets that are not functionally classified as arterials or collectors and may be further categorized as follows: Commercial/Industrial – Commercial or industrial local access streets provide circulation and loading sites, and abut retail stores, warehouse facilities, manufacturing facilities, processing plants, dense multi-family dwellings, office and professional buildings. b. Residential – Residential access streets provide circulation through single-family residential neighborhoods and access to individual lots. c. Sub-Collector – Sub-collector streets provide circulation within neighborhoods and connections to neighborhood collectors and arterials. They have the potential to serve up to 100 single-family dwelling units. d. Sub-Access – Sub-access streets provide connection to sub-collector streets, but do not support through-traffic. They include short through streets, cul-de-sacs and loops. Sub-access streets have the potential to serve up to 35 single-family dwelling units. e. Minor Access – Minor access streets include permanent cul-de-sacs and loops. They have the potential to serve up to 16 single-family dwelling units. 5. Private Street – Private streets are privately owned and maintained, with vehicular access routes serving three or more lots, parcels or tracts, which do not have frontage on a public street right-of-way. The City of Port Orchard does not maintain private streets. B. Terrain Terrain is a basis for further classification of geometric requirements. 1. Flat terrain is that condition where roadway sight distances, as governed by both horizontal and vertical restrictions, are generally long or could be made to be so without construction difficulty or major expense. The slope of the existing terrain is from 0 to 5%. 2. Rolling terrain is that condition where the natural slopes consistently rise above and fall below the roadway grade line. Occasional steep slopes restrict normal roadway alignment some. The slope of the existing terrain is from 5 to 15%. 3. Mountainous terrain is that condition where longitudinal and traverse changes in ground elevation, with respect to the roadway, are abrupt and where the roadbed is obtained by frequent benching or side hill excavation. The slope of the existing terrain exceeds 15%. Terrain classification pertains to the general character of the specific route corridor. Streets in valleys or passes of mountainous areas that have all the characteristics of streets traversing flat or rolling terrain should be classified as flat or rolling. In cases where terrain classification is in question, the City Engineer shall make the final decision. www.cityofportorchard.us City of Port Orchard Chapter 2 – Street Types and Geometrics publicworks@cityofportorchard.us Updated 02/2019 2.3 Street Design Criteria A. Public Streets 1. Standards for design and construction of new or reconstruction of existing arterial, commercial and industrial streets in the City of Port Orchard shall follow the criteria in AASHTO’s “A Policy on Geometric Design of Highways and Streets”. 2. The Developer's Engineer should consider certain factors when specifying the classification of a new public street. These include, but are not limited to, the street function, traffic volume, terrain, density of the proposed or existing development, the surrounding developments, the proposed or existing zoning, the existing roads in the immediate area, and other such factors deemed significant of the proposal being reviewed in light of public health, safety and welfare. In cases where street classification, street width and/or right-of-way width are in question, the City Engineer shall make the final decision. 3. Additional or alternate standards may be required for design and construction of new or reconstruction of existing streets within the downtown zones. Refer to the City of Port Orchard Transportation Element of the Comprehensive Plan. B. Private Streets 1. While community vehicular access requirements may be served by public streets, owned and maintained by the City, private streets may be appropriate for some local access streets. Usually these are minor access streets, either residential or commercial. 2. Private streets may be approved only when they are: a. Permanently established by tract providing legal access to each affected lot, dwelling unit, or business, and sufficient to accommodate required improvements, to include provision for future use by adjacent property owners when applicable; and b. Built to City of Port Orchard Design and Construction Standards and Specifications for local access, as set forth herein and c. Properly signed and are accessible at all times for emergency and public service vehicle use; and d. Not obstructing, or part of, the present or future public neighborhood circulation plan developed in processes such as the City of Port Orchard Comprehensive Plan, applicable community plan, or Capital Improvement Program; and e. Not going to result in land-locking of present or future parcels; and f. Not needed as public streets to meet the minimum street spacing requirements of these Standards; and g. Designed to serve a minimum potential of two dwelling units when the entire length of the private street system to the nearest public street is considered. The maximum potential is the number of dwelling units that can possibly be served by the street www.cityofportorchard.us City of Port Orchard Chapter 2 – Street Types and Geometrics publicworks@cityofportorchard.us Updated 02/2019 when physical barriers, zoning or other legal constraints are considered; and h. Maintained by a capable and legally responsible homeowners' association or other legal entity made up of all benefited property owners with an escrow account and a road maintenance agreement for all parties involved, under the provisions as established by the City of Port Orchard; and i. Clearly described on the face of the short plat, or other development authorization and clearly signed at street location as a private street, for the maintenance of which City of Port Orchard is not responsible; and j. A road maintenance agreement shall be established for all parcels benefitting from the access and shall be recorded prior to issuance of first Certificate of Occupancy for a structure in the development. 3. The City of Port Orchard will not accept private streets for maintenance as public streets until such streets are brought into conformance with current City of Port Orchard Design and Construction Standards and Specifications and dedicated appropriately. This requirement will include the design standards for the street classification placed upon the private street. 4. The City of Port Orchard will not accept private streets within short plats when the streets providing access to the plat are private and already have the potential to serve more than the number of lots specified in Section 2.2.A.5 Private Streets. Short plats proposed on properties to which the access is over private streets that do not meet the standards in this section shall be denied. C. Half Streets 1. A half street may be permitted as an interim facility only when: a. Such street shall not serve as primary access to more than 16 dwelling units or tax lots; and b. Such alignment is consistent with or will establish a reasonable circulation pattern; and c. There is reasonable assurance of obtaining the prescribed additional right-of-way from the adjoining property with topography suitable for completion of a full-section street. 2. A half street shall meet the following requirements: a. Right-of-way width of the half street shall equal at least 33 feet; and b. Should be designed to accommodate ultimate section; and c. Traveled way shall be surfaced the same as the designated street type to a width not less than 20 feet. Curb, planter strip and sidewalk shall be constructed as required for the designated street type; and d. Interim edge of street shall be finished with shoulders, ditches, and/or side slopes so as to assure proper drainage, bank stability, and traffic safety; and www.cityofportorchard.us City of Port Orchard Chapter 2 – Street Types and Geometrics publicworks@cityofportorchard.us Updated 02/2019 e. Gravel shoulders shall be provided to a width of 2 feet and adequate drainage provided on the unimproved half of the street; and f. Half streets shall not intersect other half streets unless so approved by the City Engineer. 3. When a half street is eventually completed to a whole street, the completing builder shall saw-cut the existing pavement along the center of right of way to establish the final centerline and shall reconstruct the original half street as necessary to produce a proper full-width street of designated section to include grinding and overlaying the original street segment from intersection to intersection. 4. The obtaining of any right-of-way needed to accomplish the above shall be the responsibility of the owning builder or developer. D. Cul-de-sacs and Eyebrows 1. In general, permanent cul-de-sacs and dead-end streets are discouraged in the design of street systems and should only be used when the presence of natural features; topography and/or vehicular safety factors make a vehicular connection impractical. Where cul-de-sacs or dead-end streets are unavoidable, site or subdivision plans shall incorporate provisions for future vehicular connections to adjacent, undeveloped properties, and to existing adjacent development where existing connections are poor. 2. Whenever a cul-de-sac dead end road extends more than 150 feet measured from the centerline of intersecting road to the farthest extent of surfaced traveled way, a widened "bulb" shall be constructed. A minimum public right-of-way diameter across the bulb section shall be 100 feet. The right-of-way may be reduced with approval of the City Engineer. Minimum diameter across the bulb shall be per the currently adopted International Fire Code. Cul-de-sac turnarounds in areas identified as Commercial or Industrial in the adopted City of Port Orchard Comprehensive Plan Map shall have a minimum roadway diameter of 100 feet. When on-street parking is required an additional 16 feet of paving is required. 3. Whenever a non-through (dead end) street serves more than two lots or extends more than 150 feet from centerline of the accessing street to farthest extent of surfaced traveled way a widened "bulb" (cul-de-sac) shall be constructed. 4. The cul-de-sac island is an optional feature for any cul-de-sac, subject to City of Port Orchard approval. If provided, the cul-de-sac island shall have full-depth vertical curb. Minimum radius shall be 10 feet (maximum 15 feet) and shall provide at least 30 feet of paved traveled way width in a curb type section around the circumference. The island shall be landscaped and shall have adequate topsoil to support the growth of acceptable vegetation with a slope from the center of the island to the curb edge adequate to allow water runoff. Artificial materials that mimic plants or grass are not acceptable alternatives to living vegetation. The adjoining lot owners shall maintain the www.cityofportorchard.us City of Port Orchard Chapter 2 – Street Types and Geometrics publicworks@cityofportorchard.us Updated 02/2019 vegetation. 5. A permanent cul-de-sac shall not be longer than 450 feet measured from centerline of intersecting street to the center of the bulb section along the centerline of the street. Proposed exceptions to this rule will be considered by the City Engineer based on long- term traffic planning factors such as topography and critical areas. 6. The City Engineer may require an off-street walkway and/or an emergency vehicle access to connect the cul-de-sac at its terminus with other streets, parks, schools, bus stops, or other pedestrian traffic generators, if current or future need exists. 7. If a street is temporarily terminated at a plat or phase boundary, and serves more than three parcels or is longer than 150 feet, then a temporary cul-de-sac shall be constructed at the boundary, in accordance with the Standard Details. A barricade with a sign stating "Street to be Extended in Future" shall be installed at the terminus of the temporary cul-de-sac. Appropriate easements shall be recorded if the temporary cul-de-sac extends into the adjacent property. Removal of the temporary cul-de-sac, restoration and extension of the sidewalk, landscape strip, storm drainage systems, and street illumination shall be the responsibility of the developer who extends the street. Plat development, as it relates to finished grade, shall allow for the logical extension of said improvements without significantly influencing the existing development and residents. 8. The maximum cross slope in a bulb shall not exceed six (6) percent in any direction. 9. Partial bulbs or eyebrows shall have a minimum paved radius and geometry of a cul-de- sac design as described above. The island shall be offset ten (10) feet from edge of traveled way. E. Alleys and Private Access Tracts 1. An alley may be public or private. a. Alleys may not create dead ends. b. Alleys tracts and public ROW shall measure 20 feet in width. The minimum pavement width for an alley shall be 16 feet. c. Alley entry shall be provided by a driveway cut for residential use or commercial use. Modifications to existing alleys serving commercial or industrial properties, in accordance with the above, will be determined on a case-by-case basis subject to approval by the City. 2. Private residential access tracts shall conform to the following: a. Serves a maximum of two remote parcels, where the two adjoining lots to the access tract that abut a public way shall also gain access via the access tract. Minimum tract width of 20 feet with a maximum length of 150 feet, measured from www.cityofportorchard.us City of Port Orchard Chapter 2 – Street Types and Geometrics publicworks@cityofportorchard.us Updated 02/2019 centerline of intersecting street to furthest extent of paved tract along the centerline of the street. b. Pavement width shall be a minimum of 16 feet. c. Easements may be required for utilities and/or drainage. F. Intersections 1. Intersection Geometry a. All intersections shall be designed at right angles to the intersecting street, unless approved by the City Engineer. The skew angle shall not vary by more than 15 degrees from a right angle, measured 20 feet beyond the intersecting right-of-way. At four-legged intersections, opposite legs shall lie on a straight alignment. b. Required curb radius Streets Classified Collector or higher 30 Feet Local Access Streets 20 Feet c. Minimum right-of-way line radius at the back of sidewalk Local Access 30 Feet Commercial 35 Feet Arterial 50 Feet 2. Spacing between adjacent intersecting streets, whether crossing or T-connecting, shall be as follows: When highest classification involved is: Minimum centerline offset shall be: Arterial (Principal and Minor) 1,000 Feet Collector Arterial 500 Feet Local Access 150 Feet Alley 100 Feet 3. On sloping approaches at an intersection, landings shall conform to AASHTO standards (Intersection Landing). G. Maximum Grade and Grade Transitions 1. Acceptable grade to assure proper emergency access, sight distance and stormwater management is an important consideration for the design of a roadway. Maximum grades can vary with road use. A steeper grade may be more acceptable on an urban residential road than on a rural road serving heavy trucks. Intersections on steep grades should be avoided whenever possible, especially in areas with recurring snow and ice problems. Ease of access for an emergency vehicle is also to be considered when establishing grades. For projects, AASHTO’s "A Policy on Geometric Design of Highways and Streets" includes tables of maximum grades related to design speed and terrain. The maximum centerline grade on any new or reconstructed road shall not exceed 12 www.cityofportorchard.us City of Port Orchard Chapter 2 – Street Types and Geometrics publicworks@cityofportorchard.us Updated 02/2019 percent. The maximum grade across a cul-de-sac bulb shall not exceed 6 percent. With curbed roadways, longitudinal grades should be provided to facilitate surface stormwater management. An appropriate minimum grade is typically 0.5 percent. Particular attention should be given to the design of stormwater inlets and their spacing to keep the distance of water on the traveled way within tolerable limits. 2. Grade transitions shall be constructed as smooth vertical curves except in instances where the difference in grade is one percent or less and upon approval of the City Engineer. The minimum vertical curve length shall be determined by multiplying the algebraic grade difference by the minimum K-value for the vertical curve type and applicable street classification. Maximum K-values for sag vertical curves on residential access streets are required for adequate street drainage. H. Stopping Sight Distance (SSD) Stopping sight distance (SSD) for streets please refer to ” AASHTO's "A Policy on Geometric Design of Highways and Streets" for specific SSD values based on required design speed. 1. Height of eye is 3.5 feet and height of object is 0.5 feet. 2. Minimum SSD for any downgrade averaging three percent or steeper shall be increased per AASHTO. 3. Sag vertical curves on local access streets with stopping sight distance less than that called for in the table “Residential Access Street Design Elements” in Section 2.3.A may be approved by the City Engineer under the following circumstances: a. No practical design exists, b. Acceptable street lighting is provided throughout the curve, and c. Street lighting is maintained by a franchised utility. 4. Intersecting Stopping Sight Distance. a. Stopping sight distances for the design speeds of proposed commercial access streets, neighborhood collector streets and arterials must be met when intersecting arterials. b. The minimum stopping sight distance on proposed intersection approaches for all other classifications of intersecting streets shall be reviewed with the City Engineer. I. Entering Sight Distance (ESD) Entering sight distance (ESD) applies on driveways and on streets approaching intersections. Specific ESD values for required design speeds are listed in the table “Arterial and Commercial/Industrial Street Design Elements” in Section 2.3.A of AASHTO. 1. Entering vehicle eye height is 3.5 feet, measured from 10feet from edge of traveled way. Approaching vehicle height is 4.25 feet. 2. Requirements in the Standard Details apply to an intersection or driveway approach to a www.cityofportorchard.us City of Port Orchard Chapter 2 – Street Types and Geometrics publicworks@cityofportorchard.us Updated 02/2019 typical street under average conditions. In difficult topography, the City Engineer may authorize a reduction in the ESD based on factors mitigating the hazard. Such factors may include an anticipated posted or average running speed less than the design speed or the provision of acceleration lanes and/or a median space allowing an intermediate stop by an approaching vehicle making a left turn. 3. Where a significant number of trucks will be using the approach street, the City Engineer may increase the entering sight distance requirements by up to 30 percent for single- unit trucks and 70 percent for semi-trailer combinations. J. Medians 1. Median width shall be 8 feet wide between travel lanes and three feet wide between a travel and turning lane and be additional to, not part of, the specified width of traveled way. 2. Edges shall be similar to outer street edges, formed with vertical Portland cement concrete curb. 3. Twenty feet of drive surface (which includes traveled way, bike lanes, paved shoulders, and mountable curbing) shall be provided on either side of the median, or as approved by the City Engineer and Fire Marshal. 4. Medians shall be designed so as not to limit turning radii or sight distance at intersections. 5. No portion of a side street median may extend into the right-of-way for an arterial street. However, a bullnose shall be provided at intersections with pedestrian refuge at marked crossings. 6. The City Engineer may require revisions to medians as necessary to maintain required sight distance. 7. Street trees planted in median shall be from the approved list in the POMC unless otherwise approved by the City Engineer. K. One-Way Streets Local access streets, including loops, may be designated one-way upon a finding by the City Engineer and Fire Marshall that topography or other site features make two-way traffic impractical or to improve pedestrian safety. L. Bus Zones and Turn-Outs During the design of arterials and neighborhood collectors, the designers shall contact Kitsap Transit Service Planning, , and the local school district to determine bus zone (stop) locations and other bus operation needs. The street project shall provide wheel chair accessible landing pads at designated bus zones where required, shall include turn-outs and shelter pads. Pedestrian and handicapped access improvements within the right-of-way to and from the bus-loading zone or turnout from nearby businesses or residences shall also be provided as part of the street improvement. Surfacing requirements may also be affected, particularly on shoulders. www.cityofportorchard.us City of Port Orchard Chapter 2 – Street Types and Geometrics publicworks@cityofportorchard.us Updated 02/2019 M. Intersections with State or Federal Highways If the City has jurisdiction on a development that requires the construction or improvement of a residential/commercial/industrial driveway or any classification of street that intersects a state or federal highway, minimum intersection spacing, entering sight distance and landing requirements in accordance with these Standards shall be satisfied in addition to the requirements of all other applicable permits. In the instance State or Federal standards exceed these Standards, State or Federal standards shall govern. N. Slope, Wall and Drainage Easements Either the functional classification or particular design features of a street may necessitate slope, sight distance, and wall or drainage easements beyond the right-of-way line. Such easements may be required by the City Engineer in conjunction with dedication or acquisition of right-of-way and required to be obtained by the Developer. O. Roadway Network Connectivity All proposed developments must have a connectivity index of 1.4 or greater. The connectivity index shall be calculated by dividing the total number of links (streets including stub-out streets) by the total number of nodes (intersections, cul-de-sac, no-outlets, dead-ends). P. Ingress/Egress and Utility Easements For access to a parcel(s) which must cross a property adjacent to City Right-of-Way, an ingress/egress and utility easement shall be required. The easement shall be a minimum width of 18 feet. The easement shall be recorded and a copy of the recorded document submitted with the Final Plat Application. Q. Design Variation Request If the applicant/developer is unable to meet the standards as adopted in the Development Guidelines, a Design Variation Request Application may be submitted to the City Engineer for review. This application shall be submitted as part of the Land Disturbing Activity Permit (LDAP) Application. RIGHT-OF-WAY 93' - 105' WITH OPTIONAL PARKING 4.0' MIN W/ PARKING 6.0' MIN W/OUT PARKING STREET WIDTH 68' - 84' WITH OPTIONAL PARKING 8.0' PARKING OPTIONAL 11.0' TRAVEL LANE 11.0' TRAVEL LANE 12.0' MEDIAN OR 2-WAY LEFT TURN LANE 6.0' CONC. S/W 6.0' BIKE 8.0' PARKING OPTIONAL 11.0' TRAVEL LANE 11.0' TRAVEL LANE 6.0' CONC. S/W 6.0' BIKE 4.0' MIN W/ PARKING 6.0' MIN W/OUT PARKING NOTES: (1) PROVIDE PAVED CLEAR ZONE THROUGH THE MEDIAN EVERY 400-FT CLEARLY SIGNED FOR EMERGENCY VEHICLES ONLY. (2) BIKE LANE TO BE PROVIDED WHERE INDICATED IN CITY'S NON-MOTORIZED TRANSPORTATION PLAN AND IS TO BE OPTION ELSEWHERE. U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 2 0 0 Est. 1890 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER 1/24/2019 200 PRINCIPAL ARTERIAL A FOUR LANES (WITH CENTER LANE OR MEDIAN) & BIKE LANES NOTES: (1) THE MEDIAN SHALL HAVE MOUNTABLE TRAFFIC CURBS WITH GUTTER PER WSDOT STANDARD PLAN F-10.12-03. (2) PROVIDE PAVED CLEAR ZONE THROUGH THE MEDIAN EVERY 400-FT CLEARLY SIGNED FOR EMERGENCY VEHICLES ONLY. (3) BIKE LANE TO BE PROVIDED WHERE INDICATED IN CITY'S NON-MOTORIZED TRANSPORTATION PLAN AND IS TO BE OPTION ELSEWHERE. RIGHT-OF-WAY 72' - 84' WITH OPTIONAL PARKING 4.0' MIN W/ PARKING 6.0' MIN W/OUT PARKING STREET WIDTH 47' - 63' WITH OPTIONAL PARKING 8.0' PARKING OPTIONAL 9.0' MEDIAN OR 11' 2-WAY LEFT TURN LANE 6.0' CONC. S/W 6.0' BIKE 8.0' PARKING OPTIONAL 12.0'6.0' CONC. S/W 6.0' BIKE 4.0' MIN W/ PARKING 6.0' MIN W/OUT PARKING 12.0' U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 2 0 1 Est. 1890 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER 1/15/2019 201 PRINCIPAL ARTERIAL B TWO LANES (WITH CENTER LANE OR MEDIAN) & BIKE LANES RIGHT-OF-WAY 93' - 105' WITH OPTIONAL PARKING 4.0' MIN W/ PARKING 6.0' MIN W/OUT PARKING STREET WIDTH 68' - 84' WITH OPTIONAL PARKING 8.0' PARKING OPTIONAL 11.0' TRAVEL LANE 11.0' TRAVEL LANE 12.0' MEDIAN OR 2-WAY LEFT TURN LANE 6.0' CONC. S/W 6.0' BIKE 8.0' PARKING OPTIONAL 11.0' TRAVEL LANE 11.0' TRAVEL LANE 6.0' CONC. S/W 6.0' BIKE 4.0' MIN W/ PARKING 6.0' MIN W/OUT PARKING NOTES: (1) PROVIDE PAVED CLEAR ZONE THROUGH THE MEDIAN EVERY 400-FT CLEARLY SIGNED FOR EMERGENCY VEHICLES ONLY. (2) BIKE LANE TO BE PROVIDED WHERE INDICATED IN CITY'S NON-MOTORIZED TRANSPORTATION PLAN AND IS TO BE OPTION ELSEWHERE. U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 2 2 0 Est. 1890 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER 1/15/2019 220 MINOR ARTERIAL A FOUR LANES (WITH CENTER LANE OR MEDIAN) & BIKE LANES RIGHT-OF-WAY 72' - 84' WITH OPTIONAL PARKING 4.0' MIN W/ PARKING 6.0' MIN W/OUT PARKING STREET WIDTH 47' - 63' WITH OPTIONAL PARKING 8.0' PARKING OPTIONAL 9.0' MEDIAN OR 11' 2-WAY LEFT TURN LANE 6.0' CONC. S/W 6.0' BIKE 8.0' PARKING OPTIONAL 12.0'6.0' CONC. S/W 6.0' BIKE 4.0' MIN W/ PARKING 6.0' MIN W/OUT PARKING 12.0' NOTES: (1) THE MEDIAN SHALL HAVE MOUNTABLE TRAFFIC CURBS WITH GUTTER PER WSDOT STANDARD PLAN F-10.12-03S (2) PROVIDE PAVED CLEAR ZONE THROUGH THE MEDIAN EVERY 400-FT CLEARLY SIGNED FOR EMERGENCY VEHICLES ONLY. (3) BIKE LANE TO BE PROVIDED WHERE INDICATED IN CITY'S NON-MOTORIZED TRANSPORTATION PLAN AND IS TO BE OPTION ELSEWHERE. TRAVEL LANE TRAVEL LANE U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 2 2 1 Est. 1890 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER 1/30/2019 221 MINOR ARTERIAL B TWO LANES (WITH CENTER LANE OR MEDIAN) & BIKE LANES RIGHT-OF-WAY 59' - 71' WITH OPTIONAL PARKING 4.0' MIN W/ PARKING 6.0' MIN W/OUT PARKING STREET WIDTH 34' - 50' WITH OPTIONAL PARKING 8.0' PARKING OPTIONAL 6.0' CONC. S/W 6.0' BIKE 8.0' PARKING OPTIONAL 11.0'6.0' CONC. S/W 6.0' BIKE 4.0' MIN W/ PARKING 6.0' MIN W/OUT PARKING 11.0' TRAVEL LANE TRAVEL LANE NOTES: (1) BIKE LANE TO BE PROVIDED WHERE INDICATED IN CITY'S NON-MOTORIZED TRANSPORTATION PLAN AND IS TO BE OPTION ELSEWHERE. U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 2 2 2 Est. 1890 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER 1/15/2019 222 MINOR ARTERIAL C TWO LANES & BIKE LANES NOTES: (1) THE MEDIAN SHALL HAVE MOUNTABLE TRAFFIC CURBS WITH GUTTER PER WSDOT STANDARD PLAN F-10.12-03. (2) PROVIDE PAVED CLEAR ZONE THROUGH THE MEDIAN EVERY 400-FT CLEARLY SIGNED FOR EMERGENCY VEHICLES ONLY. (3) BIKE LANE TO BE PROVIDED WHERE INDICATED IN CITY'S NON-MOTORIZED TRANSPORTATION PLAN AND IS TO BE OPTION ELSEWHERE. RIGHT-OF-WAY 72' - 84' WITH OPTIONAL PARKING 4.0' MIN W/ PARKING 6.0' MIN W/OUT PARKING STREET WIDTH 47' - 63' WITH OPTIONAL PARKING 8.0' PARKING OPTIONAL 9.0' MEDIAN OR 11' 2-WAY LEFT TURN LANE 6.0' CONC. S/W 6.0' BIKE 8.0' PARKING OPTIONAL 12.0'6.0' CONC. S/W 6.0' BIKE 4.0' MIN W/ PARKING 6.0' MIN W/OUT PARKING 12.0' TRAVEL LANE TRAVEL LANE U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 2 4 0 Est. 1890 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER 1/15/2019 240 COLLECTOR A TWO LANES (WITH CENTER LANE OR MEDIAN) & BIKE LANES RIGHT-OF-WAY 59' - 71' WITH OPTIONAL PARKING 4.0' MIN W/ PARKING 6.0' MIN W/OUT PARKING STREET WIDTH 34' - 50' WITH OPTIONAL PARKING 8.0' PARKING OPTIONAL 6.0' CONC. S/W 6.0' BIKE 8.0' PARKING OPTIONAL 11.0'6.0' CONC. S/W 6.0' BIKE 4.0' MIN W/ PARKING 6.0' MIN W/OUT PARKING 11.0' TRAVEL LANE TRAVEL LANE NOTES: (1) BIKE LANE TO BE PROVIDED WHERE INDICATED IN CITY'S NON-MOTORIZED TRANSPORTATION PLAN AND IS TO BE OPTION ELSEWHERE. U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 2 4 1 Est. 1890 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER 1/15/2019 241 COLLECTOR B TWO LANES & BIKE LANES RIGHT-OF-WAY 45' - 55' WITH OPTIONAL PARKING 4.0' MIN W/ PARKING 6.0' MIN W/OUT PARKING STREET WIDTH 20' - 34' WITH OPTIONAL PARKING 7.0' PARKING OPTIONAL 6.0' CONC. S/W 7.0' PARKING OPTIONAL 10.0'6.0' CONC. S/W 4.0' MIN W/ PARKING 6.0' MIN W/OUT PARKING 10.0' TRAVEL LANE TRAVEL LANE U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 2 6 0 Est. 1890 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER 1/15/2019 260 LOCAL A TWO LANES City of Port Orchard Chapter 3 – Driveways, Sidewalks, Curbs, and Trails www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 CHAPTER 3 DRIVEWAYS, SIDEWALKS, CURBS, AND TRAILS 3.1 Overview 3.2 General Design Guidelines A. Sub-grade B. Surfacing Material C. Curbs D. Replacement 3.3 Driveways A. Driveway Design B. New/Replaced Commercial Driveways C. Prohibited Driveways 3.4 Sidewalks A. Design Guidance B. Curb Ramps C. Concrete Steps D. ADA Access Ramps 3.5 Curb and Gutters A. Vertical Curbs and Rolled Curbs 3.6 Expansion Joints A. Design Guidance 3.7 Pedestrian and Bicycle Paths A. Separated Pedestrian Trails B. Bikeways C. Asphalt Shoulder Trails City of Port Orchard Chapter 3 – Driveways, Sidewalks, Curbs, and Trails www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 3.1 Overview This material will provide for uniform design in the City of Port Orchard. This should be used in conjunction with the Port Orchard Municipal Code and the current adopted Standard Specifications for Public Works. The attached Standard Plans have been comprehensively updated and supersede all previous Standard Plans. In some cases, Standard Plans previously used have been modified or deleted. In other instances, new Standard Plans have been added. 3.2 General Design Guidance – Driveways, Sidewalks, Curbs, and Gutters A. Sub-grade Sub-grade compaction for driveways, sidewalks, curbs, and gutters shall meet a minimum 95 percent of maximum density. B. Surfacing Material Concrete for driveways, sidewalks, curbs, and gutters shall be Class 4000, furnished and placed in accordance with Sections 5-05, 6-02, 8-04, 8-06 and 8-14 of the current WSDOT Standard Specifications. Cold weather precautions as set forth in WSDOT Standard Specification 5-05.3(14) and 6-02.3(6) A shall apply. C. Curbs 1. Extruded cement concrete curb shall be anchored to existing pavement by an epoxy resin in conformance with Section 9-26 of the current WSDOT Standard Specifications. 2. Extruded asphalt curbs shall be anchored by means of a tack coat of asphalt in accordance with Section 8-04 of the current WSDOT Standard Specifications. 3. For any curb grade less than 0.8%, including curb returns, a professional Land Surveyor shall verify that the curb forms or string lines are at the grades noted on the approved plans prior to placement of concrete. The contractor is responsible for survey coordination and costs. D. Replacement Replacement of any portion of an existing driveway, sidewalk, or curb shall be from nearest joint to nearest joint, as depicted in the Standard Details. City of Port Orchard Chapter 3 – Driveways, Sidewalks, Curbs, and Trails www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 3.3 Driveways A. Driveway Design 1. Driveway Details a. Dimensions, slope, and detail shall be as indicated in the Standard Details and as further specified in the following subsections. See Standard Detail 320 (Driveways A – Entering Sight Distance), for entering sight distance requirements on arterials or commercial/industrial streets. 2. Conditions for Approval a. Driveways directly giving access onto arterials will be denied if alternate access is available. b. All abandoned driveway areas on the same frontage shall be removed and the curbing and sidewalk plus landscape strip installed to these standards shall be properly restored. c. Maintenance of driveway approaches shall be the responsibility of the owner(s) whose property they serve. The City is only responsible for removal of sediment as part of the ditch cleaning process. d. For driveways crossing an open ditch section, culverts shall be adequately sized to carry anticipated stormwater flows and in no case be less than 12 inches in diameter. The property owner making the installation shall be responsible for obtaining a Right-of-Way Permit. The City Engineer shall require the owner to verify the adequacy of pipe size. 3. New/Replaced Residential Driveways a. A residential driveway shall serve only one parcel. A driveway serving more than one parcel shall be classified as a commercial driveway or a private street, except as provided in 3.3.A.3.b.i. b. No portion of the driveway shall be allowed within 5 feet of side property lines or 9 feet in commercial areas. i. A joint use driveway may be used to serve two to four parcels. The minimum driveway width for a joint use driveway shall be a 20-foot paved surface, unless the structures are sprinklered, then it will be 15 foot paved surface with an 18 foot minimum easement. ii. One cul-de-sac bulb as necessary for proposed residential access. c. Maximum driveway grade: 12% residential, 8% commercial. d. Maximum driveway width serving a single-family or duplex use shall consistent with the requirements of POMC 20.139.020, excluding the flared width of the apron ramps. Placement of storm gratings, utility and access covers, ADA ramps, and other appurtenances shall not be located within the width of the driveway. e. Driveway locations and widths shall be shown on the design plans prior to final approval. f. Residential driveways shall be separated by at least 40 feet measured from the centerline of the nearest driveway to the centerline of the proposed driveway and City of Port Orchard Chapter 3 – Driveways, Sidewalks, Curbs, and Trails www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 nearest curb return of nearest road intersection. g. Refer to Standard Detail 321 (Driveways B – Residential Driveway). B. New/Replaced Commercial Driveways 1. For commercial or industrial driveways with heavy traffic volumes or significant numbers of trucks, the City Engineer may require construction of the access as a street intersection. This requirement will be based on traffic engineering analysis submitted by the applicant that considers, among other factors, intersection spacing, sight distance, and traffic volumes. Otherwise, commercial or industrial driveways shall be designed and constructed in accordance with the Standard Details. 2. In commercial, multi-family, and industrial developments, lane connections shall be provided between adjacent properties and parking areas shall be interconnected to allow traffic to move freely between properties without the need to access public streets. 3. Placement of storm gratings, utility and access covers, and other appurtenances shall not be located within the width of the driveway. 4. Driveway locations and widths shall be shown on the design plans prior to final approval. 5. Please refer to Standard Detail 322 (Driveways C – Commercial Driveway). 6. Commercial driveways shall be separated by at least 80 feet measured from the centerline of the nearest driveway to the centerline of the proposed driveway and from nearest curb return of nearest road intersection C. Prohibited Driveways Notwithstanding any other provisions, driveways will not be allowed where they are prohibited by separate City Council action or where they are determined by the City Engineer to create a hazard or impede the operation of traffic on the street. 3.4 Sidewalks A. Design Guidance 1. Sidewalks shall be required on both sides of all public streets and private streets serving more than 9 lots and on one side of private streets serving 1 to 8 residential lots. Refer to Standard Drawings for Street Sections for further information. 2. Covered walkways are allowed within multi-family dwelling complexes and commercial and industrial areas. 3. School access required as part of development approval shall be provided by a concrete sidewalk or asphalt walkway. 4. Sidewalks shall be constructed as follows: a. Abutting planting strips where planting strips are to be constructed. b. At least 6-feet wide where a planting strip is provided and 7-feet when abutting the back of the curb along residential streets. . The full width of sidewalk shall be clear of mailboxes, utilities or other obstructions. c. At least eight feet wide in business/commercial districts where a planting strip is provided and 10 feet when abutting the back of curb. City of Port Orchard Chapter 3 – Driveways, Sidewalks, Curbs, and Trails www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 d. In designated bus zones to provide a landing area for wheelchair access to transit services. e. With specified width greater than 10 feet where City Engineer determines this is warranted by expected pedestrian traffic volume. f. With Portland cement concrete surfacing as provided in this chapter. See specifications for expansion joints. Refer to Standard Detail 340 (Sidewalks A – Cement Concrete Sidewalk). 5. Utility poles, pedestals, covers or any other appurtenance shall be prohibited within new sidewalks, unless specifically approved by the City Engineer. 6. Sidewalks shall be designed to create straight pedestrian through movements. 7. Sidewalks shall not be allowed to abut the back of a vertical curb unless approved by the City Engineer. B. Curb Ramps 1. See Standard Detail 341 (Sidewalks B – Wheel Chair Ramps). 2. On all streets with vertical curb, ramped sections to facilitate passage of ADA accessible persons shall be constructed through curb and sidewalk at street intersections and other crosswalk locations. 3. Where a ramp is constructed on one side of the street, a ramp shall also be provided on the opposite side of the street. Curb ramps shall be positioned so that a ramp opening is situated within the marked crosswalk or crossing area if unmarked. 4. Placement of storm gratings, utility and access covers, and other appurtenances shall not be located on curb ramps, landings or gutters within the pedestrian access route. 5. Directional curb ramps shall be designed as a continuation of the pedestrian through movement. C. Concrete Steps Steps shall only be used where acceptable alternative access is available for ADA access and there is a need for a separate stairway. Where used, concrete steps shall be constructed in accordance with Standard Detail 342 (Sidewalks C – Concrete Steps and Metal Handrail), or other design acceptable to the City Engineer and consistent with ADA standards. D. ADA Access Ramps Ramps used to provide ADA access shall have a maximum slope of 12:1 with a maximum rise of 30 inches between landings and a maximum 2% cross-slope in all directions. Landings shall have a minimum dimension of four feet. 3.5 Curb and Gutters A. Vertical Curbs and Rolled Curbs 1. Please refer to Standard Detail 300 (Curb and Gutter A – Cement Concrete Curb and Gutter). City of Port Orchard Chapter 3 – Driveways, Sidewalks, Curbs, and Trails www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 2. Rolled Curbs are only allowed on residential local access roads. 3. Rolled Curbs are only allowed in conjunction with a landscape strip with a 5- foot minimum width. 3.6 Expansion Joints A. Design Guidance 1. See Standard Details: 321 (Driveways B – Residential Driveway), 522 (Driveways C – Commercial Driveway), 540 (Sidewalks A – Cement Concrete Sidewalk), and 500 (Curb and Gutter A – Cement Concrete Curb and Gutter). 2. An expansion joint consisting of 3/8" or 1/2" x full depth of pre-molded joint material shall be placed around fire hydrants, poles, posts, and utility castings, and along walls or structures in paved areas. Joint material shall conform to the requirements of ASTM D994 (AASHTO M33-99-UL). 3. A control joint consisting of 3/8" or 1/2" x 2" of pre-molded joint material shall be placed in curbs and sidewalks at 10' intervals. Interval spacing may vary up to 1 ft to create consistent curb and sidewalk section lengths between curb returns, drainage structures, and driveways, and to avoid sections of less than 5 feet. 4. When curbs and/or sidewalks are placed by slip forming, a pre-molded joint strip up to 1/2" thick and up to full depth may be used. 5. Control joints in the sidewalk shall align with the joints in the curb, whether sidewalk is adjacent to curb or separated by planting strip. 6. Tool marks consisting of 1/4" V-grooves shall be made in sidewalk at five-foot intervals or equal to width of sidewalk, intermediate to the control joints. 7. As an alternative to expansion joints around structures, reinforcing bars may be embedded in concrete on four sides of structures. 3.7 Pedestrian, Bicycle, and Equestrian Trails A. Separated Pedestrian Trails 1. Separated pedestrian trails shall be provided where designated in community and functional plans or where required by the City Engineer because of anticipated significant public usage. 2. Separated facilities are typically located on an easement or within the right-of-way when separated from the street by a drainage ditch, planter strip, or barrier. Where separate walkways, bikeways, or trails intersect with motorized traffic, sight distance marking and signalization (if warranted) shall be as provided. 3. When grade separated pedestrian trails are provided running parallel to an adjacent roadway, required sidewalks on the same side of the road may be waived at the discretion of the City Engineer. City of Port Orchard Chapter 3 – Driveways, Sidewalks, Curbs, and Trails www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 4. Facilities shall be designed as follows: a. Separated asphalt walkways are designed primarily for pedestrians and are typically located within the right-of-way or easement. Minimum width shall be 10 feet wide with asphalt surfacing. Surfacing shall consist of two inches asphalt concrete (AC) over four inches of crushed surfacing base course compacted to a minimum density of 90%. b. Neighborhood pathways or soft surface facilities designed for pedestrians. Such pathways shall be a minimum five feet wide with at least two-foot clearance to obstructions on both sides and 10-foot vertical clearance. c. Pathways shall be designed and located to avoid drainage and erosion problems. Pathways shall be constructed of an ADA compliant material approved by the City Engineer. e. See Standard Detail 360 (Pedestrian, Bicycle and Equestrian Trails A – Separated Pedestrian Trail). f. Multipurpose trails are typically designated for bicycle and pedestrian use and, in general, follow a right-of-way independent from any street. Multipurpose trails shall be designed to bicycle path standards as described in Standard Detail 361 (Pedestrian, Bicycles and Pedestrian Trails B – Bikeways). B. Bikeways 1. Bikeways are generally shared with other transportation modes, although they may be provided exclusively for bicycle use. Bikeways are categorized below based on degree of separation from motor vehicles and other transportation modes. Bikeways are categorized as follows: a. Bike Lane (Class II): A portion of the street that is designated by pavement striping for exclusive bicycle use. Bicycle lanes may be signed as part of a directional route system. Bicycle lanes are five feet wide on a curbed street and minimum four feet wide as a paved shoulder bike lane. b. Wide Curb Lane (Class III): A street that provides a widened paved outer curb lane to accommodate bicycles in the same lane as motor vehicles. Lane width shall be increased at least three feet. c. Shared Street: All streets not categorized above where bicycles share the street with motor vehicles. d. Please refer to Standard Detail 361 (Pedestrian, Bicycles and Pedestrian Trails B – Bikeways). 2. A bikeway shall be provided: a. When called for in the City of Port Orchard Comprehensive Plan Transportation Element, or another adopted plan. b. When substantial bike usage is expected, which would benefit from construction of a bicycle facility. 3. Striping and signing shall be implemented as follows: a. Pavement markings shall be used on bike lanes and paths according to the current City of Port Orchard adopted MUTCD and WSDOT design manuals. City of Port Orchard Chapter 3 – Driveways, Sidewalks, Curbs, and Trails www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 b. NOTE: Do not use thermoplastic or RPMs in bicycle lane area. c. The design of all signalized intersections shall consider bicycle usage and the need for bicyclists to actuate the signal. d. The planning and design of bikeways in any category shall be in accordance with Section 1020 of the WSDOT Design Manual and the current edition of the National Association of City Transportation Officials Urban Bikeway Design Guide. C. Asphalt Shoulder Trails 1. Asphalt paved shoulders may be used where approved by the City Engineer on existing streets to provide for bicycle and pedestrian use to provide continuity of design provided the shoulder meets the minimum requirements for a bike lane described in the current edition of the National Association of City Transportation Officials Urban Bikeway Design Guide. 2. Where shoulders are paved on one side only, a six-inch white thermoplastic edge line shall delineate them. U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 3 0 0 Est. 1890 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER 1/29/2019 300 CURB AND GUTTER A CEMENT CONCRETE CURB AND GUTTER U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 3 0 1 Est. 1890 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER 1/29/2019 301 CURB AND GUTTER B CEMENT CONCRETE PEDESTRIAN CURB U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 3 2 0 Est. 1890 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER 1/29/2019 320 DRIVEWAYS A ENTERING SIGHT DISTANCE U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 3 2 1 Est. 1890 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER 1/31/2019 321 DRIVEWAYS B RESIDENTIAL DRIVEWAY U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 3 2 2 Est. 1890 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER 1/31/2019 322 DRIVEWAYS C COMMERCIAL DRIVEWAY U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 3 2 3 Est. 1890 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER 1/31/2019 323 DRIVEWAY D SHOULDER & DITCH SECTION U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 3 4 0 Est. 1890 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER 1/31/2019 340 SIDEWALK A CEMENT CONCRETE SIDEWALK U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 3 4 1 Est. 1890 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER 1/29/2019 341 SIDEWALKS B ADA CURB RAMP U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 3 4 2 Est. 1890 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER 1/31/2019 342 SIDEWALKS C CONCRETE STEPS AND METAL HANDRAIL PATH WIDTH 6' MIN 1.ALL PLANS MUST BE APPROVED BY THE CITY ENGINEER PRIOR TO CONSTRUCTION OF THE TRAIL. TRAIL CENTERLINE TO BE STAKED IN THE FIELD BY CONTRACTOR AND APPROVED BY THE CITY ENGINEER. 2.ALL HAZARD TREES AND TREE LIMBS AS DEFINED BY THE WASHINGTON STATE DEPT. OF NATURAL RESOURCES HAZARD BULLETIN SHALL BE FELLED AND REMOVED FROM THE SITE. 3.SUBGRADE SHALL CONSIST OF UNDISTURBED NATIVE SOIL COMPACTED TO 95% DENSITY. SUBGRADE TO BE TREATED WITH AN APPROVED HERBICIDE PRIOR TO INSTALLATION OF ASPHALT. FILTER FABRIC MAY BE REQUIRED BETWEEN SUBGRADE AND BASE COURSE. 4.ROOT BARRIER SHALL BE REQUIRED. 5.MAXIMUM TRAIL SIDE SLOPE IS 5% FOR THE SHOULDER AND 3:1 BEYOND. GRADE WITH COMPACTED TOPSOIL BACKFILL AS REQUIRED. BOTTOM OF SIDE SLOPE SHALL BE GRADED TO PREVENT ACCUMULATION OF RUN-OFF. 6.MINIMUM BRANCH CLEARANCE ABOVE TRAIL SURFACE IS 7 FEET. FOR EQUESTRIAN TRIALS MINIMUM BRANCH CLEARANCE FROM TRAIL SURFACE IS 10 FEET. 7.MINIMUM CROSS-SLOPE FOR TRAIL SURFACE IS 1%. MAXIMUM CROSS-SLOPE FOR TRAIL SURFACE IS 2%. 8.TRAIL SHALL HAVE THICKENED ASPHALT EDGES FOR EROSION PROTECTION: 6" (THICK) x 10" (WIDE) MINIMUM. 9.ASPHALT PAVEMENT SHALL BE HMA CL. ½" PG 64-22.THICKNESS TO BE SPECIFIED BY THE CITY ENGINEER. MINIMUM THICKNESS IS 2.5". 10.TOP COURSE SHALL BE PER WSDOT STANDARD SPECIFICATIONS. MINIMUM THICKNESS IS 2". 10.BASE COURSE SHALL BE PER WSDOT STANDARD SPECIFICATIONS. MINIMUM THICKNESS IS 6". 3' MIN (TYP) SE E N O T E 6 PATH SURFACE CRUSHED ROCK BASE COURSE SEE NOTE 11 CRUSHED ROCK TOP COURSE SEE NOTE 10 CL ½" PG 64-22 ASPHALT PAVEMENT , SEE NOTE 9 THICKENED ASPHALT EDGE SEE NOTE 8 SEE NOTE 5 SUBGRADE SEE NOTE 3 NOTES: 2' SHOULDER (TYP) U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 3 6 0 Est. 1890 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER 1/31/2019 360 PEDESTRIAN AND BICYCLE PATH A SEPARATED PEDESTRIAN PATH PATH WIDTH 10' MIN 1.ALL PLANS MUST BE APPROVED BY THE CITY ENGINEER PRIOR TO CONSTRUCTION OF THE TRAIL. TRAIL CENTERLINE TO BE STAKED IN THE FIELD BY CONTRACTOR AND APPROVED BY THE CITY ENGINEER. 2.ALL HAZARD TREES AND TREE LIMBS AS DEFINED BY THE WASHINGTON STATE DEPT. OF NATURAL RESOURCES HAZARD BULLETIN SHALL BE FELLED AND REMOVED FROM THE SITE. 3.SUBGRADE SHALL CONSIST OF UNDISTURBED NATIVE SOIL COMPACTED TO 95% DENSITY. SUBGRADE TO BE TREATED WITH AN APPROVED HERBICIDE PRIOR TO INSTALLATION OF ASPHALT. FILTER FABRIC MAY BE REQUIRED BETWEEN SUBGRADE AND BASE COURSE. 4.ROOT BARRIER SHALL BE REQUIRED. 5.MAXIMUM TRAIL SIDE SLOPE IS 3:1. GRADE WITH COMPACTED TOPSOIL BACKFILL AS REQUIRED. BOTTOM OF SIDESLOPE SHALL BE GRADED TO PREVENT ACCUMULATION OF RUN-OFF. 6.MINIMUM BRANCH CLEARANCE ABOVE TRAIL SURFACE IS 7 FEET. FOR EQUESTRIAN TRIALS MINIMUM BRANCH CLEARANCE FROM TRAIL SURFACE IS 10 FEET. 7.MINIMUM CROSS-SLOPE FOR TRAIL SURFACE IS 1%. MAXIMUM CROSS-SLOPE FOR TRAIL SURFACE IS 2%. 8.TRAIL SHALL HAVE THICKENED ASPHALT EDGES FOR EROSION PROTECTION: 6" (THICK) x 10" (WIDE) MINIMUM. 9.ASPHALT PAVEMENT SHALL BE HMA CL. ½" PG 64-22.THICKNESS TO BE SPECIFIED BY THE CITY ENGINEER. MINIMUM THICKNESS IS 2.5". 10.TOP COURSE SHALL BE PER WSDOT STANDARD SPECIFICATIONS. MINIMUM THICKNESS IS 2". 10.BASE COURSE SHALL BE PER WSDOT STANDARD SPECIFICATIONS. MINIMUM THICKNESS IS 6". 3' MIN (TYP) SE E N O T E 6 PATH SURFACE CRUSHED ROCK BASE COURSE SEE NOTE 11 CRUSHED ROCK TOP COURSE SEE NOTE 10 CL ½" PG 64-22 ASPHALT PAVEMENT , SEE NOTE 9 THICKENED ASPHALT EDGE SEE NOTE 8 SEE NOTE 5 SUBGRADE SEE NOTE 3 NOTES: 2' SHOULDER (TYP) U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 3 6 1 Est. 1890 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER 1/31/2019 361 PEDESTRIAN AND BICYCLE PATH B SEPARATED SHARED-USE PATH City of Port Orchard Chapter 6 – Pavement Surfacing www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 CHAPTER 4 PAVEMENT SURFACING 4.1 Streets A. Residential Streets, Pedestrian and Bikeways B. Requirements for Residential Streets on Poor Sub-grade C. Arterials and Commercial Access Streets D. Additional Information 4.2 Materials and Lay-Down Procedures A. Requirements 4.3 Pavement Markings, Markers and Pavement Tapers A. Types 4.4 Street Widening/ Adding Traveled Way to Existing Streets A. General Requirements 4.5 Monumentation A. Survey Monuments 4.6 Pervious Pavement A. Permitted Applications B. Essential Components C. Options for the Wearing Course City of Port Orchard Chapter 6 – Pavement Surfacing www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 4.1 Streets A. Residential Streets, Pedestrian and Bikeways 1. The minimum paved section, with alternative combinations of materials, for residential streets, shoulders, sidewalks and bikeways shall be as indicated in the Standard Details. These sections are acceptable only on visually good, well-drained, stable compacted sub-grade. Any proposed exception to these materials will be subject to soils strength testing, traffic loading analysis and subject to review and approval by the City Engineer as outlined below in Section 6.2.B Requirements for Residential Streets on Poor Sub- grade. All expenses for determining revised materials shall be at the Developer’s own expense. 2. When a walkway or bikeway is incorporated into a street shoulder, the required shoulder section, if higher strength, shall govern. Sub-grade compaction for bikeways and paved walkways shall meet a minimum of 95 percent maximum density. B. Requirements for Residential Streets on Poor Sub-grade The minimum material thicknesses as illustrated in the Standard Details are not acceptable if there is any evidence of instability in the sub-grade. This includes free water, swamp conditions, fine-grained or organic soil, slides or uneven settlement. If there are any of these characteristics, the soil shall be sampled and tested sufficiently to establish a pavement design that will support the proposed construction. Any deficiencies, including an R-value of less than 55 or a California Bearing Ratio (CBR) of less than 20, shall be fully considered in the design. Remedial measures may include, but are not limited to, a stronger paved section, a strengthening of sub-grade by adding or substituting fractured aggregate, asphalt treated base, installing a geotextile fabric, more extensive drainage or a combination of such measures. Both the soils test report and the resulting pavement design will be subject to review and approval by the City Engineer. C. Arterials and Commercial Access Streets Any pavement for arterials and commercial access streets shall be designed using currently accepted methodology that considers the load bearing capacity of the soils and the traffic- carrying requirements of the street. Plans shall be accompanied by a pavement thickness design based on soil strength parameters reflecting actual field tests and traffic loading analyses. The analysis shall include the traffic volume and axle loading, the type and thickness of street materials and the recommended method of placement. D. Additional Information 1. Please refer to Standard Details, Typical Street Sections 400-403. 2. For information on porous pavements, please refer to Section 4.8 Pervious Pavement in the Development Guidelines. City of Port Orchard Chapter 6 – Pavement Surfacing www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 4.2 Materials and Lay-Down Procedures A. Requirements Materials and lay-down procedures shall be in accordance with WSDOT Standard Specifications and the following requirements: 1. Prior to placement of curbing or pavement section, a proof-role shall be performed and observed by the Construction Inspector to confirm the sub-grade is firm and unyielding. 2. Crushed surfacing top and base courses may be substituted for a structurally equivalent thickness of Asphalt Treated Base (ATB). The substitution ratio of crushed surfacing to ATB shall be 1.6:1. Where base or top courses cannot be placed without possible contamination, then these courses shall be substituted by ATB. 3. During surfacing activities, utility covers in streets shall be adjusted in accordance to Finish Grade. 4. ATB may be used over isolated areas of unstable sub-grade, providing the final lift of asphalt shall not be placed for a minimum of six months to allow time for the observation and repair of failures in the sub-grade and ATB. 5. Asphalt pavers shall be self-contained, power-propelled units. Truck mounted type pavers are not considered self-propelled. Truck mounted pavers shall only be used for paving of irregularly shaped or minor areas as approved by the City Engineer, or as follows: a. Pavement widths less than eight feet; and b. Pavement lengths less than 150 feet. 6. Hot mix asphalt (HMA) for the wearing course shall not be placed on any traveled way between October 1 and April 1, without written approval from the City Engineer. Please refer to WSDOT Construction Manual for further direction. Prior to placement of HMA, a tack coat shall be thoroughly and uniformly applied to all existing paved surfaces in accordance with Section 5-04.3(4) of the WSDOT Standard Specifications. Asphalt for prime coat shall not be applied when the ground temperature is lower than fifty degrees Fahrenheit, without written approval from the City Engineer. When discharged from the mixing batch plant, the temperature of the HMA shall not exceed the maximum temperature recommended by the asphalt binder manufacturer. Documentation of recommended temperatures shall be submitted prior to placement. A maximum water content of 2 percent in the mix, at discharge, will be allowed providing the water causes no problems with handling, stripping or flushing. If the water in the HMA causes any of these problems, the moisture content shall be reduced as directed by the Construction Inspector. The asphalt shall have a temperature of not less than 260 degrees Fahrenheit. For surface temperature limitations, see Section 5-04.3(6) of the WSDOT Standard Specifications. Each truckload shall be covered with a suitable tarpaulin while in transit and while waiting to be unloaded to prevent unnecessary heat loss. City of Port Orchard Chapter 6 – Pavement Surfacing www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 7. Unfavorable Weather: Asphalt shall not be applied to wet material. Asphalt shall not be applied during rainfall or before any imminent storms that might damage the construction. The Inspector will have the discretion as to whether the surface and materials are dry enough to proceed with construction. 4.3 Pavement Markings, Markers, and Pavement Tapers A. Types Pavement markings, markers or striping shall be used to delineate channelization, lane endings, crosswalks and longitudinal lines to control or guide traffic, as illustrated in the Standard Details. Channelization plans or crosswalk locations shall be approved by the City Engineer. 1. Channelization shall be required when: a. Through traffic is diverted around a lane or obstacle. b. Connecting full width streets with different cross sections. c. Extending an existing street with a new cross section different from the existing one. 2. For speeds 45 miles per hour (mph) and greater the channelization shall provide tapers equal in length to the posted speed limit times the distance in feet of diversion from the street centerline or the original alignment of travel, or the offset distance, as applicable. Channelization shall also be required to redirect traffic back to their original alignment. For speeds 40 mph or less, taper length shall equal the total of the speed squared times the width being moved divided by 60 (L = (width x speed2)/60). 3. Left turn channelization shall include a minimum of 150 feet of full width lane storage plus a reverse curve 90 feet in length for posted speeds up to 45 mph. The reverse curve shall be 120 feet in length for posted speeds greater than 45 mph. The reverse curve may be included within the taper distance. A deceleration taper as shown in the WSDOT Standard Plans may be used in place of a reverse curve. Standard left turn lanes shall be 12 feet wide. See Standard Detail, Two-Way Left Turn Lane Marking Details 423. Additional storage may be required for long vehicles or anticipated left turn queues longer than the minimum storage. 4. Pavement markings for channelization shall be reflectorized hot (Type “A”) applied plastic with the exception of any markings within the bike lane, which shall consist of paint. Extruded or sprayed markings shall be dressed with glass beads for initial reflectance. All materials shall have beads throughout the material to maintain reflectance while the material wears. 5. Where pavement widening less than 300 feet in length is abruptly ended and edge lines do not direct traffic to through lanes, Type 2e lane markers shall be installed at 10-foot centers near the end of the paved area at a 10:1 taper. 6. Crosswalks shall be installed at all intersections controlled by traffic signals and other areas approved by the City Engineer in accordance with the Standard Details. 7. All pavement markings shall be laid out with spray paint and approved by the City Engineer or designee before they are installed. Approval may require a three working City of Port Orchard Chapter 6 – Pavement Surfacing www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 day advance notice to have field layout approved by the City Engineer or to make arrangements to meet the City Engineer on site during the installation. 8. Please refer to Standard Details for additional information. 4.4 Street Widening/Adding Traveled Way to Existing Streets A. General Requirements 1. When an existing asphalt paved street is to be widened, the edge of pavement shall be saw-cut to provide a clean, vertical edge for joining to the new asphalt. After placement of the new asphalt section, the joint shall be sealed, and a pre-level course installed followed by a minimum one and one half-inch (1-1/2") overlay, full width throughout the widened area. All failures and cracking on road surfaces must be repaired prior to the overlay. Please refer to WSDOT 5-04 for additional guidance and details. 2. When an existing asphalt paved street is to be widened and the requirement to grind and overlay the existing portion is waived by the City Engineer, the widened portion shall be designed to optimize the change in cross-slope between the existing and new asphalt and to optimize the new curb grade. 3. When an existing shoulder is to become part of a proposed traveled way a pavement evaluation shall be performed. This evaluation shall analyze the structural capacity and determine any need for improvement. Designs based on these evaluations are subject to review and approval by the City Engineer. The responsibility for any shoulder material thickness improvement shall be considered part of the requirement for street widening. The shoulder shall be replaced in width as specified in Chapter 4 (Street Types and Geometrics). 4. Any widening of an existing street, either to add traveled way or paved shoulder shall have the same surfacing material as the existing street. 5. If the required grind and overlay extends to an existing ADA ramp, the ADA ramp shall be replaced to meet current standards. 4.5 Monumentation A. Survey Monuments 1. Survey monuments shall be placed at all street intersections, boundary angle points, points of curves in streets and at such intermediate points as may be required by the City Engineer. 2. All existing survey monuments and appurtenances, which are disturbed, lost or destroyed during surveying or construction, shall be replaced by a land surveyor registered in the State of Washington at the expense of the responsible developer, builder or utility, in general accordance with RCW 58.09.130 and 58.04.015. 3. Plat monumentation shall comply with these standards on developments such as residential subdivisions, short plats, commercial site developments, binding site plans, or City of Port Orchard Chapter 6 – Pavement Surfacing www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 any other construction that establish new roadways or reconstruct existing roadways. Monuments shall be set along the center of the right-of-way at the Point of Curvatures (PC's) and Point of Tangency (PT'S) of curves. When the Point of Intersection (PI) of the curve falls within the paved area of the road, a PI monument may be set in lieu of setting monuments at the PC and PT. Monument shall be located at center of each cul-de-sac. 4. All lot and block corners shall be set with an iron pipe or steel reinforcing bar at least 24 inches in length prior to submittal of the Final Plat Application. All lot corners shall be identified with the land surveyor's registration number. 5. Street monument cases, in conformance with the Standard Details, shall be installed within 60 days after the final course of surfacing has been placed. 6. Monument pins with cases shall be installed at these locations in accordance with the City's Standard Plan 460 (Monumentation A – Survey Control Monument). 4.6 Pervious Pavement A. Permitted Applications Permeable pavement is a range of sustainable materials and techniques which allows the stormwater to move through the surface of permeable pavements, base and sub-base to infiltrate into the ground. In addition to reducing runoff, this effectively traps suspended solids and filters pollutants from the water. Examples include roads, paths, lots that are subject to light vehicular traffic, such as car/parking lots, cycle-paths, service or emergency access lanes, road and airport shoulders, and residential sidewalks and driveways. Although some porous paving materials appear nearly indistinguishable from nonporous materials, their environmental effects are qualitatively different. Whether pervious concrete, porous asphalt, paving stones or concrete or plastic-based pavers, all these pervious materials allow stormwater to percolate and infiltrate the surface areas, traditionally impervious to the soil below. The goal is to control stormwater at the source, reduce runoff, and improve water quality by filtering pollutants in the substrata layers. B. Essential Components 1. Wearing Course: The wearing course is the surface layer of pervious pavement that allows water to percolate into the underlying rock layer and/or into the native soil. The wearing course may be pervious concrete, pervious asphalt, open-celled paving grids, or pervious pavers. 2. Leveling Course: This layer of bedding material is used to protect drain pipes and provides a uniform surface for paver systems. It must be included when required by the designer or recommended by the manufacturer. It generally consists of fine gravel. 3. Underdrain (optional): The underdrain is a slotted drainpipe installed just above the base of the facility. It conveys excess flows to the approved discharge point. 4. Reservoir course: This base layer is a layer of crushed rock that provides storage space for stormwater as it gradually infiltrates into the soil below. See the currently adopted City of Port Orchard Chapter 6 – Pavement Surfacing www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 Low Impact Development Guidance Manual for additional information. 5. Native soil/Sub-grade: This is the native soil directly below the pervious pavement facility. It receives the infiltrating stormwater and provides support for the permeable pavement. The infiltration rate must be at least 0.3 inches per hour to use pervious pavement systems. 6. Observation Port (optional): An observation port installed in the furthest down slope area helps the owner see the water level and determine whether the water is soaking in as intended. Refer to currently adopted Department of Ecology Stormwater Management Manual for Western Washington for applicability. 7. Filter Fabric (optional): Filter fabric, also called nonwoven geotextile fabric, should be installed if the native soil is loose and finer than coarse sand to prevent the migration of fine soil particles from the native soil into the reservoir course, which can cause clogging. If used, geotextile fabric must be placed between the reservoir course and the sub grade. It must wrap underneath and along the sides of the reservoir course, and pass water at a rate greater than the infiltration rate of the existing sub grade. C. Options for the Wearing Course You can select one of five main types of pervious pavement surface material, also known as the wearing course: 1. Pervious asphalt: Pervious asphalt is an open-graded pavement with reduced fines and stable air pockets encased within the asphalt. This design allows water to drain to the base below. It is produced and mixed at an asphalt plant. Special care is needed to avoid over-consolidation of the asphalt and must be installed by an experienced pervious asphalt installer. Slopes must be less than 5% for pervious asphalt. 2. Pervious cement concrete: Pervious cement concrete is an open-graded pavement with reduced fines and stable air pockets encased within the concrete. This design allows water to drain to the base below. It has a rougher appearance than traditional cement concrete. It must be produced AND mixed at a concrete plant. Special care is needed for successful performance. Pervious cement concrete must be installed by a certified pervious cement concrete installer. Slopes must be less than 6% for pervious concrete. 3. Pervious Paver Systems: Pervious paver systems typically consist of manufactured interlocking pavers composed of concrete. Infiltration occurs through the gaps between the pavers that allow stormwater to penetrate quickly into the subsurface soil. The gaps are filled with a pervious material, usually small stone, unless the pavers themselves are pervious. Pavers must be installed per the manufacturer’s specifications to qualify as a pervious pavement facility. Manufacturers typically recommend these systems only in low traffic volume areas. Slopes must be less than 10% for pervious paver systems. 4. Open-celled paving grid with vegetation: Open-celled paving grids consist of a rigid grid made of concrete or a durable plastic that is filled with a mix of sand, gravel and topsoil for planting vegetation. The cells can be planted with a variety of grasses or low- growing groundcovers. The support base and the grid walls prevent soil compaction City of Port Orchard Chapter 6 – Pavement Surfacing www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 and reduce rutting and erosion by dispersing the weight of traffic. Vegetation in the grid openings provides habitat for beneficial microbes, nutrient cycling, pollutant removal through root uptake, and stormwater volume reduction though evaporation and transpiration. These systems are only recommended for use in low traffic volume areas. Slopes must be less than 10% for pervious paver systems. 5. Open-celled paving grid with gravel: This structure is similar to the open-celled grid with vegetation, but the openings are filled with a gravel mix to provide greater load bearing support for driveways or areas with longer parking durations. Clean gravel fill must meet the manufacturer’s specifications. These systems are only recommended for use in low traffic volume areas. Slopes must be less than 10% for pervious paver systems. U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 4 0 0 Est. 1890 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER 1/29/2019 400 TYPICAL STREET SECTION A PRINCIPAL ARTERIAL U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 4 0 1 Est. 1890 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER 1/29/2019 401 TYPICAL STREET SECTION B MINOR ARTERIAL U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 4 0 2 Est. 1890 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER 1/29/2019 402 TYPICAL STREET SECTION C COLLECTOR U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 4 0 3 Est. 1890 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER 1/29/2019 403 TYPICAL STREET SECTION D LOCAL SEE UTILITY STANDARDS FOR TRENCH DETAILS CUT TRENCH CURB TRENCH ASPHALT OVERLAY MIN. 10' CURBTRENCH 2' MIN. 1.THIS STANDARD APPLIES TO ALL CUTS IN ASPHALT ROADWAY. 2.GRIND/OVERLAY WITHIN SIGNAL LOOP DETECTION ZONE MAY BE EXTENDED TO INCLUDE ADDITIONAL LANES AND/OR DETECTORS 3.OVERLAY AREA MAY BE EXTENDED AT THE DISCRETION OF THE TRANSPORTATION ENGINEER TO ENCOMPASS ADJACENT STREET CUTS OR PREVIOUS RESTORATIONS. 4.ADJUST ALL UTILITY CASTINGS TO FINISHED GRADE AFTER OVERLAY AND RESTORE CHANNELIZATION AND LOOP DETECTION EDGE OF PAVEMENT 2" GRIND AND OVERLAY FULL LANE WIDTH (TYP.) SEAL ALL JOINTS PER WSDOT STD. SPEC. 9-04.2(1) EDGE OF PAVEMENT EDGE OF PAVEMENT ASPHALT OVERLAY FULL LANE WIDTH (TYP) ASPHALT OVERLAY FULL LANE WIDTH (TYP.) 10' MIN.10' MIN. 10' MIN. MIN. 2' PLAN VIEW NTS PLAN VIEW NTS A-A NTS A A NOTES: 10' MIN.10' MIN. 10' MIN. MIN. 3' U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 4 0 4 Est. 1890 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER 1/24/2019 404 TYPICAL STREET RESTORATION ASPHALT OVERLAY FOR ROADWAY TRENCH RESTORATION U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 4 2 0 Est. 1890 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER 1/29/2019 420 MARKINGS A LANE MARKERS U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 4 2 1 Est. 1890 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER 1/29/2019 421 MARKINGS B RAISED PAVEMENT LANE MARKING DETAILS U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 4 2 2 Est. 1890 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER 1/31/2019 422 MARKINGS C PAVEMENT MARKING DETAILS U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 4 2 3 Est. 1890 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER 1/31/2019 423 MARKINGS D TWO-WAY LEFT TURN LANE MARKING DETAIL U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 4 2 4 Est. 1890 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER 1/30/2019 424 MARKINGS E PAVEMENT MARKING TYPICAL DETAILS U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 4 2 5 Est. 1890 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER 1/30/2019 425 MARKINGS F SYMMETRICAL LEFT TURN POCKET DETAIL U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 4 2 6 Est. 1890 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER 1/30/2019 426 MARKINGS G TWO-WAY LEFT TURN TO LEFT TURN LANE U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 4 2 7 Est. 1890 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER 1/30/2019 427 MARKINGS H TYPICAL CROSSWALK STRIPING U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 4 2 8 Est. 1890 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER 1/31/2019 428 MARKINGS I TYPICAL CROSSWALK ALIGNMENT - ARTERIAL/COLLECTOR U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 4 2 9 Est. 1890 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER 1/31/2019 429 MARKINGS J TYPICAL CROSSWALK ALIGNMENT - ARTERIAL/LOCAL U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 4 3 0 Est. 1890 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER 1/30/2019 430 MARKINGS K TYPICAL ARROWS, STOP BAR, AND ONLY U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 4 3 1 Est. 1890 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER 1/30/2019 431 MARKINGS L BIKE LANE SYMBOLS MON U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 4 6 0 Est. 1890 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER 1/31/2019 460 MONUMENT A SURVEY CONTROL MONUMENT City of Port Orchard Chapter 5 – Roadside Features www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 Chapter 5 ROADSIDE FEATURES 5.1 Street Trees, Landscaping and Irrigation A. Street Trees and Landscaping B. Planting Strips C. Existing Trees and Landscaping D. New Trees 5.2 Mailboxes A. City Engineer B. Port Orchard Postmaster C. Owners or Residents D. Builders or Contractors E. Installation Methods 5.3 Street Illumination A. Requirements B. Ownership and Maintenance C. General Considerations D. Design Standards 5.4 Street Barricades A. Type I or Type II B. Type III Barricades 5.5 Bollards A. General 5.6 Guardrail/Embankment Heights 5.7 Off-Street Parking Spaces 5.8 On-Street Parking Required 5.9 Roadside Obstacles A. General City of Port Orchard Chapter 5 – Roadside Features www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 5.1 Overview The City of Port Orchard places priority on the safety of our streets. We believe our streets should be livable and a positive expression of our communities’ values. Beyond simply acting as streets for cars, streets fill a community need as public spaces. Our streets are places where people walk, shop, meet, and share life with social and recreational activities. In addition, beyond even these quality of life benefits, pedestrian-friendly streets have been increasingly linked to highly desirable social outcomes of economic growth improvements in air quality and increased physical fitness and health. For these reasons, we encourage the design of “livable” streets, or streets that seek to better integrate the needs of the community into the roadway’s design. A real component of our streets is the fact that mobility is also a part of quality of life. In our community only a small number of the streets – arterials, are intended for higher volumes of traffic at higher speeds, while the great majority of the streets are for lower volumes and speeds. This small percentage of arterial streets is essential for our people to rely on to get to their jobs, schools, and shopping without unnecessary and dangerous delays. Safety problems can occur associated with landscaping located in the right-of-way. Drivers pulling out of side streets and driveways encounter landscaping that obstructs their view of oncoming bicyclists, pedestrians and traffic as well as traffic control devices. Roadside features that impede travel on these corridors can make travel more dangerous and can adversely affect the quality of life for all people. 5.2 Side Slopes A. General 1. Side slopes shall generally be constructed no steeper than 3:1 on both fill slopes and cut slopes. Steeper slopes may be approved by the City Engineer upon showing that the steeper slopes, based on soils analyses, will be stable. 2. Side slopes shall be stabilized with grass sod or seeding or by other planting or surfacing materials acceptable to the City Engineer. 5.3 Street Signage A. General All traffic signs and installation shall conform to the latest edition of the Manual on Uniform Traffic Control Devices (MUTCD), as amended by the Washington State Transportation Commission per RCW 47.36.030. Street signs shall conform to Standard Detail 501 and all signs shall be located as shown on Figure 2A-2 of the MUTCD. The developer is responsible for purchase and initial installation of all traffic control devices including signage. The MUTCD contains information on the intended use and placement of signs. It also contains information on the size of standard regulatory and warning signs. All traffic control signs shall be installed before a road is opened to vehicular use. The City Engineer shall approve all signs City of Port Orchard Chapter 5 – Roadside Features www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 for type, size, legend, reflective facing material, and mounting devices. The city does not maintain private road name signs on private property. 5.4 Street Trees, Landscaping and Irrigation B. Street Trees and Landscaping Street trees and landscaping shall be incorporated into the design of street improvements as directed by classifications of streets. Such landscaping in the right-of-way shall be coordinated with off-street landscaping required on the developer's property under the provisions of Port Orchard Municipal Code 20.128. C. Planting Strips Planting strips are required along all classifications of streets. The design of planting strips must be approved by the City Engineer and must include a landscaping plan that addresses plant maintenance, utilities and traffic safety requirements. D. Street Tree Selection and Placement Street tree height and spacing shall not conflict unduly with overhead utilities, or root development with underground utilities. New street trees shall conform to section 20.128 of Port Orchard Municipal Code. 5.5 Mailboxes The responsibilities for location and installation of mailboxes in connection with the construction or reconstruction of City streets are as follows: A. City Engineer The City Engineer will: 1. Require street improvement plans, whether for construction by the City or by a private builder, to show clearly the designated location or relocation of mailboxes, whether single or in clusters. 2. Require with this information any necessary widening or reconfiguration of sidewalks with suitable knockouts or open strips for mailbox posts or pedestals. 3. Require these plans to bear a statement on the first sheet that "Mailbox Locations as Shown on These Plans Have Been Coordinated with the Post Office in Port Orchard, Washington." This will be a prerequisite to plan approval. 4. Require construction of mailbox locations in accordance with these plans, through usual inspection and enforcement procedures. 5. Ensure the mail boxes are not installed within five feet of a storm drain catch basin. 6. Mailboxes shall not create an obstruction to the pedestrian through movement on adjacent sidewalk. City of Port Orchard Chapter 5 – Roadside Features www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 B. Port Orchard Postmaster Port Orchard Postmaster will: 1. Designate location and manner of grouping of mailboxes when so requested by the design agency. Note on the plans the type of mailbox delivery: CBU (Collection Box Unit), or Rural type box. NDCBU's, Neighborhood Delivery and Collection Box Units have been designated as obsolete delivery equipment by the US Postal Service. 2. Authenticate by stamp or signature when this information has been correctly incorporated into the plans. 3. Do all necessary coordination with owners or residents involved to secure agreement as to mailbox location and to instruct them regarding mailbox installation. 4. Install or relocate CBU's, if these are the type of box to be used in the neighborhood. Replace NDCBU's with new CBU's. C. Owners or Residents Owners or residents served by mailboxes, at time of original installation, will: 1. If using individual mailboxes, clustered or separate, install and thereafter maintain their own mailboxes as instructed by the post office. 2. If CBU delivery, rely on Post Office to provide and maintain the CBU's. D. Builders or Contractors Builders or their contractors shall: 1. Where there are existing mailboxes and no plans to replace them with CBU's: When it becomes necessary to remove or otherwise disturb existing mailboxes within the limits of any project, install the boxes temporarily in such a position that their function will not be impaired. After construction has been completed, reinstall boxes at original locations or at new approved locations, as indicated on the plans or as directed by the City Engineer. Use only existing posts or materials except that any damage caused by the builder or his contractor is to be repaired at the expense of the builder. 2. Where there are existing NDCBU's or plans to install new CBU's: Call on the Port Orchard Postmaster to install new CBU's and make the necessary installation. E. Installation Methods Installation methods are as follows: 1. Mailboxes in general, shall be set in accordance with the Standard Details. Boxes shall be clustered together when practical and when reasonably convenient to the houses served. 2. Materials used shall be crash worthy or shall break-away upon impact. 3. CBU's will be installed by the United States Postal Service in general accordance to their standard details. City of Port Orchard Chapter 5 – Roadside Features www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 5.6 Street Illumination A. Requirements 1. Continuous illumination will be required for channelization accommodating additional lanes including the tapers. Illumination will also be required as identifiers where streets intersect arterials or for frequently used pedestrian areas on arterials. 2. Street Illumination shall require LED luminaires. 3. Street lighting systems design shall conform to the Illuminating Engineering Society of North American (IES) Standards Specification for Roadway Lighting as Outline in (RP-8- 00). Puget Sound Energy (PSE) owns and maintains the street illumination system for the City of Port Orchard. 4. Plats and Short Plats, Commercial, Industrial or Institutional Property Development a. Street lighting is required for all public streets. The street lighting design shall be reviewed and approved by the City Engineer prior to final plat approval. The cost of all street lighting shall be paid for by the developer. b. The City will accept maintenance and power cost responsibility for the public street light system when a plat is fifty percent (50%) or more occupied. Until the plat is fifty percent (50%) occupied, the developer is responsible for the maintenance and energy charges for the street lighting system. c. Street lighting is not required on private streets within a plat. However, a street lighting system is encouraged. The City does not install or maintain private street lighting systems. On private streets, all street light maintenance and power cost shall be paid by the developer, homeowner, or homeowners association. 5. Existing Residential Areas. If a resident or group of residents desires the installation of a new street light they must apply to the Public Works Director. 6. Commercial. Street lighting is required on all public street frontages. The developer is responsible for design, installation or relocation of new or existing lighting. Commercial development shall replace existing lighting systems on power poles with a new lighting system serviced by underground power if the system will not conflict with essential distribution lines. 7. City of Port Orchard is responsible for designating the street classification. 8. PSE or its consultant/contractor will design, engineer, provide, install, own and maintain the lighting system for the benefit of the City of Port Orchard. B. Ownership and Maintenance 1. Puget Sound Energy (PSE) under franchise with the City (POMC 5.64) provides, installs, owns and maintains the street illumination system for the City. Maintenance of the completed lighting system is provided by Puget Sound Energy. 2. The property owner or homeowners association shall maintain private lighting systems. City of Port Orchard Chapter 5 – Roadside Features www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 C. General Considerations 1. Existing street light systems that extend along the frontage of a new development project, or within the limits of a roadway improvement project will not be generally required to be brought into conformance with these street lighting standards, unless the project is required to install full frontage improvements. If the City determines that existing street light systems should be brought into conformance with these requirements due to special circumstances the applicant will be notified of this requirement during the City’s development review process. 2. When required, the applicant is responsible for the installation of streetlights and all accessories necessary to energize the street light system consistent with Standards. 3. For all new street light installations, the applicant shall coordinate jointly with Puget Sound Energy and the Public Works Department to prepare a street lighting plan for submittal to and approval by the City Engineer. The type of installation shall be as set forth in PSE Standard Specifications and these standards. The applicant can request that PSE design the street illumination system. 4. Street lighting plans shall be designed and submitted to the City Engineer for review and approval prior to construction. All lighting plans shall be prepared by a licensed engineer experienced with lighting design or by PSE. Lighting plans shall pursuant to PSE Standard Specifications and these standards. 5. The applicant shall coordinate with Puget Sound Energy for the availability and location of power sources for new light system 6. All public street light systems shall be accessible for public maintenance by a wheeled vehicle weighing twenty-thousand pounds (20,000 lbs.). 7. All street light installations including wiring, conduit, and power connections shall be located underground. Exception: existing residential areas with existing above ground utilities may have street lighting installed on the existing power poles. The applicant will be responsible for providing or obtaining necessary easements for underground power for street lighting systems designed and constructed as part of an approved development permit. 8. As-built drawings on 22-inch x 34-inch or 24-inch x 36-inch are required for all new or relocated underground street lighting systems prior to receiving a final occupancy permit. As-built drawings shall also be provided in electronic CAD format. 9. Street light circuitry will be provided with available voltage. 10. The exact location of the power source should be indicated. System continuity and extension should be considered. 11. Particular attention shall be given to locating luminaires near intersections, at all street ends and at pedestrian and/or equestrian crossings. City of Port Orchard Chapter 5 – Roadside Features www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 D. Design Standards 1. Illumination. Calculations should include luminaire spacing, illumination level, uniformity ratio, line loses, power source and other necessary details for the electrical and physical installation of the street lighting system. 2. Illumination Levels utilizing cut-off luminaires. Street light illumination levels shall conform to the levels listed in the table below: Illumination Standards Average Maintained Horizontal Illumination (Foot Candles) Road Class Area Class Residential Industrial/Commercial Private(Access) 0.4 N/A Residential ( Local Access) 0.6 0.9 To 1.2 Residential ( Collector) 0.6 0.9 To 1.2 Arterial* 0.8 1.2 To 1.6 *Intersection lighting is required. Street lights shall be placed in accordance with the Standards listed below. Uniformity Ratio: 6:1 average to minimum for private (access) 6:1 average to minimum for residential (local access) 4:1 average to minimum for residential (collector) 3:1 average to minimum for arterial Average illumination levels at intersections shall be 1.5 times the illumination required on the more highly illuminated street. Exception: Local residential streets intersecting other local residential streets shall not require 1.5 times the illumination at other intersections, provided that one luminaire is placed at the intersection. At signalized intersections, all signal poles shall include a street light. Lighting levels at these locations may be higher than the criteria listed above. 3. Luminaire Requirements: a. The following luminaires have been approved for use in the City of Port Orchard: i. Arterials: a. Fixtures: PSE Hunter Green (RAL6009) LED Cobra head. Wattage Based On Design. City of Port Orchard Chapter 5 – Roadside Features www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 b. Arms: Ameron Mo-AE Elliptical Arm. Appropriate Arm Lengths Based On Design. c. Poles: Stresscrete 25’ Mounting Height Green Octagonal Concrete. ii. Residential: a. Fixtures: AAL Providence LED Color Corten Post Top Fixture Wattage Based On Design. b. Poles: Stresscrete 13’, 15’ or 18’ Mounting Height Round Tan & Burgundy Concrete. Based on Design & Location b. All luminaires shall be LED color temperature 4000k. * Note: LED’s will be used by the city as an alternative to reduce energy and maintenance cost. 4. Light Standards a. Light standards shall be located on one side of the roadway only or shall be located opposite each other when placed along both sides of the roadway. b. Staggered spacing will be allowed upon approval of the City Engineer where there is an established staggered pattern and it is necessary to continue this patter, or when site or safety conditions prevent locating luminaires on only one side of the roadway. c. In areas where the street width differs from the City standard, or there are other factors influencing the location of the street lights, the City Engineer will provide input to the applicant on acceptable options. d. Street light poles shall be direct buried as specified by PSE Line loss calculations shall show that no more than a 5 percent voltage drop occurs in any circuits. Branch circuits shall serve a minimum of four luminaires. 5. Conductors Conductor size will be determined by the wattage and circuit lengths provided through thedesign. The minimum wire size for any illumination circuit shall be No. 6 Aluminum. No. 10 wire will be acceptable for the pole and bracket cable within the light standard only. 5.7 Street Barricades Temporary and permanent barricades shall conform to the standards described in the City of Port Orchard currently adopted Manual on Uniform Traffic Control Devices (MUTCD) and the Standard Details. A. Type I or Type II Type I or Type II barricades may be used when traffic is maintained through the area being constructed or reconstructed. City of Port Orchard Chapter 5 – Roadside Features www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 B. Type III Barricades 1. Type III barricades may be used when streets and/or proposed future streets are closed to traffic. Type III barricades may extend completely across a street (as a fence). Where provision must be made for access of equipment and authorized vehicles, the Type III barricades may be provided with movable sections that can be closed when work is not in progress, or with indirect openings that will discourage public entry. Where job site access is provided through the Type III barricades, the developer/contractor shall assure proper closure at the end of each working day. 2. In general, Type III permanent barricades shall be installed to close arterials or other through streets hazardous to traffic. They shall also be used to close off lanes where tapers are not sufficiently delineated. 3. Type III barricades shall be used at the end of a local access street terminating abruptly without cul-de-sac bulb or on temporarily stubbed off streets. Each such barricade shall be used together with an end-of-street marker. For streets that will be extended in the future, a Type III barricade shall be placed at the end of the right of way with a sign stating, "STREET TO BE EXTENDED IN THE FUTURE." 4. Type III barricades may be required at other locations, as directed by the City Engineer. 5.8 Bollards A. General When necessary to deny motor vehicle access to an easement, tract, or trail, except for maintenance or emergency vehicles, the point of access shall be closed by a line of bollards. 1. This closure shall include one or more fixed bollards on each side of the traveled way and removable, locking bollards across the traveled way. 2. Spacing shall provide one bollard on the centerline of trail and other bollards spaced at a minimum of 50 inches on center on trails 10 feet wide or less measured from the center post in the center of the trail. Spacing shall be 60 inches on center on trails wider than 10 feet. 3. Bollard design shall be in accordance with the current Washington State Department of Transportation Standard Plans or other design acceptable to the City Engineer. No fire apparatus access streets shall be blocked in this manner without the concurrence of the Fire Marshall. 5.9 Guardrail/Embankment Heights Guardrail installations shall conform to WSDOT Standard Plan C-1, Beam Guardrail Type 1 and C-2, Guardrail Placement. End anchors shall conform to WSDOT Standard Plan C-6, Beam Guardrail Anchor Type 1. Evaluation of embankments for guardrail installations shall be in accordance with the WSDOT Design Manual. City of Port Orchard Chapter 5 – Roadside Features www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 5.10 Off-Street Parking Spaces The number of off-street parking spaces required and specifications shall conform to Port Orchard Municipal Code, as updated. Please refer to POMC 20.124 Off-street parking design standards. 5.11 On-Street Parking Required On-street parking should be incorporated into all designs of non-arterial streets, both residential and commercial land uses. Said parking should be located on both sides of the street (unless approved by the City Engineer) and the minimum stall width should be seven feet. Where on-street parking is provided in Downtown Commercial zones, the area will be striped and the individual stalls marked. Intersections and alley connections to these streets shall be bulbed out the depth of the required parking at the intersection and alley points, in accordance with the Standard Details. Please refer to POMC 20.124 Parking Standards for general guidance. 5.12 Roadside Obstacles A. General Non-yielding or non-breakaway structures, including retaining walls, rock facings and rockeries, which may be potential hazards to the traveling public, shall be placed with due regard to safety. 1. On streets with a shoulder or mountable curb, hazardous objects shall be placed as close to the right-of-way line as practical and a minimum of 10 feet from the edge of the traveled way or auxiliary lane. 2. On streets with a vertical curb section, hazardous objects shall be placed as far from the edge of the traveled way or auxiliary lane as practical. 3. Hazardous obstacles shall not be placed in a sidewalk or less than two feet from the face of the curb. 4. Placement of any utility structures shall be in accordance with requirements of the City STEEL/ZINC 3/8" DRIVE PIN RIVETS TELSPAR TRAFFIC SIGN PERFORATED 2"X2" NOMINAL POST, 14 GAUGE (1) 3/8" GALV ANGLE BOLT IN (2) ADJACENT HOLES 3 HOLE OVERLAP GROUND SURFACE 7 GAUGE SOLID STEEL ANCHOR CONCRETE TO BOTTOM OF ANCHOR 3" 36" NOTE: INSTALL A NYLON WASHER WHEN SIGN FACE HAS TYPE III, IV, OR IX SHEETING 12" U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 5 0 0 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER STREET SIGNS STREET SIGN POST DETAIL Est. 1890 2/21/2019 500 A B C E G B C E SW G D 6-Inch Blade (Private Road) A G G 6-Inch Blade A G B C G D 8-Inch Blade A B C E G D Overhead Blade F F F F Dunraven Pvt SE Mile Hill Dr D Ln Division St SE Lund Ave U:\ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 5 0 1 A IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER STREET SIGN DETAIL PAGE 1 OF 2 Est. 1890 2/1/2019 501A 6- I n c h B l a d e (P r i v a t e ) 6- I n c h B l a d e 8- I n c h B l a d e 12 - I n c h B l a d e Ov e r h e a d B l a d e A B C D E F G 48" MAX. VARIES 6" 4" 3" 3" 2.25" 2" 48" MAX. VARIES 6" 4" 3" 3" 2.25" 2" 48" MAX. VARIES 8" 6" 4.5" 3" 3" 2" VARIES 12" 8" 6" 6" 4" 3" VARIES 18" 12" 9" 9" 6.75" 5" NOTES: 1.SIGN SHALL BE SUBMITTED AND APPROVED BY PUBLIC WORKS DIRECTOR OR DESIGNEE PRIOR TO FABRICATION. 2.SIGN SHALL BE MADE FROM 0.125" ALUMINUM AND HAVE AVERY OR 3M HIP (TYPE III/IV) SHEETING. 3.SIGNS SHALL HAVE STANDARD RADIUS CORNERS WITH NO HOLES. 4.SIGNS SHALL BE GREEN BACKGROUND WITH WHITE LETTERS FOR CITY OWNED STREETS. 5.SIGNS SHALL BE BROWN BACKGROUND WITH WHITE LETTERS AND MARKED "PVT" FOR PRIVATE STREETS. 6.SIGNS SHALL NOT HAVE A BORDER UNLESS THEY ARE AN OVERHEAD MOUNTED SIGN. 7.SIGNS SHALL BE DOUBLE SIDED. 8.LETTERING SHALL BE HIGHWAY SERIES C GOTHIC. 9.OVERHEAD MOUNTED SIGNS SHALL HAVE A 1-INCH WHITE BORDER WITH 2" MAX. SPACING TO TEXT FROM BORDER. 10.STREET NAMES SHALL HAVE AN UPPER CASE FIRST LETTER FOLLOWED BY LOWER CASE LETTERS. U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 5 0 1 B IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER STREET SIGN DETAIL PAGE 2 OF 2 Est. 1890 1/30/2019 501B City of Port Orchard Chapter 6 – Structures: Vaults and Walls www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 Chapter 6 Structures –Vaults and Walls 6.1 Vaults 6.2 Walls A. Terms B. General C. Retaining Walls D. Rockeries or Rock Walls E. Segmental Gravity Walls F. Requirements for Retaining Walls, Rockeries and Rock Walls Located Within a Public Right of Way City of Port Orchard Chapter 6 – Structures: Vaults and Walls www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 6.1 Vaults Subsurface vaults are specialized underground structures designed for utility functions as places for meters and valves or as stormwater facilities. Subsurface stormwater facilities shall conform to the pertinent City Building Code and criteria set forth in the currently adopted stormwater manual. Note that where the top of a vault is located within a fire lane, additional loading requirements to accommodate fire trucks will apply. Plans for structures, such as vaults, require a separate review, approval, and building permit by the City of Port Orchard DCD prior to construction. 6.2 Walls 9 Terms 1. Rockery: “Rockery” means one or more courses of large rocks stacked near vertical in front of an exposed soil face to protect the soil face from erosion and sloughing. 2. Retained Wall: Retaining Wall is as defined in the International Building Code. 3. Segmental Gravity Wall: Segmental Gravity Walls are typically constructed of manufactured (Allen Block, Keystone, etc.) modular concrete or masonry units, stacked in a running bond pattern without mortar or reinforcement. A. General Design and construction of retaining walls and Segmental Gravity Walls shall conform to the currently adopted International Building Code. Rockeries shall be constructed in accordance with the "Rock Wall Construction Guidelines," prepared by the Associated Rockery Contractors. Segmental Gravity Walls shall be constructed of concrete masonry units (CMU's), manufactured in general accordance with the Northwest Concrete Masonry Association (NWCMA). B. 1. If the rockery is 24-inches high or less, or stepped with no segment exceeding a height of 24-inches, and there is at least 24-inches of separation between segments, it may be located nearly anywhere on your property, subject to limitations established by the Land Use Code. If a rockery or any segment of a stepped rockery is over 24-inches, engineering is required. If the rockery Code, it must comply with the city’s building code regulations permitting requirements, and the structural setback requirements for the property. 2. Rockeries shall be 12-feet or less in total height. 3. Rockeries shall not be used to retain fill. City of Port Orchard Chapter 6 – Structures: Vaults and Walls www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 4. Rockeries may not be used for any protection of cut or fill embankments within the public right of way or within the construction limits of said right of way. Engineered retaining walls may be used within the public right-of-way upon approval of the City Engineer and the proper permitting from both Building and Public Works has been secured. 5. Rockeries shall be constructed of sound, angular ledge rock that is resistant to weathering. The longest dimension of any individual rock should not exceed three times its shortest dimension. C. Segmental Gravity Walls 1. Segmental Gravity Walls shall be constructed of concrete masonry units (CMU's), manufactured in general accordance with the Northwest Concrete Masonry Association (NWCMA). 2. If the segmental gravity wall is 24-inches high or less, or stepped with no segment exceeding a height of 24-inches, and there is at least 24-inches of separation between segments, it may be located nearly anywhere on your property, subject to limitations established by the Land Use Code. If a segmental gravity wall is over 24-inches, engineering is required. If the segmental gravity wall meets the definition of a retaining wall in the International Building Code, it must comply with the city’s building code regulations permitting requirements, and the structural setback requirements for the property. D. Requirements for Retaining Walls, Rockeries, and Segmental Gravity Walls Located within a Public Right of Way 1. Keyway. A keyway shall be constructed for all retaining walls,rockeries, and segmental gravity walls and shall be comprised of a shallow trench (12-inches minimum depth), extending the full length of the wall and as wide as the wall units and the drain rock layer. The competency of the keyway subgrade to support the rock wall shall be verified by the site Geotechnical Engineer or City Inspector. Areas of "soft" subgrade shall be over-excavated and replaced with compacted structural fill. 2. Underdrain. An underdrain shall be installed at the rear of the keyway, consisting of a four-inch minimum diameter perforated or slotted, smooth-walled rigid plastic drain pipe. It shall be bedded on and surrounded by free-draining, 2-inches to 4- inches crushed rock with 5% fines. The underdrain pipe should be installed with sufficient gradient to initiate flow to either one side, both sides or to a low point. Outfall shall be connected by an un-perforated tightline to a positive and permanent discharge. 3. First Course. The first course of rock or wall unit should be placed on firm, unyielding soil or onto a layer of compacted crushed rock. There should be full contact between the rock or wall unit and the soil or crushed rock surface. Due to the angular nature of rock, proper placement may require shaping of the ground surface or slamming or City of Port Orchard Chapter 6 – Structures: Vaults and Walls www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 dropping the rocks into place. During construction of rock facings or rockeries, the rocks should be placed so that there are no continuous joint planes in either the vertical or lateral direction. Wherever possible, each rock should bear on at least two rocks below. 4. Drainage. To provide some degree of drainage control behind the rock facing, retaining wall or rockery, and as a means of helping to prevent the potential loss of soil through the face of the wall, a drain rock filter shall be installed between the rear face of the wall and the soil face being protected. This drain rock filter should be a minimum of 12- inches thick and should be composed of two to four-inch sized quarry spalls, or equivalent material. 5. Sidewalk. When a sidewalk is to be built over a rock facing, retaining wall or rockery, the top of the facing shall be sealed and leveled with a cap constructed of Class 4000 cement concrete in accordance with Chapter 3 of these Standards, but with reduced water content resulting in slump of not over two inches. 6. Pedestrian Protection. For pedestrian protection, a black vinyl coated chain link fence or metal handrail shall be installed when the rock facing, retaining wall or rockery has an exposed wall height of three feet or greater. Rock facings, retaining walls or rockeries constructed adjacent to property lines shall include a minimum 48- inch tall fence along the top of any portion of the wall with an exposed height of three feet or greater. Where applicable, fences should be placed on the property line. City of Port Orchard Chapter 7 – Surface Water Management www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 CHAPTER 7 SURFACE WATER MANAGEMENT 7.1 General A. Design Standards B. Minimum Requirements 7.2 Hydrologic Design A. General B. Hydrologic Models C. Design Flows 7.3 Hydraulics Design A. General B. Conveyance C. Stormwater Flow Control Facilities 7.4 On-site Stormwater Management A. General B. Best Management Practices Selection C. Best Management Practices Infeasibility D. Best Management Practices Stormwater Benefits 7.5 Construction Stormwater Pollution Prevention A. General 7.6 Materials A. General B. Conveyance Systems C. Manholes, Catch basins, and Inlets D. Flow Control Facilities E. On-site Stormwater Management Systems 7.7 Methods of Construction A. General B. Conveyance Systems C. Manholes, Catch basins, and Inlets D. Flow Control Facilities E. Abandoning of Systems F. Cleaning and Testing 7.8 Operations and Maintenance A. General B. Cleaning of Permanent Retention/Detention Areas 7.9 Appendix A City of Port Orchard Chapter 7 – Surface Water Management www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 7.1 General Design Standards All design, materials, and construction shall conform to the following list. Any design, materials, and methods not specifically referenced in these City standards and specifications shall comply with all applicable sections of the standards listed below. In the case of differences among the standards and specifications, the more stringent standards shall apply unless directed otherwise by the City Engineer. The City Engineer retains the authority to modify, revise, or deviate from the approved plans at his/her discretion. Approval of the plans does not warrant the accuracy of the plans. 1. The currently adopted Washington State Department of Ecology Stormwater Management Manual for Western Washington (SWMMWW); and 2. The latest edition of “Standard Specifications for Road, Bridge, and Municipal Construction” and “Hydraulics Manual” prepared by the Washington State Chapter American Public Works Association (APWA) and the Washington State Department of Transportation (WSDOT) and subsequent revisions, and 3. Low Impact Development Technical Guidance Manual for Puget Sound (LID Technical Guidance Manual) by Puget Sound Partnership and WSU Extension Center, Puyallup, Washington, December 2012 (As referenced by the SWMMWW). All storm water conveyance and retention/detention systems are the responsibility of the professional engineer retained by the developer and is subject to approval by the City Engineer. Minimum Requirements The Washington State Department of Ecology SWMMWW outlines the 9 Minimum Requirements that can apply to a development or redevelopment. Not all of the Minimum Requirements will apply to every development or redevelopment project depending on project type and size. Use the flowcharts in Figure I-2.41 and Figure I-2.42 in Volume I, Section 2.4 of the SWMMWW to determine which minimum requirements apply. The following is the list of the Minimum Requirements as outlined in the SWMMWW:  Minimum Requirement #1 - Preparation of Stormwater Site Plans  Minimum Requirement #2 - Construction Stormwater Pollution Prevention (SWPP)  Minimum Requirement #3 - Source Control of Pollution  Minimum Requirement #4 - Preservation of Natural Drainage Systems and Outfalls  Minimum Requirement #5 - On-site Stormwater Management  Minimum Requirement #6 - Runoff Treatment  Minimum Requirement #7 - Flow Control  Minimum Requirement #8 - Wetlands Protection  Minimum Requirement #9 - Operation and Maintenance City of Port Orchard Chapter 7 – Surface Water Management www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 7.2 Hydrologic Design General Hydrological analysis is used to size conveyance, on-site stormwater management, flow control, and water quality facilities to meet the Minimum Requirements set forth by the Washington State Department of Ecology SWMMWW. This chapter describes the models and methods of analysis required and allowed by the City of Port Orchard. Hydrologic Models Three types of models may be used for the use in sizing stormwater facilities: Rational Method, Ecology-approved continuous simulation models, and single-event hydrograph method. The table below outlines which models may be used for each computation: Table 7.2.1 – Acceptable Runoff Models Type of Computation Allowed For Rational Method Single-Event Hydrograph Method Ecology-Approved Continuous Simulation Method Peak Flow Conveyance Sizing (Design Flow) All Projects ACCEPTED if no detention storage is considered ACCEPTED if no detention storage is considered ACCEPTED if the majority of the tributary area is detained. Use 15- minute time-step. Water Quality Facility Sizing Project requiring MR#6 NOT ACCEPTED ACCEPTED for treatment facilities sized by volume from a 6-month, 24-hour storm ACCEPTED. Use 15- minute time step. Flow Control Facility Sizing Project requiring MR#7 NOT ACCEPTED NOT ACCEPTED ACCEPTED. Use 15- minute time step. Downstream Analysis All Projects ACCEPTED if no detention storage is considered. Use the 100-year, 24- hour rainfall event. ACCEPTED if no detention storage is considered. Use the 100-year, 24-hour rainfall event. ACCEPTED. Use 15- minute time-step. On-site Stormwater Management Projects requiring MR#5 NOT ACCEPTED NOT ACCEPTED ACCEPTED. Use 15- minute time-step. Wetland Protection Projects requiring MR#8 NOT ACCEPTED NOT ACCEPTED ACCEPTED. Use 15- minute time-step. City of Port Orchard Chapter 7 – Surface Water Management www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 Design Flows The land coverage used to calculate the design flow for each computation shall follow the requirements dictated in the adopted stormwater manuals (i.e. historic (forested), existing, or proposed). The following outlines the requirements for each computation design flow: 1. Conveyance: For conveyance sizing using the rational method and single-event hydrograph method the design flow is based on the 100-year, 24-hour storm. The 50-year, 24-hour storm may be used if shown that the surcharge from the 100-year storm has a flow path away from buildings and critical structures. For conveyance sizing using an Ecology-approved continuous simulation model the design flow is based on the 100-year return period using a 15-minute time-step. 2. MR#5 On-site Stormwater Management (LID): For sizing On-site Stormwater Management Best Management Practices, the design flow is outlined in Volume I, Section 2.5.5 of the Washington State Department of Ecology Stormwater Manual for Western Washington. 3. MR#6 Water Quality: For sizing water quality facilities, the design flow/volume is outlined in Volume I, Section 2.5.6 of the Washington State Department of Ecology Stormwater Manual for Western Washington. 4. MR#7 Flow Control: For sizing flow control facilities, the design flow requirements are outlined in Volume I, Section 2.5.7 of the Washington State Department of Ecology Stormwater Manual for Western Washington. 5. MR#8 Wetland Protection: For projects that trigger Minimum Requirement #8 – Wetland Protection the design flow/volume are outlined in Appendix I-D: Guidelines for Wetlands when Managing Stormwater of the Washington State Department of Ecology Stormwater Manual for Western Washington. 7.3 Hydraulic Design General Hydraulic analysis shall be used to size roof downspouts, footing drains, yard drains, underdrains, ditches, swales, stormwater conveyance systems, etc. to prevent stormwater runoff from damaging on-site, adjacent, and right-of-way properties. Conveyance Systems 1. Outfalls and Discharge Locations a. Conveyance systems shall maintain natural drainage basins unless otherwise approved City of Port Orchard Chapter 7 – Surface Water Management www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 by the City Engineer. b. Stormwater runoff from the project shall produce no significant adverse impact to downstream properties and shall discharge to the existing downstream drainage system at the approved location. c. All pipe outfalls shall require energy dissipation as outlined in Chapter 3, Section 4.7 of the WSDOT Hydraulics Manual. d. Concentrated flows discharging to an adjacent property which has no conveyance system shall not be allowed unless approved by the City Engineer. 2. Off-site Analysis a. The analysis shall include the evaluation of the downstream system to a minimum of ¼-mile and the upstream system to the extent impacted by backwater. b. A physical inspection of the upstream and downstream drainage system shall be completed. c. Any stormwater problems within the evaluation area shall be addressed, which includes but is not limited to existing flooding, predicted flooding, or erosion. 3. Design Requirements a. The required design flow for sizing conveyance systems is indicated in Section 9.2.C.1 of this document. b. No structures shall be surcharged in the 100-year storm event unless shown that a flow path is provided to not impact the building or critical structures. No structures shall be surcharged in the 50-year storm event. c. A backwater analysis shall be completed as indicated in Appendix A of this chapter. 4. Pipe Systems a. Setbacks and Clearances Horizontal: Structures 10-feet Dry Utilities (Power, Gas, Telecomm) 5-feet Sanitary Sewer 5-feet Water 10-feet Vertical: Dry Utilities (Power, Gas, Telecomm) 1-foot Sanitary Sewer 1-foot Water 2-feet b. The minimum cover for storm drain pipe shall be-2 feet. Where the minimum depth includes the roadway section, structural calculations for the appropriate H-loading shall be submitted along with the plans. All pipe specified where the cover is 2-feet or less shall be C900 pipe or ductile iron pipe of a class determined by the structural City of Port Orchard Chapter 7 – Surface Water Management www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 calculations. c. Storm drain pipe in the public right-of-way shall be a minimum of 12-inches in diameter; with the exception that 8-inch pipe may be used between inlets and catch basins in runs of 50 feet or less. d. The minimum slope for a storm drains 12-inches and greater is 0.5%. If used, the minimum slope for an 8-inch pipe is 1.0%. e. For private storm systems using 6-inch pipe or smaller the minimum slope is 2.0%. f. Any storm drains with a 20% slope or greater shall require pipe anchors. g. Changes of pipe size are allowed only at junctions. Pipes increasing in size shall match pipe centerlines at a minimum and match crowns when allowable. 5. Open Channel a. Open channels shall have a 5-foot setback from buildings and structures. b. Constructed open channel systems shall be either vegetation-lined or rock-lined. • Vegetation-Lined are the most desirable open channel and shall be used with longitudinal slopes less than 6% and a maximum velocity of 5 fps. • Rock-Lined shall be used when slopes exceed 6% and the velocity exceeds 5 fps. c. Conveyance design for open channel flow is outlined in Chapter 4 of the WSDOT Hydraulics Manual. d. Refer to the SWMMWW for use of open channel systems to meet on-site stormwater management, water quality, and flow control requirements. 6. Culverts a. The minimum culvert size for driveways is 12-inches, and when minimum cover can be met an 18-pipe is required to minimize potential blockages. b. Headwalls or anti-seep collars shall be provided on culverts where erosion of pipe bedding is possible, as determined by the City Engineer. c. Energy dissipation is required on all culvert outfalls as outlined in Chapter 3, Section 4.7 of the WSDOT Hydraulics Manual. d. Culverts shall be designed as outlined in Chapter 3 of the WSDOT Hydraulics Manual. e. In fish-bearing waters, water-crossing structures must be provided for fish passage as required for Washington State Department of Fish and Wildlife Hydraulic Project Approval. 7. Manholes, Catch Basins, & Inlets a. All manholes, catch basins, and inlets shall be precast. If precast is not available, then a cast-in-place structure may be used as an alternative. A drawing stamped by the Engineer of Record is required to be submitted to the City prior to approval. b. All manholes, catch basins, and inlets and covers shall be design for H-20 loading. City of Port Orchard Chapter 7 – Surface Water Management www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 c. Manholes, catch basins, and inlets shall not be located within the vehicle wheel path unless approved by the City Engineer. d. All manholes, catch basins, and inlets shall be set flush to grade. e. Spacing between structures shall not exceed 300-feet for pipe sizes less than 48-inches and shall not exceed 500-feet for pipe sizes 48-inches and greater. f. Maximum spacing between grates along a street shall be as follows: • 150 feet on surface grades less than 1%, and • 200 feet on surface grades less than 2%, and • 300 feet on surface grades over 3%; • A spacing greater than the maximums indicated may be approved based on a grate flow capacity as outlined in section 5-5 of the WSDOT Hydraulics Manual. g. Drainage structures in the curb flowline at a sump condition or locations prone to clogging shall require a through-curb/combination grate. Stormwater Flow Control Facilities Stormwater flow control facilities shall be designed and constructed using criteria and methods set forth in Volume III, Section 3.2 of the adopted Stormwater Management Manual of Wester Washington in addition to the following information: 1. Ponds a. Ponds shall be designed per Volume III, Section 3.2.1 of the adopted Stormwater Management Manual of Wester Washington. b. Stormwater ponds may be used as interim sedimentation facilities if cleaned and restored to approved plan conditions following completion of all on-site construction. c. Provide debris barriers and trash racks on the pond outlet. d. The edge of a stormwater ponds shall have a 5-foot setback from the edge of a building without a basement and 10-feet from a building with a basement. e. The edge of the pond access road shall be within 5-feet of the control structure. 2. Subsurface Detention Pipes and Vaults a. Subsurface pipes and vaults shall be designed per Volume III, Section 3.2.2 & 3.2.3 of the adopted Stormwater Management Manual of Wester Washington. b. Subsurface pipes and vaults shall not be located underneath any structure (e.g. buildings, sheds, decks, carports, retaining walls, etc.) unless approved by the City Engineer. c. Subsurface pipes and vaults shall have a 10-foot setback from the edge of buildings and structures. d. When the design of underground systems does not take into account buoyancy City of Port Orchard Chapter 7 – Surface Water Management www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 or hydrostatic pressure, footing drains shall be provided. Footing drains shall be backfilled to within two (2) feet of the top of the vault or pipe with Gravel Backfill for Drains conforming to Section 9-03.12(4) of the Standard Specifications. The gravel backfill shall be protected from contamination by soil fines with a permeable geotextile. e. Subsurface pipes and vaults shall conform to the pertinent Building Code and designed to meet appropriate loading requirements. Note that where the top of a vault or pipe is located within a fire lane, additional loading requirements will apply. 3. Infiltration Systems a. Infiltration systems shall be designed per Volume III, Section 3.3 of the adopted Stormwater Management Manual of Wester Washington. b. Infiltration systems may be used for in conjuncture with a detention system to meet Minimum Requirement #7. c. Design infiltration rate shall be calculated as outlined in Volume III, Section 3.3.4 Steps for the Design of Infiltration Facilities – Simplified Approach or Section 3.3.8 Steps for Designing Infiltration Facilities – Detailed Approach. Project size shall dictate which approach to take. d. A Groundwater Mounding Analysis is required where the bottom of the infiltration system is within 10-feet of the seasonal high ground water elevation for projects infiltrating less than 1-acre of impervious area and within 15-feet for projects infiltrating more than 1-acre of impervious area. The seasonal high ground water elevation shall be provided by a licensed geotechnical engineer. e. An overflow system is required for all infiltration systems design to meet City conveyance system requirements. 4. Chamber/Modular Systems a. Subsurface chamber and modular systems utilized for stormwater detention/infiltration shall be approved on a case-by-case basis by the City Engineer. 7.4 On-site Stormwater Management General The implementation of On-site Stormwater Management Best Management Practices (BMPs) within the project site offers an opportunity to reduce the size of traditional flow control and water quality facilities such as ponds and vaults. By utilizing the BMPs outlined in the SWMMWW the project can effectively reduce the impacts of development on the environment and can provide a more effective stormwater design. Best Management Practices (BMPs) Selection Use the flowchart in Figure I-2.5.1 in Volume I, Section 2.5.5 of the SWMMWW to determine City of Port Orchard Chapter 7 – Surface Water Management www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 the project requirement for Minimum Requirement #5 – On-site Stormwater Management. Best Management Practices (BMPs) Infeasibility The Department of Ecology SWMMWW outlines the site requirements in order to implement stormwater BMPs to meet Minimum Requirements #5, #6, #7, and #8 when applicable. Infeasibility for each individual BMP can be found in Volume V, Section 5.3.1 of the SWMMWW. Best Management Practices (BMPs) Stormwater Benefits The implementation of on-site stormwater management BMPs can be used to either partially meet or fully meet Minimum Requirements #5, #6, #7, and #8 when applicable. Stormwater benefits and modelling information for each individual BMP can be found in Volume III, Appendix C of the SWMMWW. 7.5 Construction Stormwater Prevention Plan General Minimum Requirement #2 of the Washington State Department of Ecology Stormwater Management Manual of Western Washington outlines the requirements for the control of stormwater runoff from construction activities. In addition to the requirement presented in the SWMMWW the following standards outlines project requirements: 1. A Temporary Erosion and Sediment Control Plan shall be submitted to the City Engineer for approval. Control measures shall be in place prior to any clearing and/or grading activity. The site work contractor shall be responsible for maintaining all erosion and sedimentation control facilities. 2. The erosion and sedimentation control systems depicted on the plans are intended to be the minimum requirements to meet anticipated site conditions. The permittee should anticipate that more control measures may be necessary to insure complete siltation control on the site. It shall be the obligation and responsibility of the permittee to address any new conditions that may arise or be created by his activities and to provide additional facilities, over and above the minimum requirements shown, as may be needed to protect adjacent properties and the water quality of the receiving drainage system. The City Engineer may require additional measures. 3. Measures necessary to insure complete siltation control of the site are required at all times. It shall be the obligation and responsibility of the contractor to address any new conditions that may be created by his activities and to provide additional facilities, over and above any existing measures, as may be needed to protect adjacent properties and the water quality of the receiving drainage system. The City Engineer may also require additional measures. 4. Any dirt or mud tracked onto City streets by construction vehicles shall be cleaned up immediately. Dust control shall be maintained at all times. 5. During grading and utility installation, observed site conditions may result in the City Engineer making a determination that the applicant shall direct a geotechnical engineer City of Port Orchard Chapter 7 – Surface Water Management www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 to complete detailed geotechnical investigations and provide the City Engineer with results and recommendations prior to completion of the work or issuance of subsequent approvals and permits. 6. The Department of Ecology requires project owners to obtain a Construction Stormwater General Permit for certain projects. a. Initial guidance on this requirement can be found on the Department of Ecology Focus Sheet titled “Focus on Construction Stormwater General Permit” which is available at the City Public Works counter or online at: www.ecy.wa.gov/biblio/0710044.html. b. Permit application forms, also called a “Notice of Intent” or “NOI,” are available at the City Public Works counter or online at: www.ecy.wa.gov/biblio/ecy02085.html. Construction site operators must apply for the permit 60 days prior to discharging stormwater. 7. On approximately September 15 of any construction year, the City Engineer may schedule a meeting with the developer to discuss winter-season site stabilization/closure requirements. All exposed soils shall be stabilized using (BMPs) defined by the Department of Ecology and Kitsap County Stormwater Management Manuals and as approved by the City Engineer. 7.6 Materials General Contractor shall provide Manufacturer's Certificate of Compliance in accordance with Section 1- 06.3 of the Standard Specifications when requested by the City for all pipe, fittings, precast concrete products, castings, and manufactured fill materials to be used in the project. Conveyance Systems 1. Open Channels a. Rock riprap for channel armoring shall conform to Section 9-13 of the Standard Specifications b. Vegetation for open channel, including roadside ditches, shall conform to WSDOT Hydraulics Manual. c. Soil, vegetation, mulch, and other materials for bioretention and other channel BMPs shall conform to the LID Technical Guidance Manual for Puget Sound. 2. Storm Drain Pipe and Culvert Materials a. Only the pipe materials listed are approved for use in storm drain systems and culverts. Materials shall meet the noted sections of the Standard Specifications: • Reinforced Concrete Pipe (RCP), Cl. 3 (min.) 9-05.7(2) • Solid Wall PVC Pipe, SDR 35 (min.) 9-05.12(1) City of Port Orchard Chapter 7 – Surface Water Management www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 • Profile Wall PVC Pipe 9-05.12(2) • Ductile Iron Pipe (DIP), Class 52 9-05.13 • Corrugated Polyethylene Storm Sewer Pipe 9-05.20 • High Density Polyethylene Pipe (HDPP) 9-05.23 • Corrugated Polypropylene Pipe (double and triple wall) 9-05.24 b. All joints shall be made with a bell/bell or bell and spigot coupling and shall conform to ASTM D3212, using elastomeric gaskets conforming to ASTM F477. All gaskets shall be factory installed on the pipe in accordance with the producer’s recommendations. 3. Pipe Bedding a. For Reinforced Concrete Pipe (RCP), Corrugated Metal Pipe (CMP - which includes steel and aluminum), and Ductile Iron Pipe (DIP), bedding material shall be in accordance with Section 9- 03.12(3) - Gravel Backfill for Pipe Zone Bedding of the Standard Specifications. b. For convenience, pipe bedding conforming to crushed surfacing top course material of Section 9- 03.9(3) - Crushed Surfacing of the Standard Specifications may also be used as bedding material for pipe. c. In unpaved areas, the Contractor may request to use excavated material as pipe zone bedding and must demonstrate to the Engineer that the suitable excavated material conforms to Section 9- 03.12(3) - Gravel Backfill for Pipe Zone Bedding of the Standard Specifications, and proper compaction levels can be achieved. d. For Polyvinyl Chloride (PVC) pipe, Corrugated Polyethylene (CPE) pipe, and other thermoplastic pipe, bedding material shall be imported material conforming to crushed surfacing top course material of Section 9-03.9(3) - Crushed Surfacing of the Standard Specifications. e. In unpaved areas, the Contractor may request to use excavated material as pipe zone bedding and must demonstrate to the Engineer that the suitable excavated material conforms to Section 9- 03.12(3) - Gravel Backfill for Pipe Zone Bedding of the Standard Specifications, and proper compaction levels can be achieved. 4. Trench Backfill a. For transverse trenches (perpendicular to the roadway centerline) in paved areas, trench backfill conforming to Section 9-03.9(3) - Crushed Surfacing of the Standard Specifications shall be used as trench backfill for pipe. b. For longitudinal trenches (trenches parallel to the centerline of the roadway) in paved areas, the top 8-feet of longitudinal trenches shall be backfilled with trench backfill conforming to Section 9-03.9(3) - Crushed Surfacing of the Standard Specifications and backfill material 8-feet and deeper below finished grade shall conform to Section 9-03.14(1) - Gravel Borrow of the Standard Specifications. c. In unpaved areas, trench backfill material shall conform to Section 9-03.14(1) - Gravel Borrow of the Standard Specifications. The Contractor may request to use excavated City of Port Orchard Chapter 7 – Surface Water Management www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 material as trench backfill and must demonstrate to the Engineer that the suitable excavated material conforms to Section 9-03.14(1) - Gravel Borrow of the Standard Specifications and proper compaction levels can be achieved. d. Controlled Density Fill (CDF) may be used in lieu of trench backfill. 5. Private Conveyance Systems Private conveyance systems shall comply with all criteria and standards for drainage systems in this document unless specifically exempted. 6. Outfalls a. Rock riprap for scour protection and energy dissipation shall conform to Section 9-13 of the Standard Specifications. b. Gabions for energy dissipators shall conform to Section 6-09.3(6) - Gabion Cribbing and Section 9-27.3 - Gabion Cribbing of the Standard Specifications. c. Precast concrete products for energy dissipators shall comply with Section 7-05.2 of the Standard Specifications. 7. Couplings a. Approved couplings for use on storm drainage mains with differing materials or diameters or non-approved materials shall be ductile iron mechanical couplings (equal to ROMAC). 8. Recycled Materials a. Recycled glass cullet and steel furnace slag shall not be used as backfill in, around, above or below any facility to be owned and operated by the City. Additionally, such recycled materials shall not be placed on any tract, property or easement for which the City has any ownership rights or maintenance responsibilities. b. Recycled concrete rubble shall not be used as bedding in the pipe zone, as trench backfill or as backfill above the projected neat-line trench above a pipe or structure. c. Recycled concrete rubble may be used except under the following conditions: • Below the original existing grade line of the project • On slopes exposed to precipitation or on unstable slopes • Within two (2) feet of the water table • Within 10 feet of a property line • Less than 100 feet from a water well or critical groundwater recharge area • Within any wetland or wetland buffer • Less than 100 feet from a stream, creek, river, pond or lake • Within 50 feet of Low Impact Development drainage BMP’s; and • As backfill around any structure that has an underdrain system 9. Cement-Treated Soils a. Cement-treat soils shall not be used as backfill in, around, above or below any facility to be owned and operated by the City. Additionally, cement-treated soils shall not be City of Port Orchard Chapter 7 – Surface Water Management www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 placed on any tract, property or easement for which the City has any ownership rights or maintenance responsibilities. Manholes, Catch basins, and Inlets 8. Precast Concrete Products a. Precast concrete products for manholes, inlets, and catch basins shall comply with Section 7-05.2 of the Standard Specifications. b. For pre-cast concrete structures, the minimum design structural loading shall be H- 20 loading and comply with ASTMC-857 and ASTM C-890. c. All precast concrete products need to be manufactured by an NPCA-certified plant. d. Vaults (risers, bases and lids) shall be constructed in accordance with ASTM C-858 and ASTM C-913. e. Reinforcing steel bars shall conform to ASTM A-615. Welded wire fabric shall conform to ASTM A-1064. f. Gasket material shall conform to ASTM C-443. g. End walls for water pipe penetrations shall be cast without knockouts. h. All riser, base and lid penetrations shall be core drilled or integrally cast. i. Vaults shall consist of: • a lid and integrally cast base and riser unit; or • individually cast base, riser and lid sections. j. All vaults shall be watertight and be free of any visible leaks. k. The repair of any leaks shall be in accordance with the vault manufacturer's written recommendations. l. A Manufacturer's Certification of Compliance with these requirements shall be provided for each type of product furnished for installation. 9. Metal Covers a. Castings • Metal castings for manhole rings, round covers, frames, grates, and rectangular covers shall conform to the Standard Details and Section 9-05.15 of the Standard Specifications as modified herein. • All catch basin grated covers in roadways shall be bolt-locking vaned ductile iron grates with cast iron frames, per these engineering standards or approved equal. • Manhole round covers and rectangular covers shall have the word "DRAIN" in block letters at least two (2) inches high, recessed so as to be flush with the surface. • Manhole Covers shall be Rexus or East Jordan Iron Works hinged manhole frame and cover. City of Port Orchard Chapter 7 – Surface Water Management www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 • When bolt locking grates are required, the locking bolts shall be 5/8" - 11 NC stainless steel type 304 socket (allen) head bolts, 2 inches long or approved equal. • Dipping, painting, welding, plugging or any repair of defects shall not be permitted in accordance with AASHTO M 306. b. Metal hatches and access covers shall be constructed with a non-slip treatment having a coefficient of friction of at least 0.6, as determined by DCOF AcuTest per ANSI A137.1-2012. Hatches and access covers located on slopes of 4% or greater shall have a coefficient of friction of at least 0.8, as determined by DCOF AcuTest per ANSI A137.1-2012. 10. Structure Backfill a. In paved areas and in areas within the right of way, the top 8-feet around structures shall be backfilled with structure backfill conforming to Section 9-03.9(3) - Crushed Surfacing of the Standard Specifications and backfill material 8-feet and deeper below finished grade shall conform to Section 9-03.14(1) - Gravel Borrow of the Standard Specifications. b. In unpaved areas outside of the right of way, structure backfill material shall conform to Section 9-03.14(1) - Gravel Borrow of the Standard Specifications. The Contractor may request to use excavated material as structure backfill and must demonstrate to the Engineer that the suitable excavated material conforms to Section 9-03.14(1) - Gravel Borrow of the Standard Specifications and proper compaction levels can be achieved. 11. Recycled Material a. HMA grindings, recycled glass cullet and steel furnace slag shall not be used as backfill in, around, above or below any facility to be owned and operated by the City. Additionally, such recycled materials shall not be placed on any tract, property or easement for which the City has any ownership rights or maintenance responsibilities. b. Recycled concrete rubble may not be used as backfill for structures. 12. Cement-Treated Soils a. Cement-treat soils shall not be used as backfill in, around, above or below any facility to be owned and operated by the City. Additionally, cement-treated soils shall not be placed on any tract, property or easement for which the City has any ownership rights or maintenance responsibilities. Flow Control Facilities 13. General All covers and grates on access structures to the flow control facility shall be bolt locking. 14. Control structures a. Precast concrete products for control structures shall comply with Section 7-05.2 of City of Port Orchard Chapter 7 – Surface Water Management www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 the Standard Specifications. b. Flow restrictors in detention control structures shall be fabricated from 0.060" aluminum pipe, PVC pipe (Profile Wall, Schedule 40 or SDR 35), CPE, or HDPP (SDR 32.5). c. Pipe support materials shall match restrictor (if metal). For plastic materials, aluminum (3” W x 0.060" T) or stainless steel (3”W x 0.090"T) shall be used. Pipe supports shall be fastened to the structure wall with 5/8-inch stainless steel expansion bolts or lag and shield. d. Orifice plates shall be fabricated from aluminum plate (0.125"), high density polyethylene (HDPE) sheeting (0.25"), or PVC sheeting (0.25"). Orifice plates shall be bolted to the flange on the flow restrictor with stainless steel hardware. Orifices may be fabricated by drilling the specified diameter hole in an end cap. e. Protective screening for orifices less than one (1) inch in diameter shall be hot-dipped galvanized, 0.5" x 0.5" "hardware cloth" or polymer geo-grid with the approximate same size openings 15. Ponds a. Materials shall conform to Volume III, Section 3.2.1 of the SWMMWW. 16. Underground Detention Systems a. Underdrains and footing drains shall be a minimum of 6-inch diameter Polyvinyl chloride (PVC) pipe, SDR 35, with laser-cut slotted perforations b. Underdrains and footing drains shall be backfilled with material which conforms to Section 9- 03.12(4) - Gravel Backfill for Drains of the Standard Specifications. c. For Reinforced Concrete Pipe (RCP) and other rigid pipe, bedding material shall be in accordance with Section 9-03.12(3) - Gravel Backfill for Pipe Bedding of the Standard Specifications. d. For Corrugated Metal Pipe (CMP – which includes steel and aluminum) and other flexible pipe, bedding material shall conform to Section 9-03.16 - Bedding Material for Flexible Pipe per the Standard Specifications. e. Trench and structure backfill material shall conform to Section 9-03.14 - Gravel Borrow of the Standard Specifications. f. HMA grindings, recycled glass cullet and steel furnace slag shall not be used as backfill in, around, above or below any facility to be owned and operated by the City. Additionally, such recycled materials shall not be placed on any tract, property or easement for which the City has any ownership rights or maintenance responsibilities. g. Recycled concrete rubble shall not be used for backfilling for facilities. h. Detention Vaults: • Materials for cast-in-place concrete stormwater detention vaults shall be as City of Port Orchard Chapter 7 – Surface Water Management www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 approved by building code. • Precast products shall conform to Section C.1 of this Chapter. • Any metal structural components shall be protected from corrosion and have a low maintenance coating. The Developer shall submit proposed metal protective coatings with supporting documentation for review prior to drainage plan approval. Coatings shall have a 50-year design life. • For precast vaults, sealing between riser sections shall be accomplished by placing Portland cement mortar, compressible neoprene foam gaskets, asphaltic mastic material, or asphalt impregnated gasket materials between sections, as recommended by the manufacturer to produce a water-tight seal. i. Detention Pipe: • Only the pipe materials listed are approved for use in stormwater detention facilities. Materials shall meet the following sections of the Standard Specifications and as modified herein: • Reinforced Concrete Pipe (RCP), Cl. 3 min. 9-05.7(2) • Corrugated Aluminum Culvert Pipe 9-05.5 • Corrugated Steel Culvert Pipe, Treatment 1 9-05.4 • Corrugated Steel Pipe Arch, Treatment 1 9-05.4 • Aluminum Coated (Aluminized) Corrugated Iron 9-05.1(2) • Or Steel Drain Pipe Corrugated Polyethylene Pipe 9-05.20 • Steel Reinforced Polyethylene 9-05.22 • All corrugated metal pipe and pipe arch shall be furnished with annular ends, neoprene gaskets, and lap type couplings. j. Proprietary underground facilities shall be reviewed for compliance with relevant standards presented in this document. On-site Stormwater Management BMPs Materials for On-site Stormwater Management BMPs shall conform to the LID Technical Guidance Manual for Puget Sound. 7.7 Methods of Construction General 1. All construction on City rights-of-way shall be done in accordance with the City's standards and the procedures and methods set forth in WSDOT Standard Specifications. 2. Prior to the final inspection, the Contractor shall clean the storm drain system and any off-site drainage systems affected by construction activities by a method approved by the City. Wastewater from such cleaning operations shall not be discharged to the storm drainage system or surface waters. City of Port Orchard Chapter 7 – Surface Water Management www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 3. Contractor shall provide Manufacturer's Certificate of Compliance when requested by the City for all pipe, fittings, precast concrete products, castings, and manufactured fill materials to be used in the project. 4. Testing of the stormwater management facilities, by the Contractor, when required by the City, shall conform to the testing requirements for the particular component of the system as set forth in the Standard Specifications and issued permits. 5. Documentation for the newly installed stormwater management facilities required by these Standards, the Developer Extension Agreement, or issued permits shall be submitted and approved prior to construction acceptance. Conveyance Systems 1. Methods of construction for storm drain pipelines and culverts shall conform to Section 7-04.3 - Construction Requirements of the Standard Specifications and the Department of Ecology Manual (for storm drainage systems). 2. Connection to Public Storm Systems: a. When connecting existing metal storm pipe to new catch basins, the Contractor shall treat the newly exposed end of the pipe per Section 9-05.4(4) - Asphalt Coatings and Paved Inverts of the Standard Specifications. b. Where new pipe is connected to existing, the Contractor shall verify the type of existing pipe and join in kind with new. If the existing pipe is of a nonapproved material or of dissimilar materials, the Contractor shall connect the new to the existing with an appropriate coupling device. c. For profile wall PVC or CPE pipe, an insert-tee or saddle tee may be used. For new stormwater conveyance systems, roof/footing/yard drain pipes shall be connected with manufactured tee fittings. d. When a connection is made without the benefit of a structure, a clean-out shall be provided upstream of each tee on the inletting private drainage system pipe. e. If finished floor elevation is lower than adjacent street (top of curb) and a connection to public street drainage system is made, at minimum the property owner shall install a check valve. 3. The Installation of all non-linear plastic pipe, lot stubs and underdrains shall include a locator wire. 4. Trenches shall be excavated to the width, depth, and grade as set forth on the approved plans and as set forth in Standard Details herein. Material excavated that is unsuitable for backfill shall not be used for filling on or around surface water facilities. 5. Pipe bedding shall conform to Section 7-08.3(1)C - Bedding the Pipes of the Standard Specifications to provide uniform support along the entire pipe barrel, without load concentration at joint collars or bells. 6. Laying pipe shall be in accordance with Section 7-08.3(2)B - Pipe Laying of the Standard City of Port Orchard Chapter 7 – Surface Water Management www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 Specifications. 7. Backfilling shall be accomplished in accordance with Section 2-09 - Structure Excavation of the Standard Specifications. 8. All backfill shall be mechanically compacted in accordance with Section 2-09.3(I)E - Backfilling - Compaction of the Standard Specifications with the following modifications: a. Each layer in a paved area or within the right-of-way shall be compacted to 95% of the maximum dry density per Section 2-03.3(14)D - Compaction and Moisture Control Tests, of the Standard Specifications. b. Each layer in an unpaved area shall be compacted to 90% of the maximum dry density per Section 2-03.3(14)D - Compaction and Moisture Control Tests, of the Standard Specifications. 9. The footing drainage system and the roof downspout system shall be separate pipe systems up to the on-site collection system. 10. Trench Excavation: a. Trenches shall be excavated to the line and grade set forth on the approved plans and in accordance with the Standard Details. The trench width at the top of the pipe shall be 30 inches for pipe up to and including 12-inch inside diameter and the outside diameter of the pipe barrel plus 16 inches for pipe larger than 12-inch inside diameter. Where higher strength pipe or special bedding is required because of excess trench width, the Contractor shall furnish the necessary materials. b. The trench shall be kept free from water until joining has been completed. Surface water shall be diverted so as not to enter the trench. The Contractor shall maintain sufficient pumping equipment on the job to ensure that these provisions are carried out. Unsuitable material below the depth of the bedding shall be removed and replaced with satisfactory foundation materials as determined by the Engineer. c. Trenching operations shall not proceed more than 100 feet in advance of pipe laying except with approval of the City Engineer. d. Providing sheeting, shoring, cribbing, cofferdams, and all aspects involved therein shall be the sole responsibility of the Contractor. Such trench/excavation protection shall comply with the requirements of Section 2-09 - Structure Excavation and Section 7-08.3(1)B - Shoring of the Standard Specifications, Chapter 49.17 RCW of the Washington Safety and Health Act, and Part N – Excavation, Trenching, and Shoring of Chapter 296-155 WAC. e. When trenching operations take place in the public right-of-way, the pavement, and all other improvements, shall be restored as required by the Right-Of-Way Use Permit. Manholes, Catch Basins, and Inlets 1. The construction of manholes, catch basins, and inlets shall conform to Section 7-05.3 - Construction Requirements of the Standard Specification. City of Port Orchard Chapter 7 – Surface Water Management www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 2. All structure ladders, when used, shall be firmly attached using stainless steel hardware and extend to the bottom of the structure. 3. When connecting to a concrete structure, openings must be core-drilled unless an existing knockout is available. Connections shall be made with watertight rubber boots, sand collars, manhole adapters, or other approved watertight connectors except for : 1) concrete; 2) ductile iron; 3) corrugated metal pipe. For 1,2, and 3 above, connections shall be made with non-shrink Portland Cement Grout to make a watertight connection. 4. Backfilling shall be accomplished in accordance with Section 2-09 - Structure Excavation of the Standard Specifications with the following modifications: a. In a paved area or within the right-of-way backfill shall be compacted to 95% of the maximum dry density per Section 2-03.3(14)D - Compaction and Moisture Control Tests, of the Standard Specifications. b. In an unpaved area backfill shall be compacted to 90% of the maximum dry density per Section 2-03.3(14)D - Compaction and Moisture Control Tests, of the Standard Specifications. 5. Where shown on the approved plans or as directed by the City, existing manholes, catch basins and inlets shall be adjusted to conform to finished grade in accordance with Section 7-05.3(l) - Adjusting Manholes and Catch Basins to Grade of the Standard Specifications Flow Control Facilities 1. Control structures shall follow construction practices set forth for manholes, catch basins, and inlets. 2. Ponds: a. Fill placed around structures in the berm embankment shall be placed in four (4) inch maximum lifts and compacted to 95 percent of ASTM D- 1557. b. Vegetation and landscaping shall conform to Section 8-02 - Roadside Planting of the Standard Specifications. c. For City maintained facilities, all plant material shall be guaranteed for a period of one (1) year after acceptance. Defective materials shall be promptly replaced in like kind and size. The guarantee period may be extended for those defective materials which are replaced. 3. Subsurface Detention Systems: a. Cast-in-Place and Precast concrete vaults shall conform to Section 6-02 - Concrete Structures of the Standard Specifications as modified herein and as directed by the Building Official b. For precast vaults, sealing between sections shall be accomplished by placing Portland cement mortar, compressible neoprene foam gaskets, asphaltic mastic material, or asphalt impregnated gasket materials between sections, as City of Port Orchard Chapter 7 – Surface Water Management www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 recommended by the manufacturer to produce a water-tight seal. c. Pipes used for stormwater detention systems shall conform to the applicable sections of Division 7 - Drainage Structures, Storm Sewers, Sanitary Sewers, Water Mains, and Conduits of the Standard Specifications. 4. Infiltration Systems: a. Construction of infiltration systems for flow control and treatment shall conform to Volume III, Section 3.3 of the SWMMWW. b. Excavation of infiltration systems shall be done with a backhoe or excavator working at "arms length" to avoid the compaction and disturbance of the completed infiltration surface. c. The facility site shall be cordoned off so that construction traffic does not traverse the area d. An inspection by the civil/geotechnical engineer of record, of the exposed soil shall be made after the infiltration system is excavated to confirm that suitable soils are present. A written copy of the inspection report shall be provided to the Public Works Inspector. e. Infiltration systems for flow control shall not be utilized until construction is complete and disturbed areas have been stabilized, as determined by the City, to prevent sedimentation of the infiltration system. Temporary flow control facilities may be needed to utilize this option. Abandoning Systems 1. Any property owner who plans to demolish or remove any structure connected to the public storm drainage system shall notify the City prior to the commencement of such work. 2. When a property is redeveloped, the property owner shall abandon storm drainage pipes that are no longer needed. In addition, the property owner shall abandon all unused provisional storm drainage pipes within the scope of the redevelopment project. The allowable methods of storm drainage pipe abandonment are as follows: a. Cap the storm drainage pipe at the main. b. Install a cured-in-place liner in the mainline to cover the lateral storm drainage pipe inlet and fill storm drainage pipe to be abandoned with controlled density fill. c. Install a cured-in-place spot repair liner in the mainline to cover the lateral storm drainage pipe inlet and fill storm drainage pipe to be abandoned with controlled density fill. The spot repair liner shall extend minimum of one foot upstream and downstream of the edge of the storm drainage pipe opening. d. Other trenchless technology proposed by the property owner, subject to City review and approval. 3. The Contractor shall completely fill the pipeline to be abandoned with sand, concrete, or City of Port Orchard Chapter 7 – Surface Water Management www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 controlled density fill; or remove it. 4. Other trenchless technology proposed by the property owner, subject to City review and approval. a. Removed completely according to Section 2-02 of the current Standard Specifications; or, b. Abandoned according to Section 7-05.3 of the current Standard Specifications, provided no conflicts with new utilities or improvements arise. System Cleaning and Testing 1. Cleaning and testing of storm systems shall conform to section 7-04.3(1) of the Standard Specifications. 7.8 Operations and Maintenance General The City shall maintain all stormwater drainage elements such as catch basins, oil water separators, and conveyance systems located within the public rights-of-way. All private stormwater systems are required to have an Operations and Maintenance Manual per Department of Ecology’s requirements. The manual must be submitted to the City for review prior to construction authorization. The development’s owner association shall be responsible for maintaining on-site storm water facilities including, but not limited to, on- site retention/detention ponds, catch basins, oil-water separators and conveyance system(s). Clearing of Permanent Retention/Detention Areas Systems shall be cleared of all silt, sand and other material when infiltration rate becomes 60 percent of the initial. No vegetation shall be planted within the location of proposed infiltration systems. City of Port Orchard Chapter 7 – Surface Water Management www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 7.9 Appendix A Backwater Analysis Method This method is used to analyze the capacity of both new and existing pipe systems to convey the required design flow (i.e. 50-year peak flow). Pipe system structures must be demonstrated to contain the headwater surface (hydraulic grade line) for the specified peak flow rate. Structures may overtop for the 100-year peak flow as allowed by Section 9.2.C.1. When this occurs, the additional flow over the ground surface is analyzed using the methods for open channels as described in this section. This method is used to compute a simple backwater profile (hydraulic grade line) through a proposed or existing pipe system for the purposes of verifying adequate capacity. It incorporates a re-arranged form of Manning's equation expressed in terms of friction slope (slope of the energy grade line in ft/ft). The friction slope is used to determine the head loss in each pipe segment due to barrel friction, which can then be combined with other head losses to obtain water surface elevations at all structures along the pipe system. The backwater analysis begins at the downstream end of the pipe system and is computed back through each pipe segment and structure upstream. The friction, entrance, and exit head losses computed for each pipe segment are added to that segment's tailwater elevation (the water surface elevation at the pipe's outlet) to obtain its outlet control headwater elevation. This elevation is then compared with the inlet control headwater elevation, computed assuming the pipe's inlet alone is controlling capacity using the methods for inlet control presented in the WSDOT Hydraulics Manual Section 3-3.4.2. The condition that creates the highest headwater elevation determines the pipe's capacity. The approach velocity head is then subtracted from the controlling headwater elevation, and the junction and bend head losses are added to compute the total headwater elevation, which is then used as the tailwater elevation for the upstream pipe segment. The following Backwater Calculation Sheet may be used to compile the head losses and headwater elevations for each pipe segment. The numbered columns on this sheet are described on the following page. City of Port Orchard Chapter 7 – Surface Water Management www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 ( 1 ) ( 2 ) ( 3 ) ( 4 ) ( 5 ) ( 6 ) ( 7 ) ( 8 ) ( 9 ) ( 1 0 ) ( 1 1 ) ( 1 2 ) ( 1 3 ) ( 1 4 ) ( 1 5 ) ( 1 6 ) ( 1 7 ) ( 1 8 ) ( 1 9 ) ( 2 0 ) ( 2 1 ) ( 2 2 ) Q (c f s ) Le n g t h (f t ) Pi p e Si z e "n " Va l u e Ou t l e t El e v ( f t ) In l e t El e v (f t ) Ba r r e l Ar e a (s q . f t ) Ba r r e l Ve l (f p s ) Ba r r e l Ve l He a d ( f t ) TW El e v (f t ) Fr i c t i o n Lo s s ( f t ) En t r y HG L El e v ( f t ) En t r y He a d Lo s s ( f t ) Ex i t He a d Lo s s ( f t ) Ou t l e t Co n t r o l El e v ( f t ) In l e t Co n t r o l El e v ( f t ) Ap p r o a c h He a d Lo s s ( f t ) Be n d He a d Lo s s ( f t ) Ju n c t i o n He a d Lo s s ( f t ) HW E l e v (f t ) Up s t r e a m Ri m E l e v (f t ) Su r c h a r g e d ? (Y / N ) Pi p e Se g m e n t CB t o C B City of Port Orchard Chapter 7 – Surface Water Management www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 Column (1) - Design flow to be conveyed by pipe segment. Column (2) - Length of pipe segment. Column (3) - Pipe Size; indicate pipe diameter or span x rise. Column (4) - Manning's "n" value. Column (5) - Outlet Elevation of pipe segment. Column (6) - Inlet Elevation of pipe segment. Column (7) - Barrel Area; this is the full cross-sectional area of the pipe. Column (8) - Barrel Velocity; this is the full velocity in the pipe as determined by: V = Q/A or Col.(8) = Col.(1) / Col.(7) Column (9) - Barrel Velocity Head = V2/2g or (Col.(8))2/2g, where g = 32.2 ft/sec2 (acceleration due to gravity) Column (10) - Tailwater (TW) Elevation; this is the water surface elevation at the outlet of the pipe segment. If the pipe's outlet is not submerged by the TW and the TW depth is less than (D+dc)/2, set TW equal to (D+dc)/2 to keep the analysis simple and still obtain reasonable results (D = pipe barrel height and dc = critical depth, both in feet. See Section 4-4 of the Hydraulics Manual for determination of dc). Column (11) - Friction Loss = Sf x L [or Sf x Col.(2)], where Sf is the friction slope or head loss per linear foot of pipe as determined by Manning's equation expressed in the form: Sf = (nV)2/2.22R1.33 Column (12) - Hydraulic Grade Line (HGL) Elevation just inside the entrance of the pipe barrel; this is determined by adding the friction loss to the TW elevation: Col.(12) = Col.(11) + Col.(10) If this elevation falls below the pipe's inlet crown, it no longer represents the true HGL when computed in this manner. The true HGL will fall somewhere between the pipe's crown and either normal flow depth or critical flow depth, whichever is greater. To keep the analysis simple and still obtain reasonable results (i.e., erring on the conservative side), set the HGL elevation equal to the crown elevation. Column (13) - Entrance Head Loss = Ke x V2/2g [or Ke x Col.(9)] where Ke = Entrance Loss Coefficient (from Section 6-6.3 of the Hydraulics Manual). This is the head lost due to flow contractions at the pipe entrance. Column (14) - Exit Head Loss = 1.0 x V2/2g or 1.0 x Col.(9). This is the velocity head lost or transferred downstream. Column (15) - Outlet Control Elevation = Col.(12) + Col.(13) + Col.(14) This is the maximum headwater elevation assuming the pipe's barrel and inlet/outlet characteristics are controlling capacity. It does not include structure losses or approach velocity considerations. Column (16) - Inlet Control Elevation (see Section 3-3.4.2 of the Hydraulics Manual for computation of inlet control on culverts); this is the maximum headwater elevation assuming the pipe's inlet is controlling capacity. It does not include structure losses or approach velocity considerations. Column (17) - Approach Velocity Head; this is the amount of head/energy being supplied by the discharge from an upstream pipe or channel section, which serves to reduce the headwater elevation. If the discharge is from a pipe, the approach velocity head is equal to the barrel velocity head computed for the upstream pipe. If the upstream pipe outlet is significantly higher in elevation (as in a drop manhole) or lower in elevation such that its discharge energy would be dissipated, an approach velocity head of zero should be assumed. Column (18) - Bend Head Loss = Kb x V2/2g [or Kb x Col.(17)] where Kb = Bend Loss Coefficient (from Section 6-6.3 of the Hydraulics Manual). This is the loss of head/energy required to change direction of flow in an access structure. Column (19) - Junction Head Loss. This is the loss in head/energy that results from the turbulence created when two or more streams are merged into one within the access structure. Section 6-6.4 of the Hydraulics Manual may be used to determine this loss. Column (20) - Headwater (HW) Elevation; this is determined by combining the energy heads in Columns 17, 18, and 19 with the highest control elevation in either Column 15 or 16, as follows: Col.(20) = Col.(15 or 16) - Col.(17) + Col.(18) + Col.(19) Column (21) - Rim elevation of upstream manhole or catch basin. Column (22) - Check to see if the upstream structure is being surcharged [Col.(20)>Col.(21)] City of Port Orchard Chapter 7 – Surface Water Management www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 City of Port Orchard Chapter 8 – Design Standards for Water Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 Chapter 8 DESIGN STANDARDS FOR WATER EXTENSIONS 8.1 Design Standards A. General B. Plans C. Mechanical (Water) D. Cross-Connection Control Regulations 8.2 Standard Specifications for Construction A. General B. Site Work C. Concrete D. Special Construction (Pipeline Casings) City of Port Orchard Chapter 8 – Design Standards for Water Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 8.1 Design Standards A. General All extensions to the water system must conform to the design standards of the City and shall meet the requirements of the latest Kitsap County Fire Protection Ordinances and International Fire Codes. In addition, plans and specifications for system extensions must be approved in accordance with the requirements of the State Department of Health. The water system must provide adequate domestic and fire flow supply for the fire protection requirements. If fire flow is required, the plan must be approved by the South Kitsap Fire & Rescue Fire Marshall. In all cases where public road right of way will be used for mains or other improvements, or where water facilities are proposed to be installed in easements, the City Engineer must approve the plan. All easements for water facilities must be on an approved form and the City must be listed as the “Grantee.” The legal description and attached map showing the location and size of the easement must be approved by the City Engineer prior to recording. In all cases where a County road right of way will be used for mains or other improvements, the County Road Department must also approve the plan in addition to the City. The system must be capable of future expansion and must be constructed of permanent materials. Project Datum: The site survey shall use North American Vertical Datum 88 (NAVD 88). Design submittals including water plan and profile and well pump station elevations shall be based on NAVD 88. B. Plans 1. General The developer shall submit plans and specifications in accordance with individual permit requirements. City standards are adequate to serve as the technical specifications for the project, however the Applicant may propose deviations from the Standards. The City may also require additional specifications if project conditions warrant. Plans and specifications for all projects must be prepared and stamped by a professional engineer registered in the state of Washington, with the exception of extensions for single family residences. After the review, the developer shall submit copies of the final version of the plans in accordance with permit requirements. 2. Criteria for Plans The plans shall be prepared in accordance with criteria listed in Chapter 1 – Land Development with the addition of the following: a. Profiles: Water line profiles shall be provided when the water lines are to be installed over un-graded terrain. In general, the City will not require profiles of water lines to City of Port Orchard Chapter 8 – Design Standards for Water Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 be installed in streets or other graded terrain where specified depth of cover will be adequate to determine the location of the line in the ground. Elevations shall be shown on the plans which are adequate to determine the pressure differential in the lines due to change in elevation and for placement of pressure reducing valves if required. Clearances between sewer lines and water mains shall be shown at all sewer line crossings. 3. Plan Revisions 4. The City shall be informed of all plan revisions which affect the design of the water system prior to implementation. The City reserves the right to withdraw approval if in the opinion of the City the changes will cause the design of the extension to be below the City’s standards.Facility Placement All water mains and other facilities, unless a private system, shall be installed in public rights-of-way or in recorded utility easements dedicated to the City. The developer or his engineer shall check with the City prior to beginning of design of the extension to determine if there is a preferred main location. 5. Public Rights of Way All locations of City facilities within the City right-of-way must be approved by the City Engineer. Utilities located in the road right-of-way must comply with franchise requirements outlined in ordinances passed by the City Council authorizing such use of the road and right-of-way. Where no ordinance applies, water mains shall be installed to be compatible with the existing water system, the terrain, geology, and the location of other utilities. Where the water line is installed in a public right of way, it shall not be located under curbs or sidewalks. Deviations from approved locations must receive prior written approval by the City Engineer, be documented, and be accompanied by accurate record drawings. 6. Easements Utility easements will be a minimum of 15 feet in width and piping will be installed no closer than five feet from the easement’s edge. Water line constructed deeper than 7.5-feet below finished ground surface shall require an easement width greater than 15 feet to encompass a 1:1 slope from the bottom of the pipe. 7. Private Roads If it is necessary to install a water main within a private road, the easement shall be the width of the traveled surface plus one foot on either side. 8. Water and Sewer Line Separation Distances Transmission and distribution water piping shall be separated at least ten feet horizontally from waste disposal piping, drain fields, and/or sanitary sewer gravity or force mains. The bottom of the water main shall be 18 inches above the top of the City of Port Orchard Chapter 8 – Design Standards for Water Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 sewer component. All parallel and crossing installations of water and sewer lines shall be in accordance with provisions of WAC 248-96 (septic systems) and the “Recommended Standards for Water Works” - Ten State Standards. Where local conditions prevent such horizontal and/or vertical separation, closer spacing is permissible where design and construction meet the special requirements of the Department of Ecology criteria for Sewage Works Design. When a water line crosses a sanitary sewer or force main, it shall be specified that the water main be installed a minimum of two feet above the sewer line with joints a minimum of five feet from the sewer line on each side. Controlled density fill shall be placed over the sewer line. 9. Main Layout and Sizing The City shall be consulted as to the size of the water main. In general, the minimum size water main which will be allowed to serve developments is 8 inch inside diameter, unless otherwise approved by the City. Looped six-inch diameter mains will be allowed within a development if no fire hydrants are connected to the main. Where dead end mains are allowed in cul-de-sacs, they may be 4-inch diameter from the last fire hydrant to the remaining residences, if approved by the City Engineer. In general, dead end water mains are not permitted. Wherever possible, all water line extensions shall form a looped system. Mains must be extended to the far side of a property to be served. For commercial and residential developments on corner lots, the mains must be extended to the far side of both sides of property fronting roads. Commercial developments which are required to upgrade city roads will be required to upgrade the water main in the road to the size indicated in the City’s Water System Plan. It is the intent of these requirements to ensure that the water pipe sizing will supply the required domestic and fire protection flows while maintaining adequate system pressure under existing and future demand conditions. The City may, at its discretion, require the developer to pay for the City or its Consultant to conduct an analysis and run the hydraulic model developed specifically for the City’s water system. The purpose of this analysis is to confirm the actual flow rate that is available and the size of needed system improvements to provide water service. 10. Fire Hydrants Water line extensions shall include fire hydrants if required by City Standards and Specifications, or if not, be designed to permit placement of fire hydrants in accordance with South Kitsap Fire and Rescue (SKF&R) standards, unless a modification is authorized by the Fire Marshall. Fire hydrants shall be placed at street intersections wherever possible, and located to minimize damage due to traffic. Fire hydrants installed in residential areas shall have a maximum spacing of 600 feet measured along the street frontage. Hydrants located at intersections shall be installed at the curb return. All others City of Port Orchard Chapter 8 – Design Standards for Water Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 shall be located on property lines between lots. Fire hydrants in commercial, industrial and multifamily areas shall have a maximum spacing of 300 feet and shall be placed not more than 150 feet or less than 50 feet from a building. Variation from hydrant spacing standards will be allowed when it can be demonstrated that alternate spacing will better serve the site layout. The SKF&R may require additional hydrants. 11. Water Pressure Requirements Water systems shall be designed to maintain a minimum residual pressure of 30 psi at meter outlets under maximum demand flow conditions, excluding fire demand. Unless specifically approved otherwise by the City, water systems shall be hydraulically designed to provide a maximum pressure no greater than 100 psi, with a desired range of 40-90 psi. In cases where a booster pump station will be required, a bladder tank will be installed. For water systems requiring fire flow capability, the design shall be adequate to maintain, under fire flow conditions, positive pressure throughout the system and a 20-psi residual pressure in mains supplying fire hydrants in use as per WAC 246-290 requirements. The City may require the engineer to submit a hydraulic analysis showing the required flows and pressures can be met. The City may, at its discretion, require that the City’s hydraulic model be used and run by the City or City’s Consultant. Developer shall pay for costs to accomplish this analysis. 12. Pipe Cover The depth of trenching, installation of pipes, and backfill shall be such as to give a minimum cover of 36 inches over the top of the pipe. This standard applies to transmission, distribution, and service piping. Backfill and compaction will be in accordance with applicable construction standards identified below. Materials capable of damaging the pipe or its coating shall be removed from the backfill material. 13. Isolation Valves Valves shall be installed at all crosses and tees. The number of valves at each intersection shall at a minimum equal the number of connecting pipes less one. Lengths of pipe between valves should not exceed 500 feet in school, commercial, or multi-family areas, and 800 feet in other residential service areas. Valves shall be located on tees and crosses at street intersections, or at other locations as determined by the City. If it is necessary to install valves between street intersections, they shall be located on property lines between lots and on fire hydrant tees wherever possible. 14. Air and Air-vacuum Relief Valves In order to minimize problems associated with air entrainment, air or combined air- vacuum relief valves shall be installed at points of high elevation throughout each system. To prevent freezing, the vault lid and vault cavity will be insulated as directed by the City. These valves shall be installed as per standard specifications and detail drawings. City of Port Orchard Chapter 8 – Design Standards for Water Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 15. Blow-off Valves A blow-off valve assembly shall be installed on all permanent dead-end runs and at designated points of low elevation within the distribution system. The blow-off valves shall be installed on public rights-of-way except where a written access and construction easement is provided to the City. In no case shall the location be such that there is a possibility of back-siphoning into the distribution system. 16. Fire Protection Systems on Private Property A double detector check valve installation shall be required on all fire protection systems to private property. The detector check shall be approved for the type of use by Washington State Department of Health. An OS&Y valve shall be installed on the inlet side along with a 1-inch by-pass. The by-pass shall include a water meter and double check valve assembly. The property owner is responsible for the fire line from the City main to the fire suppression system. 17. Record Plans for the City Any deviations from originally approved plans and specifications shall be in accordance with Section 8.1.B.2 Plan Revisions. Upon completion of the project, the following will be provided to the City: a. Electronic Auto CADD files (2013 compatible version), b. a digital format such as “pdf” of the record plans on CD (2 copies). Record drawings must show all new water facilities and related appurtenances which, at a minimum, shall include the locations of all mains, fire mains, valves, hydrants, back flow assemblies, and fittings, giving sizes and types of each. Record drawings for new sewer improvements shall include all mains, manholes, clean-outs and similar appurtenances. The drawings shall show the exact location of water/sewer mains including distances of mains from property lines. The applicant shall make every reasonable effort to assist the City in acquiring all necessary information for record drawings. C. Mechanical (Water) 1. General This division covers that work necessary for furnishing and installing mechanical appurtenances and accessories as described in these specifications and as shown on the plans. All pipe, valves, meters, hydrants, fittings, and special material shall be new, undamaged, and designated for use in potable water systems. All material suppliers shall be bonded sufficiently for the value of material supplied. Material used on water projects shall comply with AWWA Standards, and each project’s detailed plans and specifications. City of Port Orchard Chapter 8 – Design Standards for Water Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 The developer’s Contractor shall furnish all materials necessary for the installation of the water system facilities including but not limited to meter boxes and service connection materials. 2. Submittals Submittal information shall be provided to the City for the following items: a. Ductile Iron Pipe b. Ductile Iron Fittings c. Stainless Steel Pipe and Fittings d. Poly Pipe and Fittings e. PVC Pipe and Fittings f. Isolation Valves g. Control Valves h. Fire Hydrants i. Double Check Valves j. Other Mechanical Components 3. Pipe and Fittings Provide piping, plumbing, fittings and appurtenances necessary to make all piping systems complete, tested, and ready for operation as specified herein and as shown on the plans. All pipe sizes, as shown on the drawings, and as specified herein, are in reference to “nominal” diameter, unless otherwise indicated. All pipe shall meet the City’s standard specifications. One type of pipe shall be used throughout entire projects, except as necessary to match existing piping, or as otherwise specified in writing by the City Engineer. Where relocation of, or replacement of, existing piping is necessary during construction, materials used shall be subject to the written approval of the City Engineer. 4. Ductile Iron Pipe Ductile iron pipe shall be thickness Class 52 and shall conform to standards of ANSI Standard A21.51 (AWWA C-151). All pipe shall be restrained joint pipe= and shall be ductile iron manufactured in accordance with requirements of ANSI A21.51 (AWWA C-151). Push on joints or mechanical joints shall be in accordance with ANSI 21.11 (AWWA C-111). Pipe shall be Tyton Joint Pipe or approved equal. Gaskets shall be Field Lok or approved equal. Pipe thickness shall be designed in accordance with ANSI A21.50 (AWWA C-150). Standard thickness cement -mortar lining shall be in accordance with ANSI A21.4 (AWWA C-104). Where Mega-Lug joints arerequired, they shall be Mega-Lug Series 1100, as manufactured by EBAA Iron, or approved equal. Mega-Lugs shall be used on all mechanical joints. City of Port Orchard Chapter 8 – Design Standards for Water Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 When requested, furnish certification from manufacturer of pipe and gasket being supplied that all of the specified inspections and tests have been made and the results comply with requirements of this standard. 5. Ductile Iron Fittings All fittings shall be ductile iron where possible. Steel fittings will not be accepted. Ductile iron fittings shall be short body, cement lined, and have a minimum working pressure of 250 psi. Metal thickness and manufacturing processes shall conform to applicable portions of ANSI Standards A21.20, A21.11, B16.2, and B16.4. Standard cement lining shall be in accordance with ANSI Standard A21.4 (AWWA C-104). Mechanical joint (MJ), ductile iron, compact fittings 3 inches through 24 inches shall be in accordance with AWWA C-153. Ductile iron flange (FL) fittings shall be in accordance with AWWA C-110, with bolt pattern to match adjacent pipe and 250 psi pressure rating. Gasket material for flanges shall be neoprene, bunan, chlorinated butyl, or cloth inserted rubber. Gaskets shall be full face ring type. 6. Type of ends shall be specified as mechanical joint (MJ), restrained joint (RJ), plain end (PE), or flanged (FL). Mega-Lugs shall be used on all mechanical joints.Polyvinyl Chloride (PVC) Pipe PVC pipe in excess of 2 inches will not be used for new installations. Larger size PVC piping may be used to replace small sections of existing PVC piping in emergencies only. PVC pipe shall conform to the requirements of AWWA C-900 specifications. PVC pipe for distribution pipelines shall be pressure class 200. The pipe shall bear the seal of the National Sanitation Foundation for potable water pipe. All pipe shall be listed by the Underwriters Laboratories, Inc. PVC pipe shall be made from Class 12454-A or Class 12454-B virgin compounds, as defined in ASTM D1784. Joints shall conform to ASTM D3139 using a restrained rubber gasket conforming to ASTM 3477. Solvent welded pipe joints will not be permitted. PVC pipe shall be Johns Manville, or approved equivalent. 7. Galvanized Iron Pipe (GI) Galvanized iron pipe shall conform to the latest revision of ASTM A-120 or A53; Grade A, Schedule 40, seamless pipe that has been manufactured in the United States. Pipe shall be hot-dip galvanized. Pipe fittings shall be galvanized and threaded. 8. Flexible Couplings Flexible couplings shall be as manufactured by Smith Blair or Romac, or equal; MJ sleeve couplings shall be as manufactured by Griffen or U.S. Pipe or equal. 9. Bolts in Piping Bolts shall be zinc or chrome plated cast iron. Stainless steel bolts are not allowed. City of Port Orchard Chapter 8 – Design Standards for Water Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 10. Valves and Appurtenances Valves noted on the plans or in other parts of the specifications shall meet the requirements herein. Valves shall be designed for the intended service. Prior to placement in the trench, valves shall be fully opened and closed to check the action and a record made of the number of turns required to fully open or close the valve. For valves 16 inches or larger, a member of the water utility shall be present to check the action and record the number of turns. The inside of all valves shall then be thoroughly cleaned and the valve installed. Install valves in strict accordance with manufacturer’s instructions and as shown on the plans. Buried valves shall have all operators or valve box installed so that wrenches or operators perform freely and without binding or other interference. Bed and backfill buried valves according to the requirements of the pipe to which they are attached. Provide concrete supports for operators where required, as shown on the plans. a. Resilient Seat Gate Valves: All gate valves for water lines 2” and larger shall be of the resilient, wedge-type, non-rising stem and shall meet or exceed the performance requirements of AWWA C-509 and be suitable for installation with the type and class of pipe being installed. The wedge shall be fully encapsulated with vulcanized SBR rubber. Valves to be equipped with mechanical joints or flange ends of Class 125 in accordance with ANSI B16.1 unless otherwise specified. Valve opening direction shall be counter- clockwise. Provide fusion epoxy coating and 2 inch operating nut. Gate valves shall be Dresser, Kennedy, or approved equivalent. b. Butterfly Valves: Butterfly valves shall be approved for use only where special applications are required. Butterfly valves shall meet or exceed all AWWA C-504 specifications and shall be Class 150-B valves with short body which are suitable for direct bury. When they are installed, they shall have a position indicator which clearly shows the position of the disc. All butterfly valves shall be installed with the operator nut located toward the center line of the street. All valves shall be equipped with an underground manual operator with AWWA 2-inch square nut, shall open with a counterclockwise rotation, and have mechanical joint or flanged ends of Class 125 in accordance with ANSI B16.1 unless otherwise specified. All butterfly valves shall be Dresser, Pratt, or approved equivalent. c. Check Valves: Check valves, three inches or larger, shall be iron body, iron disc, bronze- mounted, swing type, clearway, quiet closing, lever and spring valves with flanged ends. All valves shall comply with AWWA C-508 specifications. Check valves, smaller than three inches, shall be bronze body, bronze-mounted, swing type with flanged or threaded ends depending upon installation. Check valves shall be Dresser, Mueller, or approved equivalent. d. Pressure Reducing Valves: Pressure reducing valves shall be diaphragm actuated, single seat, hydraulically operated valves with a single operating chamber sealed by a synthetic rubber diaphragm. Control of the valve shall be from a single direct acting City of Port Orchard Chapter 8 – Design Standards for Water Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 hydraulic pilot valve that is controlled by hydraulic pressure acting on a spring acked diaphragm. The main valve shall have a single removable seat and a resilient disc. The stem shall be guided at both ends by a bearing in the valve cover and an integral bearing in the valve seat. No external packing glands are permitted, and there shall be no pistons operating the main valve or any pilot controls. The pilot control shall be a direct-acting, adjustable, spring-loaded, normally open, diaphragm valve, designed to permit flow when controlled pressure is less than the spring setting. The control system shall include a fixed orifice. The diaphragm shall be set to open at any pressure below its preset set point and to close at any pressure above an adjustable dead band, to maintain downstream pressure within 2.5 psi of the pressure set point. Downstream pressure control shall not be based on changing upstream pressures. The valve shall be rated for 250 psi working pressure. A bypass line of suitable size with isolation valves and pressure reducer will be installed in parallel to the main Pressure Reducing Valve (PRV) to manage low flows and assure continuity of service in event of main PRV failure. Pressure reducing valves shall be Cla-Val model 90-01 or approved equivalent. 11. Tapping Sleeve and Valve Provide restrained mechanical joint with flanged outlet tapping sleeve with a minimum 150 psi rating. The sleeve shall be grade 18-8 type 304 stainless steel and SBR rubber gasket, Romac Style SST, Ford Style FAST, or approved equal. The valve shall be 200 psi pressure rated, resilient seated, non-rising stem, AWWA C- 509, with flanged by mechanical joint connection. The valve shall have a cast or ductile iron body with AWWA C-550 epoxy coating. The valves shall be M&H style 3751-NRS, or approved equal. 12. Fire Hydrant Assembly Fire hydrants shall conform to AWWA Standard C-502 for post-type, dry-barrel, self- draining hydrants suitable for at least a 54-inch depth. Each hydrant shall have a six-inch inlet, a minimum valve opening of 5-1/4 inches, two 2-1/2 inch hose connections, and a 4- 1/2 inch pumper port with a 5 inch Storz pumper connection. All ports shall have National Standard Threads or other connection devices consistent with local fire protection authority requirements. All valves and caps shall open counterclockwise and have a 1-1/2-inch flat point pentagon operation and cap nuts. Hydrants shall be break- away traffic models. The configuration of the fire hydrant assembly shall be as shown on Standard Detail 881. The assembly shall have a cast iron tee (with mechanical joint connections to the main) a flanged tee, a six-inch flanged by mechanical joint gate valve with valve box, and a six- inch ductile iron pipe extension. All mechanical joints shall be secured with mega-lugs. Push on pipe joints shall be secured with field lock gaskets. Shackle rods to connect the hydrant to the auxiliary valve at the main are not permitted. Provide a minimum of seven cubic feet of washed gravel surrounding the 90 degree City of Port Orchard Chapter 8 – Design Standards for Water Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 bend below the hydrant. Gravel shall be 1-1/2 inch minus and be retained on 1/4 inch mesh for drain. Hydrants added to existing systems will be installed by wet tap. The hydrant shall have at least an 18 inch clearance between the ground and the lower port, and a 36 inch unobstructed radius around it for operation of a hydrant wrench. The steamer/pumper port shall face the street or the most likely direction of emergency approach. Hydrants shall be coated with two coats of yellow Rustoleum paint or equal in accordance with coating manufacturer’s recommendations. Fire hydrants shall beClow Medallion, M&H 129S. 13. Blow off Valve Assembly Two-inch blow off assemblies shall be provided in accordance with Standard Detail 880 at locations shown on the plans or prescribed by the City. 14. Miscellaneous Mechanical a. Air and Air/Vacuum Release Valves: Provide air and air/vacuum release valve’s body and cover fabricated from cast iron. Provide internal parts, including float, seat, needle, linkage, level pins, retaining rings, and screws, fabricated from either stainless steel or bronze. Air release valve shall have 2 inch inlet, 3/32 inch orifice, and shall be designed for operating service to 150 pounds per square inch (psi). Air and air- vacuum relief valve assembly materials shall conform to Standard Detail 883. Air release valve shall be equal to APCO Model No. 55. Air and air-vacuum relief valves shall be APCO Model #142 or #143C for one-inch, or #144 or #145C for two-inch, or approved equivalent. b. Gate Valves: Gate valves 2 inches and smaller for steel pipe shall be Crane No. 1320 or equal, with 250 psi pressure rating having non-rising stem, screwed bonnet, solid wedge disc, bronze construction and threaded ends. Install valves and fittings in accordance with manufacturer’s recommendations and the plans. Verify alignment and adjustments after installation. c. Valve Boxes: All valve boxes shall be two-piece cast iron, and equipped with a suitable extension for a 36-inch to 65-inch trench depth. Top sections and lids will be designed for installation in vehicular areas. Lids will be labeled “WATER”, and lid tabs will point in the direction of the water main. The valve boxes shall have a design loading meeting AASHTO H-20. All valves and valve boxes will be set plumb with the valve box centered on the valve. Valve box installation shall comply with Standard Detail 884. Cast iron valve boxes shall be Olympic Foundry, Rich Box No. 920 or approved equivalent and must be compatible with the City’s system. City of Port Orchard Chapter 8 – Design Standards for Water Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 d. Valve Marker Posts: A fiberglass valve marker post shall be furnished and installed with each single or closely grouped combination of valves. Marker posts shall be located as directed by the City. Size of valve and distance (to the nearest foot) shall be stenciled on the face of the post with a 1 1/2-inch black painted figure. Valve marker posts shall be blue in color, 4 inches wide (flat), 72 inches high and beveled top. Carsonite Curve-Flex marker or approved equal. e. Hydrant Guard Posts: Guard posts are not required. f. Warning Tape: Locator tape WILL NOT be used as an alternative to wire but will be used in addition to the wire. Continuous metallic tape, brightly colored, 2 inch minimum width, imprinted in 1 inch letters with “Caution Buried Water Line” shall be repeated at not less than 4 foot intervals. Install warning tape above water line approximately 18 in. below the finished grade. g. Locating Wire: All pipe shall be laid with one piece of 10-gauge or thicker insulated copper wire. The locating wire shall be situated immediately adjacent to the pipe and connected to all valves. Locating wire shall also connect to all service lines and meters. 15. Backflow Prevention Backflow prevention devices including Double Check Valves and Reduced Pressure Backflow Assemblies shall be installed according to detailed installation plans prepared by the engineer or the Contractor and approved by the City Engineer. Installation shall comply with standards of Accepted Procedure and Practice in Cross Connection Control, AWWA, and Pacific Northwest Section. All backflow assemblies shall be approved on the latest approved list of the Washington State Department of Health. 16. Service Connections Water service installations shall comply with the City’s Standard Detail 860 and 861. The location and type of corporation stop, meter setters, and locating wire on all individual services must be as indicated on Standard Details 860 and 861. In addition, if pressure reducing valves are required for individual service connections where static pressure at the meter exceeds 80 psi, they normally will be installed after the meter. Meter sets and yokes will be specified by the City. a. Service Saddle: Ductile iron body, stainless steel straps, nuts, and bolts, Buna N or SBR O-ring gasket, with iron pipe tap. Saddles 1½ inches and larger shall be double strap. Saddles shall be Romac 101S or 202S, Smith Blair 311, or approved equal. b. Corporation Stops: Corporation stops for one-inch to two-inch service saddles shall be bronze body, male iron pipe threaded inlet, pack joint (compression) outlet, Mueller H- 10013, Ford FB1100, or approved equivalent conforming to AWWA C- 800. Direct taps for services are not allowed. c. Polyethylene Pipe (Blue Poly): Polyethylene pipe for service connections shall conform to AWWA C-901, PE 3406, SDR 9, copper tubing size. Pipe shall have a cell City of Port Orchard Chapter 8 – Design Standards for Water Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 classification meeting ASTM D3350 and a pressure rating of 160 psi. Joints shall be pack joint with stainless steel insert stiffener. d. Meter Setter: Meter sets shall be installed using a meter yoke equipped with a locking angle meter valve and an angle check valve. Meter yoke inlets and outlets shall have male iron pipe size threads. e. Meter yoke assemblies shall be Mueller H-1434-2 or H-1422, Ford VH 72-12W with valve, or approved equal. If meters need to be raised, Mueller H-14118 Meter Relocater, or approved equivalent shall be used. 17. Meter Boxes 18. SIGMA-Raven HDPE Meter Box Model RMB 1324-SW or RMB 1730-SW and HDPE Lid with touch-read, and meter reader door per standard detail, or approved equal. Individual Pressure Reducing Valves Where static water pressure exceeds 80 psi, pressure reducing valves shall normally be installed after the meter as directed by the City. Individual service pressure reducing valves shall be of bronze body construction with a renewable stainless steel seat, stainless steel integral strainer, and temperature resistant diaphragm. Pressure reducing valves 2-inches and smaller for individual water service lines shall be Wilkins 600 Series or equal. 19. Pipe and Fittings Installation a. General: Use materials and installation methods in accordance with Uniform Plumbing Code, latest edition, and local codes and regulations which are applicable. Install ductile iron water mains in accordance with AWWA C600-93 and manufacturer’s recommendations. Use types and sizes of pipes as specified herein and/or as shown on the approved plans. Where sizes of small pipe are omitted from the plans and not mentioned in the specifications, use sizes corresponding to code requirements, and as required by equipment and plumbing fixtures and appurtenances. In any event, properly size any un- designated pipe sizes for functions to be performed. b. Materials Delivery: Pipe and appurtenances shall be handled in such a manner as to ensure delivery to the trench in a sound, undamaged condition. Particular care shall be taken not to injure the pipe, pipe coating, or lining. Before installation, the pipe and appurtenances shall be cleaned of foreign material and inspected for defects. Valves shall be cleaned of all foreign material and operated before installation to ensure proper functioning. Pipe shall not be strung out along a trench or shoulder of a road in a manner which causes a safety hazard to the public. Rubber gaskets shall be stored in a cool, dark place to prevent damage from the direct rays of the sun. City of Port Orchard Chapter 8 – Design Standards for Water Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 c. Alignment: Pipe shall be laid to specified grade and alignment as staked in the field. Alignment deviation shall not exceed 0.5 feet. Replacement of stakes lost or destroyed shall be made at the Developer’s expense and in accordance with Agreement Plans, including modifications specified by the City. All construction staking shall be provided by the Contractor. d. Grade: Prior to installation of the water line all roadways shall be graded to the finished rough grade. The water line shall be installed three (3) feet below finished grade. Any modification of the main or appurtenances required to adjust to grade changes will be at the expense of the Contractor. e. Installation: Carefully lay pipe and support at proper lines and grades. Follow piping runs shown on the plans as closely as possible, except for minor adjustment to avoid architectural and structural features. Make minor relocations, if required, in a manner acceptable to the City. Pipe passing through or under concrete or rock walls or slabs shall be placed in casing. Keep openings in pipes closed during progress of work. f. Polyethylene Encasement: Where shown on the plans, the Contractor shall lay ductile iron pipe with a polyethylene encasement. Pipe and polyethylene encasement shall be installed in accordance with AWWA C105. g. Thrust Blocking: All valves, tees, and bends shall be restrained as indicated in Section C.4 and C.5 of this chapter. Thrust block is not required unless specified by the City Engineer.. Only concrete thrust blocking is acceptable for installation of water system facilities. Concrete blocking shall be commercial concrete mix, poured in place against undisturbed soil. All concrete blocking shall have a minimum compressive strength of 3,000 psi. Thrust blocking shall comply with the provisions of Standard Detail 803. All fittings which may come in contact with poured thrust blocks shall be wrapped with 8 mil thick plastic sheet. Form thrust blocking so that bolts, joints, gaskets, and flanges of adjacent joints are clear of concrete and so that bolts and joints can be dismantled without removing concrete. The City does not use thrust blocks for fire hydrants. Each fire hydrant shall be secured with mega lugs and tie backs per the standard detail. h. Sanitation Requirements: Extreme care should be used in checking and cleaning all pipe and fittings of dirt, debris and foreign matter during installation. All material shall be kept clean. Plugs shall be used to seal installed water mains when they are to be left for any period of time, including lunch breaks, coffee break, overnight, etc. Material contaminated by petroleum products or questionable chemicals will be rejected. No trench water shall be allowed to enter installed water mains. i. During construction, new water mains must be separated from the existing system (eg. with a gate valve). All new water mains require satisfactory flushing, disinfection, and bacteriological sampling. The final testing shall be performed in the presence City of Port Orchard Chapter 8 – Design Standards for Water Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 of a City inspector. j. Only City personnel are permitted to operate valves on the potable water side of a system and at wet taps. The City will fine the Contractor for system tampering if unauthorized personnel operate water system valves per Port Orchard Municipal Code 13.04.170 Violation. 20. Water Main Inspection and Testing Furnish all required personnel and equipment and make all tests required to demonstrate the integrity of finished installation to approval of the City and all agencies having jurisdiction. a. Water Main Cleaning: Prior to testing, the inside of each completed pipeline shall be thoroughly cleaned of all dirt, loose scale, sand and other foreign material. Cleaning shall be accomplished by flushing with a minimum velocity of 2.5 feet per second. The Contractor shall install temporary strainers, temporarily disconnect equipment and take other appropriate measures to protect equipment while cleaning. Cleaning shall be completed after any repairs. Flushing shall allow four complete exchanges of water at flushing velocity. b. Water Main Disinfection and Flushing: After preliminary purging of the system, chlorinate entire potable water system in accordance with AWWA C-651-92 and any subsequent modifications thereof for flushing and disinfecting water mains, current adopted WSDOT Standard Specifications Section 7-09.3(24), and in accordance with all other pertinent rules and regulations. Upon completion of sterilizing, thoroughly flush entire potable water system at a minimum velocity of 2.5 feet per second, allowing four complete exchanges of contents. Discharge of disinfection water into a storm drain, drainage ditch or natural channel is prohibited without thoroughly neutralizing the chlorine residual (0.1 parts per million or less) remaining in the water and volumetrically and velocity controlled to prevent re-suspension of sediments in the stormwater system. After final flushing and before the water pipe is connected to or hydrostatically tested, the Contractor shall request that the City arrange to have a sample or samples collected for bacteriological testing. At least one sample will be collected from each branch of the pipe. A City Inspector must be present when samples for bacteriological testing are taken. The City will supply bottles and submit them for testing to a Washington State certified laboratory. Copies of test results shall be retained by the City. A copy of the test results will be delivered to the Contractor for review. The water pipe will not be charged for hydrostatic testing prior to satisfactory bacteriological testing results. City of Port Orchard Chapter 8 – Design Standards for Water Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 If test results are not satisfactory, lines shall again be disinfected, flushed, and tested until two consecutive, satisfactory series of samples are obtained. If the new water pipes are exposed to contaminants or pressure drop after acceptance of a successful bacteriological test the Contractor shall be required to repeat the disinfection process at the City’s discretion and the Contractor’s expense. c. Hydrostatic Pressure Testing: All water mains and appurtenances shall be tested under a hydrostatic pressure equal to 250 psi for 1-hour. Water service lines will be visually inspected for leakage. All pumps, gauges, plugs, saddles, corporation stops, backflow prevention devices, miscellaneous hose and piping, and other equipment shown on the construction plans and that are necessary for performing the test shall be furnished and operated by the Contractor. The pipeline trench shall be backfilled sufficiently to prevent movement of the pipe under pressure. All thrust blocks shall be in place and sufficiently cured to reach design strength before testing. Where permanent blocking is not required, the Contractor shall furnish and install temporary blocking and remove it after testing. The mains shall be filled with water and allowed to stand under pressure for a minimum of 24 hours to allow the escape of air and/or allow the lining of the pipe to absorb water. The City will furnish the water necessary to fill the pipelines for testing purposes at a time of day when excess quantities of water are available for normal system operation. Gauges used in the test may be required to be certified for accuracy at a laboratory chosen by the City. Any visible leakage detected shall be corrected to the satisfaction of the City regardless of the allowable leakage specified. Should the test section fail to meet the pressure test successfully as specified in the Agreement, the Contractor shall, at his own expense, locate and repair the defects and then retest the pipeline. After the test has been completed, each valve shall be tested by closing each in turn and relieving the pressure beyond. This test of the valves will be acceptable if there is no immediate loss of pressure on the gauge when the pressure comes against the valve being checked. The Contractor shall verify that the pressure differential across the valve does not exceed the rated working pressure of the valve. All tests shall be made with the hydrant auxiliary valve open and pressure against the hydrant valve. Prior to calling out the City to witness the pressure test, the Contractor shall have all equipment completely set up and ready for operation and shall have successfully performed the test to assure that the pipe is in satisfactory condition. Before applying the specified test pressure, air shall be expelled completely from the pipe, valves, and hydrants. The test shall be accomplished by pumping the main up to the required pressure, stopping the pump for fifteen minutes and then pumping the main up to the City of Port Orchard Chapter 8 – Design Standards for Water Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 test pressure again. During the test, the section being tested shall be observed to detect any visible leakage. A clean container shall be used for holding water for pumping pressure on the main being tested. This makeup water shall be sterilized by the addition of chlorine to a concentration of 50 mg/l. Acceptability of the test will be determined in accordance with the current adopted WSDOT Standard Specification Section 7-09.3(23). There shall not be an appreciable or abrupt drop in pressure during the 1-hour test period. 21. Construction Acceptance Construction Acceptance by the City will not occur until all new mains have been satisfactorily inspected and tested, and all punch list items have been satisfactorily corrected. 22. Generator Water well, water pump stations, and other appurtenances which require power at all times shall have a generator installed. The generator should have the quiet package enclosure with either Cummins power or be Kohler with John Deere power. The City shall approve the generator prior to installation. D. Cross-Connection Control Regulations The City established regulation of cross connections in Port Orchard Municipal Code 13.04.100. No cross connections shall be created, installed, used or maintained within the service boundaries served by City of Port Orchard except in accordance with WAC 246-290- 490. W.A.C. 246-290-490 and the latest adopted edition of the Cross Connection Control Manual as published by the Pacific Northwest Section-AWWA, shall be used to determine installation requirements. 8.2 Standard Specifications for Construction A. General This document outlines the general and specific construction requirements for water systems operated and maintained by or for the City of Port Orchard (City). All references to the City Engineer shall mean the City Engineer or his/her authorized representative. 1. Standard Specifications In general, all construction activities and material specifications shall conform to the latest City adopted edition of: a. City’s Design Standards for Water Extensions. b. Applicable City of Port Orchard rules, regulations, ordinances and standards. c. “Standard Specifications for Road, Bridge, and Municipal Construction”, Washington State Department of Transportation/American Public Work City of Port Orchard Chapter 8 – Design Standards for Water Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 Association, (WSDOT/APWA), latest edition (Standard Specifications). d. Standards of the American Water Works Association, latest revision. e. Rules and regulations of the State Board of Health regarding the Health aspects of Public Water Systems, WAC 246-290, latest revision. f. Recommendations of the manufacturer of materials or equipment. 2. Permits and Licenses The applicant/Contractor shall acquire the required permits for construction within public rights of way. The Developer and/or his engineer shall provide and complete all necessary forms and submit to the County/City/State agencies with the applicable fees. All construction shall conform to the requirements of the respective permits. 3. Pre-Construction Conference The City will schedule a pre-construction conference with the applicant, Contractor, and affected County/City/State agencies prior to start of construction. The Contractor shall submit the following to the City at the pre-construction conference: a. Material submittals b. Safety and traffic control plan, if needed c. Copies of all necessary city, county, and state permits necessary for the conduct of the work. No work will be allowed to proceed without a copy of the necessary permits being provided to the City. d. Evidence of insurance with the City named as additional insured in accordance with the Developer Extension Policies. An endorsement to the insured’s policy will be considered as evidence of insurance. 4. Submittal and Shop Drawings In accordance with the City’s Technical and Standard Specifications, applicants or their Contractor shall submit a list of all brands, sizes, types, grades, and standard materials to be used. The City may reject certain brands and will provide approval, disapproval, and/or comment by letter. a. Submittal data for each item shall contain sufficient information on each item to determine if it is in compliance with the Agreement requirements. Items that are installed in the work that have not been approved through the submittal process shall be removed and an approved product shall be furnished, all at the Developer’s expense. Shop drawing review will be limited to general design requirements only, and shall not relieve the Developer from responsibility for errors or omissions, or responsibility for consequences due to deviations from the Agreement documents. No changes may be made in any submittal after it has been reviewed except with written notice and approval from the City Engineer prior to implementation. Shop drawings shall be submitted on 8½” x 11”, 11” x 17”, or 22” x 34” sheets and shall City of Port Orchard Chapter 8 – Design Standards for Water Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 contain the following information: i. Project Name ii. Prime Developer and Applicable Subcontractor iii. City’s Name b. Submittals that do not comply with these requirements may be returned to the Developer for re-submittal. Acceptable submittals will be reviewed as promptly as possible, and transmitted to the Developer not later than 10 working days after receipt by the City Engineer. Revise and submit as necessary. Submittals shall contain the following information for all items: i. Equipment drawings, dimensions, and weights (pump stations only). ii. Catalog information. iii. Manufacturer’s specifications. iv. Special handling instructions (pump stations and pumps only). v. Maintenance requirements (pump stations and pumps only). vi. Wiring and control diagrams (pump stations and pumps only). Specific submittal requirements are listed in each section of these specifications. 5. Substitutions a. The approved Developer Extension Agreement, construction plans, and City technical and standard specifications shall be followed. No deviations will be allowed without request for change and approval in writing from the City Engineer or designee. The City reserves the right to order changes, which conform to the City’s standard specifications; in the event conditions or circumstances are discovered during construction, which indicate changes are prudent. The applicant shall be notified in writing of any changes. Such changes will be mutually accepted. b. Deviations from standard locations and/or approved plans must be documented, receive prior written approval by the City Engineer, and be accompanied by accurate record drawings. 6. Site Control a. The Contractor shall be responsible for surveying and staking and will stake out the locations of the permanent easements, temporary easements, rights-of way, and all major facilities shown on the Plans and permits. b. Replace all damaged survey monuments in accordance with RCW 332-120. 7. Waste Material Control a. Adhere to all requirements of federal, state, and local statutes and regulations dealing with pollution. Permit no public nuisances. City of Port Orchard Chapter 8 – Design Standards for Water Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 b. Use only dump sites that are approved by the regulatory agency having jurisdiction and present proof of approval upon request. Obtain any and all permits required by regulatory agencies. c. At all times, keep the construction area clean and orderly and upon completion of the work, restore all work or equipment storage areas to their original condition. Remove all miscellaneous unused material resulting from the work and dispose of it in a manner satisfactory to the City. d. The Contractor shall follow all requirements and guidelines of the Puget Sound Air Pollution Control Agency and other associated agencies. e. Use water sprinkling, temporary enclosures, or other methods to limit dust and dirt from rising and scattering in the air. Surface water runoff that is contaminated with site debris, silt, or other material that adversely affects water quality shall be collected and cleaned prior to discharge. f. Do not use water to control dust when it may create hazardous or objectionable conditions such as ice formation, flooding, or pollution. 8. Spill Response The Contractor shall prepare a spill response plan for the site and provide a copy to the City Engineer. The Contractor shall maintain a current copy of the approved spill response plan on site at all times and provide any updates to the City Engineer as they occur. All necessary materials and equipment necessary to respond to spills shall be kept readily available on site. 9. Erosion Control The Contractor shall prepare an erosion control plan for approval by the regulatory agency. The Contractor shall maintain a copy of the approved erosion control plan on site at all times. 10. Construction Notification Contractors shall notify the City Engineer, a minimum of 48 hours in advance of construction, to facilitate project coordination and notification of affected property owners. 11. Construction Shutdowns a. Construction under this Agreement may involve replacement or modification of the existing water system, which must continue to provide service to all buildings and homes during construction. Connections and service changes must be programmed to provide the least possible interruptions of service. b. A Water Main Shutdown Agreement must be completed by the Contractor if a connection to an existing system involves turning off the water. The Contractor shall notify the City Engineer at least five (5) days in advance of any required shutdowns so that affected customers may be notified. City personnel will notify City of Port Orchard Chapter 8 – Design Standards for Water Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 properties affected by the shutoff. c. Prior to any shutdown, all traffic control, materials, fittings, supports, equipment, and tools shall be on the site and all necessary labor scheduled prior to starting any connection work. In general, shutdowns shall not exceed four hours in duration unless specifically authorized by the City Engineer. d. The Contractor may be required to install and maintain temporary water to all houses and other buildings affected by frequent service disruptions caused by construction activities. Installation and maintenance of temporary facilities will be at the Contractor’s expense. All temporary piping and connections shall be approved by the City Engineer and disinfected as specified herein before being put into service. e. All work under this Agreement shall be conducted in a manner that will minimize shutdowns, open roadways, or traffic obstructions caused by construction. Shutdowns causing damage to adjacent public and private property shall be the sole responsibility of the Contractor. f. Planned utility service shutdowns shall be accomplished during periods of minimum use. In some cases, this will require night or weekend work. In such instances, the Developer/Contractor will be required to pay overtime inspection fees. g. Coordinate all work so that service will be restored in the minimum possible time, and cooperate with the City in reducing shutdowns of the utility system to a minimum. h. No utility interruption will be permitted without the prior approval of the City. Any unauthorized tampering with the water system is subject to fines. 12. Connection to Existing Systems a. Connections to existing water mains shall not be made without first completing the necessary arrangements with the City. Work shall not be started until all traffic control, materials, equipment, and labor necessary to properly complete the work are assembled on the site. Once work is started on a connection, it shall proceed continuously, without interruption, and as rapidly as possible until complete. No shut- off of mains will be permitted overnight, over weekends, or during weeks with holidays. b. Contractors shall acquaint themselves with all aspects of existing systems prior to starting construction on new mains. Pertinent information concerning existing systems may be obtained from City personnel and may be verified from City records. Contractors shall locate existing water mains and service lines prior to beginning work so they may be properly protected and maintained in service during construction. c. Taps or new extension connections from existing mains must be made in the presence of designated City personnel. No taps or connections are to be made City of Port Orchard Chapter 8 – Design Standards for Water Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 without designated City personnel being present. d. Only City personnel are permitted to operate valves on the certified, potable waterside of a line, including emergencies unless personnel safety is threatened. Exposing a potable water line during construction without the City Engineer’s concurrence will result in a penalty being imposed. 13. Work on Non-City Rights-of-Way a. Work on a state highway, county road, street or any other right-of-way not owned by the City, shall conform to the requirements of the authority having jurisdiction over such right-of-way. Contractors are responsible for notifying the proper authorities and acquiring permits before beginning work on a right-of-way. Contractors will ascertain restoration requirements and determine that schedules of operations proposed are satisfactory to applicable authorities. Work will not be permitted to proceed without evidence of having obtained the required permits. b. When city streets, SR 160 or SR 166 within City Limits, are involved, the Contractor must coordinate all trenching and restoration activities with the City Engineer and WSDOT. Open cuts must be approved by the City Engineer. c. When county roads are involved, the Contractor must coordinate all trenching and restoration activities with the Kitsap County Department of Public Works and the City. Open cuts must be approved by the Kitsap County Department of Public Works. 14. Traffic Maintenance Contractors shall conduct work so as to interfere as little as possible with public travel. Required traffic control shall be in place prior to commencement of work. Access for firefighting equipment shall be provided at all times, and Contractors shall keep the local fire protection authorities informed of the location of construction operations and fire lanes. Contractors shall also notify the authorities in charge of any municipal, private, or school transportation system at least 48 hours in advance of road closures that will force a change in the regular routing of the transportation system. Contractors shall also provide and maintain suitable detour routes for the system. Road closures will not be allowed without written permission from the City Engineer, except verbal permission may be used in an emergency. Work which involves State, County road or City Streets rights of way shall be restricted to the hours between 8:00 AM and 4:00 PM and no work shall be allowed in such right of way on Saturdays, Sundays or Holidays unless authorized by the City Engineer. 15. Safety Contractors will be solely and completely responsible for conditions at job sites, including safety of all persons and property during the performance of work. This requirement will apply continuously and not be limited to normal working hours. 16. Inspection Requirements City of Port Orchard Chapter 8 – Design Standards for Water Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 a. Unless previously authorized by the City Engineer, work on water mains shall not proceed without a City Inspector being present. The City may refuse acceptance of any water mains installed without a City inspection. To permit scheduling an inspector, the City Engineer must receive a hard copy of the construction schedule at least two full working days before construction activities covered by the schedule begin. The City must be kept advised of changes to the construction schedule. When significant breaks in construction occur, the Contractor must give two working days notice before resuming work. The inspector shall have authority to reject defective material and to suspend any work that is not conducted in accordance with the City’s Technical Standards and Specifications. b. All mains shall be inspected by the City Inspector before closure of any excavation. Inspectors will have access to work sites as necessary to keep the City informed of the progress of the work and the manner in which it is being done, to keep records, to act as liaison between the Contractor and the City Engineer, and to report any deviations from Plans or Specifications. Failure of the Inspector to call the attention of a Contractor to faulty work or deviations from the Plans or Specifications shall not constitute acceptance of said work. c. Any personal assistance, which an Inspector may give a Contractor, will not be understood as the basis of any assumption of responsibility in any manner, financial or otherwise, by the Inspector, the Engineer, or the City. d. The presence or absence of an Inspector on any job will be at the sole discretion of the City Engineer. Such presence or absence of an Inspector will not relieve a Contractor of responsibility to deliver the construction results specified in the Agreement documents. e. City Inspectors will not be authorized to issue instructions or to approve or accept any portion of the work, which is contrary to the Plans and Specifications. Approvals, acceptances, or instructions, when given, must be in writing and signed by the City Engineer or his/her designated representative. Inspectors will have authority to reject defective material. The failure of an Inspector to reject defective material or any work which deviates from the Agreement documents will not constitute acceptance of such work. f. Kitsap County may have an inspector on site when working on County rights-of-way. 17. Overtime and Holiday Work Should a Contractor elect to work more than eight hours per day, or more than five days per week or on holidays during the course of a project, all costs of resulting City overtime/holiday engineering and inspection will be charged to the Contractor at 2.5 times the normal rates. 18. As-Constructed and Warranty Records City of Port Orchard Chapter 8 – Design Standards for Water Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 a. Prior to final acceptance of the work by the City, the Developer shall deliver a complete set of acceptable as-constructed records to the City Engineer. Drawings shall be made on clean, unmarked prints of the project, and the final submittal shall include the following: i. Electronic Auto CADD files, version 2013 compatible; ii. a digital format such as “pdf” or “tif” of the record plans on CD (2 Copies) b. The Developer shall provide as-constructed information on all items and work shown on the plans showing details of the finished product including dimensions, locations, outlines, and changes. The information must be in sufficient detail to allow City personnel to locate, maintain, and operate the finished product and its various components. B. Site Work 1. General This division covers the work that is necessary for providing materials and performing all site work as called for on the approved plans. 2. General Construction Procedures a. Standards Construction procedures shall be in full accordance with the City’s Standard Specifications for Water Main Construction and the most recent edition of the American Water Works Association (AWWA) Standards. Certain other referenced standards used in this specification are from the latest editions of: i. DOE Washington State Department of Ecology ii. IBC International Building Code iii. UPC Uniform Plumbing Code iv. IMC International Mechanical Code v. NEC National Electrical Code vi. AWWA American Water Works Association vii. ANSI American National Standards Institute viii. ASA American Standards Association ix. ASTM American Society for Testing and Materials b. Contractor All main extensions shall be installed by a Contractor approved by the City. 3. Submittals City of Port Orchard Chapter 8 – Design Standards for Water Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 Submittal information shall be provided to the City for the following items: a. Erosion and Sedimentation Control Plan b. Erosion Control Fence Fabric c. Dewatering Plan d. Shoring Plan and Calculations e. Dump Site Permits f. General Fill g. Structural Fill h. Pipe Bedding i. Trench Backfill j. Gravel Base Course k. Crushed Surfacing l. Paving m. Compaction Test Results n. Hydro-seed 4. Erosion and Sedimentation Control a. All erosion/sedimentation control systems including fencing, earth berms, grasses, straw, mulch, culverts, drain pipe, outfalls and other items required for this project, are the responsibility of the Developer and fall under the jurisdiction of Kitsap County or the City of Port Orchard (depending on the location of the extension). b. All erosion/sedimentation control (ESC) systems specified in the approved erosion control plan must be installed prior to commencing any work that could result in off- site storm water or material flows. Erosion/sedimentation controls must remain in place throughout the duration of the construction activities. c. The Contractor shall add additional ESC facilities or processes as necessary to ensure that erosion and sedimentation problems do not occur. The Contractor shall inspect the ESC facilities daily and maintain the systems as necessary to prevent off-site drainage. 5. Dewatering a. The Developer is to determine the scope, type, size, quantity, method of installation, operation, and removal of the dewatering system necessary to keep all excavations de- watered to an elevation below the base of the excavation. The system shall also be sufficient to stabilize the soils in the excavation and the surrounding areas, and to prevent flotation of partially completed structures. b. The Contractor shall control groundwater and surface water to prevent the softening City of Port Orchard Chapter 8 – Design Standards for Water Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 of the bottom of excavations, or formation of quick conditions or boils during excavation. Ground water shall be lowered to 3 feet below the base of the excavation at all times. Determination of unsuitable soil conditions for supporting the improvements shall be determined by the City Engineer. When the dewatering system does not meet the specified requirements, and as a consequence there is a loosening or disturbance of the foundation soils, instability for the slopes, or damage to the foundation or structures occur, the Developer shall at its own expense repair said disturbance. This shall include supplying all materials, labor, and equipment, and performing all work required for the restoration of foundation soil, slopes, or structure to the satisfaction of the City Engineer. c. It is solely the Developer’s and the Contractor’s responsibility to meet all regulatory requirements governing the disposal of dewatering flows and to prevent damage to adjacent property. Disposal of these waters into existing City sewer mains or trunk lines is strictly prohibited. Drainage of water through the pipeline under construction is also prohibited. d. All dewatering wells installed by the Contractor shall be removed and backfilled in accordance with applicable Federal and State regulations. 6. Construction Access The Contractor shall provide temporary site access for City personnel and shall maintain vehicular site access at all times. 7. Clearing and Grubbing Clearing and grubbing shall be performed by the Contractor to remove and dispose of unwanted debris, vegetative matter, and other items noted on the construction drawings within the construction limits. This shall conform to Section 2-01 of the WSDOT Standard Specifications. 8. Excavation a. The Contractor shall excavate as necessary to construct the improvements shown on the construction drawings. Excavation includes utility excavation, structural excavation, and grading excavation. b. Grading excavation shall be to the finished rough grade of the roadway or easement and shall be completed prior to utility excavation. Grade staking, when required, will be done by the developer’s/owner’s engineer, or surveyor, prior to installation of the mains. c. Utility excavation shall be performed to the depths necessary to complete the construction work shown. Utility excavation shall be performed in accordance with the WSDOT Standard Specifications, Section 2-09, with a minimum cover of 36 inches. City of Port Orchard Chapter 8 – Design Standards for Water Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 d. The base of the excavation shall be examined by the City Engineer to determine if it is suitable for backfilling. The City Engineer will evaluate the stability of the base of excavation by determining if all significant organic soils or other unsuitable materials have been removed. The Contractor per direction of the City Engineer shall perform excavation required by the City that is beyond the depth shown at their expense. e. All excavated material shall be removed from the site unless approved as backfill material by the City Engineer. Weather conditions may make previously excavated material unsuitable for backfill requiring the material to be removed from the project site. Approval of material as backfill will be made just prior to placement of material as backfill. f. If the trench soil is unsuitable for trench backfill, as determined by the Inspector, the Contractor shall remove and dispose of unsuitable material and backfill the trench with approved backfill. The Contractor will keep the City Engineer informed of the disposal site of all unusable material removed from the project. New or refuse material must not be dumped on neighboring properties. g. Excavation within City right of way areas shall be in accordance with the City of Port Orchard Public Works Right of Way Permit. 9. Shoring Where shoring, sheet piling, sheeting, bracing, lagging, or other supports are necessary to prevent cave-ins or damage to existing structures, it shall be the responsibility of the Contractor to design, furnish, place, maintain, and remove supports in accordance with applicable laws, codes, and safety requirements including Chapter 296-155 of WAC, A Safety Standards for Construction Work, Part N, Excavation, Trenching, and Shoring. Design, planning, installation, and removal of sheeting, shoring, piling, lagging, and bracing shall be accomplished in such a manner as to maintain the undisturbed state of soil below and adjacent to excavation. Failure to maintain shoring in accordance with the submitted shoring plan will result in shut down of the job by the City Engineer until required shoring is in place. 10. Hazardous Content of Fill Material All imported fill material shall be free of hydrocarbons (e.g., gasoline, diesel oil, etc.), pesticides, herbicides, and other hazardous volatile organic compounds (VOCs) and synthetic organic chemicals (SOCs). If required, the Contractor shall provide certification to the City Engineer that the fill is free of these chemicals. 11. General Fill a. All fill required for the project that is not specifically defined as another type shall be “General Fill”. b. General fill shall be free of organics, debris, and other deleterious materials. General City of Port Orchard Chapter 8 – Design Standards for Water Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 fill shall conform to Section 9-03.10 “Aggregate for Gravel Base” of the WSDOT Standard Specifications. The moisture content of the material and weather conditions at the time of placement will be used to determine the suitability of native materials for backfill as general fill. All general fill shall be compacted in uniform layers not to exceed 8 inches in loose thickness and compacted to at least 95 percent maximum dry density based on the ASTM D-1557 test procedure. 12. Structural Fill a. All fill placed below and against building components, building structures, vaults, manholes, handholds, slabs, sidewalks, and drives shall be “Structural Fill”. b. Structural fill shall be free of organics, debris, and other deleterious and conform to Section 9-03.12 (2), “Gravel Backfill for Walls” of the WSDOT Standard Specifications. The City Engineer shall determine if native on-site materials are suitable for use as structural fill. The moisture content of the material and weather conditions at the time of placement will be used to determine the suitability of native materials for backfill as structural fill. Structural fill shall bear on a firm base and be placed in uniform layers not exceeding 8 inches in loose thickness. The backfill area must be free of standing water and the sub-grade soils must be stable. Each layer of structural fill shall be compacted to at least 95 percent of its maximum dry density based on the ASTM D-1557 test procedure. 13. Pipe Bedding a. All fill placed below and around buried utilities shall be “Pipe Bedding”. Pipe bedding shall be placed when the trench base is deemed unsuitable by the City Engineer. b. Bedding material shall surround the pipe and conduits to the limits shown on the construction drawings and provide uniform support along the entire length without allowing concentrated loading at joints or bells. Bedding material shall conform to Section 9-03.12(3) of the WSDOT Standard Specifications. All bedding material shall bear on firm sub-grade and be compacted to at least 95 percent of maximum dry density based on the ASTM D-1557 test procedure. 14. Trench Backfill a. Unless the trench is backfilled with Control Density Fill, all fill material placed above the pipe bedding in a trench shall be “Trench Backfill.” b. Trench backfill shall be placed and compacted above the pipe bedding to finish grade elevations in un-restored areas or to sub-grade elevations in restored areas. Trench backfill shall consist of a well-graded sand or sand and gravel mixture conforming to Section 9-03.12 (2),”Gravel Backfill for Walls” of the WSDOT Standard Specifications and have less than 5 percent passing the U.S. No. 200 sieve based on the fraction passing the 3/4 inch sieve. Trench backfill shall bear on a firm base and be constructed in uniform layers not exceeding 8 inches in thickness. Each lift shall City of Port Orchard Chapter 8 – Design Standards for Water Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 be compacted in uniform layers not to exceed 8 inches in loose thickness and compacted to at least 95 percent maximum dry density based on the ASTM D-1557 test procedure. The City Engineer shall determine if native on-site materials are suitable for use as trench backfill. c. Finished backfill shall leave all existing drainage ditches, culverts, and other appurtenances in a useable condition equal to or better than their original condition. 15. Gravel Base Course a. All fill placed under paving and next to native material shall be “Gravel Base Course”. b. Aggregate for gravel base course shall conform to Section 9-03.10 of the WSDOT Standard Specifications. 16. Gravel Top Course a. All fill placed under paving and next to paving material shall be “Gravel Top Course” or crushed surfacing. b. Aggregate for gravel top course shall conform to Section 9-03.09(3) of the WSDOT Standard Specifications. 17. Paving a. Cement concrete pavement, sidewalks, and curb shall be Class B concrete (3,000 psi) as specified in the concrete section of these specifications. Construction shall comply with Section 5-05 of the WSDOT Standard Specifications. b. Asphalt concrete pavement shall comply with Section 5-04 of the WSDOT Standard Specifications and the utility permit for the work. Finish, place, spread, and compact Class B asphalt concrete pavement to the thickness shown on the construction drawings or specified in the utility permit. The minimum compacted thickness of asphalt concrete pavement shall be 2-inches. c. All paving shall be inspected and approved by the agency issuing the utility permit. 18. Compaction Testing a. The Contractor shall arrange, at his own expense, for in place density testing to be performed at intervals not less than every 500 linear feet of pipe run and where required by the City Engineer. At a minimum, density tests shall be performed at 50% of the trench depth and at the surface of the trench. Other depths of the trench may be required by the City Engineer. b. The Contractor shall excavate to the depths required to perform the tests and shall provide sheeting, shoring, and bracing of the trench as necessary. Backfill, in all sections where density requirements are not satisfied, shall be removed from the trench, re- compacted, and re-tested until conforming to specifications. c. A certified independent testing laboratory acceptable to the City Engineer shall City of Port Orchard Chapter 8 – Design Standards for Water Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 perform density testing. All test results shall be submitted directly to the City Engineer. d. The City shall have the right, but not the obligation, to perform such additional density testing, as the City Engineer deems necessary. If the tests show that the density requirements are not satisfied, the Contractor shall reimburse the City for all costs for the tests, and shall remove the unsatisfactory backfill from the trench and re- compact and retest it until conformance with the specifications is obtained. e. All compaction shall meet the approval of the agency issuing the utility permit. 19. Surface Restoration a. Roads, driveways, shoulders, landscaping and all other areas removed, broken, caved- in, settled, or otherwise damaged as a result of construction work, shall be repaired and/or resurfaced to match the existing surface or landscaped areas. b. Existing shoulders and gravel surfaces shall be restored with like, crushed rock surfacing. Existing lawns shall be restored with sod after proper backfilling and settling. Existing landscaping, fences, mailboxes, ornamentation, etc. shall be restored as close to original conditions as possible. Private driveways, walks, and other surfaced areas shall be repaired, patched, or resurfaced as required to match the original surface condition. c. Contractors shall furnish and install new asphalt surface at all locations where the existing asphalt surface or asphalt driveway has been removed or damaged by construction work. Trenches shall be backfilled with select granular material approved by the City Engineer. It shall be mechanically tamped to 95 percent compaction in six- inch lifts. The top four inches shall consist of two inches of crushed surfacing top course and two inches compacted depth of asphaltic concrete, Class B. C. Concrete 1. General This division covers that work necessary for furnishing and installing all concrete as described in these specifications and shown on the plans. 2. Submittals Submittal information shall be provided to the City Engineer for the following items: a. Concrete design and admixtures b. Special placement procedures for hot or cold weather c. Schedule of surface finishes d. Control Density Fill design mix City of Port Orchard Chapter 8 – Design Standards for Water Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 Concrete performance mixes shall be submitted to the City Engineer for approval a minimum of two weeks prior to placing any concrete. The performance mix shall include the amounts of cement, fine and coarse aggregate, water and admixtures, as well as the water cement ratio, slump, concrete yield and substantiation strength data in accordance with ACI 318-95, Chapter 5. The use of a performance mix requires batch plant inspection, the cost of which shall be paid by the Contractor. Review of mix submittals by the City indicates only that information presented conforms generally to Agreement documents. Contractor or supplier maintains full responsibility for special performance. 3. Control Density Fill (CDF) a. At least 10 days before placing CDF, the Contractor shall submit a mix design for the material to be used. The mix design shall include trial laboratory and testing data with cylinder breaks performed at 7, 14, and 21 days. The mix design shall be approved by the agency issuing the utility permit. b. CDF shall be proportioned to be a non-segregating, free flowing, self-consolidating, low shrink slurry. c. The Contractor and its supplier shall determine the materials and proportions used to meet the requirements of these Specifications. The mix design shall be prepared for the range of aggregate gradations that are expected to be used. d. The unconfined compressive strength at 28 days shall be 200 psi (+50 psi) as per ASTM D4832. e. Contain CDF in trench sections using bulkheads or fill materials to confine the flow of material. Take appropriate precautions to prevent pipe displacement and/or flotation. f. CDF shall be placed in lifts not exceeding 6 feet in height, with a time interval of not less than 1 hour between lifts. g. Provide steel plates to span trenches and prevent traffic contact if necessary. No traffic or construction equipment shall be allowed on CDF for at least 24 hours after placement or until the material is hard enough to prevent rutting or damage. Work shall not proceed unless plates are on the jobsite. 4. Concrete Materials a. Concrete shall be mixed, conveyed, and proportioned in accordance with IBC section 1905. The performance mix shall include the amount of cement, fine and coarse aggregate, water, and admixtures as well as water cement ratio, slump, concrete yield, and sustaining strength data in accordance with these specifications, the minimum requirements of the current adopted International Building Code, Section 1905, and the requirements of ACI 318-99. b. Materials shall conform to the following standards: City of Port Orchard Chapter 8 – Design Standards for Water Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 i. Cement: ASTM C-105 ii. Coarse Aggregate: ASTM C-33 iii. Fine Aggregate: ASTM C-33 iv. Admixtures: ASTM C-494 v. ir entraining Admixtures: ASTM-260 vi. Water used in concrete shall be potable. vii. Fly ash may be substituted for up to 15% of the required cement. 5. Thrust Blocking, Driveways, and Sidewalks a. Cement: ASTM C-105 b. Coarse Aggregate ASTM C-33 c. Fine Aggregate: ASTM C-33 d. Admixtures: ASTM C-494 e. 28-day strength: 3,000 psi minimum f. Cement content: 5.5 sacks/CY minimum g. Water/Cement ratio: 6 gals/95 lb sack maximum h. Fine aggregate ratio: 45% max by weight i. Coarse aggregate limits: 7/8 inch maximum j. Entrained air ratio: 3% minimum to 5% maximum k. Slump: 4 inches maximum Conform to Standard Details for General Blocking, Vertical Blocks, and Deadman Blocking. All fittings to be blocked shall be wrapped with 8-mil polyethylene plastic. Concrete blocking shall be properly formed with plywood or other acceptable forming materials and shall not be poured around joints. The forms shall be stripped prior to backfilling. All blocking must be inspected by the City Inspector prior to backfill. The City does not use thrust blocks for fire hydrants. Each fire hydrant shall be secured with mega lugs and tie backs per the standard detail. For mains crossing other pipes, the City will require additional restraints. D. Special Construction (Pipeline Casings) 1. General This division covers the boring and jacking of pipeline casings and the installation of carrier pipe. 2. Submittals Submit the following for review: City of Port Orchard Chapter 8 – Design Standards for Water Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 a. Casing pipe drawings, details, and thickness calculations b. Carrier pipe placement method and equipment c. Utility crossing permits 3. Quality Assurance The boring contractor shall have regularly engaged in work of this nature for at least 5 years. 4. Other Utilities No other utilities are allowed to be placed inside the casing without the prior express written consent of the City Engineer and a satisfactory hold harmless Agreement. 5. Casing Pipe a. Provide welded steel pipe of the minimum diameter and thickness approved by the City Engineer. The casing ID shall be at least four inches larger than the carrier bell OD. Provide pipe of sufficient wall thickness and axial strength to withstand the forces encountered during the jacking operation, but in no case less than 3/8 inch. The casing shall be designed to withstand all imposed loads plus a corrosion allowance of 1/4 inch. b. Fabricate the pipe in conformance with ASTM A 252, Grade 2 except the hydrostatic test is waived. Provide tapped grout holes at the top of the casing at reasonable intervals. Install plugs in the tapped holes. 6. Joints Weld sections of casing pipe with a continuous circumferential weld. Provide stress transfer across the joints capable of resisting the jacking forces involved. 7. Casing End Seals Seals shall be ¼-inch (minimum) thickness, pull on style end seals fabricated from EPDM synthetic rubber with stainless steel bands and clamps. End seals shall be as manufactured by PSI Industries or approved equal. 8. Carrier Pipe Skids Provide custom engineered skids/isolators to isolate the carrier pipe from the casing. The insulator shall consist of a PVC insulating liner (90 mil minimum thickness), 12-inch wide, 12-gauge (minimum) steel bands with steel risers and glass reinforced plastic or ultra-high molecular weight runners. The skids shall be designed to properly support the pipe filled with water. The runners shall be designed so that the carrier pipe joints clear the casing by two inches. The ferrous components of the insulator and steel bands shall be shop coated with a minimum of 10 mills PVC heat fusion coating. All miscellaneous hardware including stud bolts, washers, and nuts shall be 316 stainless steel. Skids shall center the pipe in the casing. Provide skids as manufactured by PSI City of Port Orchard Chapter 8 – Design Standards for Water Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated: 02/2019 Industries, Cascade Manufacturing Co., or approved equal. The minimum number of required skids is 3 per pipe length for the entire length of the casing. 9. Sand Unless specifically required by the City Engineer, sand shall not be used in a casing for filling between the casing and carrier pipe. In those instances where the City Engineer does require sand, it shall be clean and 90-100 percent will pass the No. 4 sieve. Not more than 5 percent will pass the No. 200 sieve. Sand shall be free from clay and organic material. 10. Casing Excavation and Installation Prior to installing the casing, thoroughly investigate the locations of existing utilities. The Contractor shall pothole the casing location to verify that there are no interferences. Equip the leading section of casing pipe with a jacking head securely anchored to prevent any wobble or variation in alignment during jacking operation. Make every effort to avoid loss of ground outside the jacking head. If excessive ground loss occurs, stop excavation and fill void with grout. The casing shall be installed in such a manner that it is not damaged or deflected to reduce its true circular diameter. 11. Tolerances A maximum horizontal and vertical tolerance of three inches per 100 linear feet of jacked casing is permitted. 12. Grouting After jacking is completed, fill voids by pumping grout through grout holes in the casing at any locations of ground loss and elsewhere where voids are suspected. Plug grout holes after grouting. Take care to avoid over-pumping grout and disturbing the improvements the casing was jacked under. 13. Carrier Pipe a. All pipe installed in casing shall have restrained joints. b. Protect pipe as necessary during installation to insure against damage. Install the carrier pipe with the skids located not more than two feet from each end of the pipe joints. The skids shall be adequate in number to hold the pipe to grade, and not less than two skids shall be installed on each section of pipe. Provide skids within 6 inches of each end of the casing. c. After installation and testing of the carrier piping, carefully fill the remaining space in the casing with pneumatically placed sand unless directed by the City Engineer to leave the casing unfilled. Take care to avoid floating the carrier pipe. d. Install casing end seals and secure in place with stainless steel bands. Make seals watertight. UTILITY SEPARATION SECTION C1-3 UTILITY SEPARATION SECTION C1-2 U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 8 0 0 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER Est. 1890 1/30/2019 800-B RESTORATION, TAPS, AND BLOCKING A SEPARATION STANDARDS O.D.+24" (36" MIN.) NOTES: 1)BED THE ENTIRE WIDTH OF THE TRENCH PAVEMENT 2)RESTORATION SHALL BE PER THE APPROPRIATE SECTION IN CHAPTER 6 (PAVEMENT SURFACING). 3)INSTALL TRACER WIRE PER SPECIFICATIONS TOP WIDTH OF TRENCH = D + 36"EX.A.C. PAVEMENT SURFACE SAW CUT (TYP) 2" GRIND AND OVERLAY EXTENTS PER STANDARDS PLANE EX. ROADWAY AS NECESSARY, OVERLAY TO MAINTAIN EX. FREEBOARD AT CURBS. SEE ROADWAY STANDARDS FOR APPROPRIATE PAVEMENT SECTION FOUNDATION STABILIZATION MATERIAL (AS REQUIRED) PIPE BEDDING MATERIAL COMPACT TO 95% CL52 DI WATER LINE OR APPROVED EQUAL TRENCH BACKFILL MATERIAL, COMPACT TO 95% IN 6" LIFTS 5'- 0 " ( M I N ) 24 " 12"12" 6" MIN D 18 " WARNING TAPE PER SPECIFICATIONS U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 8 0 1 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER Est. 1890 1/31/2019 801 RESTORATION, TAPS, AND BLOCKING B WATER MAIN TRENCH U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 8 0 2 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER Est. 1890 1/30/2019 802 RESTORATION, TAPS, AND BLOCKING C WET TAP 90° BEND TEECROSS CAPPED CROSS BLIND FLANGE B B A TEE PIug 45° BEND C 22 1/2° BEND11 1/4° BEND MIN. BEARING AREA AGAINST UNDISTURBED SOIL TABLE A - THRUST BLOCK PIPE SIZE 6" 8" 12" 4" 16" 18" 24" SQ. FT. 3 6 11 22 38 48 84 59 34 27 16 8 5 2 SQ. FT. 4 6 12 2 21 26 45 SQ. FT. 2 3 6 1 10 14 23 SQ. FT. 1 2 3 1 6 7 13 SQ. FT. A B C D E E D BLIND FLANGE OR SMALLER PIPE SIZE BLOCK SHALL BE AGAINST UNDISTURBED EARTH CONCRETE BLOCK SYMMETRICAL TOP & BOTTOM PLASTIC BARRIER 3 X PIPE DIA. MIN TYPICAL CROSS-SECTION B B TIE BACK SEE STANDARD DRAWING 1103-B B B SEE DRAWING 1103-B FOR ADDITIONAL NOTES U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 8 0 3 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER RESTORATION, TAPS, AND BLOCKING THRUST BLOCKING AND TIE BACKS Est. 1890 1/15/2019 803-A TIE BACK BLOCK DETAIL 1'-6" MIN. 3" . NOTES: 2"2" 18 " MI NB 2 AMOUNT OF 3/4" GALV. SHACKLE RODS WATER MAIN PIPE SIZE OF VERT. PIPE IN CONC. AMOUNT OF #4 REINFORCING BAR HOOPS 4" 6" 12" 8" 16" 2 2 4 6 4" 4" 4" 4" 6" 1 1 1 2 3 TABLE B - TIE BACK HOT DIPPED GALV. SHACKLE RODS 3/4"Ø PARALLEL TO PIPE SEE TABLE B FOR VERT. D.I. PIPE SIZE #4 BAR REINFORCING HOOP (TYP) #4 BAR THROUGH HOLE IN 4" D.I. PIPE 1.BEARING AREA OF CONCRETE THRUST BLOCK IS BASED ON 225 PSI PRESSURE AND SAFE SOIL BEARING LOAD OF 2000 PSF. 2.THE SAFE SOIL BEARING LOAD SHALL BE ADJUSTED TO MEASURED SOIL BEARING LOADS IN THE FIELD. 3.AREAS MUST BE ADJUSTED FOR OTHER PIPE SIZES, PRESSURES AND SOIL CONDITIONS. 4.CONCRETE BLOCKING SHALL BE CAST IN PLACE AND HAVE A MINIMUM OF 1/4 SQUARE FOOT BEARING AGAINST THE FITTING. 5.THE BLOCK SHALL BEAR AGAINST THE FITTINGS ONLY AND SHALL BE CLEAR OF JOINTS TO PERMIT TAKING UP AND DISMANTLING OF JOINT 6.THE CONTRACTOR SHALL INSTALL BLOCKING ADEQUATE TO WITHSTAND FULL TEST PRESSURE AS WELL AS TO CONTINUOUSLY WITHSTAND OPERATING PRESSURE UNDER ALL CONDITIONS OF SERVICE. 7.USE 2" THICK STYROFOAM TO FORM THE CONCRETE BLOCKING. PLASTIC SHALL BE INSTALLED BETWEEN ALL CONCRETE BLOCKING AND FITTINGS. 18"6 6"3 24"6 6"3 U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 8 0 3 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER Est. 1890 1/15/2019 803-B RESTORATION, TAPS, AND BLOCKING THRUST BLOCKING AND TIE BACKS U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 8 2 0 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER Est. 1890 1/30/2019 820 FIRE SUPPRESSION A RESIDENTIAL FIRE SPRINKLER METERING LEGEND U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 8 2 1 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER Est. 1890 1/30/2019 821 FIRE SUPPRESSION B FIRE SERVICE CONNECTION - EXTERNAL DDCV/PIV/FDC PLAN U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 8 4 0 A IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER Est. 1890 1/30/2019 840A PRESSURE REDUCTION A PRESSURE REDUCING STATION (PLAN) ELEVATION U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 8 4 0 B IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER Est. 1890 1/30/2019 840B PRESSURE REDUCTION A PRESSURE REDUCING STATION (ELEVATION) INSTALLATION ADJACENT TO WATER METER U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 8 4 1 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER Est. 1890 1/31/2019 841 PRESSURE REDUCTION B SERVICE PRESSURE REDUCING VALVE 1.EXISTING WATER MAIN 2.1" (IP THREAD) SINGLE STRAP SADDLE ROMAC STYLE 101S OR APPROVED EQUAL 3.1" BRASS NIPPLE, 3" LONG 4.CORP. STOP, FORD FB1100 OR APPROVED EQUAL 5.1" POLYETHYLENE PIPE, MAINTAIN 36" COVER FROM WATER MAIN TO WITHIN 48" OF METER BOX 6.1" METER SETTER MUELLER 1434 OR APPROVED EQUAL HORIZONTAL IN, HORIZONTAL OUT. M.I.P. THREAD ENDS. 7.SCHEDULE 40 1" PVC THREADED PLUG. REMOVED WHEN CONNECTION MADE TO CUSTOMER LINE 8.BRASS CURB STOP, FORD B41-444-NL OR EQUAL. 9.WATER METER - TO BE SUPPLIED BY THE CITY 10.METER BOX SHALL BE SIGMA RAVEN HDPE METER BOX MODEL 1324-SW. PROVIDE HDPE LID WITH TOUCH READ AND METER READER LID. PLACE BACK OF METER BOX FLUSH WITH PROPERTY LINE. NOTES: COVER (TYP) 36" MIN. PROPERTY LINE FINISH GRADE ROADWAY CURB 6" MINIMUM TO ALLOW FOR TOUCH READ FINISHED GRADE 6 9 10 24" MIN. COVER 5 4 3 2 1 WARNING WIRE AND LOCAIOR TAPE ARE REQUIRED FOR ALL SERVICES AND MAINS PR O P E R T Y L I N E 78 U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 8 6 0 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER SERVICES A 5/8, 3/4, OR 1-INCH WATER SERVICE Est. 1890 1/22/2019 860 1.EXISTING WATER MAIN 2.2" (IP THREAD) DOUBLE STRAP SADDLE ROMAC STYLE 202S OR APPROVED EQUAL 3.2" BRASS NIPPLE, 3" LONG 4.CORP. STOP, FORD FB1100 OR APPROVED EQUAL 5.2" POLYETHYLENE PIPE, MAINTAIN 36" COVER FROM WATER MAIN TO WITHIN 48" OF METER BOX 6.2" BRASS CURB STOP, FORD B41-777-NL OR EQUAL 7.2" BRASS STREET ELL 8.2" BRASS NIPPLE, 6" LONG 9.2" BRASS UNION 10.2" BRASS NIPPLE, 3" LONG 11.2" METER SETTER WITH HIGH BYPASS MUELLER SERIES 1429 OR APPROVED EQUAL. VERTICAL IN, HORIZONTAL. OUT. FLANGED BALL VALVE WITH LOCK WINGS, CHECK VALVE AND BY-PASS. 12.SCHEDULE 40 2" PVC THREADED PLUG. REMOVED WHEN CONNECTION MADE TO CUSTOMER LINE 13.WATER METER - TO BE SUPPLIED BY THE CITY 14.METER BOX SHALL BE SIGMA RAVEN HDPE METER BOX MODEL 1730-SW. PROVIDE HDPE LID WITH TOUCH READ AND METER READER LID. PLACE BACK OF METER BOX FLUSH WITH PROPERTY LINE. NOTES: 9 8 74 3 1 2 5 11 12 13 FINISHED GRADECURBROADWAY 24" MIN COVER PR O P E R T Y L I N E 6" MINIMUM TO ALLOW FOR TOUCH READ FINISH GRADE PROPERTY LINE 36" MIN COVER (TYP) WARNING WIRE AND LOCATOR TAPE ARE REQUIRED FOR ALL SERVICES AND MAINS 10 6 11 14 U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 8 6 1 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER SERVICES B 1-1/2 OR 2-INCH WATER SERVICE Est. 1890 1/22/2019 861 U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 8 6 3 A IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER Est. 1890 1/30/2019 863A SERVICES D 3, 4, AND 6-INCH COMPOUND METER SERVICE - PLAN FLOW EXIST. GRADE 6" MIN. 12" 12" 6' MIN 1-1/2" DRAIN ROCK (EXCEEDS OUTSIDE EDGE OF BOX) DOUBLE PURPOSE UNION (TYP OF 2) FLOW METER BOX PER STANDARDS PROPERTY LINE DOUBLE CHECK VALVE MEETING AWWA CROSS CONNECTION STANDARDS WITHIN PAVED SURFACE, TWO PRECAST CONCRETE VAULT 3'-8" X 2'-8" X 3'-6" UTILITY VAULT CO. MODEL NO. 233-LA WITH NO. 23-233P DIAMOND PLATE COVER OR APPROVED EQUAL. OUTSIDE PAVED AREAS, TWO MID-STATES PLASTICS MODEL MSBCF 1730, GREEN COLOR 4" MIN. U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 8 6 4 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER SERVICES E DOUBLE CHECK BACKFLOW ASSEMBLY (BELOW GROUND) Est. 1890 1/23/2019 864 12" MIN. MIN. 6' 3" MIN. FLOW FLOW EXIST. GRADE HINGED VANDAL RESISTANT FREEZE PROTECTION ENCLOSURE HOT BOX MODELS# HB.75 THROUGH HB3E OR APPROVED EQUAL. PROPERTY LINE FEBCO DOUBLE CHECK BACKFLOW PREVENTER MEETING AWWA CROSS-CONNECTION STANDARDS DOUBLE PURPOSE UNION (TYP. OF 2) HASP AND LOCK NOTE: ALL MATERIALS TO BE BRASS OR COPPER AS SPECIFIED BY CITY. FINISHED SLAB PIPE SLEEVE (TYP) METER BOX PER STANDARDS U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 8 6 5 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER SERVICES F DOUBLE CHECK BACKFLOW ASSEMBLY (ABOVE GROUND) Est. 1890 1/23/2019 865 FLOW 12" MIN FINISHED FLOOR DOUBLE PURPOSE UNION FLOW METER BOX PER STANDARDS PROPERTY LINE DOUBLE CHECK BACKFLOW PREVENTER MEETING AWWA CROSS-CONNECTION STANDARDS EXTERIOR WALL DOUBLE PURPOSE UNION U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 8 6 6 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER SERVICES G DOUBLE CHECK BACKFLOW ASSEMBLY (IN BASEMENT) Est. 1890 1/23/2019 866 5 6 4 7 2 3 1 2" GATE VALVE, THREADED, NON-RISING STEM WITH SQUARE NUT VALVE BOX 2" GALVANIZED IRON PIPE 2"-90° GALVANIZED IRON ELBOW W/ 1/8" DRAIN HOLE 2" DOUBLE STRAP SADDLE, ROMAC 202 OR APPROVED EQUAL 2" CORP. STOP, FORD FB1100 OR APPROVED EQUAL 2" GALVANIZED IRON COUPLING (FIPxFIP) W/ PVC PLUG ITEM 5-1/2"8" 6 5 1 3 4 20' MAXIMUMMINIMIZE DISTANCE NO. TRENCH BACKFILL 2 CONCRETE BOX PER STANDARD SPECIFICATIONS 7 3/4" WASHED ROCK, 1/3 YD MIN, WRAP IN NON-WOVEN FILTER FABRIC U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 8 8 0 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER SYSTEM APPURTENANCES A 2" BLOW OFF ASSEMBLY Est. 1890 1/23/2019 880 1.MAIN VALVE OPENING SHALL BE 5-1/4" IN DIAMETER EQUAL TO M&H 929. 6" MECHANICAL JOINT INLET. 1-1/2" PENTAGON OPERATING NUT. THE CITY WILL PAINT THE HYDRANT. 2.LOCATOR WIRE TO BE PROTECTED WITH ANGLE ALUMINUM (3/4" X 1/20" X 2' LONG) STRAP TO THE HYDRANT BURY WITH CABLE TIES ( 36" LENGTH, 175 LB TENSILE, COLOR BLACK, MANUFACTURED BY 3M). LOCATION SHALL BE BELOW THE LOWER FLANGE OF THE HYDRANT BELOW THE PUMPER PORT. LOCATE WIRE SHALL HAVE 6" SLACK FOR CONNECTING TO LOCATING DEVICE. 3.IF THE PIPE BETWEEN THE VALVE AND THE HYDRANT IS MORE ONE FULL STICK OF DUCTILE IRON PIPE, THEN A TIE BACK THRUST SHALL BE INSTALLED AND FIELD-LOK GASKETS AND MEGA LUGS SHALL BE USED. 3' MIN. 3" MIN. NOTES: LANDSCAPE FABRIC 1/2 CU. YD. MIN. WASHED GRAVEL PASSED 1-1/2" & RETAINED ON 1/4" MESH FOR DRAIN 16" x 8" x 4"MINCONCRETE BLOCK 2-3/4" HOT DIPPED GALV. SHACKLE RODS CONNECT USING DUC LUGS OR 90 DEGREE I-BOLT (CORTEN STEEL). TIE BACK BLOCK PER STANDARD 1103A/B IS REQUIRED FOR PIPE RUNS GREATER THAN 18'. 6" DIP, CLASS 52 WITH MEGA LUGS, LENGTH NOT TO EXCEED 50' FROM VALVE.DUCTILE IRON TEE WITH 6" FLANGE ON SIDE CONCRETE BLOCKING, SEE STANDARD DETAIL 1103 FOR NEW WATER MAIN LOCATE WIRE SHALL BE CONTINUOUS THROUGH THE HYDRANT AND FOR EXISTING WATER MAIN, SPLICE LOCATOR WIRE TO WIRE ALONG MAIN USING 3M SPLICE KIT 6" GATE VALVE (FLxMJ) TWO PIECE CAST IRON VALVE BOX & DEEP LID LOCATOR WIRE-GAUGE #14 COLOR OF INSULATION-BLUE ALUMINUM ANGLE 3/4" X 1/20 " X 2' CABLE TIES PUMPER CONNECTION 5" QUICK CONNECT STORZ COUPLING FOR NST 2-1/2" NST HOSE CONNECTION REMOVED CHAINS FROM 2-1/2" CAPS PR O P E R T Y L I N E 18 " M I N . 28 " M A X . U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 8 8 1 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER SYSTEM APPURTENANCES B FIRE HYDRANT ASSEMBLY Est. 1890 1/23/2019 881 VALVE OPERATING NUT EXTENSION VALVE MARKER U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 8 8 2 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER Est. 1890 1/30/2019 882 SYSTEM APPURTENANCES C VALVE MARKER AND VALVE EXTENSION VALVE ASSEMBLY DETAIL NOTE: TAP FOR COMBINATION AIR AND VACUUM VALVE ASSEMBLY MUST BE INSTALLED AT HIGHEST POINT OF WATER MAIN. EXACT LOCATION OF ASSEMBLY TO BE DETERMINED BY CITY. NOTE: ALL FITTINGS SHALL BE BRASS. ALL PIPE SHALL BE COPPER, UNLESS OTHERWISE SHOWN. 2" BRASS 90° BEND SWING JOINT: 2" BRASS ST ELL 2" BRASS NIPPLE, 18" LONG 2" BRASS NIPPLE 3" LONG 2" COMBINATION AIR & VACUUM RELEASE VALVE, SCREWED, APCO NO. 143C OR APPROVED EQUAL 2" BRASS NIPPLE, 3" LONG 2" BRASS STREET ELL 2" BRASS UNION 2" GALVANIZED IRON PIPE 2" BALL VALVE FORD #B11-444 OR APPROVED EQUAL 2" TYPE K COPPER TUBING GALVANIZED SCREENED OUTLET AND PIPE SAME SIZE AS INLET 2" GALVANIZED IRON PIPE VALVE BOX CONCRETE METER BOX FOGTITE #2 OR APPROVED EQUAL WITH ALUMINUM INSPECTION LID IN NON-TRAFFICAREAS, OR FOGTITE #2 WITH HINGED TRAFFIC LID WHEN IN TRAFFIC AREAS, 2 BOTTOM SECTIONS REQUIRED. 2" TYPE K COPPER TUBING CONTINUOUSLY RISING FROM TAP TO AIR-VAC VALVE WITHOUT INTERMEDIATE HIGH PTS. 2" - BRASS 90° BEND FIPT VERTICAL TAP AT HIGH POINT SINGLE STRAP SADDLE WITH 2" CC THREADS ROMAC 202 OR APPROVED EQUAL 2" CORPORATION STOP CC THREAD x MIPT FORD #FB400-4 OR APPROVED EQUAL 1 1/2" DRAIN ROCK COVERED WITH MIRAFI FILTER FABRIC OR APPROVED EQUAL 1" GATE VALVE 2" COMBINATION AIR & VACUUM RELEASE VALVE, SCREWED, APCO NO. 143C OR APPROVED EQUAL (SEE ASSEMBLY DETAIL ABOVE) 2" MIN 18 " M I N 24" MIN 18" MIN U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 8 8 3 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER SYSTEM APPURTENANCES D AIR-VAC ASSEMBLY Est. 1890 1/23/2019 883 CAST IRON ONLY WATER MAIN TOP SECTION BASE SECTION WATER MAIN FINISHED PAVEMENT GRADE 36 " M I N . 18 " EXTENSION PIECE (IF NECESSARY) PLACE "EARS" IN-LINE WITH WATER MAIN DIRECTION VALVE TRACER WIRE PER STANDARD SPECIFICATIONS U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 8 8 4 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER SYSTEM APPURTENANCES VALVE BOX Est. 1890 1/23/2019 884 City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 Chapter 9 DESIGN STANDARDS FOR SANITARY SEWER EXTENSIONS 9.1 Design Standards A. General B. Plans C. Sewer Piping and Fittings D. Sewer Pipe and Fittings Installation E. Test Equipment F. Individual Grinder Pump Equipment G. Pretreatment Systems H. Generators I. Pump Stations 9.2 Standard Specifications for Construction A. General B. Site Work C. Concrete D. Special Construction (Pipeline Casings) City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 9.1 Design Standards A. General All extensions to the sewer system must conform to the design standards of the City. In addition, plans and specifications for system extensions must be approved in accordance with the requirements of the State Department of Ecology. In all cases where public road right of way will be used for mains or other improvements, or where sewer facilities are proposed to be installed in easements, the City Engineer must approve the plan. All easements for sewer facilities must be on an approved form and the City must be listed as the “Grantee.” The legal description and attached map showing the location and size of the easement must be approved by the City Engineer prior to recording. In all cases where a County road right of way will be used for mains or other improvements, the County Road Department must also approve the plan in addition to the City. The system must be capable of future expansion and must be constructed of permanent materials. Project Datum: The site survey shall use North American Vertical Datum 88 (NAVD 88). Design submittals including sewer plan and profile and pump station elevations shall be based on NAVD 88. B. Plans 1. General The developer shall submit plans and specifications in accordance with individual permit requirements. City standards are adequate to serve as the technical specifications for the project, however the Applicant may propose deviations from the Standards. The City may also require additional specifications if project conditions warrant. Plans and specifications for all projects must be prepared and stamped by a professional engineer registered in the state of Washington, with the exception of side sewer extensions for single-family residences. After the review, the developer shall submit copies of the final version of the plans in accordance with permit requirements. 2. Criteria for Plans The plans shall be prepared in accordance with criteria listed in Chapter 2 – Land Development with the addition of the following: a. Profiles: Sewer line profiles shall be shown and indicate both length and slope of pipe. Sanitary sewer line profiles shall be provided for all sanitary sewer lines. Clearances between storm lines and sanitary sewer mains shall be shown at all crossings. 3. Plan Revisions The City shall be informed of all plan revisions, which affect the design of the sanitary sewer and/or sewer system prior to installation in the field. The City reserves the right to withdraw City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 approval if in the opinion of the City the changes will cause the design of the extension to be below the City’s standards. 4. Facility Placement All sewer mains and other facilities, unless a private system, shall be installed in public rights-of-way or in recorded utility easements dedicated to the City. The developer or his engineer shall check with the City prior to beginning the design of the extension to determine if there is a preferred main location. 5. Public Rights of Way All locations of City facilities within the City right-of-way must be approved by the City Engineer. Utilities located in the road right-of-way must comply with franchise requirements outlined in ordinances passed by the City Council authorizing such use of the road and right-of-way. Where no ordinance applies, sewer mains shall be installed to be compatible with the existing sanitary sewer system, the terrain, geology, and the location of other utilities. Where the sewer line is installed in a public right of way, it shall not be located under curbs or sidewalks. Deviations from standard locations must be documented, receive prior written approval by the City Engineer, and be accompanied by accurate record drawings. 6. Easements Utility easements will be a minimum of 15 feet in width and piping will be installed no closer than five feet from the easement’s edge. Sewer line constructed deeper than 7.5- feet below finished ground surface shall require an easement width greater than 15 feet to encompass a 1:1 slope from the bottom of the pipe. 7. Private Roads If it is necessary to install a sewer main within a private road, the easement shall be the width of the traveled surface plus one foot on either side. 8. Water and Sewer Line Separation Distances Transmission and distribution water piping shall be separated at least ten feet horizontally from waste disposal piping, drain fields, and/or sanitary sewer gravity or force mains. The bottom of the water main shall be 18 inches above the top of the sewer component. All parallel and crossing installations of sanitary sewer and water lines shall be in accordance with provisions of WAC 248-96 (septic systems) and the “Recommended Standards for Sanitary Sewer Works” - Ten State Standards. Where local conditions prevent such horizontal and/or vertical separation, closer spacing is permissible where design and construction meet the special requirements of the Department of Ecology criteria for Sewage Works Design. When a water line crosses a sanitary sewer or force main, it shall be specified that the water main be installed a minimum of two feet above the sewer line with joints a minimum of five feet from the sewer line on each side. Controlled density fill shall be placed over the sewer line. City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 9. Submittals Submittal information shall be provided to the City for the following items: a. Provide manufacturer’s certification and test results, as applicable, for all materials in this specification. b. Submit a certificate of calibration for the laser used for grade control prior to the start of construction. The manufacturer, vendor, or service and repair shop shall issue the certificate. The issuer must by authorized by the manufacturer as qualified to calibrate the laser light device. The certificate shall be issued no more than 60 days prior to start of construction. c. Color video of new sewer. d. Manhole Coating products and applicator certification. 10. Manholes and Cleanout Materials a. Minimum Design Criteria i. Design loadings for manholes shall be designed for a soil unit weight of 150 lb/CF and a live load complying with AASHTO HS 20. ii. The minimum allowable manhole diameter is 48 inches. Provide larger diameter manholes where required by the City Engineer. iii. The minimum diameter of force main terminal manholes shall be 54 inches or larger if required by the City Engineer. iv. The minimum allowable manhole depth is 7 feet from the cover to the top of the manhole channeling unless specifically approved by the City Engineer. v. Flow entering a manhole shall not turn more than 90° before exiting the manhole. b. Manholes: Provide manholes conforming to ASTM C478. Portland Cement shall be ASTM C150 Type II or Type IV. Precast bases may be separate or integral with the riser section. All manholes shall be installed with a GU Manhole Base Liner, or equal, with plastic invert and nonskid landing area embedded in concrete and O-ring gaskets for the sewer connection or approved equal. The liner shall have a 5 mm minimum thickness. The depth of the main through channel shall be equal to or larger than the diameter of the largest pipe. Provide riser heights of not less than one foot. Provide riser sections, which have a preformed opening of a minimum size to accommodate the pipe to be inserted. Heights of base sections shall be such that openings for pipes are not located at joints. c. Grade Adjustment: Provide concrete grade rings meeting the requirements of ASTM C478. HDPE grade adjustment rings shall be used to adjust minor variations in grade or slope that concrete grade rings cannot accomplish. HDPE grade adjustment rings shall be Ladtech or approved equal. Grade adjustment rings shall be limited to a maximum height of 12 inches. In no case shall the “neck-length” (grade rings plus the manhole frame) exceed 18 inches. Interior and exterior of all grade rings shall be City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 sealed with mortar. d. Joints: Provide sewage and grease resistant confined rubber gaskets conforming to ASTM C 443. In addition, all joints shall be grout/sealed on all interior surfaces with mortar. e. Manhole Steps: Provide manholes with steps that meet the following specifications. i. Installed by the manufacturer conforming to ASTM D4101 polypropylene encased steel manhole steps with non-slip surface. Steel reinforcing shall be ½- inch minimum diameter ASTM A615, Grade 60. ii. Knurled ¾-inch diameter 316 stainless steel steps. There shall be a 2-inch hook on the embedment end. f. Frames and Covers i. Manhole frames and covers shall be ductile iron and shall have the word “SEWER” in 3-inch raised letters. Provide Rexus or East Jordan Iron Works hinged manhole frame and lid. . ii. In non-pedestrian areas cleanouts shall be brought to finished grade and provided with PVC weld-on fittings that form a female threaded opening and a male threaded plug to be used to seal the cleanout. A fiberglass cleanout box shall be brought to finish grade as shown on Standard Detail 960. iii. In sidewalk or vehicle areas, the cleanouts shall be constructed in the same manner as described above but also will be finished at road or walkway grade and furnished with a traffic rated frame and cover from Olympic Foundry or approved equal. iv. In off-road conditions, the manhole frame and cover shall have a two-foot square concrete collar. g. System A Epoxy Coating: When specified, use hydrogen sulfide/sulfuric acid resistant coating, Tnemec Series 120 Vinester Lining, Aquata Poxy by Raven, Raven 405 or System A epoxy coating approved equal for manhole and wall protection. This will be required in high hydrogen sulfide environments. h. Pipe Connections to Manholes: PVC pipe connections to manholes and other structures shall be approved by the City Engineer. Provide one of the following methods for the connection. i. For NEW manhole bases that require liners, fiberglass (FRP) manhole base by GU Industries or approved equal with sewage and grease resistant O-ring gasket conforming to ASTM C443. ii. For NEW and EXISTING manhole bases, sanitary sewer-proof elastomeric boots such as Kor-N Seal I-Wedge Korband by National Pollution Control Systems Inc. or approved equal. i. Pipe and Fittings for Drop Connections: The type of pipe and fittings for drop connections shall be specified by the City Engineer. When ductile iron pipe is used City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 for a drop connection, the fittings shall be the mechanical joint type, except where flanged fittings are shown on Standard Drawings 1225-1227. 11. Manhole Installation: If material in the bottom of the trench is unsuitable for supporting the manhole, excavate below the base and install foundation stabilization material accepted by an approved geotechnical engineer and the City to obtain a suitable foundation. a. Install gravel base material under manhole base and compact to comply with the WSDOT Standard Specifications. b. Carefully inspect pre-cast manhole sections to be joined. Sections with chips or cracks in the tongue or groove shall not be used. Clean ends of sections of all foreign material. Provide all special tools, appliances, and lubricants for the jointing assembly. Joints shall be made in strict accordance with the manufacturer’s recommendations. c. Install grade rings in conformance with Standard Detail 922. Lay grade rings in mortar with sides plumb and top level. Seal joints with mortar. Grade rings shall be sanitary sewer-tight. d. Construct manhole inverts in conformance with detail shown on Standard Detail 922, with smooth transitions to ensure an unobstructed flow through the manhole. Remove all sharp edges or rough sections which tend to obstruct flow. Channeling shall be to the springline of the sewer or above. Benches shall be sloped from the manhole wall toward the channel to prevent the accumulation of solids. e. Completed manhole shall be straight, plumb, and the joints shall be watertight. All interior joints shall be coated with a fast setting, quick drying mortar prior to backfill. f. The City Engineer will require additional manhole coatings in situations that indicate potential for infiltration or inflow. 12. Corrosion Resistant Manholes: Provide corrosion resistant manholes at force main terminations, as well as two manholes downstream and one manhole upstream. Provide additional corrosion resistant manholes in areas with steep slopes downstream from force main discharges where directed by the City Engineer. Apply all coatings in strict accordance with the coating manufacturer’s instructions. Manholes shall be a GU Liner System integrally cast in the concrete structure. The manhole system shall include a GU Manhole Base Liner, GU Barrel Liner, GU Lined Cone, convertible collar, and all associated appurtenances for a GU manhole system. An equivalent manhole lining may be approved by the City Engineer upon review. 13. Existing manholes to be coated a. High-pressure blast existing manhole surfaces to be coated. Remove all grease, laitance, and deleterious materials from the concrete surfaces. Seal off the flow line as required to maintain flows while keeping debris out of the sewer. Dry the manhole surfaces to meet the coating manufacturer’s requirements. Apply coating in strict conformance with the coating manufacturer’s requirements. City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 b. If in the sole opinion of the City Engineer, the existing manhole surfaces are unsuitable for service as corrosion resistant manholes, replace the manhole with new corrosion resistant manholes at no cost to the City. 14. Future Manhole Stubouts a. Install stubouts from manholes for future sewer connections as required by the City Engineer. Maximum length shall be 1½ feet outside the manhole wall. b. Match the crowns of the pipelines. Provide compacted pipe bedding material around the stubout as specified herein. c. Install semi-permanent plugs in the end on stubouts with gasketed joints similar to sewer pipe being used. Plugs shall be capable of withstanding all internal or external pressures without leakage. All plugs to be braced to prevent blowout. If used, inflatable plugs must be chained to the manhole step in-case of blowout. 15. Connection to Existing Manholes a. Submit proposed connection method to the City Engineer for approval prior to beginning work. b. Maintain flows through the manhole during construction without interruption using an approved method. c. Excavate completely around existing manholes to avoid unbalanced loading of the manhole. Repair all damage to manhole. Verify all existing invert elevations prior to constructing new line. d. Connections to existing manholes shall be core drilled. Report any discrepancies to the City Engineer. Re-channel the existing manhole base. C. Sewer Piping and Fittings 1. Minimum Design Criteria The minimum sewer main size shall be 8-inch diameter. The minimum side sewer (the sewer pipe between the main and the property line) size shall be 6-inch diameter. Sewer extensions shall incorporate adequate capacity to provide for the future expansion of the system in conformity with the City’s comprehensive planning or future needs as determined by the City Engineer. It is the policy of the City that the Developer extend any sanitary sewer main improvements to the most distant end of abutting and interior rights-of-way or easements unless it is determined by the City, according to its rules and policies, that extension of the sanitary sewer main will not be necessary. Developers owning corner property shall extend the sanitary sewer system to the far ends of both corners of the property unless it is determined by the City, in its sole discretion, extension of the system is not necessary. The sanitary sewer system shall be extended to the far end of the development at depths, whenever possible, which enable the City to provide gravity service to upstream properties. a. Sewer Line Depth City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 i. All lines shall be at a sufficient depth to drain basements. A minimum of 5-feet of cover over the crown of the sewer is required, unless specifically exempted by the City Engineer. ii. The sewer shall be designed to provide gravity service to upstream properties whenever possible as determined by the City Engineer. b. Separation between utilities i. Sanitary sewer: Comply with Department of Ecology criteria. ii. Storm Sewer: Provide a minimum of 3 feet horizontal clearance. Provide a minimum of 1-foot vertical clearance. iii. Underground Power, Gas, Telephone, and Cable: Provide a minimum of 3-feet horizontal clearance. Provide a minimum of 1-foot vertical clearance. iv. Power, Telephone, Light, and Signal Poles: Provide a minimum of 7.5-feet horizontal clearance. c. Sewer grade i. Provide no additional drop on straight runs through manholes other than the pipe slope. ii. Provide an additional 0.10 foot drop for 90° turns through a manhole. iii. Comply with Ecology minimum slope requirements. 2. PVC Pipe and Fittings (PVC pipe, 4-inch and larger) a. Pipe and fittings shall meet the requirements of ASTM Specification D3034 for 4”-15” SDR 35 and F679 for 18”-27.” The pipe shall be colored green for in-ground identification as sewer pipe. b. Pipe shall be suitable for use as a gravity sewer conduit. Provisions must be made for contraction and expansion at each joint with a rubber ring. The bell shall consist of an integral wall section with a solid cross-section rubber ring, factory assembled, securely locked in place to prevent displacement during assembly. c. All fittings and accessories shall be as manufactured by the pipe supplier or approved equal and have bell and/or spigot configurations compatible with that of the pipe. d. Provide factory molded wye fittings with elastomeric gasketed bell end joints. Tapped and solvent welded fittings or fittings strapped to the main sewer are not acceptable. Side sewers shall be connected to the main by means of a wye. A gasketed cap or plug shall be furnished with each wye. The plug or cap shall be banded or otherwise secured to withstand the test pressures to which it will be subjected without leakage. 3. High Density Polyethylene (HDPE) Pressure Pipe a. High density polyethylene plastic pipe suitable for use as a pressure conduit shall conform to the following specifications and standards: City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 i. Base Resin: Conform to all requirements of ASTM D 1248, Type III, Class C, Category 5, Grade P34, with a PPI rating of PE 3408. ii. Cell classification: 345434C per ASTM D 3350. iii. Environmental Stress Crack Resistance: No cracks after 5000 hours as determined by ASTM D 1693, Condition C. iv. Rating: Long-term hydrostatic strength of 1,600 psi and hydrostatic design stress of 800 psi as determined by ASTM D 2837. v. Working Pressure Rating: 160 psi, SDR 11. b. Pipe shall be butt-fused and internal weld seams removed. 4. Ductile Iron Pipe and Fittings a. Ductile Iron Pipe shall not be used for a pressure sewer system. b. Pipe shall be centrifugally cast ductile iron, conforming to AWWA C151. Minimum thickness class shall be as determined in accordance with AWWA C150 but in no case less than Class 52. c. Fittings shall be cast iron or ductile iron conforming to the requirements of AWWA C110 or AWWA C153 and rated for not less than 250 psi working pressure. d. Joints shall be push-on or mechanical joint conforming to AWWA C111. Bolts for mechanical joints shall be ductile iron or Corten tee head bolts. e. Gaskets for mechanical or push-on joints shall be sewage and grease resistant rubber (nitrile or neoprene), conforming to AWWA C111. f. Provide one of the following lining systems for corrosion resistance: i. 40 mil DFT nominal ceramic epoxy lining. ii. 40 mil DFT nominal polyurethane lining. iii. 30 mil DFT electrostatically applied fusion bonded polymer alloy coating. g. Provide U.S. Pipe or Pacific States pipe and fittings, or approved equal. 5. Corrosion Protection for Ductile Iron Pipe and Fittings a. Conduct a soil corrosion survey in accordance with AWWA C105 Appendix A where ductile iron pipe is to be used. In areas where the soil is found to be corrosive, the pipe and fittings shall be encased in polyethylene material. The polyethylene material shall be as specified in AWWA C105 and have a minimum nominal thickness of 0.008 inch. Minus tolerance shall not exceed 10 percent of the normal thickness. Material shall be tubes for straight pipe and flat sheets for fittings. b. Additional special corrosion protection of the pipe may be required for construction near saltwater or in other locations for the specific construction conditions encountered. Provide protection as required by the City Engineer. 6. Trace Wire: Copper wire, No. 10 is the City standard Install on all force mains and side City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 sewers between mains and cleanouts at property line. Use waterproof splices where necessary. 7. Warning Tape: Use polyethylene film underground warning tape with a metal core. The tape shall be green with black and white lettering: “CAUTION SEWER LINE BURIED BELOW” D. Sewer Pipe and Fittings Installation 1. Connection to City Sewers a. All sewer extensions shall connect to the City’s system at a manhole or approved location by the City Engineer. Provide a manhole if one is not located at the connection point. b. Apartment complexes shall connect to the City’s sewer at a manhole. A side sewer service connection to the City’s sewer is not allowed. The sewer main connection from the apartment complex shall be a minimum of 8-inch diameter. Side sewers from separate buildings shall join the main at manholes to facilitate grease removal. No more than two side sewers shall connect to a manhole. c. Side sewers serving commercial/industrial buildings or facilities which have the potential of discharging grease, oil, and/or chemicals to the sewer shall connect to the sewer at a manhole. This includes restaurants, service stations and garages, car washes, photo labs, processing facilities, and any other facility as required by the City. 2. Dewatering The Developer is to determine the scope, type, size, quantity, method of installation, operation, and removal of the dewatering system necessary to keep all excavations de- watered to an elevation below the base of the excavation. The system shall also be sufficient to stabilize the soils in the excavation and the surrounding areas, and to prevent flotation of partially completed structures. The Contractor shall control groundwater and surface water to prevent the softening of the bottom of excavations, or formation of quick conditions or boils during excavation. Ground water shall be lowered to 3 feet below the base of the excavation at all times. Determination of unsuitable soil conditions for supporting the improvements shall be reviewed by the Contractor’s site engineer and approved or denied by the City Engineer. When the dewatering system does not meet the specified requirements, and as a consequence there is a loosening or disturbance of the foundation soils, instability for the slopes, or damage to the foundation or structures occur, the Developer shall at its own expense repair said disturbance. This shall include supplying all materials, labor, and equipment, and performing all work required for the restoration of foundation soil, slopes, or structure to the satisfaction of the City Engineer. It is solely the Developer’s and the Contractor’s responsibility to meet all regulatory requirements governing the disposal of dewatering flows and to prevent damage to adjacent property. Disposal of these waters into existing City sewer mains or trunk lines is strictly prohibited. Drainage of water through the pipeline under construction is also City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 prohibited. All dewatering wells installed by the Contractor shall be removed and backfilled in accordance with applicable Federal and State regulations. 3. Bedding a. Place and compact bedding in accordance with the specifications. Grade the pipe bedding by hand to the line and grade to which the pipe is to be laid, with proper allowance of the pipe thickness. Remove hard spots that would prevent a uniform thickness of bedding. Before laying each section of the pipe, check the grade with a straight edge and correct any irregularities found. The trench bottom shall form a continuous and uniform bearing and support for the pipe at every point between bell holes. Excavate bell holes at each joint to assure uniform support and permit proper assembly of the joint. b. Sand and other material that cannot be easily compacted shall not be used for bedding. 4. Line and Grade a. Allowable deviation from design line and grade shall be ½ inch for line and ¼ inch for grade. b. Allowable variation in the invert elevation between adjoining ends of pipe, due to non-concentricity of bell and spigot shall not exceed 1/64th inch per inch of pipe diameter. c. Measure for grade at the pipe invert, not the top of the pipe. d. Establish line and grade for pipe by the use of lasers or other suitable method so that the specified tolerances are not exceeded. 5. Laying and Joining Pipe and Fittings a. Pipe laying shall proceed upgrade with spigot ends pointing downgrade. b. Inspect all pipe and fittings prior to lowering into the trench to ensure no cracked, broken, or otherwise defective materials are being used. PVC pipe with deep scratches shall not be installed. Clean the ends of the pipe to be joined, the inside of the joint, and the gasket immediately before joining the pipe. Assemble the joint in accordance with the instructions and recommendations of the manufacturer of the type of joint used. c. After the joint has been made, check pipe for alignment and grade. The trench bottom shall form a uniform and continuous bearing and support for the pipe at every point between joints. Place enough pipe bedding material to secure the pipe from movement before the next joint is installed. d. When pipe is laid within a movable trench shield, take all necessary precautions to prevent pipe joints from pulling apart when moving the shield ahead. e. Take the necessary precautions to prevent excavated or other foreign material from City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 getting into the pipe during the laying operation. When laying operations are not in progress, at the close of the day’s work, or whenever workers are absent from the job, close and block the open end of the last laid section of pipe to prevent entry of foreign material, or creep of the gasket joints. f. Take precautions necessary to prevent the “uplift” or floating of the line prior to completion of the backfilling operation. 6. Cutting and Dressing Pipe a. When cutting or machining of the pipe is necessary, use only tools and methods recommended by the pipe manufacturer. b. Ductile iron pipe shall be cut with milling type cutter, rolling cutter, or abrasive saw cutter. Do not flame cut. c. Cut all pipe without damaging the pipe or lining, and so as to leave a smooth end at right angles to the axis of the pipe. d. Dress cut ends of pipe by beveling, or as recommended by the pipe manufacturer. Remove sharp edges or projections that may damage the gasket. 7. Side Sewer Service Connections a. Connect side sewer service connections to the City’s existing main by means of a rigid ROMAC fitting or approved equal. Residential side sewers shall not connect to a manhole without written approval from the City Engineer. b. Connect side sewer service to new mains with a wye fitting. Tees are not allowed for side sewer connections. c. Side sewer service connections shall extend to the street or alley right-of-way line as directed by the City Engineer and as shown on the Drawings. d. Provide a minimum 2-foot-wide compacted pipe base under wyes installed in trenches. e. Side sewer service connections in the right-of-way shall be 6 inch diameter or larger. f. Install a two-way cleanout on each side sewer at the property line, as shown in Standard Detail 960. After final grading, the cleanout cap shall be brought to grade and adequately protected for its location. g. Install 4-inch diameter cleanouts within five feet of building foundation wall. A removable watertight cap shall be placed at the top of the cleanout, which shall extend above finished grade. h. Pipe and fittings shall be of one type of material throughout. i. No more than two residential structures shall be connected to the same side sewer. 8. Side Sewer Depth and Slope a. Construct side sewers to a minimum invert depth of five feet below the floor being served or five feet below the ground surface at the property line or the easement City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 line. b. Comply with minimum clearance requirements for sanitary sewer line crossings. c. The minimum slope is 2 percent. 9. Location Markers a. Place a new 2” diameter, Schedule 40 PVC service connection marker and a magnetic tape marker at the end of the side sewer service stub. b. Markers shall extend from the bottom of the trench to 12 inches above the ground surface. c. Stencil the word “sewer” in two-inch high letters and the depth of the side sewer invert below ground. d. In traveled areas, cut marker flush with the ground surface. 10. Inspections a. Do not backfill any side sewers or building laterals until the City Inspector has visually inspected and approved the installation. b. If any work is covered up without the City’s approval or consent, it must be uncovered for examination at the Developer’s expense. 11. Sewer Main Cleaning and Testing Tests on the completed installation shall be made as specified below. a. Scheduling i. All tests must be observed by the City. Notify the City of the proposed test date at least 2 days prior to the test. ii. Testing of sections of the constructed sanitary sewer for acceptance will not be performed until all service connections, manholes, and backfill of the section are completed. b. Cleaning and Flushing All gravity sewer pipe shall be cleaned and flushed after backfilling and compaction in accordance with Section 7-17.3(2) A of the WSDOT Standard Specifications. The pipe shall be cleaned and flushed by passing an inflatable rubber ball through the completed section or using a flush truck. Any obstruction such as cemented grout or debris found in the completed section shall be removed. Do not allow flushed water and debris into the existing collection system. c. Low-Pressure Air Test All gravity sewers, including all connected side sewers, shall be tested in accordance with the provisions of Section 7 17.3(2)F of the WSDOT Standard Specifications to verify watertight connections. No other test procedures will be allowed except by written approval of the City Engineer. City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 d. Hydrostatic Testing All gravity sewers, including all side sewers, shall be hydrostatically tested when low- pressure air testing cannot be used and only with written approval of the City Engineer. The Contractor shall furnish all equipment for testing. Seal off the downstream end of the line and fill with water to a minimum head of 4 feet in a stand pipe at the high end. A period of at least one hour will be allowed for absorption time before making the test. A suitable meter or method of measuring the quantity of water used is necessary. The allowable water loss for sanitary sewers shall not exceed 0.158 gallons per hour per 100 feet of pipe per inch of diameter of pipe under a minimum test head of 4 feet above the top of the pipe at the upper end. 12. Pressure Testing HDPE Pipe Outside the Trench If specified by the Engineer, pressure testing may be conducted prior to pipe installation. After the pipe has been joined, fill it with water, carefully bleed off any trapped air. Subject the pipe to a hydrostatic test pressure that is 1.5 times the system design pressure for a maximum of 3 hours. During this time, add water periodically to maintain the test pressure; this compensates for the initial stretching of the pipe. The line pressure tightness is determined by visual observation; therefore, it is not necessary to measure the make-up water. Examine every fused joint, any leakage must be repaired and then retested. NOTE: It shall be the responsibility of the contractor to ensure that appropriate safety precautions are observed during hydrostatic testing above ground. 13. Pressure-testing Sewer Pipe in the Trench (force main) a. Fill the pipeline with water after it has been laid; bleed off any trapped air. Subject the lowest element in the system to a test pressure that is 1.5 times the design pressure, and check for any leakage. When, in the opinion of the Engineer, local conditions require that the trenches be backfilled immediately after the pipe has been laid, apply the pressure test after backfilling has been completed but not sooner than a time which will allow sufficient curing of any concrete that may have been used. Typical minimum concrete curing times are 36 hours for early strengths and 7 days for normal strengths. b. The test procedures consist of two steps; the initial expansion and the test phase. When test pressure is applied to a water filled pipe, the pipe expands. During the initial expansion of the pipe under test, sufficient make-up water must be added to the system at hourly intervals for 3 hours to maintain the test pressure. After about 4 hours, initial expansion should be complete and the actual test can start. c. When the test is to begin, the pipe is full of water and is subjected to a constant test pressure of 1.5 times the system design pressure. The test phase should not exceed 3 hours, after which time any water deficiency must be replaced and measured. Add and measure the amount of make-up water required to return to the test pressure and compare this to the maximum allowance in the table below. d. An alternate leakage test consists of maintaining the test pressure (described above) City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 over a period of 4 hours and then dropping the pressure by 1.0 psi (0.69 MPa). If the pressure then remains within 5% of the target value for 1 hour, this indicates there is no leakage in the system. NOTE: Under no circumstances shall the total time under test exceed 8 hours at 1.5 times the system pressure rating. If the test is not complete within this time limit (due to leakage, equipment failure, etc.), the test section shall be permitted to “relax” for 8 hours prior to the next test sequence. i. Air testing is not recommended. Additional safety precautions may be required. (Reference procedure is from PPI Technical Report TR-31 by the Plastic Pipe Institute.) ALLOWANCE FOR EXPANSION UNDER TEST PRESSURE NOMINAL PIPE SIZE” U.S. GALS/100 FT. OF PIPE NOMINAL PIPE SIZE U.S. GALS/100 FT. OF PIPE 1 HOUR 2 HOURS 3 HOURS I HOUR 2 HOURS 3 HOURS 2” 0.08 0.12 0.15 20” 2.80 5.50 8.00 3” 0.10 0.15 0.25 22” 3.50 7.00 10.50 4” 0.13 0.25 0.40 24” 4.50 8.90 13.30 5” 0.21 0.41 0.63 28” 5.50 11.10 16.80 6” 0.30 0.60 0.90 30” 6.20 12.60 19.10 8” 0.50 1.00 1.50 32” 7.00 14.30 21.50 10” 0.75 1.30 2.10 36” 9.00 18.00 27.00 12” 1.10 2.30 3.40 42” 12.00 24.00 36.00 14” 1.40 2,80 4.20 48” 15.00 27.00 43.00 16” 1.70 3.30 5.00 54” 18.00 30.00 50.00 18” 2.20 4.30 6.50 – – – – 14. Video Televising and Taping a. The Developer shall hire a reputable firm skilled in conducting television inspection of sewers and shall perform work in conformance with WSDOT Standard Specification 7-17.3(2)H. b. Conduct television inspection of all pipelines laid that are 8-inches in diameter or greater. At the City’s discretion, Developer may be required to televise 4” and/or 6” diameter pipe as well. Television inspection shall occur after backfilling, compaction, and deflection testing of the sewer. c. Television inspection of the sewer shall be done with a CCTV color camera recorded in digital format. A pivot head camera shall be used to record all side sewer laterals. DVD format may be allowed with approval of the City Engineer. d. A copy of the inspection video results from all televising operations shall be provided to the City (digital format is preferred). e. Any defects discovered shall be repaired by the Developer prior to issuance of final acceptance. City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 15. Deflection Test of PVC Pipe All PVC gravity sewer pipe shall be tested for deflection at least 30 days after completion of trench backfill and compaction in accordance with the requirements of section 7-17.3(2) G of the WSDOT Standard Specifications. 16. Infiltration Tests When the natural groundwater table is above the crown of the higher end of the test section, the maximum allowable limit for infiltration shall be four tenths (0.16) gallons per hour per inch of internal diameter per 100 feet of length, with no allowance for external hydrostatic head. E. Test Equipment 1. Any arrangement of testing equipment that will provide observable and accurate measurements of either air or water leakage under the specified conditions will be permitted. Gauges, air piping manifolds, valves, and graduated containers shall be located aboveground. 2. Air testing apparatus shall be equipped with a pressure release device such as a rupture disc or a pressure relief valve designed to relieve pressure in the pipe under test at 6 psi. F. Individual Grinder Pump Equipment 1. General a. This division covers that work necessary for furnishing and installing grinder pumps, discharge piping and appurtenances to comply with these specifications and the City’s standard details. b. The Developer shall furnish and install a complete factory-built and tested grinder pump station , it shall be a Liberty Pumps or e-One with level controls, and shall be suitably mounted in a basin constructed of high density polyethylene or fiberglass, and all necessary internal wiring and controls. 2. Submittals Submittal information shall be provided to the City for the following items: a. Submit shop drawings containing catalog cuts, design of modifications required in this section, complete electrical schematics, and motor data. b. Submit details of field jointing of access ways. c. Provide a recorded easement for the grinder pump facilities on each property prior to acceptance. 3. Warranty Provide the Developer’s standard two-year installation warranty. 4. Design Criteria a. Provide a minimum of one grinder pump for each lot served. City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 b. Each grinder pump shall serve no more than 1 house and a mother-in-law apartment located on the same lot. c. No more than one duplex shall be served by a simplex grinder pump station. A triplex shall be served by a duplex grinder pump station or two simplex grinder pump stations. d. Comply with Washington State Labor & Industries requirements regarding intrinsically safe electrical equipment. 5. Grinder Pump and Appurtenances a. Developer shall furnish a Barnes PHPP 2 HP Submersible grinder pump station. b. Pressure sewer mains shall be HDPE pipe, and shall conform to AWWA C-900. Joints shall be made up as recommended by the pipe manufacturer for pressure pipe, shall be class 160 minimum. HDPE pipe for force mains or special conditions shall be in accordance with the Department of Ecology’s “Criteria for Sewage Works Design’. 6. Valves Associated with Grinder Pumps a. Plug valves shall be cast iron body, welded nickel or adjustable stainless steel seat, Buna-N coated plug and Buna-N packing. Valves shall be full port opening with drip tight shutoff and mechanical joint or flanged ends. b. Valve operator shall be a 2-inch square nut with AASHTO H-20 traffic rated cast iron valve box. Worm gear operated for valves 6 inches and larger. c. Valves shall be coated. Coat interior metal surfaces and exterior surfaces with 12 mils minimum fusion epoxy per AWWA 550 or 20 mils coal tar epoxy. d. Ball valves shall be bronze body, Teflon seat, stainless steel ball and stem with flanged or threaded ends. Provide ball valves with operating handle and drip-tight shutoff. e. Ball check valves shall be Schedule 80 PVC with Teflon seats and EPDM O-ring gaskets. Valve shall be rated at 150 psi @75o F. Provide double union type valve with threaded or socket ends. f. Valve box shall be a concrete meter box, equivalent to Fogtite No. 2, or fiberglass meter box rated for H-20 loading. Valve box lid shall have “SEWER” label. 7. Grinder Pump Installation a. The Developer shall be responsible for removing ground water to provide a firm, dry subgrade for the structure, and shall guard against flotation or other damage resulting from general water or flooding. The grinder pump station shall not be set into the excavation until the installation procedures and excavation have been reviewed and approved by the City Inspector. b. The pump station is supplied with a standard 4-inch inlet grommet for inlet piping. Developer shall not insert inlet piping beyond the factory-provided “stop.” The basin City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 may not be dropped, rolled or laid on its side for any reason. c. Installation shall be accomplished so that 1-inch to 3-inch of access way, below the bottom of the lid, extends above the finished grade line. The finished grade shall slope away from the unit. The diameter of the hole must be large enough to allow for the concrete anchor. d. A 6-inch minimum layer of naturally rounded aggregate, clean and free flowing, with particle size of not less than 1/8 inch or more than 3/4 inch shall be used as bedding material under each unit. A concrete anti-flotation collar, as detailed on the drawings, and sized according to the manufacturer’s instructions, shall be required and shall be pre-cast to the grinder pump or poured in place. The grinder pump station with its precast anti-flotation collar shall have a minimum of four lifting eyes for loading and unloading purposes. The unit shall be leveled, and filled with sanitary sewer, to the bottom of the inlet, to help prevent the unit from shifting while the concrete is being poured. The concrete must be manually vibrated to ensure there are no voids. If it is necessary to pour the concrete to a level higher than the inlet piping, an 8-inch sleeve is required over the inlet prior to the concrete being poured. e. Backfill of clean native earth, free of rocks, roots, and foreign objects shall be thoroughly compacted in lifts not exceeding 12 inches to a final Proctor Density of not less than 90% on private property and 95% in the public ROW. Improper backfilling may result in damaged access ways. f. The electrical control panel shall be installed and wired to the grinder pump station by the Developer using the factory supplied length of 6 conductor, 12 gauge TC type cable as shown on the standard drawings. Type TC cable shall be installed in PVC Schedule 40 continuous conduit and burial depth shall comply with local code requirements. g. Polyethylene pressure pipe joints shall be flanged, thermal fusion butt welds or made using weld-on compression couplings. Joints in 1¼” and 2” pipe shall be made only at pump basins, valves, fittings and changes in pipe diameter. For pipes larger than 2” in diameter, joints between pipe sections shall be thermal fusion butt welded. All flanges and fittings shall be thermal fusion butt welded to the pipe. Operators of fusion welding equipment shall be trained by the pipe manufacturer, who shall certify that operators are qualified. h. Install warning tape in the trench approximately 18” below finished grade, directly above the pipe. i. Install trace wire with all polyethylene pressure or force main and grinder pump discharge piping. j. Trace wire shall be a minimum of 10 gauge. 8. Startup and Field Testing All testing and startup operations will be done by City personnel only. Provide City with 24- City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 hour request for inspection and startup testing. G. Pretreatment Systems 1. General a. Pretreatment systems may be required to reduce, eliminate or alter the nature of a pollutant’s properties prior to discharging to the public sewer collection system. Pretreatment systems include grease interceptors, oil/water separators and other units to treat metals, solvents, excessive BOD or TSS and other constituents. b. The City reserves the right to evaluate a waste stream prior to connection and require pretreatment. 2. Grease Interceptors a. Any business involved in the process, preparation, sale, or packaging of human or animal food requires that an exterior (outside) grease interceptor be installed, on a separate side sewer main. This separate side sewer shall be connected directly, and only to, the food handling areas in the building, with no sanitary connections permitted upstream of the grease interceptor. b. Comply with the latest versions of the Uniform Plumbing Code and the International Building Code for exterior grease interceptors. The design capacity of the grease interceptor shall be determined by the following formula (from Appendix H, Uniform Plumbing Code): Interceptor Size = (# Meals @ Peak Hour)1 x (Waste Flow)2 x (Retention Time)3 x (Storage Factor)4 1Meals Served at Peak Hour 2Waste Flow Rate Single Service kitchen..............................................................................................2 gallon flow Food Waste Disposer...............................................................................................1 gallon flow 3Retention Times Commercial Kitchen Waste.......................................................................................... 2.5 hours Single service kitchen ..................................................................................................... 1.5 hours 4Storage Factors Fully Equipped Kitchen 8-hour operation .................................................................................................................................. 1 6-hour operation ................................................................................................................................... 2 24-hour operation ................................................................................................................................ 3 Single Service Kitchen ...................................................................................................................... 1.5 Precast concrete grease interceptors shall be designed for a soil dead load of 150 lb/cf City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 and an AASHTO H-20 live load as manufactured by Utility Vault or equal. 3. Oil/Water Separators a. Oil/water separator design and sizing shall conform to the Department of Ecology’s Best Management Practices (BMP) for Stormwater Treatment. The separator shall be an American Petroleum Institute (API) or Coalescing Plate Interceptor (CPI). b. Oil/water separators shall be designed for a soil dead load of 150 lb/cf and an AASHTO HS 20 live load. c. Provide a forebay to collect floatables and large settleable solids with a surface area not less than 20 SF per 10,000 SF of area draining into the separator. 4. Grease Interceptor & Oil/Water Separator Installation a. The building sanitary side sewer shall be connected to the service lateral at least four feet downstream from the interceptor, providing the slope of the lateral is 2 percent or more. For laterals with a slope of less than 2 percent, the connection point shall be a minimum of eight feet downstream from the separator, or directly connected to the City main. b. Grease interceptors or oil/water separators may be installed in either planter or vehicle areas. In vehicular areas the unit shall be constructed as to provide H-20 load capabilities. In all cases the installation site shall provide and ensure ease of access, maintenance, and visual inspection and will be provided with a hinged locking hatch. c. Install a manhole where the grease interceptor or oil/water separator discharges into the City’s sanitary sewer for monitoring purposes or at an upstream location approved by the City. If physical conditions preclude the installation of a monitoring manhole on the City main, Developer may install, with prior City approval, an Inspection Chamber as manufactured by Pacific North Marketing Ltd., Abbotsford, British Columbia or approved equal. d. Provide a cleanout/inspection tee between the building and the grease interceptor. Locate tee 3 to 5 feet from the building in an accessible location for maintenance equipment. e. Install in strict conformance with the manufacturer’s instructions. Install unit on a 6- inch layer of compacted gravel base. Grade the base material to provide uniform bearing. H. Generators Sewer pump stations and other appurtenances which require power at all times shall have a backup generator and automatic transfer switch (ATS) installed. A manual transfer switch (MTS) shall be installed in the feed line between the generator and the ATS so that a portable generator can be connected should the onsite generator fail or be down for maintenance. The MTS shall have 600 VAC rated, 400 amp Series E cam lock connectors installed or have a j-box with 600 VAC rated, 400 amp Series E cam lock connectors installed and landed on the "Portable Generator" side MTS lugs. The onsite generator feed shall be landed on the "Onsite Generator" lugs in the MTS and the MTS "load lugs" shall be City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 connected to the ATS. Generator shall have the quiet package enclosure. The generator/engine combination shall be Cat Diesel power, Cummins Diesel power or Kohler with John Deere Diesel engine. The generator shall be sized so that it can provide the startup current for any pump with the other pump or pumps already running at the full load nameplate motor current. (Note: startup current can be up to three times the nameplate full load current for the pump) (Example: two pumps rated at 30 amps full load current at 480 volts 3 phase. With one pump running at 30 amps full load current the generator shall be capable of supplying an additional 90 amps or a total of 120 amps plus the current required to operate the controls so that it is not overloaded or stressed when the second pump starts) or (Good for three pumps at a three pump station) Generator fuel tanks shall be double walled with internal tank leak detection and sized for a minimum of 20 hours of run time before refueling is needed based on anticipated generator loading. I. Pump Stations 1. General Except where otherwise indicated, the following sections are intended to be consistent with the latest edition of Ecology’s “Criteria of Sewage Works Design.” Except where provided otherwise, Submersible Sewerage Pump Station (SSPS) construction details, workmanship, and materials shall be in accordance with the latest edition of “Standard Specifications for Road, Bridge, and Municipal Construction” prepared by the Washington State Chapter of the American Public Works Association. The SSPS’s operational components shall be located at an elevation that is not subjected to the 100-year frequency storm flood, an associated wave action, or shall be otherwise adequately protected as certified by a professional engineer registered in the State of Washington. Final acceptance of the completed SSPS shall include approval of all construction and testing by the City Inspector, providing the City Engineer with three (3) copies of the SSPS facility’s Operation and Maintenance Manual and providing the following spare parts: 2 each – all gaskets and O-rings 2 each – all bearings 1 each – mechanical seal 2 each – oil seals inboard 2 each – oil seals outboard 1 each – SCADA Modem All SSPS shall be provided with either 277/480 volts AC, 3 phase power with a 480 to 120/240 volt AC stepdown transformer either on site or as part of the pump station control panel designed to provide power for onsite lighting, GFI receptacles and onsite crane if one is installed in addition to the control panel or 120/208 volts AC, 3 phase power based on the voltage requirements of the selected station pumps. No 120/230 or City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 120/240 volt AC, 3 phase power will be allowed. All SSPS’s shall have surge protection provided for the pump control cabinet power. Provide one (1) additional pump for a duplex submersible system and two (2) additional pumps for a triplex submersible system. Provide one set of spare parts for each pump of the same model. The set of spare parts shall be as recommended by the manufacturer. The spare parts shall be packed in a hinged wooden box with hasp and clearly labeled for contents. 2. Site Work The driving area into the SSPS and the area within the SSPS contained within the fencing shall be paved with asphalt and shall support vehicles with a gross vehicle weight of 50,000 pounds. All SSPS sites shall have at a minimum, two 120 volt 4 foot LED wet location rated light fixtures on each underside of the roof to light up the equipment mounted on both sides controlled by a single light switch mounted to a roof support post at a height of 46 inches to top above finished grade. In addition, a 12-foot-tall pole having a 120 volt LED fixture head with photo cell control shall be installed to light up the wet well area for night time maintenance/repair. Light pole shall be installed so that it does not interfere with pump installation/removal. Location shall be approved by the City. A light switch shall be mounted to the pole to turn the light off if needed for maintenance. (Note: light pole shall be positioned to provide minimum impact on any residences near the SSPS.) At minimum, a 6-foot chain link fence with locking 16 foot wide double swing access gate and locking single access swing gate shall be provided around the SSPS. Landscaping shall be on the outside of the fence to screen the site. Any planting shall be low maintenance and approved by the City’s Planning Department. A ¾ inch non-freeze post hydrant shall be provided on site with approved backflow prevention assembly, utilizing copper pipe rigidly supported and having a Hotbox with a 20 amp, 120 VAC GFI receptacle and self-regulating heat trace for freeze protection. 3. Pump Station The design capacity of a SSPS shall be computed on the basis of the total area and projected population that can be served by the SSPS (based on the most current zoning projections.) Method of calculation shall be consistent with Criteria for Sewage Works Design. SSPS design shall include provisions for operating and maintaining the facilities without needing to comply with confined space entry requirements. City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 All SSPS sites shall have a two-sided peaked roof structure over the station control cabinet and main electrical equipment. No single slanted roofs will be allowed. The roof shall be supported by a minimum of two 4-inch or 6-inch square steel posts engineered to support the weight of attached equipment and roof structure. The support posts shall accommodate the attachment of strut for mounting control and power equipment to. The sides of the roof shall extend a minimum of two foot past the sides of any mounted equipment and two and half feet beyond the face of the deepest piece of equipment or control cabinet. SSPS Pumps shall be Vaughn Chopper model to handle the increasing number of flushable wipes and other materials that are finding their way into the sewer system. At minimum, provide one (1) additional pump for a duplex submersible system and two (2) additional pumps for a triplex submersible system. The pumps shall be sized for actual flow conditions and must each be capable of handling the expected maximum peak sewage flow. Where three (3) or more pump units are provided, they shall have the capacity that with any one unit out of service, the remaining units will have capacity to handle the maximum peak sewage flow. Submersible pumps shall be readily removable and replaceable without dewatering the wet well or requiring personnel to enter the wet well. Other pump units at the same stations shall continue to be operable while one pump is serviced. Pump unit lifting devices shall be included in the design and shall be fabricated from Grade 316 Stainless Steel. Pumps shall be capable of passing spheres of at least 3-inches in diameter. Pump suction and discharge openings shall be at least 4-inches in diameter. Emergency on-site generators (provided with built-in diagnostics) are required at all SSPS facilities. Emergency power equipment shall be provided to ensure continuous operability for a minimum of 48 hours. See Section 9.4.H. The design of the submersible SSPS shall provide for a “lead pump” cycle time of no more than six cycles per hour during peak wet weather flow design conditions, and no less than one cycle per hour during minimum dry weather flow design conditions. 4. Piping and Control Facilities Electrical control equipment shall be housed above ground level, in an enclosed structure. The cabinet door should face away from prevailing winds if possible. Lighting in the control cabinet shall be LED. Motor controller cabinet shall be mounted in an outer weather-tight enclosure. City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 Each control panel shall have a “Hand-Off-Auto” selector switch to select the modes of operation for each pump. Hand-Off-Auto selection for each pump shall be able to be selected at the Master SCADA Station as well so any pump can be run from the Master SCADA Station. Each control panel shall have standalone backup UPS with means for UPS fail alarm. Any UPS shall provide an sine wave not square wave output whether on AC power or providing power from its backup batteries. Any UPS shall be approved by the City. No backplate or rail mounted UPS is allowed. Allen Bradley CompactLogix Series PLC’s will be the only PLC allowed in Sewer Lift Station Control Panels. Control Panel shall have an Ethernet/IP network to connect components within the control panel together such as the CompactLogix PLC, front panel HMI display unit and the VFD drives. The Ethernet/IP switch installed to connect the various components shall have a minimum of 2 free Ethernet ports available for future devices/equipment. The VFD’s specified shall have the Ethernet/IP port option in them. The front panel HMI display will have an Ethernet/IP and serial port if available, if it doesn’t have both available then the Ethernet/IP port will be the option required. The Control panel will have a 15A GFI receptacle and an Ethernet/IP port on the front panel to connect a laptop to for maintenance, troubleshooting and programming of PLC and other components connected to the Ethernet/IP network. The control cabinet front panel shall also have a foldup locking table big enough to hold a standard size laptop. Ethernet/IP address assignments for each component connected to the control panel Ethernet/IP network will be requested from the City Public Works Department. For each pump there shall be:  Combination circuit breaker/overload unit providing overload protection. Each shall be capable of being locked in the Off position with a padlock for maintenance.  Short circuit protection.  Reset and disconnect for all phases.  Across the line magnetic contactor.  Variable Frequency Drives (VFD) are required for all pumps. (VFD’s shall be Allen Bradley Powerflex 753 or 755 Series or Schneider Electric Altivar 61 Drives for 10 horsepower and larger pumps. Allen Bradley Powerflex 523 or 525 AC drives shall be used for pumps under 10 horsepower. All drives shall have a heavy duty rating. All VFD’s will have Ethernet/IP port option. Eaton VFD’s may be used as an alternative drive with City’s approval. For 10 horsepower or less pumps a Soft start may be used as an alternative to a VFD if a specified flow rate is not needed with the City’s approval. Control power shall be 120 VAC or 24 VDC only, Analog signals shall be optically isolated 24 volt 4-20 milliamp.  Overload relay to be precalibrated to match motor characteristics.  Thermal overtemp relay and thermal overtemp reset pushbutton, each factory sealed to insure trip setting is tamperproof.  Elapse time meter that will count the time from when the pump starts until the pump has stopped. The time shall count in hours and tenth of an hour. Pump City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 cycles shall also be counted. Both pump hours and cycles will be displayed on the local control panel HMI display and at the Master SCADA Station. Variable frequency, variable-speed drive units for the pumps shall be arranged to control the pumps such that the pumping rate will exceed the in-flow rate by 10 gallons per minute. Variable frequency, variable speed drive wet well level indicator shall be provided by a level transducer capable of providing a continuous level signal throughout the full depth of the wet well. The transducer shall be calibrated to show levels from the bottom to the top of the wet well in feet with tenths of a foot between actual foot measurements. Wet well levels shall not be based on grade elevations. Level sensors shall be a submersible transducer with high-level and low-level float backup. An alarm system shall be provided for all pumping stations. Alarm system activation shall be required for high water, low water, power failure, phase loss, pump failure, internal fuel tank leak, generator running, generator failure, ATS in emergency, Loss of Communication (with Master SCADA station), control panel and wet well intrusion. (Intrusion alarm shall have a 60 second delay before alarming.) All alarms shall be displayed locally at control panel and be transmitted to the Master SCADA station. All SSPS’s shall be connected to the City’s Sewer SCADA, with one (1) spare modem provided as mentioned above. The City’s sole source vendor (TSI) will be required to perform all integration and SCADA programming. If wet well ventilation is required, the ventilation may be either continuous or intermittent. Continuous ventilation systems shall provide at least 12 complete air changes per hour. Intermittent ventilation systems shall provide at least 30 complete air changes per hour. Odor control requirements, if any, shall be evaluated by the design engineer, but will be determined by the City Engineer on a case by case basis. Odor control equipment shall be enclosed in an above grade structure within the pump station site. A device suitable to the City and approved by the City Engineer shall be provided for measuring sewer station discharge flow. Flow rate shall be measured and displayed in gallons per minute (GPM). There shall also be a display for total gallons pumped (totalizer for each station). Flow rate and total flow shall be displayed on the local control panel HMI display and transmitted to the Master SCADA Station for display. All control valves and check valves on the discharge line for each pump shall be placed in City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 an adjacent accessible location outside the wet well in separate vault and be protected from weather and vandalism. Control valves and piping shall be designed to prevent backflow through the inactive piping, and to allow isolation and removal of inactive valves or equipment for repair, maintenance or replacement without having to shut down the entire station. All pump discharge lines shall “Y” together not “T” together and shall be approved by the City to prevent hampering discharge flow of any pump if all pumps are running. The City Engineer may require additional or specialty valves such as air cushion swing check valves, ball check valves, electric check valves, rotary ball valves, and surge relief valves, as needed for special conditions. 5. General – Materials The developer shall submit information from the material manufacturer or fabricator showing that the materials meet the requirements of the design and pertinent specifications. The developer shall provide submittals to the City Engineer on all materials to be used. 6. Site Work - Materials Foundation Material shall meet the requirements of Section 9-30-17, Class B, of the Standard Specifications for Road, Bridge, and Municipal Construction. Bedding for Rigid Pipe: unless approved otherwise for special cases, bedding material for rigid pipes shall confirm to Standard Specifications for Road, Bridge, and Municipal Construction Standard Section 9-03.15. Bedding for Flexible Pipe: unless approved otherwise for special cases, bedding material for flexible pipes shall conform to Standard Specifications for Road, Bridge, and Municipal Construction Section 9-03.16. Crushed Surfacing Top Course: imported crushed surfacing top course shall meet the requirements of Section 9-03.9(3) of the Standard Specifications for Road, Bridge, and Municipal Construction. Bank Run Gravel for Trench Backfill: bank run gravel for trench backfill shall conform to Section 9-03.19 of the Standard Specifications for Road, Bridge, and Municipal Construction. Control Density Fill: control density fill material (CDF) shall be composed of Portland cement, aggregate, fly ash, and water and shall conform to the following requirements: Portland Cement; ASTM C 150, Types I or II. City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 Aggregate; sand with or without fine gravel, maximum size 1 inch. Aggregate shall be free of foreign material, roots, clay balls, trash, debris, and organics and shall have less than 15% finer than the No. 200 sieve. Material passing the No. 40 sieve shall be non-plastic. Water (potable) Fly ash; Class F ASTM C 618, unless otherwise approved. Admixture; as necessary to develop flowability without segregation. CDF shall be proportioned to be a flowable, nonsegregating, self-consolidating, low shrink slurry with an unconfined compressive strength as specified below. The mix design shall be prepared for a range of aggregate gradations that are expected to be used. The Developer and its supplier shall determine the materials and proportions used to meet the requirements of these Specifications. The CDF mix for each strength class shall meet the flowability, pumpability, and set time requirements for each design application. No CDF shall be placed until the City Engineer has approved the mix design. The City Engineer’s approval of the mix design will be understood to indicate conditional acceptance. Final acceptance will be based on tests conducted on field installations for conformance with these Specifications. With the City Engineer’s approval, the Developer may be allowed the option of processing the native sands for CDF aggregate. If the Developer elects to use onsite sands for producing CDF, Developer shall make its own determination as to the quantity of suitable sands and amount of processing required and shall bear all costs associated with using native materials. Class 100 CDF shall have an unconfined compressive strength at 28 days of 100 psi, per ASTM D 4832, (+50 psi, -2- psi). Maximum density 125 pcf. Class 300 CDF shall have an unconfined compressive strength at 28 days of 300 psi, per ASTM D 4832, (+100 psi, -50 psi). Maximum density 125 pcf. Class 1000 CDF shall have an unconfined compressive strength at 28 days of 1,000 psi, per ASTM D 4832, (+100 psi, -50 psi). Maximum density pcf. Concrete thrust blocks for pressure force mains shall be Class B concrete poured in place, per City Standard Details. 7. Pump Station City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 Wet well shall be of precast or cast in place reinforced concrete covered with a coating resistant to damage from sewer gases as specified in “Criteria for Sewage Works Design, Section C2-2.1.3”, fiberglass or stainless steel construction at the discretion of the City. Any wet well construction material shall be approved by the City Engineer. The wet well floor shall be sloped to the pump suction to minimize grit accumulation. The wet well shall be water tight. Motors shall be explosion proof and designed for 208/480 volts (480 volt, 3-phase motors are preferred), 3 phase and single phase protection. Motor shall be nonoverloading at all points of pump curve. Motors shall be specified which allow unsubmerged operation for extended periods of time without overheating. Wear rings shall be provided for both the impeller and the suction of each pump. Wear rings shall be removable. All bearings shall be rated in accordance with USASI B3.11 for a continuous (24 hours/day) duty life of not less than 50,000 hours at the worst condition of service. The pump shaft shall be sealed against leakage by a double mechanical seal installed in a bronze seal housing constructed in two sections with registered fit. Pump shafts shall be stainless steel ANSI 431. All metal parts in wet well shall be aluminum or stainless steel. Metal outside the wet well shall be aluminum, stainless steel or hot dipped galvanized following fabrication. Hatches shall be rectangular aluminum, Bilco style or approved equal. Hatches shall work with the pump rails in the wet well to provide unobstructed removal of pumps. Hatches shall have hasp type locking mechanism. All underground vaults shall be a minimum of 2-inches above finished asphalt grade and paved/tack sealed at vault edge. 8. Piping and Control Facilities Pump control panel for submersible pump station with no control room shall be a NEMA 4 enclosure mounted on a pedestal above ground and shall have a metal roof supported by its own structural base. Panel door shall face away from prevailing winds to minimize water entering the enclosure and shall be a minimum of 10 feet from the fence to minimize vandalism. There shall be a heater strip to prevent condensation accumulation in the enclosure. All other components of the pump station shall be below ground. All electrical and control cabinets shall have intrusion alarms on doors with a sixty (60) second delay. City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 There shall be an outer watertight enclosure to house the motor controller cabinet. Enclosure shall have inside lighting. All wire shall be stranded copper, and all conduits shall be rigid galvanized conduit. All rigid galvanized conduit shall be wrapped with 10 mil anticorrosion tape any place it passes thru concrete for a minimum of 6 inches above and 6 inches below the concrete. All components within the pump station system, including both internally and face- mounted instrumentation and devices, shall be clearly identified with phenolic name plates of black background with white letter. Valve vaults shall be precast or cast in place concrete with drains. Polyvinyl chloride (PVC) pressure sanitary sewer pipes shall meet the requirements of AWWA C900, Class 200, DR14. PVC pipe shall have the same outside dimensions as ductile iron pipe. Joints for PVC pressure pipe shall be push-on type meeting the requirements of ASTM D 3139 using a restrained rubber gasket conforming to ASTM F 477. Solvent welded pipe joints are not permitted. Pressure pipe transition couplings, reducing couplings, transition-reducing couplings, and flexible couplings shall be compression type, constructed with ductile iron sleeves and ductile iron followers. Bolts and nuts shall be ductile iron. Factory finish shall be the standard of the manufacturer. Couplings shall be Romac, Smith-Blair or approved equal. Check valves 2 inches or larger, unless otherwise approved by the City Engineer, shall be iron body, brass trimmed, swing type, balanced, external spring loaded, with a clear opening equal to or greater than the connecting pipe. The spring and lever shall be with extra heavy duty stainless-steel shaft and keys. Isolation valves shall be eccentric plug resilient seat epoxy coated gate valves with full opening ports and shall have synthetic rubber coated, valve plugs with stainless steel seats and driptight shutoff with pressure in either direction. Eccentric plug valves 6 inches and smaller shall be lever operated. Larger valves shall have totally enclosed worm gear operates with handwheel, operating nut, or chainwheel as required. Air release valves shall be for sewage and designed to prevent clogging due to solids in the fluid. The float and ball shall be constructed of stainless steel and attached to a stainless steel lever mechanism with an external shaft. Buna-N, or approved equal, seat shall be attached to the lever mechanism for drop-tight closure. City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 All new pump stations requiring chlorine odor control shall use hypochlorite odor control systems. Non-freeze post hydrants shall be Zurn, Model Z-1385 (3/4-inch), or approved equal. 9. General - Installation The Developer shall complete the proposed sanitary sewer construction in accordance with the approved construction drawings, details, specifications, state requirements, and local regulatory requirements. The Developer shall implement the runoff and erosion control plan that was approved by the City Engineer. The Developer shall provide all materials, labor, and equipment necessary to shore trenches to protect the work, existing property, utilities, pavement, etc., and to provide safe work conditions in the trench. The Developer may elect to any combination of shoring and overbreak, tunneling, boring, sliding trench shield, or other method of accomplishing the work consistent with applicable local, state and federal safety codes. The Developer shall furnish, install, and operate all necessary equipment to keep excavation above the foundation level free from water during construction, and shall dewater dispose of the water so as not to cause injury to public or private property or nuisance to the public. Sufficient pumping equipment in good working condition shall be available at all times for emergencies, including power outage, and shall have available at all times competent workers for the operation of the pumping equipment. All existing sewer lines shall be kept in service at all times. Provision shall be made for disposal of sewage flow if any existing sewers are damaged. Damage to existing sewers shall be repaired by the Developer to a condition equal to or better than their condition prior to the damage. Water accumulating during construction shall be removed from the new sewers but shall not be permitted to enter the existing system. The Developer shall be responsible for flushing out and cleaning any existing sewers, into which gravel, rocks, or other debris has entered as a result of the work, and shall repair lift stations or other facilities damaged by the work at the Developer’s expense. The physical connection to any existing manhole or sewer shall not be made until authorized by the City Engineer. Such authorization will not be given until all upstream lines have been completely cleaned and tested. Excavation for a precast concrete wet well shall be sufficient to leave 1 foot clearance between the wet well outer surface and the earth bank. Excavation for a cast in place concrete wet well shall allow enough space for form work. The wet well shall be set in place or formed on a prepared foundation material with a minimum thickness of 6 inches, or thicker as per the design engineer. Before the wet well is set in place or formed, the foundation material shall be carefully leveled and City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 compacted to a minimum of 95% compaction to provide full bearing for the entire base section. Backfill with bank run gravel for trench backfill material shall be placed in loose lifts of 10 inches maximum thickness and compacted to at least the percentage of the maximum dry density as shown on the approved plans (as determined by ASTM D 1557). For cast in place and precast concrete wet wells, pipes, castings, or conduits shall be placed in the forms before pouring concrete wherever possible. Alternatively, knock-out panels or sleeves shall be designed into the structure. If an unanticipated wall penetration is required, a core drill installation will be acceptable on an exception basis. PVC pipe connections to the wet well shall be made with a rubber gasketed coupling or sand collar which can be mortared directly into the manhole to provide a watertight seal. Ductile iron pipes shall be mortared directly to the wet well wall, or installed with modular mechanical seal assemblies with stainless steel bolts and nuts, as required to provide a water tight seal. Bedding of the class or classes of pipes shown on the plans shall be installed in accordance with the City Standards. Bedding shall provide a uniform support along the entire pipe barrel, without load concentration at joint collars or bells. Bedding disturbed by pipe movement or by removal of shoring or movement of the trench shield or box shall be reconsolidated prior to backfill. Bedding shall be placed in more than one lift, the first lift is to provide at least 4 inches of bedding under any portion of the pipe and shall be placed before the pipe is installed, and shall be spread smoothly so that the pipe is uniformly supported along the barrel. Subsequent lifts of the not more than 6 inches thickness shall be installed to a depth of 6 inches over the crown of the pipe. Each lift shall be compacted to 90% of maximum density as determined by ASTM D 1557. Densities shall be determined by the sand-cone method, ASTM D 1556 or by nuclear methods, ASTM D 2922. Concrete thrust blocks for pressure mains shall be placed at bends, tees, dead ends, and crosses. Concrete thrust blocks shall bear against solid undisturbed earth at the sides and bottom of the trench. Pipe zone backfill for rigid pipe shall be imported crushed surface top course or control density fill. However, pipe zone backfill material where depth of trench (pipe invert to finish grade) exceeds 24 feet deep shall be CDF. Pipe zone backfill for flexible pipe shall be the same as the bedding material. Upon completion of work, the Developer shall remove all shoring unless indicated otherwise on the approved plans or as directed by the City Engineer. Damages resulting City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 from improper shoring or failure to shore shall be the sole responsibility of the Developer. All electrical and controls shall be furnished and installed in accordance with the applicable Federal, State and local codes and standards including but not limited to the following: National Electrical Code (NEC) Occupational Safety & Health Act (OSHA) National Electrical Safety Code (NESC) National Electrical Manufactures Association (NEMA) Underwriters Laboratory (UL) Insulated Power Conductor Engineering Association (IPCEA) American National Standards Institute (ANSI) Institute of Electrical & Electronic Engineers (IEEE) 10. General - Testing The completed pump station shall be given an operational test of all equipment for leaks in all piping and seals, and for correct operation of the automatic control system and all auxiliary equipment. Developer shall conduct preliminary tests and be assured that the section to be tested is in an acceptable condition before requesting the City Inspector to witness the test. The pump suction and discharge shall be coupled to a reservoir, and the pumps shall recirculate water for at least one hour under simulation service conditions. The hydrostatic pressure test method is required for force mains and fittings. If any sanitary sewer installation fails to meet the requirements of the test method used, the Developer shall repair or replace all defective materials or workmanship at no expense to the City. Final testing for City acceptance is required after backfill has been completed and all other utilities have been installed. Only after final testing and acceptance by the City Engineer is the pump station allowed to pump sanitary sewage into the City System. 11. Hydrostatic Pressure Test All force mains shall be tested in sections of convenient length to a hydrostatic pressure of 150 PSI in excess of operating pressure but in no case less than 200 PSI. The pipeline shall be backfilled sufficiently to prevent movement of the pipe under pressure. All thrust blocks shall be in place and time allowed for the concrete to cure before testing. Where permanent blocking is not required, the Developer shall furnish City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 and install temporary blocking and remove it after testing. A positive displacement pump shall be furnished by the Developer for the testing. Feed for the pump shall be from a container wherein the actual amount of “makeup” water can be measured. The pipe section to be tested shall be filled with water and allowed to stand under pressure to allow venting of air at all high points and the lining of the pipe to absorb water. The test shall be accomplished by pumping pipe section up the required pressure, stopping the pump for 60 minutes, and then pumping the main up to the test pressure again. The quantity of water lost from the main shall not exceed the number of gallons per hour as determined by the formula: L = NDSP = 7400 L = Allowable leakage, gallons/hour N = Number of joints in the length of pipeline tested D = Nominal diameter of the pipe in inches P = Average test pressure during the leakage test, PSI 9.2 Standard Specifications for Construction A. General This document outlines the general and specific construction requirements for sanitary sewer systems operated and maintained by or for the City of Port Orchard (City). All references to the City shall mean the City Engineer or his/her authorized representative. 1. Standard Specifications In general, all construction activities and material specifications shall conform to the latest City adopted edition of: a. City’s Design Standards for Sewer Extensions. b. Applicable City of Port Orchard rules, regulations, ordinances, and standards.“Standard Specifications for Road, Bridge, and Municipal Construction,” Washington State Department of Transportation/American Public Work Association, (WSDOT/APWA), latest edition (Standard Specifications). c. Standards of the American Sanitary Sewer Works Association, latest revision. d. Rules and regulations of the State Board of Health regarding the health aspects of Public Sanitary Sewer Systems, WAC 246-290, latest revision. e. Recommendations of the manufacturer of materials or equipment. 2. Permits and Licenses City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 The applicant/contractor shall acquire the required permits for construction within public rights of way. The Developer and/or his engineer shall provide and complete all necessary forms and submit to the County/City/State agencies with the applicable fees. All construction shall conform to the requirements of the right of way permits. 3. Pre-Construction Conference The City will schedule a pre-construction conference with the applicant, Contractor, and affected County/City/State agencies prior to start of construction. The contractor shall submit the following to the City at the pre-construction conference: a. Material submittals b. Safety and traffic control plan, if needed c. Copies of all necessary city, county, and state permits necessary for the conduct of the work. No work will be allowed to proceed without the necessary permits. d. Evidence of insurance with the City named as additional insured in accordance with the Developer Extension Policies. An endorsement to the insured’s policy will be considered as evidence of insurance. 4. Submittal and Shop Drawings In accordance with the City’s Technical and Standard Specifications, applicants or their contractor shall submit a list of all brands, sizes, types, grades, and standard materials to be used. The City may reject certain brands and will provide approval, disapproval, and/or comment by letter. a. Submittal data for each item shall contain sufficient information on each item to determine if it is in compliance with the Agreement requirements. Items that are installed in the work that have not been approved through the submittal process shall be removed and an approved product shall be furnished, all at the Developer’s expense. Shop drawing review will be limited to general design requirements only, and shall not relieve the Developer from responsibility for errors or omissions, or responsibility for consequences due to deviations from the Agreement documents. No changes may be made in any submittal after it has been reviewed except with written notice and approval from the City Engineer prior to implementation. Shop drawings shall be submitted on 8½” x 11,” 11” x 17,” or 22” x 34” sheets and shall contain the following information: i. Project Name ii. Prime Developer and Applicable Subcontractor. iii. City’s Name. b. Submittals that do not comply with these requirements may be returned to the Developer for re-submittal. Acceptable submittals will be reviewed as promptly as City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 possible, and transmitted to the Developer not later than 10 working days after receipt by the City Engineer. Revise and submit as necessary. c. Submittals shall contain the following information for all items: i. Equipment drawings, dimensions, and weights (lift stations only). ii. Catalog information. iii. Manufacturer’s specifications. iv. Special handling instructions (lift stations and pumps only). v. Maintenance requirements (lift stations and pumps only). vi. Wiring and control diagrams (lift stations and pumps only). d. Specific submittal requirements are listed in each section of these specifications. 5. Substitutions The approved Developer Extension Contract, construction plans, and City technical and standard specifications shall be followed. No deviations will be allowed without request for change and approval in writing from the City Engineer or designee. The City reserves the right to order changes, which conform to the City’s standard specifications; in the event conditions or circumstances are discovered during construction, which indicate changes are prudent. The applicant shall be notified in writing of any changes. Such changes will be mutually accepted. Deviations from standard locations and/or approved plans must be documented, receive prior written approval by the City Engineer, and be accompanied by accurate record drawings. 6. Site Control a. The Contractor shall be responsible for surveying and staking and will stake out the locations of the permanent easements, temporary easements, rights-of way, and all major facilities shown on the Plans and permits. b. Replace all damaged survey monuments in accordance with RCW 332-120. 7. Waste Material Control a. Adhere to all requirements of federal, state, and local statutes and regulations dealing with pollution. Permit no public nuisances. b. Use only dump sites that are approved by the regulatory agency having jurisdiction and present proof of approval upon request. Obtain any and all permits required by regulatory agencies. c. At all times, keep the construction area clean and orderly and upon completion of the work, restore all work or equipment storage areas to their original condition. Remove all miscellaneous unused material resulting from the work and dispose of it in a manner satisfactory to the City. City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 d. The Contractor shall follow all requirements and guidelines of the Puget Sound Air Pollution Control Agency and other associated agencies. e. Use water sprinkling, temporary enclosures, or other methods to limit dust and dirt from rising and scattering in the air. Surface water runoff that is contaminated with site debris, silt, or other material that adversely affects water quality shall be collected and cleaned prior to discharge. f. Do not use water to control dust when it may create hazardous or objectionable conditions such as ice formation, flooding, or pollution. 8. Spill Response The contractor shall prepare a spill response plan for the site and provide a copy to the City Engineer. The contractor shall maintain a current copy of the approved spill response plan on site at all times and provide the any updates to the City Engineer as they occur. All necessary materials and equipment necessary to respond to spills shall be kept readily available on site. 9. Erosion Control The contractor shall prepare an erosion control plan for approval by the regulatory agency. The contractor shall maintain a copy of the approved erosion control plan on site at all times. 10. Construction Notification Contractors shall notify the City Engineer a minimum of 48 hours in advance of construction, to facilitate project coordination and notification of affected property owners. 11. Construction Shutdowns a. Construction under this Agreement may involve replacement or modification of the existing sewer system, which must continue to provide service to all buildings and homes during construction. Connections and service changes must be programmed to provide the least possible interruptions of service. b. A Sanitary Sewer Shutdown Agreement must be completed by the Contractor if a connection to an existing system involves temporary suspension of the sanitary sewer service. The contractor shall notify the City Engineer at least five (5) days in advance of any required shutdowns so that affected customers may be notified. City personnel will notify properties affected by the shutoff. c. Prior to any shutdown, all traffic control, materials, fittings, supports, equipment, and tools shall be on the site and all necessary labor scheduled prior to starting any connection work. In general, shutdowns shall not exceed four hours in duration unless specifically authorized by the City Engineer. d. The Contractor may be required to install and maintain temporary water and/or sewer mains and service connections to all houses and other buildings affected by frequent service disruptions caused by construction activities. Installation and maintenance of temporary facilities will be at the Contractor’s expense. All City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 temporary piping and connections shall be approved by the City Engineer and disinfected as specified herein before being put into service. e. All work under this Agreement shall be conducted in a manner that will minimize shutdowns, open roadways, or traffic obstructions caused by construction. Shutdowns causing damage to adjacent public and private property shall be the sole responsibility of the Contractor. f. Planned utility service shutdowns shall be accomplished during periods of minimum use. In some cases this will require night or weekend work. In such instances, the Developer/Contractor will be required to pay overtime inspection fees. g. Coordinate all work so that service will be restored in the minimum possible time, and cooperate with the City in reducing shutdowns of the utility system to a minimum. h. No utility interruption will be permitted without the prior approval of the City. Any unauthorized tampering with the sanitary sewer system is subject to fines. 12. Connection to Existing Systems a. Connections to existing sewer mains shall not be made without first completing the necessary arrangements with the City. Work shall not be started until all traffic control, materials, equipment, and labor necessary to properly complete the work are assembled on the site. Once work is started on a connection, it shall proceed continuously, without interruption, and as rapidly as possible until complete. No shut-off of mains will be permitted overnight, over weekends, or during weeks with holidays. b. Contractors shall acquaint themselves with all aspects of existing systems prior to starting construction on new mains. Pertinent information concerning existing systems may be obtained from City personnel and may be verified from City records. Contractors shall locate existing sewer mains and service lines prior to beginning work so they may be properly protected and maintained in service during construction. c. Taps or new extension connections from existing mains must be made in the presence of designated City personnel. No taps or connections are to be made without designated City personnel being present. d. Only City personnel are permitted to operate valves on the certified potable water side of a line, including emergencies, unless personnel safety is threatened. Exposing a potable water line during construction without the City Engineer’s concurrence will result in a penalty being imposed. 13. Work on Non-City Rights-of-Way a. Work on a state highway, county road, street or any other right-of-way not owned by the City, shall conform to the requirements of the authority having jurisdiction over such right-of-way. Contractors are responsible for notifying the proper authorities and acquiring permits before beginning work on a right-of-way. Contractors will City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 ascertain restoration requirements and determine that schedules of operations proposed are satisfactory to applicable authorities. Work will not be permitted to proceed without evidence of having obtained the required permits. b. When city streets, SR 160 or SR 166 within City Limits, are involved, the Contractor must coordinate all trenching and restoration activities with the City Engineer and WSDOT. Open cuts must be approved by the City Engineer. c. When county roads are involved, the Contractor must coordinate all trenching and restoration activities with the Kitsap County Department of Public Works and the City. Open cuts must be approved by the Kitsap County Department of Public Works. 14. Traffic Maintenance Contractors shall conduct work so as to interfere as little as possible with public travel. Required traffic control shall be in place prior to commencement of work. Access for firefighting equipment shall be provided at all times, and Contractors shall keep the local fire protection authorities informed of the location of construction operations and fire lanes. Contractors shall also notify the authorities in charge of any municipal, private, or school transportation system at least 48 hours in advance of road closures that will force a change in the regular routing of the transportation system. Contractors shall also provide and maintain suitable detour routes for the system. Road closures will not be allowed without written permission from the City Engineer, except verbal permission may be used in an emergency. Work which involves State, County road or City streets rights of way shall be restricted to the hours between 8:00 AM and 4:00 PM, and no work shall be allowed in such right-of-way on Saturdays, Sundays, or holidays unless authorized by the City Engineer. 15. Safety Contractors will be solely and completely responsible for conditions at job sites, including safety of all persons and property during the performance of work. This requirement will apply continuously and not be limited to normal working hours. 16. Inspection Requirements a. Unless previously authorized by the City Engineer, work on sewer mains shall not proceed without a City Inspector being present. The City may refuse acceptance of any sewer mains installed without a City inspection. To permit scheduling an inspector, the City Engineer must receive a hard copy of the construction schedule at least two full working days before construction activities covered by the schedule begin. The City must be kept advised of changes to the construction schedule. When significant breaks in construction occur, the Contractor must give two working days notice before resuming work. The inspector shall have authority to reject defective material and to suspend any work that is not conducted in accordance with the City’s Technical Standards and Specifications. b. All mains shall be inspected by the City Inspector before closure of any excavation. Inspectors will have access to work sites as necessary to keep the City informed of City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 the progress of the work and the manner in which it is being done, to keep records, to act as liaison between the Contractor and the City Engineer, and to report any deviations from Plans or Specifications. Failure of the Inspector to call the attention of a Contractor to faulty work or deviations from the Plans or Specifications shall not constitute acceptance of said work. c. Any personal assistance, which an Inspector may give a Contractor, will not be understood as the basis of any assumption of responsibility in any manner, financial or otherwise, by the Inspector, the Engineer, or the City. d. The presence or absence of an Inspector on any job will be at the sole discretion of the City Engineer. Such presence or absence of an Inspector will not relieve a Contractor of responsibility to deliver the construction results specified in the Agreement documents. e. City Inspectors will not be authorized to issue instructions or to approve or accept any portion of the work which is contrary to the Plans and Specifications. Approvals, acceptances, or instructions, when given, must be in writing and signed by the City Engineer or his/her designated representative. Inspectors will have authority to reject defective material. The failure of an Inspector to reject defective material or any work which deviates from the Agreement documents will not constitute acceptance of such work. f. Kitsap County may have an inspector on site when working on County rights-of-way. 17. Overtime and Holiday Work Should a Contractor elect to work more than eight hours per day, or more than five days per week or on holidays during the course of a project, all costs of resulting City overtime/holiday engineering and inspection will be charged to the Contractor at 2.5 times the normal rates. 18. As-Constructed and Warranty Records a. Prior to final acceptance of the work by the City, the Developer shall deliver a complete set of acceptable as-constructed records to the City Engineer. Drawings shall be made on clean, unmarked prints of the project, and the final submittal shall include the following: i. Electronic AutoCADD files, version 2009 or earlier; ii. a digital format such as “pdf” or “tif” of the record plans on CD (2 Copies) b. The Developer shall provide as-constructed information on all items and work shown on the plans showing details of the finished product including dimensions, locations, outlines, and changes. The information must be in sufficient detail to allow City personnel to locate, maintain, and operate the finished product and its various components. B. Site Work 1. General City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 This division covers the work that is necessary for providing materials and performing all site work as called for on the approved plans. 2. General Construction Procedures a. Standards Construction procedures shall be in full accordance with the City’s Standard Specifications for Sanitary Sewer Main Construction and the most recent edition of Washington State Department of Ecology’s Criteria for Sewage Works Design. Certain other referenced standards used in this specification are from the latest editions of: i. DOE Washington State Department of Ecology ii. IBC International Building Code iii. UPC Uniform Plumbing Code iv. IMC International Mechanical Code v. NEC National Electrical Code vi. AWWA American Sanitary sewer Works Association vii. ANSI American National Standards Institute viii. ASA American Standards Association ix. ASTM American Society for Testing and Materials b. Contractor All main extensions shall be installed by a Contractor approved by the City. 3. Submittals Submittal information shall be provided to the City for the following items: a. Erosion and Sedimentation Control Plan b. Erosion Control Fence Fabric c. Dewatering Plan d. Shoring Plan and Calculations e. Dump Site Permits f. General Fill g. Structural Fill h. Pipe Bedding i. Trench Backfill j. Gravel Base Course k. Crushed Surfacing City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 l. Paving m. Compaction Test Results n. Hydro-seed 4. Erosion and Sedimentation Control a. All erosion/sedimentation control systems including fencing, earth berms, grasses, straw, mulch, culverts, drain pipe, outfalls and other items required for this project, are the responsibility of the Developer and fall under the jurisdiction of Kitsap County or the City of Port Orchard (depending on the location of the extension). b. All erosion/sedimentation control (ESC) systems specified in the approved erosion control plan must be installed prior to commencing any work that could result in off- site storm water or material flows. Erosion/sedimentation controls must remain in place throughout the duration of the construction activities. c. The Contractor shall add additional ESC facilities or processes as necessary to ensure that erosion and sedimentation problems do not occur. The Contractor shall inspect the ESC facilities daily and maintain the systems as necessary to prevent off-site drainage. 5. Dewatering a. The Developer is to determine the scope, type, size, quantity, method of installation, operation, and removal of the dewatering system necessary to keep all excavations dewatered to an elevation below the base of the excavation. The system shall also be sufficient to stabilize the soils in the excavation and the surrounding areas, and to prevent flotation of partially completed structures. b. The Contractor shall control groundwater and surface water to prevent the softening of the bottom of excavations, or formation of quick conditions or boils during excavation. Groundwater shall be lowered to 3 feet below the base of the excavation at all times. Determination of unsuitable soil conditions for supporting the improvements shall be reviewed by the Contractor’s site engineer and approved or denied by the City Engineer. When the dewatering system does not meet the specified requirements, and as a consequence there is a loosening or disturbance of the foundation soils, instability for the slopes, or damage to the foundation or structures occur, the Developer shall at its own expense repair said disturbance. This shall include supplying all materials, labor, and equipment, and perform all work required for the restoration of foundation soil, slopes, or structure to the satisfaction of the City Engineer. c. It is solely the Developer’s and the Contractor’s responsibility to meet all regulatory requirements governing the disposal of dewatering flows and to prevent damage to adjacent property. Disposal of these waters into existing City sewer mains or trunk lines is strictly prohibited. Drainage of water through the pipeline under construction is also prohibited. d. All dewatering wells installed by the Contractor shall be removed and backfilled in City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 accordance with applicable Federal and State regulations. 6. Construction Access The Contractor shall provide temporary site access for City personnel and shall maintain vehicular site access at all times. 7. Clearing and Grubbing Clearing and grubbing shall be performed by the Contractor to remove and dispose of unwanted debris, vegetative matter, and other items noted on the construction drawings within the construction limits and shall conform to Section 2-01 of the WSDOT Standard Specifications. 8. Excavation a. The Contractor shall excavate as necessary to construct the improvements shown on the construction drawings. Excavation includes utility excavation, structural excavation, and grading excavation. b. Grading excavation shall be to the finished rough grade of the roadway or easement and shall be completed prior to utility excavation. Grade staking, when required, will be done by the developer’s/owner’s engineer, or surveyor, prior to installation of the mains. c. Utility excavation shall be performed to the depths necessary to complete the construction work shown. Utility excavation shall be performed in accordance with the WSDOT Standard Specifications, Section 2-09, with a minimum cover of 36 inches. d. The base of the excavation shall be examined by the City Engineer to determine if it is suitable for backfilling. The City Engineer will evaluate the stability of the base of excavation by determining if all significant organic soils or other unsuitable materials have been removed. The Contractor per direction of the City Engineer shall perform excavation required by the City that is beyond the depth shown at their expense. e. All excavated material shall be removed from the site unless approved as backfill material by the City Engineer. Weather conditions may make previously excavated material unsuitable for backfill requiring the material to be removed from the project site. Approval of material as backfill will be made just prior to placement of material as backfill. f. If the trench soil is unsuitable for trench backfill, as determined by the Inspector, the Contractor shall remove and dispose of unsuitable material and backfill the trench with approved backfill. The Contractor will keep the City Engineer informed of the disposal site of all unusable material removed from the project. New or refuse material must not be dumped on neighboring properties. g. Excavation within City right of way areas shall be in accordance with the City of Port Orchard Public Works Right of Way Permit. 9. Shoring City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 Where shoring, sheet piling, sheeting, bracing, lagging, or other supports are necessary to prevent cave-ins or damage to existing structures, it shall be the responsibility of the Contractor to design, furnish, place, maintain, and remove supports in accordance with applicable laws, codes, and safety requirements including Chapter 296-155 of WAC, A Safety Standards for Construction Work, Part N, Excavation, Trenching, and Shoring. Design, planning, installation, and removal of sheeting, shoring, piling, lagging, and bracing shall be accomplished in such a manner as to maintain the undisturbed state of soil below and adjacent to excavation. Failure to maintain shoring in accordance with the submitted shoring plan will result in shut down of the job by the City Engineer until required shoring is in place. 10. Hazardous Content of Fill Material All imported fill material shall be free of hydrocarbons (e.g., gasoline, diesel oil, etc.), pesticides, herbicides, and other hazardous volatile organic compounds (VOCs) and synthetic organic chemicals (SOCs). If required, the Contractor shall provide certification to the City Engineer that the fill is free of these chemicals. 11. General Fill a. All fill required for this project that is not specifically defined as another type shall be “General Fill.” b. General fill shall be free of organics, debris, and other deleterious materials. General fill shall conform to Section 9-03.10 ”Aggregate for Gravel Base” of the WSDOT Standard Specifications. The moisture content of the material and weather conditions at the time of placement will be used to determine the suitability of native materials for backfill as general fill. All general fill shall be compacted in uniform layers not to exceed 8 inches in loose thickness and compacted to at least 95 percent maximum dry density based on the ASTM D-1557 test procedure. 12. Structural Fill a. All fill placed below and against building components, building structures, vaults, manholes, handholds, slabs, sidewalks, and drives shall be “Structural Fill.” b. Structural fill shall be free of organics, debris, and other deleterious and conform to Section 9-03.12 (2), “Gravel Backfill for Walls” of the WSDOT Standard Specifications. The City Engineer shall determine if native on-site materials are suitable for use as structural fill. The moisture content of the material and weather conditions at the time of placement will be used to determine the suitability of native materials for backfill as structural fill. Structural fill shall bear on a firm base and be placed in uniform layers not exceeding 8 inches in loose thickness. The backfill area must be free of standing sanitary sewer and the sub-grade soils must be stable. Each layer of structural fill shall be compacted to at least 95 percent of its maximum dry density based on the ASTM D-1557 test procedure. 13. Pipe Bedding a. All fill placed below and around buried utilities shall be “Pipe Bedding.” Pipe City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 bedding shall be placed when the trench base is deemed unsuitable by the City Engineer. b. Bedding material shall surround the pipe and conduits to the limits shown on the construction drawings and provide uniform support along the entire length without allowing concentrated loading at joints or bells. Bedding material shall conform to Section 9-03.12(3) of the WSDOT Standard Specifications. All bedding material shall bear on firm sub-grade and be compacted to at least 95 percent of maximum dry density based on the ASTM D-1557 test procedure. 14. Trench Backfill a. Unless the trench is backfilled with Control Density Fill, all fill material placed above the pipe bedding in a trench shall be “Trench Backfill.” b. Trench backfill shall be placed and compacted above the pipe bedding to finish grade elevations in un-restored areas or to sub-grade elevations in restored areas. Trench backfill shall consist of a well graded sand or sand and gravel mixture conforming to Section 9-03.12 (2),”Gravel Backfill for Walls” of the WSDOT Standard Specifications and have less than 5 percent passing the U.S. No. 200 sieve based on the fraction passing the ¾-inch sieve. Trench backfill shall bear on a firm base and be constructed in uniform layers not exceeding 8 inches in thickness. Each lift shall be compacted in uniform layers not to exceed 8 inches in loose thickness and compacted to at least 95 percent maximum dry density based on the ASTM D-1557 test procedure. The City Engineer shall determine if native on-site materials are suitable for use as trench backfill. c. Finished backfill shall leave all existing drainage ditches, culverts, and other appurtenances in a useable condition equal to or better than their original condition. 15. Gravel Base Course a. All fill placed under paving and next to native material shall be “Gravel Base Course.” b. Aggregate for gravel base course shall conform to Section 9-03.10 of the WSDOT Standard Specifications. 16. Gravel Top Course a. All fill placed under paving and next to paving material shall be “Gravel Top Course” or crushed surfacing. b. Aggregate for gravel top course shall conform to Section 9-03.09(3) of the WSDOT Standard Specifications. 17. Paving a. Cement concrete pavement, sidewalks, and curb shall be Class B concrete (3,000 psi) as specified in the concrete section of these specifications. Construction shall comply with Section 5-05 of the WSDOT Standard Specifications. b. Asphalt concrete pavement shall comply with Section 5-04 of the WSDOT Standard City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 Specifications and the City of Port Orchard utility permit for the work. Finish, place, spread, and compact Class B asphalt concrete pavement to the thickness shown on the construction drawings or specified in the utility permit. The minimum compacted thickness of asphalt concrete pavement shall be 2 inches. c. All paving shall be inspected and approved by the agency issuing the utility permit. 18. Compaction Testing a. The Contractor shall arrange, at his own expense, for in place density testing to be performed at intervals not less than every 500 linear feet of pipe run and where required by the City Engineer. At a minimum, density tests shall be performed at 50% of the trench depth and at the surface of the trench. Other depths of the trench may be required by the City Engineer. b. The Contractor shall excavate to the depths required to perform the tests and shall provide sheeting, shoring, and bracing of the trench as necessary. Backfill, in all sections where density requirements are not satisfied, shall be removed from the trench, re-compacted, and re-tested until conforming to specifications. c. A certified independent testing laboratory acceptable to the City Engineer shall perform density testing. All test results shall be submitted directly to the City Engineer. d. The City shall have the right, but not the obligation, to perform such additional density testing, as the City Engineer deems necessary. If the tests show that the density requirements are not satisfied, the Contractor shall reimburse the City for all costs for the tests, and shall remove the unsatisfactory backfill from the trench and re-compact and retest it until conformance with the specifications is obtained. e. All compaction shall meet the approval of the agency issuing the utility permit. 19. Surface Restoration a. Roads, driveways, shoulders, landscaping, and all other areas removed, broken, caved-in, settled, or otherwise damaged as a result of construction work, shall be repaired and/or resurfaced to match the existing surface or landscaped areas. b. Existing shoulders and gravel surfaces shall be restored with like, crushed rock surfacing. Existing lawns shall be restored with sod after proper backfilling and settling. Existing landscaping, fences, mailboxes, ornamentation, etc., shall be restored as close to original conditions as possible. Private driveways, walks, and other surfaced areas shall be repaired, patched, or resurfaced as required to match the original surface condition. c. Contractors shall furnish and install new asphalt surface at all locations where the existing asphalt surface or asphalt driveway has been removed or damaged by construction work. Trenches shall be backfilled with select granular material approved by the City Engineer. It shall be mechanically tamped to 95 percent compaction in six inch lifts. The top four inches shall consist of two inches of crushed surfacing top course and two inches compacted depth of asphaltic concrete, Class B. City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 C. Concrete 3. General This division covers that work necessary for furnishing and installing all concrete as described in these specifications and shown on the plans. 4. Submittals Submittal information shall be provided to the City Engineer for the following items: a. Concrete design and admixtures b. Special placement procedures for hot or cold weather c. Schedule of surface finishes d. Control Density Fill design mix Concrete performance mixes shall be submitted to the City Engineer for approval a minimum of two weeks prior to placing any concrete. The performance mix shall include the amounts of cement, fine and coarse aggregate, water and admixtures, as well as the water cement ratio, slump, concrete yield and substantiation strength data in accordance with ACI 318-95, Chapter 5. The use of a performance mix requires batch plant inspection, the cost of which shall be paid by the Contractor. Review of mix submittals by the City indicates only that information presented conforms generally to Agreement documents. Contractor or supplier maintains full responsibility for special performance. 5. Control Density Fill (CDF) a. At least 10 days before placing CDF, the Contractor shall submit a mix design for the material to be used. The mix design shall include trial laboratory and testing data with cylinder breaks performed at 7, 14, and 21 days. The mix design shall be approved by the agency issuing the utility permit. b. CDF shall be proportioned to be a non-segregating, free flowing, self-consolidating, low shrink slurry. c. The Contractor and its supplier shall determine the materials and proportions used to meet the requirements of these Specifications. The mix design shall be prepared for the range of aggregate gradations that are expected to be used. d. The unconfined compressive strength at 28 days shall be 200 psi (+50 psi) as per ASTM D4832. e. Contain CDF in trench sections using bulkheads or fill materials to confine the flow of material. Take appropriate precautions to prevent pipe displacement and/or flotation. f. CDF shall be placed in lifts not exceeding 6 feet in height, with a time interval of not less than 1 hour between lifts. g. Provide steel plates to span trenches and prevent traffic contact if necessary. No traffic or construction equipment shall be allowed on CDF for at least 24 hours after placement or until the material is hard enough to prevent rutting or damage. Work shall not proceed unless plates are on the jobsite. City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 6. Concrete Materials a. Concrete shall be mixed, conveyed, and proportioned in accordance with IBC Section 1905. The performance mix shall include the amount of cement, fine and coarse aggregate, water, and admixtures as well as water cement ratio, slump, concrete yield, and sustaining strength data in accordance with these specifications, the minimum requirements of the currently adopted International Building Code, Section 1905, and the requirements of ACI 318-99. b. Materials shall conform to the following standards: i. Cement: ASTM C-105 ii. Coarse Aggregate: ASTM C-33 iii. Fine Aggregate: ASTM C-33 iv. Admixtures: ASTM C-494 v. Air entraining Admixtures: ASTM-260 vi. Water used in concrete shall be potable. vii. Fly ash may be substituted for up to 15% of the required cement. c. Thrust Blocking, Driveways, and Sidewalks a. Cement: ASTM C-105 b. Coarse Aggregate ASTM C-33 c. Fine Aggregate: ASTM C-33 d. Admixtures: ASTM C-494 e. 28 day strength: 3,000 psi minimum f. Cement content: 5.5 sacks/CY minimum g. Water/Cement ratio: 6 gals/95 lb sack maximum h. Fine aggregate ratio: 45% max by weight i. Coarse aggregate limits: 7/8 inch maximum j. Entrained air ratio: 3% minimum to 5% maximum k. Slump: 4 inches maximum Provide concrete blocking at all fittings, and horizontal and vertical angle points. Conform to Standard Details for General Blocking, Vertical Blocks, and Deadman Blocking. All fittings to be blocked shall be wrapped with 4-mil polyethylene plastic. Concrete blocking shall be properly formed with plywood or other acceptable forming materials and shall not be poured around joints. The forms shall be stripped prior to backfilling. All blocking must be inspected by the City Inspector prior to backfill. City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 The City does not use thrust blocks for fire hydrants. Each fire hydrant shall be secured with mega lugs. For mains crossing other pipes, the City will require additional restraints. D. Special Construction (Pipeline Casings) 1. General This division covers the boring and jacking of pipeline casings and the installation of carrier pipe. 2. Submittals Submit the following for review: a. Casing pipe drawings, details, and thickness calculations b. Carrier pipe placement method and equipment c. Utility crossing permits 3. Quality Assurance The boring contractor shall have regularly engaged in work of this nature for at least five years. 4. Other Utilities No other utilities are allowed to be placed inside the casing without the prior express written consent of the City Engineer and a satisfactory hold harmless Agreement. 5. Casing Pipe a. Provide welded steel pipe of the minimum diameter and thickness approved by the City Engineer. The casing ID shall be at least four inches larger than the carrier bell OD. Provide pipe of sufficient wall thickness and axial strength to withstand the forces encountered during the jacking operation, but in no case less than 3/8 inch. The casing shall be designed to withstand all imposed loads plus a corrosion allowance of 1/4 inch. b. Fabricate the pipe in conformance with ASTM A 252, Grade 2 except the hydrostatic test is waived. Provide tapped grout holes at the top of the casing at reasonable intervals. Install plugs in the tapped holes. 6. Joints Weld sections of casing pipe with a continuous circumferential weld. Provide stress transfer across the joints capable of resisting the jacking forces involved. 7. Casing End Seals Seals shall be 1/4-inch (minimum) thickness, pull on style end seals fabricated from EPDM synthetic rubber with stainless steel bands and clamps. End seals shall be as manufactured by PSI Industries or approved equal. 8. Carrier Pipe Skids Provide custom engineered skids/isolators to isolate the carrier pipe from the casing. The City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 insulator shall consist of a PVC insulating liner (90 mil minimum thickness), 12-inch wide, 12-gauge (minimum) steel bands with steel risers and glass reinforced plastic or ultra-high molecular weight runners. The skids shall be designed to properly support the pipe filled with sanitary sewer. The runners shall be designed so that the carrier pipe joints clear the casing by two inches. The ferrous components of the insulator and steel bands shall be shop coated with a minimum of 10 mils PVC heat fusion coating. All miscellaneous hardware including stud bolts, washers, and nuts shall be 316 stainless steel. Skids shall center the pipe in the casing. Provide skids as manufactured by PSI Industries, Cascade Manufacturing Co., or approved equal. The minimum number of required skids is 3 per pipe length for the entire length of the casing. 9. Sand Unless specifically required by the City Engineer, sand shall not be used in a casing for filling between the casing and carrier pipe. In those instances where the City Engineer does require sand, it shall be clean and 90-100 percent will pass the No. 4 sieve. Not more than 5 percent will pass the No. 200 sieve. Sand shall be free from clay and organic material. 10. Casing Excavation and Installation Prior to installing the casing, thoroughly investigate the locations of existing utilities. The Contractor shall pothole the casing location to verify that there are no interferences. Equip the leading section of casing pipe with a jacking head securely anchored to prevent any wobble or variation in alignment during jacking operation. Make every effort to avoid loss of ground outside the jacking head. If excessive ground loss occurs, stop excavation and fill void with grout. The casing shall be installed in such a manner that it is not damaged or deflected to reduce its true circular diameter. 11. Tolerances A maximum horizontal and vertical tolerance of three inches per 100 linear feet of jacked casing is permitted. 12. Grouting After jacking is completed, fill voids by pumping grout through grout holes in the casing at any locations of ground loss and elsewhere where voids are suspected. Plug grout holes after grouting. Take care to avoid over-pumping grout and disturbing the improvements the casing was jacked under. 13. Carrier Pipe a. All pipe installed in casing shall have restrained joints. b. Protect pipe as necessary during installation to insure against damage. Install the carrier pipe with the skids located not more than two feet from each end of the pipe joints. The skids shall be adequate in number to hold the pipe to grade, and not less than two skids shall be installed on each section of pipe. Provide skids within 6 City of Port Orchard Chapter 9 – Design Standards for Sanitary Sewer Extensions www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 inches of each end of the casing. c. After installation and testing of the carrier piping, carefully fill the remaining space in the casing with pneumatically placed sand unless directed by the City Engineer to leave the casing unfilled. Take care to avoid floating the carrier pipe. d. Install casing end seals and secure in place with stainless steel bands. Make seals watertight. O.D.+24" (36" MIN.) NOTES: 1)BED THE ENTIRE WIDTH OF THE TRENCH PAVEMENT 2)RESTORATION SHALL BE PER THE APPROPRIATE SECTION IN CHAPTER 6 (PAVEMENT SURFACING). TOP WIDTH OF TRENCH = D + 36"EX.A.C. PAVEMENT SURFACE SAW CUT (TYP) 2" GRIND AND OVERLAY EXTENTS PER STANDARDS PLANE EX. ROADWAY AS NECESSARY, OVERLAY TO MAINTAIN EX. FREEBOARD AT CURBS. SEE CHAPTER 6 FOR APPROPRIATE PAVEMENT SECTION FOUNDATION STABILIZATION MATERIAL (AS REQUIRED) PIPE BEDDING MATERIAL COMPACT TO 95% PVC SEWER PIPE TRENCH BACKFILL MATERIAL, COMPACT TO 95% 5' - 0 " ( M I N ) 24 " 12"12" 6" MIN D 18 " WARNING TAPE PER SPECIFICATIONS U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 9 0 0 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER TRENCHES AND PIPE CONNECTIONS A SEWER TRENCH DETAILS Est. 1890 1/23/2019 900 U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 9 0 1 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER TRENCHES AND PIPE CONNECTIONS B HDPE FLANGE CONNECTION Est. 1890 1/30/2019 901 U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 9 2 0 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER MANHOLES A MANHOLE DETAIL 48" Est. 1890 1/30/2019 920 U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 9 2 1 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER MANHOLES B MANHOLE DETAIL 72" Est. 1890 1/30/2019 921 TYPICAL TOP SECTION MANHOLE FRAME COLLAR UNPAVED AREAS GENERAL PLAN OF CHANNEL INTERSECTION U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 9 2 2 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER MANHOLES C TOP SECTION AND CHANNELIZATION Est. 1890 1/30/2019 922 PLAN VIEW MANHOLE SECTION U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 9 2 3 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER MANHOLES D MANHOLE DETAIL - SADDLE Est. 1890 1/30/2019 923 SAFETY STEP U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 9 2 4 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER MANHOLES E MANHOLE DETAIL - LADDER Est. 1890 1/30/2019 924 2 STAINLESS STEEL STRAPS MAX. 8" PIPE SIZE SEE NOTE 6 MAX. MAINLINE ENTRY SLOPE 20% 3' MIN. 54" MIN. 8" INSIDE DROP - PLAN INSIDE DROP BOWL MOUNTING POSITION LADDER SLOPE 45° NOTES: 1.MANHOLE SHALL CONFORM TO GENERAL NOTES AND ALL APPLICABLE REQUIREMENTS OF STANDARD DETAILS. 2.DROP BOWL TO BE INSTALLED MINIMUM OF 3' BELOW CONE SECTION. 3.INSIDE DROP SHALL BE CONSTRUCTED USING ASTM D3034 SDR 35 PIPE AND FITTING. 4.RECHANNEL BASE WITH 3000 PSI CONCRETE. WIDTH AND DEPTH OF CHANNEL MUST EQUAL THE LARGEST PIPE DIAMETER WITH A SLOPE OF 2% MIN. CHANNEL WALLS MUST BE VERTICAL. SLOPE SHELF TO CHANNEL AT 1" PER FOOT MIN. 5.CORE DRILL OPENINGS FOR NEW PIPE AND USE KOR-N-SEAL CONNECTORS OR EQUAL. 6.USE MECHANICAL TRANSITION COUPLING WHEN CONNECTING TO EXISTING SEWER MAINLINE. 7.CONE MAY NEED TO BE ROTATED AND/OR LADDER MOVED. 8.MINIMUM MANHOLE SIZE IS 54". 9.MAXIMUM OF 2 DROPS PER STRUCTURE. SLOPE FL O W 2'6" MIN. 20' MAX. GLUE FITTING BELL & SPIGOT SWEEP ELBOW EMBEDDED IN CONCRETE AT 45° WITH SEWER FLOW STRAIGHT PIECE OF PIPE, NO JOINTS OR COUPLINGS 5/8" STAINLESS STEEL ANCHOR BOLTS MORTAR FLUSH WITH NON-SHRINK GROUT INSIDE DROP BOWL SECURED WITH 5/8" STAINLESS STEEL ANCHOR BOLTS U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 9 2 5 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER MANHOLES F DROP STRUCTURE Est. 1890 1/30/2019 925 PLAN ILLUSTRATIVE SECTION U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 9 2 6 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER MANHOLES G FORCE MAIN INSIDE DROP/RECEIVING MANHOLE Est. 1890 1/30/2019 926 PLAN SECTION U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 9 2 7 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER MANHOLES H FORCE MAIN DROP CLIP SUPPORT Est. 1890 1/30/2019 927 TOP MANHOLE FRAME AND LID TOP MANHOLE FRAME AND LID TOP SLAB 4" MIN, 12" MAX COMPACTED FOUNDATION GRAVEL TO 95% OF MAXIMUM DENSITY 4" 12" 6" 12" (TYP) 60" MIN 18" 6" 15'-25' 1" THREADED BRASS PIPE EMBEDDED 3" INTO MANHOLE WALL WITH EPOXY (TYP) 1" IP TAP X SIZE ROMAC 101S SADDLES ON 3' CENTERS 8" PVC PIPE (SCH 40) FIRST STEP MAXIMUM 18" BELOW LID 3/4" PLASTER SMOOTH INSIDE AND OUT PRECAST CONCRETE RINGS MUST BE CAST WITH GROOVE TO FIELD INSTALL SAFETY STEP STRUCTURES GREATER THAN 25' REQUIRE SPECIAL DESIGN (STD NOT AVAILABLE). 2" 24" MIN MANHOLE PLAN VIEW MANHOLE PROFILE VIEW NOTES: 1.PROVIDE TWO 24" ACCESS LIDS. 2.MANHOLE SHALL CONFORM TO GENERAL NOTES AND ALL APPLICABLE REQUIREMENTS OF STANDARD 1220. 3.MANHOLES SHALL BE CONSTRUCTED IN ACCORDANCE WITH ASHTO M199 UNLESS OTHERWISE SHOWN ON PLANS OR NOTED IN THE STANDARDS AND SPECIFICATIONS. 4.ALL REINFORCED CAST-IN-PLACE CONCRETE SHALL BE CLASS 4000. NON-REINFORCED CONCRETE IN CHANNEL AND SHELF SHALL BE CLASS 3000. ALL PRECAST CONCRETE SHALL BE CLASS 4000. 5.PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS OR KNOCKOUTS. KNOCKOUTS SHALL HAVE WALL THICKNESS OF 2" MIN. UNUSED KNOCKOUTS NEED NOT BE GROUTED IF WALL IS LEFT INTACT, PIPES SHALL BE INSTALLED ONLY IN FACTORY KNOCKOUTS UNLESS OTHERWISE APPROVED BY THE ENGINEER. 6.ALL MANHOLES SHALL BE LINED PER CITY OF PORT ORCHARD STANDARDS AND SPECIFICATIONS 7.TOP SLAB MUST MEET HS-2O LOADING CRITERIA. U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 9 2 8 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER MANHOLES J MANHOLE GREATER THAN 15' Est. 1890 1/24/2019 928 4" 45° BEND 4" TWO-WAY CLEANOUT 5 3 2 1 LEGEND: 3 1 3 3 4 6 5 BUILDING (SINGLE-FAMILY RESIDENCE OR DUPLEX) SOIL PIPE - MINIMUM OF 2 FT BEYOND BUILDING FOUNDATION 4" PVC SEWER PIPE, SDR 35, ASTM D3034 1)ALL CONSTRUCTION REQUIRES A PERMIT AND INSPECTION PRIOR TO COMMENCEMENT AND BEFORE BACKFILL. 2)SEWER LATERALS SHALL BE LAID IN A STRAIGHT LINE BETWEEN BENDS, CHANGES IN LINE AND GRADE SHALL BE MADE BY BENDS OR WYE FITTING. 3)SEWER LATERALS SHALL BE LAID AT MINIMUM GRADE OF 2% (1/4" PER FOOT) AND MAXIMUM GRADE OF 100% (1' PER FOOT) UNLESS PRIOR APPROVAL IN WRITING IS OBTAINED FROM THE CITY ENGINEER. 4)CONNECTING DOWNSPOUTS AND AREA DRAINS TO THE SEWER SYSTEM IS PROHIBITED AND WILL RESULT IN FINES. 5)CLEANOUTS ARE REQUIRED FOR LATERALS EXCEEDING 100 FT., AT ANY BEND EXCEEDING 1/8" BEND (45°) AND WITHIN TEN (10) FT OF A BUILDING FOUNDATION. 6)FROM MAIN TO CLEANOUT AT PROPERTY LINE SHALL BE 6" PIPE. FROM PROPERTY LINE CLEANOUT TO BUILDING SHALL BE 4" FOR SINGLE FAMILY RESIDENCE AND 6" FOR DUPLEX. CLEANOUTS ARE REQUIRED EVERY 100 FEET OR PORTION THEREOF, AT ALL CHANGE OF DIRECTIONS AND AT THE PROPERTY LINE. PROPERTY LINE 6" LATERAL FOR SECOND SERVICE CONNECTION (IF NEEDED) ADDITIONAL SERVICE (IF NEEDED) 6" SIDE SEWER 6" CAP 30" MIN. CLEAR 18" MIN. DEPTH 5' M A X 1 6" TWO-WAY CLEANOUT ASSEMBLY 6" TWO-WAY CLEANOUT ASSEMBLY 6 RUBBER RING ADAPTER -SOIL PIPE TO SEWER PIPE 4 6"x4" ECCENTRIC REDUCER 2 2 NOTES: U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 9 4 0 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER LATERALS AND SERVICE CONNECTIONS A TYPICAL SFR SEWER LATERAL Est. 1890 1/31/2019 940 PLAN SECTION U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 9 4 1 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER LATERALS AND SERVICE CONNECTIONS B SINGLE SERVICE CONNECTION Est. 1890 1/31/2019 941 SECTION PLAN U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 9 4 2 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER LATERALS AND SERVICE CONNECTIONS C DOUBLE SERVICE CONNECTION Est. 1890 1/31/2019 942 U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 9 4 3 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER LATERALS AND SERVICE CONNECTIONS D SERVICE CONNECTION MARKER Est. 1890 1/30/2019 943 8" SIDE SEWER 6" SIDE SEWER U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 9 6 0 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER CLEANOUTS A SEWER CLEANOUT DETAIL Est. 1890 1/30/2019 960 PLAN PROFILE U: \ E N G I N E E R I N G \ D E V E L O P M E N T G U I D E L I N E S \ 2 0 1 8 U P D A T E \ _ S T A N D A R D D E T A I L S \ N E W S T A N D A R D S \ C A D F I L E S \ 9 6 1 IDSDRAWN BY DATE SCALE NTS DRAWING NUMBER CLEANOUTS B FORCE MAIN CLEANOUT Est. 1890 1/30/2019 961 City of Port Orchard Chapter 10 – Design Standards for Small Cell Wireless Telecommunication Facilities www.cityofportorchard.us publicworks@cityofportorchard.us Updated 2/6/2019 Chapter 10 Small Cell Wireless Telecommunication Facilities 12.1 Introduction 12.2 Pole Mounted Small Cell Telecommunication Facilities A. Pole Design 12.3 Ground Mounted Small Cell Telecommunication Facilities A. Location Requirements 12.4 Other Small Cell Telecommunication Facility Standards and Specifications A. Additional Guidance City of Port Orchard Chapter 10 – Design Standards for Small Cell Wireless Telecommunication Facilities www.cityofportorchard.us publicworks@cityofportorchard.us Updated 2/6/2019 12.1 Introduction On September 26, 2018, the Federal Communications Commission issued a declaratory ruling concerning small cell facilities (FFF 18-133). This chapter of the City’s Public Works and Engineering Standard and Specifications is intended to regulate the aesthetics and design of Small Cell Telecommunication Facilities consistent with this ruling. 12.2 Pole Mounted Small Cell Telecommunication Facilities A. Pole Design. An existing pole may be replaced or added onto to accommodate small cell antennas and related equipment, subject to the following requirements: 1. Existing Poles. The height of any existing Pole shall not be altered, except when minor deviations up to the minimum additional height are needed to allow sufficient space for the required clearance from electrical utility wires when required to accommodate antennae at the top of a Pole or a pole extender, which shall be no greater than fifteen (15) feet tall and shall be the minimum necessary to achieve required safety clearances and to satisfy pole owner requirements. To accommodate concealed equipment and cabling, the City may also approve minor deviations of up to fifty percent (50%) of the original Pole width or thirty inches (30”), whichever is greater, when housing equipment within the Pole base. 2. Replacement Poles. Replacement Poles shall match the height, width, color (to the extent possible), and material of the original or adjacent Poles. The City may approve minor deviations up to the minimum additional height needed to allow sufficient space for the required clearance from electrical utility wires when required to accommodate antennae at the top of a Pole or a pole extender, which shall be no greater than fifteen (15) feet tall and shall be the minimum required to achieve required safety clearances and to satisfy pole owner requirements. To accommodate concealed equipment and cabling, the City may also approve minor deviations of up to fifty percent (50%) of the original Pole width or thirty inches (30”), whichever is greater, when housing equipment within the Pole base. Replacement Poles shall be located as close as possible to the existing Pole, and the replaced Pole shall be removed. 3. Internal Cabling. Where technically feasible, all equipment and cabling shall be internal to the Pole. City of Port Orchard Chapter 10 – Design Standards for Small Cell Wireless Telecommunication Facilities www.cityofportorchard.us publicworks@cityofportorchard.us Updated 2/6/2019 4. Equipment Concealed. Where technically feasible, all antennas and equipment shall be fully concealed within a Pole. If such concealment is not technically feasible, antennas shall be configured to reduce the visual impact to the greatest extent feasible. .Any equipment that cannot be concealed within a Pole or undergrounded consistent with this chapter due to technical infeasibility shall be camouflaged to appear to be an integrated component of a Pole. Any equipment attached to a Pole pursuant to this subsection shall be contained within the smallest possible enclosure and attached to the Pole in a manner consistent with this Chapter. Section 12.5 of this chapter shows examples of successfully concealed and unsuccessfully concealed small cell equipment. 5. Flush Mounting and Pole-Top Antennas. When permitted, a Small Cell Facility shall, to the full extent permitted under the state electrical code, other applicable safety codes, and the Pole owner’s requirements. Canisters containing an antenna attached to the top of a Pole shall not exceed the diameter of the Pole. If, due to technical feasibility, a canister must exceed the diameter of a Pole, the canister shall not have a diameter that is more than fifty percent (50%) greater than the diameter of the Pole. 6. Material and Color. Where internal cabling or equipment concealing is demonstrated not to be technically feasible, a Small Cell Facility shall be made to match the color of the Pole to the maximum extent possible and shall be non- reflective. 7. Antenna Design. Where an enclosure, such as a canister, is proposed to house an antenna, the antenna shall be located in an enclosure of no more than three (3) cubic feet in volume, or in case of an antenna that has exposed elements, the antenna and all of its exposed elements could fit within an enclosure of no more than three (3) cubic feet. 8. No Illumination. Small Cell Facilities shall not be illuminated. 9. Generators and Backup Battery. Generators are not permitted for Small Cell Facilities. A battery backup may be permitted provided it is concealed or camouflaged, as applicable, in a manner consistent with this Chapter. 12.3 Ground Mounted Small Cell Telecommunication Facilities City of Port Orchard Chapter 10 – Design Standards for Small Cell Wireless Telecommunication Facilities www.cityofportorchard.us publicworks@cityofportorchard.us Updated 2/6/2019 A. Location Requirements. 1. To allow full use of the Public Right-of-Way by pedestrians, bicycles and other users, all ground-mounted equipment shall be consistent with Municipal Code, including but not limited to Port Orchard Municipal Code Chapter 12.16, concealed in the base of a Pole, or concealed in street furniture, and shall comply with the Americans with Disabilities Act (ADA), City construction standards, and State and federal regulations in order to provide clear and safe passage within the Public Right-of-Way. 12.4 Other Small Cell Telecommunication Facilities Standards and Specifications A. Additional Guidance. This section contains examples of acceptable and unacceptable small cell facility applications and should be used to clarify the intent of the written standards found in this chapter. 1. Figures 1 – 6 show examples of acceptable installations on existing poles. a. Figure 1. b. Figure 2 City of Port Orchard Chapter 10 – Design Standards for Small Cell Wireless Telecommunication Facilities www.cityofportorchard.us publicworks@cityofportorchard.us Updated 2/6/2019 c. Figure 3. d. Figure 4. City of Port Orchard Chapter 10 – Design Standards for Small Cell Wireless Telecommunication Facilities www.cityofportorchard.us publicworks@cityofportorchard.us Updated 2/6/2019 e. Figure 5. City of Port Orchard Chapter 10 – Design Standards for Small Cell Wireless Telecommunication Facilities www.cityofportorchard.us publicworks@cityofportorchard.us Updated 2/6/2019 f. Figure 6 2. Figures 7 -12 show examples of unacceptable installations on existing poles. a. Figure 7. City of Port Orchard Chapter 10 – Design Standards for Small Cell Wireless Telecommunication Facilities www.cityofportorchard.us publicworks@cityofportorchard.us Updated 2/6/2019 b. Figure 8. c. Figure 9. d. Figure 10. City of Port Orchard Chapter 10 – Design Standards for Small Cell Wireless Telecommunication Facilities www.cityofportorchard.us publicworks@cityofportorchard.us Updated 2/6/2019 e. Figure 11. f. Figure 12. City of Port Orchard Chapter 10 – Design Standards for Small Cell Wireless Telecommunication Facilities www.cityofportorchard.us publicworks@cityofportorchard.us Updated 2/6/2019 City of Port Orchard Appendix A - Definitions and Acronyms www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 Appendix A – Definitions and Acronyms AASHTO – American Association of State Highway and Transportation Officials Access Way – Travel way with private ownership and maintenance where general public use is allowed. ACP – Asphalt Concrete Pavement ADT – Average Daily Traffic. The total two-directional volume of traffic passing through a given point during a given time period, divided by the number of days in that time period. When used as a threshold to determine classification (size) of the access point or street/road, ADT shall be based on the ultimate build out of all land that will potentially be served by the access point or street/road. Alley – A thoroughfare or right-of-way, usually narrower than a street, which provides access to the rear boundary of two or more residential properties and is not intended for general traffic circulation; privately maintained. Applicant – The owner or his/her agent seeking approval from the city for any land use or other related permit or approval referenced in Port Orchard Municipal Code and which requires utilization of these Standards. Appurtenance – Equipment and/or accessories which are a necessary part of an operating utility system or subsystem. APWA – American Public Works Association ASTM – American Society of Testing Materials ATB – Asphalt Treated Base Auxiliary Lane – The portion of the roadway adjoining the traveled way for weaving, truck climbing, speed change or for other purposes supplementary to through traffic movement. AWWA – American Water Works Association Best Management Practice (BMP) – The schedule of activities, prohibitions of practices, maintenance procedures, and structural and/or managerial practices, that when used singly or in combination, prevent or reduce the release of pollutants and other adverse impacts to water of Washington State. Bollard – Vertical embedded steel pipe intended to prevent motor vehicular passage or for the protection of a structure vulnerable to a collision. Boring – Grade and alignment-controlled mechanical or other method of installing a pipe or casing under a road without disturbing the surrounding medium. City of Port Orchard Appendix A - Definitions and Acronyms www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 Breakaway Structure or Breakaway Design – A structure or installation that has been crash tested in accordance with National Cooperative Highway Research Program procedures. (NCHRP 230). Bulb – A round area for vehicle turnaround typically located at the end of a cul-de-sac street. Bulb-Out (curb extension) – A traffic calming measure intended to slow the speed of traffic and increase driver awareness, particularly in built-up and residential neighborhoods. They also allow pedestrians and vehicle driver to see each other when vehicles parked in a parking lane would otherwise block visibility. Capacity – The maximum number of vehicles that have a reasonable expectation of passing over a given roadway or section of roadway in one direction during a given time period under prevailing roadway and traffic conditions. Casing – A larger pipe enclosing a carrier for the purpose of providing structural or other protection to the carrier and/or to allow for carrier replacement without re-excavation, jacking or boring. CDF – Controlled Density Fill Conduit – An enclosed tubular runway for protecting wires or cables. Channelization – The separation or regulation of conflicting traffic movements into definite paths of travel by the use of pavement markings, raised islands or other suitable means to facilitate the safe and orderly movement of both vehicles and pedestrians. City Engineer – City of Port Orchard City Engineer having authorities specified in RCW 35 and 35A, along with the applicable authorities as City Engineer as specified in RCW 36.75.050 and 36.80, or his/her duly authorized representative. City Inspector – Shall mean the City of Port Orchard inspector responsible for verification of work per the City approved plans, or his/her duly authorized representative. Clear Zone – The total roadside border area, starting at the edge of traveled way, available for safe use by errant vehicles. This area may consist of a shoulder, a recoverable slope, a nonrecoverable slope, and/or a clear run-out area. The desired width is dependent upon the traffic volumes, speeds, and the roadside geometry. Depression – An area which is low-lying and either has no surface water outlet or such a limited outlet that during storm event the area acts as a retention basin. CMP – Corrugated Metal Pipe Commercial Property Use – Residential developments with three or more dwelling units (triplex and above) per parcel or commercial developments. This is consistent with building permit administration in Port Orchard which treats triplex and above developments as commercial building permit applications. Cover – Depth to top of pipe, conduit, casing or gallery below the grade of a road or ditch. City of Port Orchard Appendix A - Definitions and Acronyms www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 CSTC – Crushed Surfacing Top Course Curb Cut – An access without a curb radius, generally used where lower traffic volumes are anticipated. Curb Return – An access with a turning or curb radius. A curb return is generally used in higher traffic volumes to enable vehicles to turn safely off the roadway. Critical Area – At a minimum, areas which include wetlands, areas with a critical recharging effect on aquifers used for potable water, fish and wildlife habitat conservation areas, frequently flooded areas, geologically hazardous areas, including unstable slopes, and associated areas and ecosystems. Cul-de-sac – A short street having one end open to traffic and the other end temporarily or permanently terminated with a vehicle turnaround. Curb Ramp – A short, depressed section of curb and sidewalk, normally placed at street intersections, designed to facilitate pedestrian travel of physically disadvantaged persons. CY - Cubic Yard DCD – Department of Community Development Deceleration Lane – A speed change lane, including tapered areas, for the purpose of enabling a vehicle that is to make an exit turn from the roadway to slow to a safe turning speed after it has left the main stream of faster moving traffic. Developer – Any person, firm, partnership, association, joint venture, corporation or any other entitiy responsible for a given project. Design Speed – A speed determined for design and correlation of the physical features of a highway that influence vehicle operation: the maximum safe speed maintainable over a specified section of road when conditions permit design features to govern. Developer Extension Agreement – Director – The Director of the Port Orchard Public Works Department or his/her authorized representative. Drain – Appurtenance to discharge accumulated liquids from a casing or other enclosure. DNS – Determination of Non-significance DS – Determination of Significance Easement – The right to use a defined area of property for specific purpose/purposes as set forth in the easement document, on a plat or short plat, or as required for purposes as set forth herein. Edge of Traveled Way – The face of curb for roads that are or will be constructed to urban standards and the edge of pavement (not shoulder) for roads that are or will be constructed to rural standards. EIS – Environmental Impact Study City of Port Orchard Appendix A - Definitions and Acronyms www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 Encroachment – Occupancy of city right-of-way by non-roadway structures or other objects of any kind. Engineer – Any Washington State licensed professional Engineer who represents the developer. Eyebrow – A partial bulb located adjacent to the serving street that provides access to lots and serves as a vehicle turnaround. Force Main – Any sewer main that transports wastewater under pressure. Geometrics – The arrangement of the visible elements of a street such as alignment, grade, sight distance, widths, and slopes. Grade – Rate or percent of change in slope, either ascending or descending from or along the roadway. It is measured along the centerline of the roadway or access point. Grease Interceptor – An interceptor of at least 750 gallon capacity to serve one or more fixtures and which shall be remotely located. Grease Trap – A device designed to retain grease from one to a maximum of four fixtures. Grinder Pump – A pump that grinds sewage waste into a fine slurry and then pressurizes it to permit transport through small diameter force main pipes. Half Street – Street improvements constructed along the entire property frontage utilizing half the regular width of the right-of-way and permitted as an interim facility pending construction of the other half of the street by the adjacent owner. In some instances, it may be necessary to construct more than half the street depending on the classification of the street. HDPE – High Density Polyethylene Pipe Infill Development – The development of a parcel of land in an already highly developed area. Interceptor – A sewer that receives flow from a number of main or trunk sewers, force mains, etc. Land Disturbing Activity – Any activity which results in a movement of earth or a change in the existing soil cover (both vegetative and non-vegetative) and/or the exiting soil topography. Land disturbing activities include, but are not limited to clearing, grading, filling, excavation and compaction associated with stabilization and/or road construction. Land Surveyor – Professional Surveyor registered in the State of Washington to practice Land Surveying per RCW 18.43. Latecomer’s Agreement – A written contract between the City and the developer(s) providing the partial reimbursement of the cost of constructing the water and/or sewer facilities. Lateral – That section of the sewer line extending from the City’s main to the right-of-way or easement line (i.e. the building sewer) that has no other common sewers discharging into it. Lot or Street Frontage – The distance between the two points where the lot lines intersect the boundary of City of Port Orchard Appendix A - Definitions and Acronyms www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 the public street right-of-way. Manhole – An opening in an underground utility system into which workers or others may enter for the purpose of making installations, inspections, repairs, connections, cleaning, and testing. www.cityofportorchard.us publicworks@cityofportorchard.us Updated 4/08/2014 MDNS – Mitigated Determination of Non-significance Median – That portion of a divided roadway separating the traveled ways for traffic in opposite directions. MUTCD – The Manual on Uniform Traffic Control Devices Off-Street Parking Space – An area accessible to vehicles, exclusive of streets, sidewalks, and other pedestrian facilities, that is improved, maintained and used for the purpose of parking a motor vehicle. Operating Speed – Used for determination of sight distance. Operating speed should be equal to the P85 speed for existing facilities and be equal to the design speed for new facilities, or as approved by the city engineer. Passing Sight Distance – The minimum sight distance required for the driver of one vehicle to pass another vehicle safely and comfortably. Pavement – The combination of sub base, base course, and surfacing placed on a sub grade to support the traffic load and distribute it to the sub grade. Pavement Width – The distance measured from face of curb to face of curb for curbed sections of roadway or the distance measured from outside edge of shoulder to outside edge of shoulder for shouldered sections of roadway. PCC – Portland Cement Concrete Perimeter Streets – Public streets comprising the perimeter of a particular commercial/industrial development. Permit – A document including any license, permit, or franchise, authorizing specified use of the public right-of-way, and granted under the provisions of the Port Orchard Municipal Code. Plans – The plans, profiles, cross sections, elevations, details, and supplementary specifications, signed by a licensed professional engineer and approved by the City Engineer, which show the location, character, dimensions, and details of the work to be performed. Planting Strip – The space between the edge of pavement or back of curb and the sidewal. POMC – Port Orchard Municipal Code City of Port Orchard Appendix A - Definitions and Acronyms www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 Posted Speed – Is the speed actually signed along the roadway. PRC – Point of Reverse Curve Pressure – Internal gage pressure in a pipe in pounds per square inch, gage (psig). Private Driveway – Travel way with private ownership and maintenance that has limited or restricted access by the ownership for no more than two tax parcels or no more than two residential units. Private Roadway – Travel way with private ownership and maintenance where general public use is limited or restricted at the discretion of the private ownership. Private Sewer – That portion of the system located on private property where no easements are granted to the City. Maintenance of a private sewer shall be the responsibility of the property owner(s). Professional Engineer – A professional civil engineer licensed to practice in the State of Washington. Project – General term encompassing all phases of the work to be performed and is synonymous with the term “improvement” or “work.” Public Street – Publicly owned and maintained street. PVC – Point of Vertical Curve PVC Pipe – Polyvinyl Chloride Pipe PVI – Point of Vertical Intersection PVT – Point of Tangnecy Radius-Return Access Point – The intersection of an access point with a city road delineated by either pavement edges or curbs laid out at each edge in a curvilinear fashion between tangents formed by the edge of roadway (or curb face) and the edge of access point (driveway) pavement or curb face. Record Drawing – The plan set, which is certified to contain a true and accurate representation of the actual field conditions for the project during construction and upon completion of construction. Relocation – Planned change of location of an existing facility to a more advantageous place without changing the character or general physical nature of the facility. Replacement – Installation of a like element of a utility system or subsystem in the same or near-same physical location normally due to damage, wear or obsolescence of the element. Residential Property Use – Residential developments with two or less dwelling units (duplex or single family residence) per parcel. Consistent with building permit administration in Port Orchard which treats duplex or single family developments as residential building permit applications. Restoration – All work necessary to replace, repair or otherwise restore the right of way and all features contained within to the same or equal condition as before any change or construction thereto. City of Port Orchard Appendix A - Definitions and Acronyms www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 Right-of-Way – A general term denoting public land, property, or interest therein (e.g. an easement) acquired for or devoted to a public street, public access or public use. Road – The pavement section of a roadway. Used interchangeably with street. Roadway – An open, generally public way for the passage of vehicles, persons and animals. Limits include the outside edge of sidewalks, or curbs and gutters, or side ditches, including the appertaining shoulder and all slopes, ditches, channels, waterways, and other features necessary for proper drainage and protection within the right-of-way. SEPA – State Environmental Policy Act Separate Turn Lane – An auxiliary lane for traffic in one direction which has been physically separated from the intersection area by a traffic island or stripe. Separate turn lanes may be included within intersections or separated from intersection areas by traffic islands. Shoulder – That portion of the roadway contiguous with the traveled way for accommodating stopped vehicles, for emergency use, and for lateral support of base and surface courses. Sleeve – Short casing through a pier, wall or abutment of a highway structure. Speed Change Lane – A separate lane for the purpose of enabling a vehicle entering or leaving a roadway to increase (acceleration lane), or decrease (deceleration lane) its speed to a rate at which it can more safely merge with or diverge from through traffic. S.T.E.P. Main – Septic Tank Effluent Pumping main. A low pressure, sewer force main that transports only effluent from S.T.E.P. tanks. Stopping Sight Distance – The distance needed for a vehicle traveling at or near design speed to stop before reaching a stationary object in its path. Stormwater Management Facilities – Constructed facilities that collect, convey, treat, detain or retain stormwater runoff. Stormwater management facilities may include such elements as concrete gutters, catch basins, manholes, storm pipes, Low Impact Development BMP’s, detention or retention ponds, etc. Street – Used interchangeably with road. Traffic Control – Those activities necessary to safeguard the general public, as well as all workers, during the construction and maintenance of roadway and other facilities within the right-of-way. Traveled Way – That portion of the roadway intended for the movement of vehicles, exclusive of shoulders. Trenched – Installation of a utility in an open excavation. Trip – A one-direction movement which begins at the origin and ends at the destination. For example, a trip movement from a residence to a work place is a trip from home to work. City of Port Orchard Appendix A - Definitions and Acronyms www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 Trip Distribution – The process by which the movement of trips between zones is estimated. The data for each distribution may be measured or estimated by a growth factor process or by a synthetic model. Trip End – A trip origin or a trip destination. Trip ends for a location are the summation of origins and destinations. A trip has two ends, the origin and the destination. A site which has over some period of time 2,000 trips entering and 1,800 trips leaving and has 3,800 trip ends associated with it. Of these, 3,800 occur at locations other than the site in question. Trip Generation – A general term describing the analysis and application of the relationships that exist between the trip makers, the traffic study area, and the trip making. It relates to the number of trip ends in any part of the traffic study area. Unmaintained Road – A road within public right-of-way which is accessible to public travel but is not maintained by the city. Unopened Right-of-Way – A public right-of-way that exists by dedication or deed, for which no vehicular roadway meeting these standards has been constructed by the city or other parties, and is unmaintained by the city. Untrenched – Installation of a utility without breaking the ground or pavement surface such as by jacking or boring. Utility – A company providing such public services including, but not limited to, gas, electric power, street lighting, telephone, water, sewer, or cable television, whether or not such company is privately owned or owned by a governmental entity. Utility Attachment – A service line supported by a structure, e.g., culvert, bridge, retaining wall. Vent – Appurtenance to discharge gaseous contaminants from casings or other enclosures. Window Cut – A rectangular cut in asphalt or concrete pavement (typically ranging in size from 4 square feet to 100 square feet) undertaken by a utility company for repair of its underground facilities or to install an underground service connection. WSDOT – Washington State Department of Transportation. City of Port Orchard Appendix B – Standard Forms www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 Appendix B – Standard Forms List of Bond Forms: Private Project Maintenance Bond Template Private Project Performance Bond Template Private Project Cash-Set-Aside Maintenance Agreement Private Project Cash-Set-Aside Performance Agreement ROW Maintenance Bond Template ROW Performance Bond Template ROW Cash-Set-Aside-Maintenance Agreement ROW Cash-Set-Aside-Performance Agreement List of Additional Forms: Bill of Sales – Master Form Utility Developer Extension Agreement U:\ENGINEERING\FORMS\Bid Contracts & Legal docs\Approved by LIGHTHOUSE Atty\SEC approved Bonds CITY and PRIVATE\Template PRIVATE Projects Maint Bond SEC 6-27-16.docx CITY OF PORT ORCHARD MAINTENANCE/WARRANTY BOND FOR PRIVATE SECTOR PROJECTS (Note: Before the Performance Bond can be released the City must receive the two years Maintenance/Warranty Bond) Project #, Permit #, and Contract #: Surety Bond #: Date Posted: Expiration Date: RE: Project Name: Owner/Developer/Contractor: Project Address: KNOW ALL PERSONS BY THESE PRESENTS: That we, (hereinafter called the "Principal"), and , a corporation organized under the laws of the State of , and authorized to transact surety business in the State of Washington (hereinafter called the "Surety"), are held and firmly bound unto the City of Port Orchard, Washington, in the sum of dollars ($ ) 20% Total Contract Amount, lawful money of the United States of America, for the payment of which sum we and each of us bind ourselves, our heirs, executors, administrators, successors and assigns, jointly and severally, by these presents. THE CONDITIONS of the above obligation are such that: WHEREAS, the above named Principal has constructed and installed certain improvements on public property in connection with a project as described above within the City of Port Orchard; and WHEREAS, the Principal is required to post a bond for the twenty-four (24) months following written and final acceptance of the project in order to provide security for the obligation of the Principal to repair and/or replace said improvements against defects in workmanship, materials or installation during the twenty-four (24) months after written and final approval/acceptance of the same by the City; NOW, THEREFORE, this Maintenance Bond has been secured and is hereby submitted to the City. It is understood and agreed that this obligation shall continue in effect until released in writing by the City, but only after the Principal has performed and satisfied the following conditions: A. The work or improvements installed by the Principal and subject to the terms and conditions of this Bond are as follows: (insert complete description of work here) B. The Principal and Surety agree that the work and improvements installed in the above-referenced project shall remain free from defects in material, workmanship and installation (or, in the case of landscaping, shall survive,) for a period of twenty-four (24) months after written and final acceptance of the same and approval by the City. Maintenance is defined as acts carried out to prevent a decline, lapse or cessation of the state of the project or improvements as accepted by the City during the twenty-four (24) month period after final and written acceptance, and includes, but is not limited to, repair or replacement of defective workmanship, materials or installations. C. The Principal shall, at its sole cost and expense, carefully replace and/or repair any damage or defects U:\ENGINEERING\FORMS\Bid Contracts & Legal docs\Approved by LIGHTHOUSE Atty\SEC approved Bonds CITY and PRIVATE\Template PRIVATE Projects Maint Bond SEC 6-27-16.docx in workmanship, materials or installation to the City-owned real property on which improvements have been installed, and leave the same in as good condition as it was before commencement of the work. D. The Principal and the Surety agree that in the event any of the improvements or restoration work installed or completed by the Principal as described herein, fail to remain free from defects in materials, workmanship or installation (or in the case of landscaping, fail to survive), for a period of twenty-four (24) months from the date of approval/acceptance of the work by the City, the Principal shall repair and/replace the same within ten (10) days of demand by the City, and if the Principal should fail to do so, then the Surety shall: 1. Within twenty (20) days of demand of the City, make written commitment to the City that it will either: a). remedy the default itself with reasonable diligence pursuant to a time schedule acceptable to the City; or b). tender to the City within an additional ten (10) days the amount necessary, as determined by the City, for the City to remedy the default, up to the total bond amount. Upon completion of the Surety's duties under either of the options above, the Surety shall then have fulfilled its obligations under this bond. If the Surety elects to fulfill its obligation pursuant to the requirements of subsection D(1)(b), the City shall notify the Surety of the actual cost of the remedy, upon completion of the remedy. The City shall return, without interest, any overpayment made by the Surety, and the Surety shall pay to the City any actual costs which exceeded the City estimate, limited to the bond amount. 2. In the event the Principal fails to make repairs or provide maintenance within the time period requested by the City, then the City, its employees and agents shall have the right at the City's sole election to enter onto said property described above for the purpose of repairing or maintaining the improvements. This provision shall not be construed as creating an obligation on the part of the City or its representatives to repair or maintain such improvements. E. Corrections. Any corrections required by the City shall be commenced within ten (10) days of notification by the City and completed within thirty (30) days of the date of notification. If the work is not performed in a timely manner, the City shall have the right, without recourse to legal action, to take such action under this bond as described in Section D above. F. Extensions and Changes. No change, extension of time, alteration or addition to the work to be performed by the Principal shall affect the obligation of the Principal or Surety on this bond, unless the City specifically agrees, in writing, to such alteration, addition, extension or change. The Surety waives notice of any such change, extension, alteration or addition thereunder. G. Enforcement. It is specifically agreed by and between the parties that in the event any legal action must be taken to enforce the provisions of this bond or to collect said bond, the prevailing party shall be entitled to collect its costs and reasonable attorney fees as a part of the reasonable costs of securing the obligation hereunder. In the event of settlement or resolution of these issues prior to the filing of any suit, the actual costs incurred by the City, including reasonable attorney fees, shall be considered a part of the obligation hereunder secured. Said costs and reasonable legal fees shall be recoverable by the prevailing party, not only from the proceeds of this bond, but also over and above said bond as a part of any recovery (including recovery on the bond) in any judicial proceeding. The U:\ENGINEERING\FORMS\Bid Contracts & Legal docs\Approved by LIGHTHOUSE Atty\SEC approved Bonds CITY and PRIVATE\Template PRIVATE Projects Maint Bond SEC 6-27-16.docx Surety hereby agrees that this Agreement shall be governed by the laws of the State of Washington. Venue of any litigation arising out of this Agreement shall be in Kitsap County Superior Court. H. Bond Expiration. This bond shall remain in full force and effect until the obligations secured hereby have been fully performed and until released in writing by the City at the request of the Surety or Principal. DATED this day of , 2015. SURETY COMPANY DEVELOPER/OWNER (Signature must be notarized) (Signature must be notarized) By: By Its Its Business Name: Business Name: Business Address: Business Address: City/State/Zip Code: City/State/Zip Code: Telephone Number: Telephone Number: CITY OF PORT ORCHARD By: Date: _________________________ Its Public Works Director/City Engineer CHECK FOR ATTACHED NOTARY SIGNATURE ____ Individual (Form P-1) ____ Corporation (Form P-2) ____ Surety Company (Form P-2) U:\ENGINEERING\FORMS\Bid Contracts & Legal docs\Approved by LIGHTHOUSE Atty\SEC approved Bonds CITY and PRIVATE\Template PRIVATE Projects Maint Bond SEC 6-27-16.docx FORM P-1 / NOTARY BLOCK (Use For Individual/Sole Proprietor Only) STATE OF WASHINGTON ) ) ss. COUNTY OF KITSAP ) I certify that I know or have satisfactory evidence that is the person who appeared before me, and said person acknowledged that (he/she) signed this instrument, and acknowledged it to be (his/her) free and voluntary act for the uses and purposes mentioned in the instrument. Dated: (print or type name) NOTARY PUBLIC in and for the State of Washington, residing at: My Commission expires: _______________ FORM P-2 / NOTARY BLOCK (Use For Partnership or Corporation Only) (Developer/Owner) STATE OF WASHINGTON ) ) ss. COUNTY OF ) I certify that I know or have satisfactory evidence that is the person who appeared before me, and said person acknowledged as the _________________________________ of _________________________________that (he/she) signed this instrument, on oath stated that (he/she) was authorized to execute the instrument and acknowledged it to be (his/her) free and voluntary act for the uses and purposes mentioned in the instrument. Dated: ______________________________ ___________________________________ ___________________________________ (print or type name) NOTARY PUBLIC in and for the State of Washington, residing at: _________________________________ My Commission expires: _____________ U:\ENGINEERING\FORMS\Bid Contracts & Legal docs\Approved by LIGHTHOUSE Atty\SEC approved Bonds CITY and PRIVATE\Template PRIVATE Projects Maint Bond SEC 6-27-16.docx NOTARY BLOCK (Surety Company) STATE OF WASHINGTON ) ) ss. COUNTY OF ) I certify that I know or have satisfactory evidence that is the person who appeared before me, and said person acknowledged as the _________________________________ of _________________________________that (he/she) signed this instrument, on oath stated that (he/she) was authorized to execute the instrument and acknowledged it to be (his/her) free and voluntary act for the uses and purposes mentioned in the instrument. Dated: _____________________________ ___________________________________ ____________________________________ (print or type name) NOTARY PUBLIC in and for the State of Washington, residing at: _________________________________ My Commission expires: ______________ U:\ENGINEERING\FORMS\Bid Contracts & Legal docs\Approved by LIGHTHOUSE Atty\SEC approved Bonds CITY and PRIVATE\Template PRIVATE Perform Bond SEC 6-27-16.doc CITY OF PORT ORCHARD PERFORMANCE BOND FOR PRIVATE SECTOR PROJECTS (Note: City must receive the two years Maintenance/Warranty Bond prior to releasing Performance Bond) PROJECT #, PERMIT #, CONTRACT # SURETY BOND #: DATE POSTED: PROJECT COMPLETION DATE: RE: Project Name: Owner/Developer/Contractor: Project Address: KNOW ALL PERSONS BY THESE PRESENTS: That we, (hereinafter called the "Principal"), and a corporation organized under the laws of the State of , and authorized to transact surety business in the State of Washington (hereinafter called the "Surety"), are held and firmly bound unto the City of Port Orchard, Washington, in the sum of ($ ), 150% of the total construction amount for Private Developers, lawful money of the United States of America, for the payment of which sum we and each of us bind ourselves, our heirs, executors, administrators, successors and assigns, jointly and severally, by these presents. THE CONDITIONS of the above obligation are such that: WHEREAS, the above named Principal has entered into a certain agreement with the City, to perform the following project within the City: ; and WHEREAS, the agreement with the City requires that certain improvements be made as part of the project; and that such improvements be constructed in full compliance with City standards, and the plans and specifications as required by the City; and WHEREAS, the agreement with the City requires that the improvements are to be made or constructed within a certain period of time, unless an extension is granted in writing by the City; and NOW, THEREFORE, it is understood and agreed that this obligation shall continue in effect until released in writing by the City of Port Orchard, but only after the Principal has performed and satisfied the following conditions: A. Conditions. 1. The improvements to be constructed by the Principal include: (insert complete description here) U:\ENGINEERING\FORMS\Bid Contracts & Legal docs\Approved by LIGHTHOUSE Atty\SEC approved Bonds CITY and PRIVATE\Template PRIVATE Perform Bond SEC 6-27-16.doc 2. The Principal must construct the improvements to conform to the design, location, materials and other specifications for the indicated site improvements, as required by the City in the above-referenced project. In addition, the Principal must construct the improvements according to the applicable ordinances and standards of the City and/or state statutes, as the same now exist or are hereafter amended. 3. The Principal must have completed all improvements required by the above-referenced conditions, plans and City file within which time period shall begin to run from the earlier of unless an extension is granted by the City. 4. The Principal must have paid all sums owing to laborers, contractors, mechanics, subcontractors, material-men and suppliers or others as a result of such work for which a lien against any City property has arisen or may arise. The Principal shall indemnify and hold harmless the City of Port Orchard, its officers, officials and agents from any claim for such payment. 5. The Principal must obtain acceptance by the City of the work completed, all on or before thirty (30) days after the completion date set forth in Section A(3) above. Therefore, a Performance Bond in the amount of 150% of the anticipated construction costs to guarantee the Work to be completed shall be provided prior to the commencement of Work and will be released upon completion and acceptance of all Work and upon receipt of the 2-year Maintenance/Warranty Bond. All bonds must be in a form approved by the City. 6. The Principal shall indemnify and hold harmless the City of Port Orchard, its officers, officials and agents from any claims relating to defect(s) in any of the workmanship entering into any part of the work or designated equipment covered by the contract between the Principal and the City. Once the work has been completed and accepted by the City, and all other conditions of this Bond have been satisfied, this Performance bond will be released and replaced with a two (2) year Maintenance Bond, not to exceed the sum of dollars ($ ), 20% of the total contract amount. This hold harmless and indemnification agreement shall survive the expiration of this Bond. B. Default. 1. If the Principal defaults and does not perform the above conditions within the time specified, then the Surety shall, within twenty (20) days of demand of the City, make a written commitment to the City that it will either: a). remedy the default itself with reasonable diligence pursuant to a time schedule acceptable to the City; or b). tender to the City within an additional ten (10) days the amount necessary, as determined by the City, for the City to remedy the default, up to the total bond amount. Upon completion of the Surety's duties under either of the options above, the Surety shall then have fulfilled its obligations under this bond. If the Surety elects to fulfill its obligation pursuant to the requirements of subsection B(1)(b), the City shall notify the Surety of the actual cost of the remedy, upon completion of the remedy. The City shall return, without interest, any overpayment made by the Surety, and the Surety shall pay to the City any actual costs, which exceeded the City's estimate, limited to the bond amount. U:\ENGINEERING\FORMS\Bid Contracts & Legal docs\Approved by LIGHTHOUSE Atty\SEC approved Bonds CITY and PRIVATE\Template PRIVATE Perform Bond SEC 6-27-16.doc 2. In the event the Principal fails to complete all of the above referenced improvements within the time period specified by the City, then the City, its employees and agents shall have the right at the City's sole election to enter onto said property described above for the purpose of completing the improvements. This provision shall not be construed as creating an obligation on the part of the City or its representatives to complete such improvements. C. Corrections. Any corrections required by the City shall be commenced within seven (7) days of notification by the City and completed within thirty (30) days of the date of notification. If the work is not performed in a timely manner, the City shall have the right, without recourse to legal action, to take such action under this Bond as described in Section B above. D. Extensions and Changes. No change, extension of time, alteration or addition to the terms of the contract or to the work to be performed by the Principal or the specifications accompanying the same shall in any way affect the obligation of the Principal or Surety on this bond, unless the City specifically agrees, in writing, to such alteration, addition, extension or change. The Surety waives notice of any such change, extension, alteration or addition thereunder. The Surety hereby agrees that modifications and changes may be made in the terms and provisions of the aforesaid contract without notice to Surety and any such modifications or changes increasing the total amount to be paid the Principal shall automatically increase the obligation on this Performance Bond in a like amount. E. Enforcement. It is specifically agreed by and between the parties that in the event any legal action must be taken to enforce the provisions of this bond or to collect said bond, the prevailing party shall be entitled to collect its costs and reasonable attorney fees as a part of the reasonable costs of securing the obligation hereunder. In the event of settlement or resolution of these issues prior to the filing of any suit, the actual costs incurred by the City, including reasonable attorney fees, shall be considered a part of the obligation hereunder secured. Said costs and reasonable legal fees shall be recoverable by the prevailing party, not only from the proceeds of this bond, but also over and above said bond as a part of any recovery (including recovery on the bond) in any judicial proceeding. The Surety hereby agrees that this Agreement shall be governed by the laws of the State of Washington. Venue of any litigation arising out of this Agreement shall be in Kitsap County Superior Court. F. Bond Expiration. This bond shall remain in full force and effect until the obligations secured hereby have been fully performed and a Maintenance Bond as described in Section A(6) of this Bond has been submitted to the City, in a form suitable to the City and until released in writing by the City. DATED this day of , 201 . SURETY COMPANY DEVELOPER/OWNER (Signature must be notarized) (Signature must be notarized) By: By Its Its Print Name: ___________________________ Print Name: __________________________ U:\ENGINEERING\FORMS\Bid Contracts & Legal docs\Approved by LIGHTHOUSE Atty\SEC approved Bonds CITY and PRIVATE\Template PRIVATE Perform Bond SEC 6-27-16.doc Business Name: Business Name: Business Address: Business Address: City/State/Zip Code: City/State/Zip Code: Telephone Number: Telephone Number: CITY OF PORT ORCHARD By: Date: _______________________ Its: Public Works Director/City Engineer CHECK FOR ATTACHED NOTARY SIGNATURE ____ Individual (Form P-1) ____ Corporation (Form P-2 ) U:\ENGINEERING\FORMS\Bid Contracts & Legal docs\Approved by LIGHTHOUSE Atty\SEC approved Bonds CITY and PRIVATE\Template PRIVATE Perform Bond SEC 6-27-16.doc FORM P-1 / NOTARY BLOCK (Use For Individual/Sole Proprietor Only) STATE OF WASHINGTON ) ) ss. COUNTY OF ) I certify that I know or have satisfactory evidence that is the person who appeared before me, and said person acknowledged that (he/she) signed this instrument, and acknowledged it to be (his/her) free and voluntary act for the uses and purposes mentioned in the instrument. Dated: (print or type name) NOTARY PUBLIC in and for the State of Washington, residing at: My Commission expires: _______________ U:\ENGINEERING\FORMS\Bid Contracts & Legal docs\Approved by LIGHTHOUSE Atty\SEC approved Bonds CITY and PRIVATE\Template PRIVATE Perform Bond SEC 6-27-16.doc FORM P-2 / NOTARY BLOCK - (Use For Partnership or Corporation Only) STATE OF WASHINGTON ) ) ss. COUNTY OF ) I certify that I know or have satisfactory evidence that is the person who appeared before me, and said person acknowledged as the _________________________________ of _________________________________that (he/she) signed this instrument, on oath stated that (he/she) was authorized to execute the instrument and acknowledged it to be (his/her) free and voluntary act for the uses and purposes mentioned in the instrument. Dated: ______________________________ ______________________________ (print or type name) NOTARY PUBLIC in and for the State of Washington, residing at: _________________________________ My Commission expires: (For Surety Company) STATE OF WASHINGTON ) ) ss. COUNTY OF ) I certify that I know or have satisfactory evidence that is the person who appeared before me, and said person acknowledged as the _________________________________ of _________________________________that (he/she) signed this instrument, on oath stated that (he/she) was authorized to execute the instrument and acknowledged it to be (his/her) free and voluntary act for the uses and purposes mentioned in the instrument. Dated: (print or type name) NOTARY PUBLIC in and for the State of Washington, residing at: _________________________________ My Commission expires: ______________ U:\ENGINEERING\FORMS\Bid Contracts & Legal docs\Approved by LIGHTHOUSE Atty\SEC approvedCash Set Aside CITY and PRIVATE\Cash Set Aside Maintenance PRIVATE.doc CITY OF PORT ORCHARD CASH SET ASIDE AGREEMENT MAINTENANCE – 2 YEAR WARRANTY PRIVATE SECTOR DATE POSTED: _____________ PROJECT COMPLETION DATE: _____________ Project Name and Permit No.: Owner/Developer Contractor: Project Address: WHEREAS, ______________________________ hereinafter referred to as "the Contractor" has applied to the City of Port Orchard, hereinafter referred to as "the City", to construct ________________________________________________________________ for the project known as ____________________________________________ on a site located at _______________________________________________, in Port Orchard, Washington, and WHEREAS, the Contractor has constructed and installed certain improvements in connection with the above described project; and WHEREAS, in order to provide security for the obligation of the Contractor to repair and/or replace said improvements against defects in workmanship, materials or installation for a period of twenty-four (24)-months after written and final acceptance of the same and approval by the City; and WHEREAS, in order to enable the City to release the performance bond or other instrument of security filed by the Contractor with the City in connection with the installation and/or construction of such improvements, this Cash Set Aside Agreement has been secured and hereby submitted to the City; WHEREAS, hereinafter referred to as "the Financial Institution" is a financial institution qualified to do business in the State of Washington, now, therefore, NOW, THEREFORE, it is understood and agreed that this obligation shall continue in effect until released in writing by the City, after the Contractor has performed and satisfied the following conditions: 1. Escrow Account. Developer shall establish an escrow account with the Financial Institution in the sum of Dollars ($ ), 20% of Total Contract Amount. Account No. . At no time shall any portion of the sums in said account be released without written authorization from the City. Such amount shall represent the City's estimate of the amount necessary to ensure repair and replacement of the improvements during the period of this Agreement, as established by the City. U:\ENGINEERING\FORMS\Bid Contracts & Legal docs\Approved by LIGHTHOUSE Atty\SEC approvedCash Set Aside CITY and PRIVATE\Cash Set Aside Maintenance PRIVATE.doc 2. Funds to Secure Implementation of Warranty. The City agrees to accept this Agreement in lieu of a maintenance bond to ensure the Contractor’s warranty that the improvements constructed in conjunction with the project either remain free from defects in materials, workmanship or installation for a period of two (2)-years from the date of acceptance of the installation of the improvements by the City. The Institution agrees that it shall have no duty or right to evaluate the correctness or appropriateness of any such notice or demand by the City, and shall not interplead, or in any manner, delay payment of said funds to the City. 3. Contractor's Warranty. The Contractor hereby warrants that in the event any of the improvements installed by the Contractor pursuant to the above-referenced plans, conditions and specifications contained in the City's file, fail to remain free from defects in materials, workmanship or installation, or in the case of landscaping, that the landscaping fails to survive, for a period of two (2) years from the date of acceptance of the installation of the improvements by the City, then the Contractor shall either remedy the default, or forfeit the funds set aside in the escrow account for this purpose. 4. Contractor's Remedy of Default. If the Contractor decides to remedy the default, it shall within twenty (20) days of demand of the City make a written commitment to the City that it will: (a) remedy the default itself with reasonable diligence pursuant to a time schedule acceptable to the City; and (b) remedy the default. 5. Financial Institutions Release of Funds. In the event that the Contractor fails to remedy the defect as provided above, then the Institution shall, upon the demand of the City, remit to the City within ten days of receipt of said demand, the amount of funds in the escrow account, or such lesser amount as may be specified in the City's demand. 6. City's Completion of Corrections Under Warranty. In the event the Contractor fails to satisfactorily repair, replace or correct the improvements as requested by the City, the City's employees and agents are hereby authorized to enter onto said property and perform such work. Funds obtained by the City pursuant to paragraph 5 of this Agreement may be used by the City to restore said improvements and pay any and all sums owing to subcontractors, suppliers, laborers, materialmen, suppliers, subcontractors or others as a result of such work for which a lien against any City property or property where the improvements are located, has arisen or may arise. Further, said funds may be used to cover the cost of correcting any damage which may have occurred off-site due to disrepair of the project, including damage, if any, to public property. This provision shall not be construed as creating any obligation on the City, its employees, agents and representatives to perform such corrective work. 7. Inspection. The Contractor shall pay all additional costs of the City incurred in the administration of this Agreement. As long as payment for such services has been made, the Director of Public Works or his/her designee shall periodically inspect said improvements while under the two-year warranty period and inspect completed improvements insofar as possible within five (5) working days after receiving written notice that the repairs have been completed. Lack of inspection within said five (5) days, however, shall not signify the City's approval. 8. Expiration. This Agreement shall remain in full force and effect for a period of two (2)-years after final acceptance of the improvements by the City; the obligations secured hereby have been fully performed and formal written notice from the City has been submitted to and U:\ENGINEERING\FORMS\Bid Contracts & Legal docs\Approved by LIGHTHOUSE Atty\SEC approvedCash Set Aside CITY and PRIVATE\Cash Set Aside Maintenance PRIVATE.doc received by the Contractor, releasing the Contractor from further obligation to restore improvements. 9. Enforcement. It is specifically agreed by and between the parties that in the event any legal action must be taken to enforce the provisions of this Agreement or to collect the funds in the escrow account, the prevailing party shall be entitled to collect its costs and reasonable attorneys fees as a part of the reasonable costs of securing the obligation hereunder. In the event of settlement or resolution of these issues prior to the filing of any suit, the actual costs incurred by the City, including reasonable attorneys fees, shall be considered a part of the obligation hereunder secured. Said costs and reasonable legal fees shall be recoverable by the prevailing party, not only from the funds set aside, but also over and above the funds in the account as a part of any recovery in any judicial proceeding. The Institution hereby agrees that this Agreement shall be governed by the laws of the State of Washington. Venue of any litigation arising out of this Agreement shall be in Kitsap County Superior Court. DATED this ______ day of ___________________, 20__. FINANCIAL INSTITUTION CONTRACTOR/DEVELOPER/OWNER (Signature must be notarized) (Signature must be notarized) By: By Print Name: _______________________ Print Name: Its Its Business Name: Business Name: Business Address: Business Address: City/State/Zip Code: City/State/Zip Code: Telephone Number: Telephone Number: CITY OF PORT ORCHARD By: City of Port Orchard Print Name: 216 Prospect Street Its Port Orchard, WA 98366 Public Works Director (360) 876-4991 Date: __________________ CHECK FOR ATTACHED NOTARY SIGNATURE ____ Individual (Form P-1) ____ Partnership or Corporation (Form P-2) ____ Financial Institution (Form P-3) U:\ENGINEERING\FORMS\Bid Contracts & Legal docs\Approved by LIGHTHOUSE Atty\SEC approvedCash Set Aside CITY and PRIVATE\Cash Set Aside Maintenance PRIVATE.doc FORM P-1 (Use for Individual/Sole Proprietor Only) STATE OF WASHINGTON ) ) ss. COUNTY OF ) I certify that I know or have satisfactory evidence that is the person who appeared before me, and said person acknowledged that (he/she) signed this instrument, and acknowledged it to be (his/her) free and voluntary act for the uses and purposes mentioned in the instrument. Dated: ______________________________ (print or type name) NOTARY PUBLIC in and for the State of Washington, residing at: _________________________________ My Commission expires: _______________ FORM P-2 (Use for Partnership, Corporation Only) STATE OF WASHINGTON ) ) ss. COUNTY OF ) I certify that I know or have satisfactory evidence that is the person who appeared before me, and said person acknowledged as the _________________________________ of _________________________________that (he/she) signed this instrument, on oath stated that (he/she) was authorized to execute the instrument and acknowledged it to be (his/her) free and voluntary act for the uses and purposes mentioned in the instrument. U:\ENGINEERING\FORMS\Bid Contracts & Legal docs\Approved by LIGHTHOUSE Atty\SEC approvedCash Set Aside CITY and PRIVATE\Cash Set Aside Maintenance PRIVATE.doc Dated: ______________________________ (print or type name) NOTARY PUBLIC in and for the State of Washington, residing at: _________________________________ My Commission expires: ______________ FORM P-3 (Use for Financial Institution Only) STATE OF WASHINGTON ) ) ss. COUNTY OF ) I certify that I know or have satisfactory evidence that is the person who appeared before me, and said person acknowledged as the _________________________________ of _________________________________that (he/she) signed this instrument, on oath stated that (he/she) was authorized to execute the instrument and acknowledged it to be (his/her) free and voluntary act for the uses and purposes mentioned in the instrument. Dated: ______________________________ (print or type name) NOTARY PUBLIC in and for the State of Washington, residing at: _________________________________ My Commission expires: ______________ U:\ENGINEERING\FORMS\Bid Contracts & Legal docs\Approved by LIGHTHOUSE Atty\SEC approvedCash Set Aside CITY and PRIVATE\Cash Set Aside Performance PRIVATE.doc CITY OF PORT ORCHARD PRIVATE SECTOR CASH SET ASIDE PERFORMANCE AGREEMENT DATE POSTED: PROJECT COMPLETION DATE: PERMIT NO: RE: PROJECT/SUBDIVISION/PLAT: OWNER/DEVELOPER/CONTRACTOR: PROJECT ADRESS: WHEREAS, ____________________________________ hereinafter referred to as "the Contractor" has applied to the City of Port Orchard, hereinafter referred to as "the City", to construct _______________________________________________________________________________ for the project known as ______________________________________________on a site located at __________________________________________, in Port Orchard, Washington, and WHEREAS, the Contractor is required to construct certain improvements in connection with the above described project and that such improvements must be constructed in full compliance with City standards, the plans and specifications and/or the approvals or permits; and WHEREAS, the agreement and/or approvals or permit require that these improvements are to be made, constructed or installed within a certain period of time, unless an extension is granted in writing by the City; and WHEREAS, hereinafter referred to as "the Financial Institution" is a financial institution qualified to do business in the State of Washington, now, therefore, NOW, THEREFORE, it is understood and agreed that this obligation shall continue in effect until released in writing by the City, after the Contractor has performed and satisfied the following conditions: 1. Escrow Account Developer shall establish an escrow account with the Financial Institution in the sum of ________________________________________________________($_________.___), which is 150% of the total contract amount or cost of installation of the improvements/landscaping. Account No. ___________________________________. At no time shall any portion of the sums in said account be released without written authorization from the City. Such amount shall represent the City's estimate of the amount necessary to ensure repair and replacement of the improvements during the period of this Agreement, as established by the City. 2. Funds to Secure Performance The City agrees to accept this Agreement in lieu of a performance bond to ensure the Contractor’s construction of the improvements to conform to the design, location, materials and U:\ENGINEERING\FORMS\Bid Contracts & Legal docs\Approved by LIGHTHOUSE Atty\SEC approvedCash Set Aside CITY and PRIVATE\Cash Set Aside Performance PRIVATE.doc other specifications for the indicated site improvements, as required by the City in the agreement/approvals/permit for the above-referenced project. In addition, the Contractor shall construct the improvements according to the applicable ordinances and standards of the City and/or state statutes, as the same now exist or are hereafter amended. The specific conditions secured by this Cash Set Aside are: _________________________________________________________________ 3. Deadline The Contractor must have completed all of the above improvements within _______________, which time period shall being to run from the earlier of ___________________________________________________________, unless an extension is granted by the City. 4. Liens – Hold Harmless The Contractor must have paid all sums owing to laborers, contractors, mechanics, subcontractors, material-men and suppliers or others as a result of such work for which a lien against any City property has arisen or may arise. The Contractor shall indemnify and hold harmless the City of Port Orchard, its officers, officials and agents from any claim for such payment(s). 5. Indemnification The Contractor shall indemnify and hold harmless the City of Port Orchard, its officers, officials and agents from any and all claims relating to defect(s) in any of the workmanship entering into any part of the work or designated equipment covered by the contract/permit/approval. Once the work has been completed and accepted by the City, and all other conditions of this Cash Set Aside Performance Agreement have been satisfied, this Cash Set Aside Performance Agreement will be released (as set forth in Section 9 below) and replaced with a two (2) year Maintenance Bond or Cash Set Aside Maintenance Agreement, not to exceed the sum of $_______________, which is not less than 20% of the total contract amount. This hold harmless and indemnification agreement shall survive the expiration of this Cash Set Aside. 6. Contractor's Warranty The Contractor hereby warrants that in the event any of the improvements installed by the Contractor pursuant to the above-referenced plans, conditions and specifications contained in the City's file, fail to remain free from defects in materials, workmanship or installation, or in the case of landscaping, that the landscaping fails to survive, for a period of two (2) years from the date of acceptance of the installation of the improvements by the City, then the Contractor shall either remedy the default, or forfeit the funds set aside in the escrow account for this purpose. 7. Acceptance by City The Contractor must obtain acceptance by the City of the work completed, or in the case of landscaping, installation of such landscaping, all on or before thirty (30) days after the completion date set forth in Section (3) above. 8. Default If the Contractor defaults and does not perform the above conditions within the time specified, then the City may demand that the Contractor perform as required herein. If the Contractor decides to remedy the default, it shall within twenty (20) days of demand of the City make a written commitment to the City that it will: (a) remedy the default itself with reasonable U:\ENGINEERING\FORMS\Bid Contracts & Legal docs\Approved by LIGHTHOUSE Atty\SEC approvedCash Set Aside CITY and PRIVATE\Cash Set Aside Performance PRIVATE.doc diligence pursuant to a time schedule acceptable to the City; and (b) remedy the default. 9. Financial Institution’s Release of Funds In the event that the Contractor fails to remedy the defect as provided above, then the Institution shall, upon the demand of the City, remit to the City within ten days of receipt of said demand, the amount of funds in the escrow account, or such lesser amount as may be specified in the City's demand. The Institution agrees that it shall have no duty or right to evaluate the correctness or appropriateness of any such notice or demand by the City, and shall not interplead, or in any manner, delay payment of said funds to the City. 10. City's Completion of Corrections Under Warranty In the event the Contractor fails to satisfactorily repair, replace or correct the improvements as requested by the City, the City's employees and agents are hereby authorized to enter onto said property and perform such work. Funds obtained by the City pursuant to paragraph 9 of this Agreement may be used by the City to restore said improvements and pay any and all sums owing to subcontractors, suppliers, laborers, materialmen, suppliers, subcontractors or others as a result of such work for which a lien against any City property or property where the improvements are located, has arisen or may arise. Further, said funds may be used to cover the cost of correcting any damage which may have occurred off-site due to disrepair of the project, including damage, if any, to public property. This provision shall not be construed as creating any obligation on the City, its employees, agents and representatives to perform such corrective work. 11. Inspection The Contractor shall pay all additional costs of the City incurred in the administration of this Agreement. As long as payment for such services has been made, the Director of Public Works or his/her designee shall periodically inspect said improvements while under the two-year warranty period and inspect completed improvements insofar as possible within five (5) working days after receiving written notice that the repairs have been completed. Lack of inspection within said five (5) days, however, shall not signify the City's approval. 12. Expiration Once the work has been completed and accepted by the City and all other conditions of this agreement have been satisfied, this Cash Set Aside Performance Agreement will be released and replaced with a two (2) year Maintenance Bond or two (2) year Cash Set Aside Maintenance Agreement, not to exceed the sum of _______________________________________________dollars ($______________) which is 20% of the total contract amount. This hold harmless and indemnification agreement shall survive the expiration of this Bond. 13. Enforcement It is specifically agreed by and between the parties that in the event any legal action must be taken to enforce the provisions of this Agreement or to collect the funds in the escrow account, the prevailing party shall be entitled to collect its costs and reasonable attorneys fees as a part of the reasonable costs of securing the obligation hereunder. In the event of settlement or resolution of these issues prior to the filing of any suit, the actual costs incurred by the City, including reasonable attorneys fees, shall be considered a part of the obligation hereunder secured. Said costs and reasonable legal fees shall be recoverable by the prevailing party, not U:\ENGINEERING\FORMS\Bid Contracts & Legal docs\Approved by LIGHTHOUSE Atty\SEC approvedCash Set Aside CITY and PRIVATE\Cash Set Aside Performance PRIVATE.doc only from the funds set aside, but also over and above the funds in the account as a part of any recovery in any judicial proceeding. The Institution hereby agrees that this Agreement shall be governed by the laws of the State of Washington. Venue of any litigation arising out of this Agreement shall be in Kitsap County Superior Court. DATED this ______ day of ___________________, 20___. CHECK FOR ATTACHED NOTARY SIGNATURE  Individual – Form P-1  Partnership or Corporation – Form P-2  Financial Institution – Form P-3 FINANCIAL INSTITUTION Signature must be notarized CONTRACTOR/DEVELOPER/OWNER Signature must be notarized BY: BY: PRINTED NAME: PRINTED NAME: ITS: ITS: BUSINESS NAME: BUSINESS NAME: BUSINESS ADDRESS: BUSINESS ADDRESS: CITY/STATE/ZIP: CITY/STATE/ZIP: PHONE NUMBER: PHONE NUMBER: CITY OF PORT ORCHARD BY: PRINTED NAME: MARK DORSEY, P.E. ITS: CITY ENGINEER BUSINESS NAME: CITY OF PORT ORCHARD BUSINESS ADDRESS: 216 PROSPECT STREET CITY/STATE/ZIP: PORT ORCHARD, WA 98366 PHONE NUMBER: 360.876.4407 U:\ENGINEERING\FORMS\Bid Contracts & Legal docs\Approved by LIGHTHOUSE Atty\SEC approvedCash Set Aside CITY and PRIVATE\Cash Set Aside Performance PRIVATE.doc FORM P-1 NOTARY BLOCK (Use for Individual/Sole Proprietor Only) STATE OF WASHINGTON ) ) ss. COUNTY OF ) I certify that I know or have satisfactory evidence that _________________________________is the person who appeared before me, and said person acknowledged that (he/she) signed this instrument, and acknowledged it to be (his/her) free and voluntary act for the uses and purposes mentioned in the instrument. Dated: ______________________________ ____________________________________ ____________________________________ (print or type name) NOTARY PUBLIC in and for the State of Washington, residing at: _________________________________ My Commission expires: _______________ FORM P-2 NOTARY BLOCK (Use for Partnership, Corporation Only) STATE OF WASHINGTON ) ) ss. COUNTY OF ) I certify that I know or have satisfactory evidence that ______________________________is the person who appeared before me, and said person acknowledged as the ________________________________ of _________________________________that (he/she) signed this instrument, on oath stated that (he/she) was authorized to execute the instrument and acknowledged it to be (his/her) free and voluntary act for the uses and purposes mentioned in the instrument. Dated: ______________________________ ____________________________________ ____________________________________ (print or type name) NOTARY PUBLIC in and for the State of Washington, residing at: _________________________________ My Commission expires: _______________ U:\ENGINEERING\FORMS\Bid Contracts & Legal docs\Approved by LIGHTHOUSE Atty\SEC approvedCash Set Aside CITY and PRIVATE\Cash Set Aside Performance PRIVATE.doc FORM P-3 NOTARY BLOCK (Use for Financial Institution Only) STATE OF WASHINGTON ) ) ss. COUNTY OF ) I certify that I know or have satisfactory evidence that _______________________________ is the person who appeared before me, and said person acknowledged as the _________________________ of _________________________________that (he/she) signed this instrument, on oath stated that (he/she) was authorized to execute the instrument and acknowledged it to be (his/her) free and voluntary act for the uses and purposes mentioned in the instrument. Dated: ______________________________ ____________________________________ ____________________________________ (print or type name) NOTARY PUBLIC in and for the State of Washington, residing at: _________________________________ My Commission expires: _______________ ROW Maintenance Bond 11-5-17 CITY OF PORT ORCHARD MAINTENANCE/WARRANTY BOND FOR PRIVATE SECTOR PROJECTS WITHIN THE CITY’S RIGHT OF WAY (Note: Before the Performance Bond can be released the City must receive this two-year Maintenance/Warranty Bond) Permit #: Surety Bond #: Date Posted: Expiration Date: RE: Project Name: Contractor: Project Address: KNOW ALL PERSONS BY THESE PRESENTS: That we, (hereinafter called the "Principal"), and , a corporation, organized and existing under and by virtue of the laws of the State of , and duly authorized to transact business in the State of Washington, as surety (hereinafter called the "Surety"), are held and firmly bound unto the City of Port Orchard, Washington, for and in behalf of [Name of Project] in the sum of dollars ($ ), 20% of the total construction amount, lawful money of the United States of America, for the payment of which sum well and truly be made, we and each of us bind ourselves, our heirs, executors, administrators, successors and assigns, jointly, severally and firmly, by these presents. THE CONDITIONS of the above obligation are such that: WHEREAS, the above named Principal has performed certain construction work within the City right-of-way (ROW) in connection with the project referenced above within the City of Port Orchard; and WHEREAS, the Principal is required to post a bond for the twenty-four (24) months following written and final acceptance of the project in order to provide security for the obligation of the Principal to repair and/or replace said improvements against defects in workmanship, materials or installation during the twenty-four (24) months after written and final approval/acceptance of the same by the City; NOW, THEREFORE, this Maintenance Bond has been secured and is hereby submitted to the City. It is understood and agreed that this obligation shall continue in effect until released in writing by the City, but only after the Principal has performed and satisfied the following conditions: A. The construction work performed by the Principal and subject to the terms and conditions of this Bond are as follows: (insert complete description of work here) B. The Principal and Surety agree that the construction work performed in connection with the above- referenced project shall remain free from defects in material, workmanship and installation for a period of twenty-four (24) months after written and final acceptance of the same and approval by the City. Maintenance is defined as acts carried out to prevent a decline, lapse or cessation of the state of the project or improvements as accepted by the City during the twenty-four (24) month period after final and written acceptance, and includes, but is not limited to, repair or replacement of defective workmanship, materials or ROW Maintenance Bond 11-5-17 installations. C. The Principal shall, at its sole cost and expense, carefully replace and/or repair any damage or defects in workmanship, materials or installation in the City ROW on which construction work has been performed, and leave the same in as good condition as it was before commencement of the work. D. The Principal and the Surety agree that in the event any of the construction work performed by the Principal as described herein, fails to remain free from defects in materials, workmanship or installation for a period of twenty-four (24) months from the date of approval/acceptance of the work by the City, the Principal shall repair and/replace the same within ten (10) days of demand by the City, and if the Principal should fail to do so, then the Surety shall: 1. Within twenty (20) days of demand of the City, make written commitment to the City that it will either: a). remedy the default itself with reasonable diligence pursuant to a time schedule acceptable to the City; or b). tender to the City, within an additional ten (10) days, the amount necessary, as determined by the City, for the City to remedy the default, up to the total bond amount. Upon completion of the Surety's duties under either of the options above, the Surety shall then have fulfilled its obligations under this Bond. If the Surety elects to fulfill its obligation pursuant to the requirements of subsection D(1)(b), the City shall notify the Surety of the actual cost of the remedy, upon completion of the remedy. The City shall return, without interest, any overpayment made by the Surety, and the Surety shall pay to the City any actual costs that exceeded the City estimate, limited to the bond amount. 2. In the event the Principal fails to make repairs or provide maintenance within the time period requested by the City, then the City, its employees and agents shall have the right at the City's sole election to enter onto said property described above for the purpose of repairing or maintaining the improvements. This provision shall not be construed as creating an obligation on the part of the City or its representatives to repair or maintain such improvements. E. Corrections. Any corrections required by the City shall be commenced within ten (10) days of notification by the City and completed within thirty (30) days of the date of notification. If the work is not performed in a timely manner, the City shall have the right, without recourse to legal action, to take such action under this Bond as described in Section D above. F. Extensions and Changes. No change, extension of time, alteration or addition to the work to be performed by the Principal shall affect the obligation of the Principal or Surety on this Bond, unless the City specifically agrees, in writing, to such alteration, addition, extension or change. The Surety waives notice of any such change, extension, alteration or addition thereunder. G. Enforcement. It is specifically agreed by and between the parties that in the event any legal action must be taken to enforce the provisions of this Bond or to collect said Bond, the prevailing party shall be entitled to collect its costs and reasonable attorney fees as a part of the reasonable costs of securing the obligation hereunder. In the event of settlement or resolution of these issues prior to the filing of any suit, the actual costs incurred by the City, including reasonable attorney fees, shall be considered a part of the obligation hereunder secured. Said costs and reasonable legal fees shall be recoverable by the prevailing party, not only from the proceeds of this Bond, but also over and above said Bond as a part of any recovery (including recovery on the Bond) in any judicial proceeding. ROW Maintenance Bond 11-5-17 The Surety hereby agrees that this Agreement shall be governed by the laws of the State of Washington. Venue of any litigation arising out of this Agreement shall be in Kitsap County Superior Court. H. Bond Expiration. This Bond shall remain in full force and effect until the obligations secured hereby have been fully performed and until released in writing by the City at the request of the Surety or Principal. DATED this day of , 201_. SURETY COMPANY PRINCIPAL (Signature must be notarized) (Signature must be notarized) By: By Its Its Business Name: Business Name: Business Address: Business Address: City/State/Zip Code: City/State/Zip Code: Telephone Number: Telephone Number: CITY OF PORT ORCHARD By: Date: _________________________ Its Public Works Director/City Engineer FORM P-1 / NOTARY BLOCK (Use For Individual/Sole Proprietor Only) CHECK FOR ATTACHED NOTARY SIGNATURE ____ Individual (Form P-1) ____ Corporation (Form P-2) ____ Surety Company (Form P-3) ROW Maintenance Bond 11-5-17 STATE OF WASHINGTON ) ) ss. COUNTY OF ) I certify that I know or have satisfactory evidence that is the person who appeared before me, and said person acknowledged that (he/she) signed this instrument, and acknowledged it to be (his/her) free and voluntary act for the uses and purposes mentioned in the instrument. Dated: (print or type name) NOTARY PUBLIC in and for the State of Washington, residing at: My Commission expires: _______________ FORM P-2 / NOTARY BLOCK (Use For Partnership or Corporation Only) STATE OF WASHINGTON ) ROW Maintenance Bond 11-5-17 ) ss. COUNTY OF ) I certify that I know or have satisfactory evidence that is the person who appeared before me, and said person acknowledged as the _________________________________ of _________________________________that (he/she) signed this instrument, on oath stated that (he/she) was authorized to execute the instrument and acknowledged it to be (his/her) free and voluntary act for the uses and purposes mentioned in the instrument. Dated: ______________________________ ___________________________________ ___________________________________ (print or type name) NOTARY PUBLIC in and for the State of Washington, residing at: _________________________________ My Commission expires: _____________ ROW Maintenance Bond 11-5-17 FORM P-3 / NOTARY BLOCK (Surety Company) STATE OF ) ) ss. COUNTY OF ) I certify that I know or have satisfactory evidence that is the person who appeared before me, and said person acknowledged as the _________________________________ of _________________________________that (he/she) signed this instrument, on oath stated that (he/she) was authorized to execute the instrument and acknowledged it to be (his/her) free and voluntary act for the uses and purposes mentioned in the instrument. Dated: _____________________________ ___________________________________ ____________________________________ (print or type name) NOTARY PUBLIC in and for the State of Washington, residing at: _________________________________ My Commission expires: ______________ 1 ROW Performance Bond 11-5-17 CITY OF PORT ORCHARD PERFORMANCE BOND FOR PRIVATE SECTOR PROJECTS WITHIN THE CITY’S RIGHT OF WAY (Note: City must receive the two-year Maintenance/Warranty Bond prior to releasing this Performance Bond) PERMIT #, SURETY BOND #: DATE POSTED: PROJECT COMPLETION DATE: RE: Project Name: Contractor: Project Address: KNOW ALL PERSONS BY THESE PRESENTS: That we, (hereinafter called the "Principal"), and a corporation, organized and existing under and by virtue of the laws of the State of , and duly authorized to transact business in the State of Washington, as surety (hereinafter called the "Surety"), are held and firmly bound unto the City of Port Orchard, Washington, for and in behalf of [Name of Project] in the sum of ($ ), 150% of the total construction amount, lawful money of the United States of America, for the payment of which sum well and truly be made, we and each of us bind ourselves, our heirs, executors, administrators, successors and assigns, jointly, severally and firmly, by these presents. THE CONDITIONS of the above obligation are such that: WHEREAS, the above named Principal has obtained a certain permit from the City, to perform the following project within the City right-of-way (ROW): ; and WHEREAS, the permit requires that the project be constructed in full compliance with City standards, and any plans and specifications as required by the City; and WHEREAS, the permit requires that the project is to be constructed within a certain period of time, unless an extension is granted in writing by the City; NOW, THEREFORE, it is understood and agreed that this obligation shall continue in effect until released in writing by the City of Port Orchard, but only after the Principal has performed and satisfied the following conditions: A. Conditions. 1. The improvements to be constructed by the Principal include: (insert complete description here) 2. The Principal must construct the improvements to conform to the design, location, materials and other specifications as required by the City in the above-referenced project. In addition, the Principal must construct the improvements according to the applicable ordinances and standards of the City and/or state statutes, as the same now exist or are hereafter amended. 2 ROW Performance Bond 11-5-17 3. The Principal must have completed all project work by the Project Completion Date set forth above unless an extension is granted by the City. 4. The Principal must have paid all sums owing to laborers, contractors, mechanics, subcontractors, material-men and suppliers or others as a result of such work for which a lien against any City property has arisen or may arise. The Principal shall indemnify and hold harmless the City of Port Orchard, its officers, officials and agents from any claim for such payment. 5. The Principal must obtain acceptance by the City of the work completed within thirty (30) days after the Project Completion Date set forth above or any extension thereof granted by the City. This Performance Bond, in the amount of 150% of the anticipated construction costs, to guarantee the Work to be completed must be provided prior to the commencement of work on the project and will be released upon completion and acceptance of all work on the project, and upon receipt of the 2-year Maintenance/Warranty Bond. All bonds must be in a form approved by the City. 6. The Principal shall indemnify and hold harmless the City of Port Orchard, its officers, officials and agents from any claims relating to defect(s) in any of the workmanship entering into any part of the work or designated equipment for the project. Once the work has been completed and accepted by the City, and all other conditions of this Bond have been satisfied, this Performance Bond will be released and replaced with a two (2) year Maintenance Bond, not to exceed the sum of dollars ($ ), or 20% of the total construction amount. This hold harmless and indemnification agreement shall survive the expiration of this Bond. B. Default. 1. If the Principal defaults and does not perform the above conditions within the time specified, then the Surety shall, within twenty (20) days of demand of the City, make a written commitment to the City that it will either: a). remedy the default itself with reasonable diligence pursuant to a time schedule acceptable to the City; or b). tender to the City, within an additional ten (10) days, the amount necessary, as determined by the City, for the City to remedy the default, up to the total bond amount. Upon completion of the Surety's duties under either of the options above, the Surety shall then have fulfilled its obligations under this Bond. If the Surety elects to fulfill its obligation pursuant to the requirements of subsection B(1)(b), the City shall notify the Surety of the actual cost of the remedy, upon completion of the remedy. The City shall return, without interest, any overpayment made by the Surety, and the Surety shall pay to the City any actual costs that exceeded the City's estimate, limited to the bond amount. 2. In the event the Principal fails to complete all of the above referenced improvements within the time period specified by the City, then the City, its employees and agents shall have the right at the City's sole election to enter onto said property described above for the purpose of completing the improvements. This provision shall not be construed as creating an obligation on the part of the City or its representatives to complete such improvements. 3 ROW Performance Bond 11-5-17 C. Corrections. Any corrections required by the City shall be commenced within seven (7) days of notification by the City and completed within thirty (30) days of the date of notification. If the work is not performed in a timely manner, the City shall have the right, without recourse to legal action, to take such action under this Bond as described in Section B above. D. Extensions and Changes. No change, extension of time, alteration or addition to the work to be performed by the Principal or the specifications accompanying the same shall in any way affect the obligation of the Principal or Surety on this bond, unless the City specifically agrees, in writing, to such alteration, addition, extension or change. The Surety waives notice of any such change, extension, alteration or addition thereunder. The Surety hereby agrees that modifications and changes may be made in the terms and provisions of the work to be performed without notice to Surety and any such modifications or changes increasing the total construction amount shall automatically increase the obligation on this Performance Bond in a like amount. E. Enforcement. It is specifically agreed by and between the parties that in the event any legal action must be taken to enforce the provisions of this Bond or to collect said Bond, the prevailing party shall be entitled to collect its costs and reasonable attorney fees as a part of the reasonable costs of securing the obligation hereunder. In the event of settlement or resolution of these issues prior to the filing of any suit, the actual costs incurred by the City, including reasonable attorney fees, shall be considered a part of the obligation hereunder secured. Said costs and reasonable legal fees shall be recoverable by the prevailing party, not only from the proceeds of this Bond, but also over and above said Bond as a part of any recovery (including recovery on the Bond) in any judicial proceeding. The Surety hereby agrees that this Agreement shall be governed by the laws of the State of Washington. Venue of any litigation arising out of this Agreement shall be in Kitsap County Superior Court. F. Bond Expiration. This Bond shall remain in full force and effect until the obligations secured hereby have been fully performed and a Maintenance Bond as described in Section A(6) of this Bond has been submitted to the City, in a form suitable to the City, and until released in writing by the City. DATED this day of , 20___. SURETY COMPANY PRINCIPAL (Signature must be notarized) (Signature must be notarized) By: By Its Its Print Name: Print Name: Business Name: Business Name: Business Address: Business Address: City/State/Zip Code: City/State/Zip Code: Telephone Number: Telephone Number: 4 ROW Performance Bond 11-5-17 CITY OF PORT ORCHARD By: Date: _______________________ Its: Public Works Director/City Engineer STAFF ONLY: CHECK FOR ATTACHED NOTARY SIGNATURE ____ Individual (Form P-1) ____ Corporation (Form P-2 ) ____ Surety Company (Form P-3) i ROW Performance Bond 11-5-17 FORM P-1 / NOTARY BLOCK (Use For Individual/Sole Proprietor Only) STATE OF WASHINGTON ) ) ss. COUNTY OF ) I certify that I know or have satisfactory evidence that is the person who appeared before me, and said person acknowledged that (he/she) signed this instrument, and acknowledged it to be (his/her) free and voluntary act for the uses and purposes mentioned in the instrument. Dated: Signed: (print or type name) NOTARY PUBLIC in and for the State of Washington, residing at: My Commission expires: ii ROW Performance Bond 11-5-17 FORM P-2 / NOTARY BLOCK (Use For Partnership or Corporation Only) STATE OF WASHINGTON ) ) ss. COUNTY OF ) I certify that I know or have satisfactory evidence that is the person who appeared before me, and said person acknowledged as the _________________________________ of _________________________________that (he/she) signed this instrument, on oath stated that (he/she) was authorized to execute the instrument and acknowledged it to be (his/her) free and voluntary act for the uses and purposes mentioned in the instrument. Dated: Signed: (print or type name) NOTARY PUBLIC in and for the State of Washington, residing at: My Commission expires: iii ROW Performance Bond 11-5-17 FORM P-3 / NOTARY BLOCK (For Surety Company) STATE OF ) ) ss. COUNTY OF ) I certify that I know or have satisfactory evidence that is the person who appeared before me, and said person acknowledged as the _________________________________ of _________________________________that (he/she) signed this instrument, on oath stated that (he/she) was authorized to execute the instrument and acknowledged it to be (his/her) free and voluntary act for the uses and purposes mentioned in the instrument. Dated: (print or type name) NOTARY PUBLIC in and for the State of Washington, residing at: My Commission expires: P:\01 Resources\Other Forms\Surety forms\Cash Set-aside\Word\ROW Cash Set Aside Maintenance SEC attorney approved 11-27-17.docx CITY OF PORT ORCHARD CASH SET ASIDE MAINTENANCE AGREEMENT 2 YEAR WARRANTY FOR PRIVATE SECTOR PROJECTS WITHIN THE CITY’S RIGHT OF WAY (Note: Before the Performance Bond can be released the City must receive this two-year Maintenance/Warranty Cash Set Aside Agreement) PERMIT #: DATE POSTED: PROJECT COMPLETION DATE: Project Name: Contractor: Project Address: WHEREAS, ______________________________ hereinafter referred to as "the Contractor" has performed certain construction work within the City of Port Orchard right-of-way (ROW) in connection with the project referenced above within the City of Port Orchard, hereinafter referred to as "the City,” and WHEREAS, the City requires security for the obligation of the Contractor to repair and/or replace said improvements against defects in workmanship, materials or installation for a period of twenty-four (24) months after written and final acceptance of the same and approval by the City; and WHEREAS, in order to enable the City to release the performance bond or other instrument of security filed by the Contractor with the City in connection with the installation and/or construction of such improvements, this Cash Set Aside Maintenance Agreement has been secured and hereby submitted to the City; and WHEREAS, , hereinafter referred to as "the Financial Institution," is a financial institution qualified to do business in the State of Washington; NOW, THEREFORE, it is understood and agreed that this obligation shall continue in effect until released in writing by the City, after the Contractor has performed and satisfied the following conditions: 1. Escrow Account. Contractor shall establish an escrow account with the Financial Institution in the sum of Dollars ($ ), 20% of Total Contract Amount. Account No. . At no time shall any portion of the sums in said account be released without written authorization from the City. Such amount shall represent the City's estimate of the amount necessary to ensure repair and replacement of the improvements during the period of this Agreement, as established by the City. P:\01 Resources\Other Forms\Surety forms\Cash Set-aside\Word\ROW Cash Set Aside Maintenance SEC attorney approved 11-27-17.docx 2. Funds to Secure Implementation of Warranty. The City agrees to accept this Agreement in lieu of a maintenance bond to ensure the Contractor’s warranty that the improvements constructed in conjunction with the project remain free from defects in materials, workmanship or installation for a period of two (2) years from the date of acceptance of the installation of the improvements by the City. The Financial Institution agrees that it shall have no duty or right to evaluate the correctness or appropriateness of any such notice or demand by the City, and shall not interplead or in any manner delay payment of said funds to the City. 3. Contractor's Warranty. The Contractor hereby warrants that in the event any of the improvements installed by the Contractor pursuant to the above-referenced plans, conditions and specifications contained in the City's file, fail to remain free from defects in materials, workmanship or installation for a period of two (2) years from the date of acceptance of the installation of the improvements by the City, then the Contractor shall either remedy the default, or forfeit the funds set aside in the escrow account for this purpose. 4. Contractor's Remedy of Default. If the Contractor decides to remedy the default, it shall within twenty (20) days of demand of the City: (a) make a written commitment to the City that it will remedy the default itself with reasonable diligence pursuant to a time schedule acceptable to the City; and (b) remedy the default. 5. Financial Institutions Release of Funds. In the event that the Contractor fails to remedy the defect as provided above, then the Financial Institution shall, upon the demand of the City, remit to the City within ten (10) days of receipt of said demand, the amount of funds in the escrow account, or such lesser amount as may be specified in the City's demand. 6. City's Completion of Corrections Under Warranty. In the event the Contractor fails to satisfactorily repair, replace or correct the improvements as requested by the City, the City's employees and agents are hereby authorized to enter onto said property and perform such work. Funds obtained by the City pursuant to paragraph 5 of this Agreement may be used by the City to restore said improvements and pay any and all sums owing to subcontractors, suppliers, laborers, materialmen, suppliers, subcontractors or others as a result of such work for which a lien against any City property or property where the improvements are located, has arisen or may arise. Further, said funds may be used to cover the cost of correcting any damage which may have occurred off-site due to disrepair of the project, including damage, if any, to public property. This provision shall not be construed as creating any obligation on the City, its employees, agents and representatives to perform such corrective work. 7. Inspection. The Contractor shall pay all additional costs of the City incurred in the administration of this Agreement. As long as payment for such services has been made, the Director of Public Works or his/her designee shall periodically inspect said improvements while under the two (2) year warranty period and inspect completed improvements insofar as possible within five (5) working days after receiving written notice that the repairs have been completed. Lack of inspection within said five (5) days, however, shall not signify the City's approval. 8. Expiration. This Agreement shall remain in full force and effect for a period of two (2) years after final acceptance of the improvements by the City; and until the obligations secured hereby have been fully performed; and until formal written notice from the City has been submitted to P:\01 Resources\Other Forms\Surety forms\Cash Set-aside\Word\ROW Cash Set Aside Maintenance SEC attorney approved 11-27-17.docx and received by the Contractor, releasing the Contractor from further obligation to restore said improvements. 9. Enforcement. It is specifically agreed by and between the parties that in the event any legal action must be taken to enforce the provisions of this Agreement or to collect the funds in the escrow account, the prevailing party shall be entitled to collect its costs and reasonable attorneys fees as a part of the reasonable costs of securing the obligation hereunder. In the event of settlement or resolution of these issues prior to the filing of any suit, the actual costs incurred by the City, including reasonable attorneys fees, shall be considered a part of the obligation hereunder secured. Said costs and reasonable legal fees shall be recoverable by the prevailing party, not only from the funds set aside, but also over and above the funds in the account as a part of any recovery in any judicial proceeding. The parties, including the Financial Institution, hereby agree that this Agreement shall be governed by the laws of the State of Washington. Venue of any litigation arising out of this Agreement shall be in Kitsap County Superior Court. DATED this ______ day of ___________________, 20__. FINANCIAL INSTITUTION CONTRACTOR/DEVELOPER/OWNER (Signature must be notarized) (Signature must be notarized) By: By Print Name: _______________________ Print Name: Its Its Business Name: Business Name: Business Address: Business Address: City/State/Zip Code: City/State/Zip Code: Telephone Number: Telephone Number: CITY OF PORT ORCHARD By: City of Port Orchard Print Name: 216 Prospect Street Its Port Orchard, WA 98366 Public Works Director (360) 876-4991 Date: __________________ CHECK FOR ATTACHED NOTARY SIGNATURE ____ Individual (Form P-1) ____ Partnership or Corporation (Form P-2) ____ Financial Institution (Form P-3) P:\01 Resources\Other Forms\Surety forms\Cash Set-aside\Word\ROW Cash Set Aside Maintenance SEC attorney approved 11-27-17.docx FORM P-1 (Use for Individual/Sole Proprietor Only) STATE OF WASHINGTON ) ) ss. COUNTY OF ) I certify that I know or have satisfactory evidence that is the person who appeared before me, and said person acknowledged that (he/she) signed this instrument, and acknowledged it to be (his/her) free and voluntary act for the uses and purposes mentioned in the instrument. Dated: ______________________________ (print or type name) NOTARY PUBLIC in and for the State of Washington, residing at: _________________________________ My Commission expires: _______________ FORM P-2 (Use for Partnership, Corporation Only) STATE OF WASHINGTON ) ) ss. COUNTY OF ) I certify that I know or have satisfactory evidence that is the person who appeared before me, and said person acknowledged as the _________________________________ of _________________________________that (he/she) signed this instrument, on oath stated that (he/she) was authorized to execute the instrument and acknowledged it to be (his/her) free and voluntary act for the uses and purposes mentioned in the instrument. Dated: ______________________________ (print or type name) NOTARY PUBLIC in and for the State of Washington, residing at: _________________________________ My Commission expires: ______________ P:\01 Resources\Other Forms\Surety forms\Cash Set-aside\Word\ROW Cash Set Aside Maintenance SEC attorney approved 11-27-17.docx FORM P-3 (Use for Financial Institution Only) STATE OF ) ) ss. COUNTY OF ) I certify that I know or have satisfactory evidence that is the person who appeared before me, and said person acknowledged as the _________________________________ of _________________________________that (he/she) signed this instrument, on oath stated that (he/she) was authorized to execute the instrument and acknowledged it to be (his/her) free and voluntary act for the uses and purposes mentioned in the instrument. Dated: ______________________________ (print or type name) NOTARY PUBLIC in and for the State of Washington, residing at: _________________________________ My Commission expires: ______________ P:\01 Resources\Other Forms\Surety forms\Cash Set-aside\Word\ROW Cash Set Aside Performance SEC attorney approved 11-27-17.docx CITY OF PORT ORCHARD CASH SET ASIDE PERFORMANCE AGREEMENT FOR PRIVATE SECTOR PROJECTS WITHIN THE CITY’S RIGHT OF WAY (Note: City must receive the two-year Maintenance/Warranty surety prior to releasing the Performance Cash Set Aside) DATE POSTED: PROJECT COMPLETION DATE: PERMIT NO: RE: PROJECT NAME: CONTRACTOR: PROJECT ADRESS: WHEREAS, ____________________________________ hereinafter referred to as "the Contractor" has obtained a permit from the City of Port Orchard, hereinafter referred to as "the City", to perform the following project with the City right-of-way (ROW): ______________________________________________, and WHEREAS, the permit requires that the project be constructed in full compliance with City standards, and any plans and specifications as required by the City; and WHEREAS, the permit requires that the project be constructed within a certain period of time, unless an extension is granted in writing by the City; and WHEREAS, ________________, hereinafter referred to as "the Financial Institution," is a financial institution qualified to do business in the State of Washington; NOW, THEREFORE, it is understood and agreed that this obligation shall continue in effect until released in writing by the City, after the Contractor has performed and satisfied the following conditions: 1. Escrow Account Developer shall establish an escrow account with the Financial Institution in the sum of ________________________________________________________($_________.___), which is 150% of the total contract amount or cost of installation of the improvements/landscaping. Account No. ___________________________________. At no time shall any portion of the sums in said account be released without written authorization from the City. Such amount shall represent the City's estimate of the amount necessary to ensure repair and replacement of the improvements during the period of this Agreement, as established by the City. 2. Funds to Secure Performance The City agrees to accept this Agreement in lieu of a performance bond to ensure the Contractor’s construction of the improvements to conform to the design, location, materials and other specifications for the indicated site improvements, as required by the City in the agreement/approvals/permit for the above-referenced project. In addition, the Contractor shall P:\01 Resources\Other Forms\Surety forms\Cash Set-aside\Word\ROW Cash Set Aside Performance SEC attorney approved 11-27-17.docx construct the improvements according to the applicable ordinances and standards of the City and/or state statutes, as the same now exist or are hereafter amended. The specific conditions secured by this Cash Set Aside Performance Agreement are: _________________________________________________________________ 3. Deadline The Contractor must have completed all project work by the Project Completion Date set forth above unless an extension is granted by the City. 4. Liens – Hold Harmless The Contractor must have paid all sums owing to laborers, contractors, mechanics, subcontractors, material-men and suppliers or others as a result of such work for which a lien against any City property has arisen or may arise. The Contractor shall indemnify and hold harmless the City of Port Orchard, its officers, officials and agents from any claim for such payment(s). 5. Indemnification The Contractor shall indemnify and hold harmless the City of Port Orchard, its officers, officials and agents from any and all claims relating to defect(s) in any of the workmanship entering into any part of the work or designated equipment covered by the contract/permit/approval. Once the work has been completed and accepted by the City, and all other conditions of this Cash Set Aside Performance Agreement have been satisfied, this Cash Set Aside Performance Agreement will be released (as set forth in Section 9 below) and replaced with a two (2) year Maintenance Bond or Cash Set Aside Maintenance Agreement, not to exceed the sum of $_______________, which is not less than 20% of the total contract amount. The hold harmless and indemnification provisions herein shall survive the expiration of this Cash Set Aside Performance Agreement. 6. Contractor's Warranty The Contractor hereby warrants that in the event any of the improvements installed by the Contractor pursuant to the above-referenced plans, conditions and specifications contained in the City's file, fail to remain free from defects in materials, workmanship or installation, or in the case of landscaping, that the landscaping fails to survive, for a period of two (2) years from the date of acceptance of the installation of the improvements by the City, then the Contractor shall either remedy the default, or forfeit the funds set aside in the escrow account for this purpose. 7. Acceptance by City The Contractor must obtain acceptance by the City of the work completed, or in the case of landscaping, installation of such landscaping, all on or before thirty (30) days after the Project Completion Date set forth above. 8. Default If the Contractor defaults and does not perform the above conditions within the time specified, then the City may demand that the Contractor perform as required herein. If the Contractor decides to remedy the default, it shall: (a) within twenty (20) days of demand of the City make a written commitment to the City that it will remedy the default itself with reasonable diligence pursuant to a time schedule acceptable to the City; and (b) remedy the default. 9. Financial Institution’s Release of Funds P:\01 Resources\Other Forms\Surety forms\Cash Set-aside\Word\ROW Cash Set Aside Performance SEC attorney approved 11-27-17.docx In the event that the Contractor fails to remedy the defect as provided in paragraph 8 above, then the Financial Institution shall, upon the demand of the City, remit to the City within ten (10) days of receipt of said demand, the amount of funds in the escrow account, or such lesser amount as may be specified in the City's demand. The Financial Institution agrees that it shall have no duty or right to evaluate the correctness or appropriateness of any such notice or demand by the City, and shall not interplead or in any manner delay payment of said funds to the City. 10. City's Completion of Corrections Under Warranty In the event the Contractor fails to satisfactorily repair, replace or correct the improvements as requested by the City, the City's employees and agents are hereby authorized to enter onto said property and perform such work. Funds obtained by the City pursuant to paragraph 9 of this Agreement may be used by the City to restore said improvements and pay any and all sums owing to subcontractors, suppliers, laborers, materialmen, suppliers, subcontractors or others as a result of such work for which a lien against any City property or property where the improvements are located, has arisen or may arise. Further, said funds may be used to cover the cost of correcting any damage which may have occurred off-site due to disrepair of the project, including damage, if any, to public property. This provision shall not be construed as creating any obligation on the City, its employees, agents and representatives to perform such corrective work. 11. Inspection The Contractor shall pay all additional costs of the City incurred in the administration of this Agreement. As long as payment for such services has been made, the Director of Public Works or his/her designee shall periodically inspect said improvements while under the two (2) year warranty period and inspect completed improvements insofar as possible within five (5) working days after receiving written notice that the repairs have been completed. Lack of inspection within said five (5) days, however, shall not signify the City's approval. 12. Expiration Once the work has been completed and accepted by the City and all other conditions of this Agreement have been satisfied, this Cash Set Aside Performance Agreement will be released and replaced with a two (2) year Maintenance Bond or two (2) year Cash Set Aside Maintenance Agreement, not to exceed the sum of _______________________________________________dollars ($______________) which is 20% of the total contract amount. The hold harmless and indemnification provisions of this Agreement shall survive the expiration of such Maintenance Bond or Cash Set Aside Maintenance Agreement. 13. Enforcement It is specifically agreed by and between the parties that in the event any legal action must be taken to enforce the provisions of this Agreement or to collect the funds in the escrow account, the prevailing party shall be entitled to collect its costs and reasonable attorneys fees as a part of the reasonable costs of securing the obligation hereunder. In the event of settlement or resolution of these issues prior to the filing of any suit, the actual costs incurred by the City, including reasonable attorneys fees, shall be considered a part of the obligation hereunder secured. Said costs and reasonable legal fees shall be recoverable by the prevailing party, not only from the funds set aside, but also over and above the funds in the account as a part of any recovery in any judicial proceeding. P:\01 Resources\Other Forms\Surety forms\Cash Set-aside\Word\ROW Cash Set Aside Performance SEC attorney approved 11-27-17.docx The parties, including the Financial Institution, hereby agree that this Agreement shall be governed by the laws of the State of Washington. Venue of any litigation arising out of this Agreement shall be in Kitsap County Superior Court. DATED this ______ day of ___________________, 20___. CHECK FOR ATTACHED NOTARY SIGNATURE  Individual – Form P-1  Partnership or Corporation – Form P-2  Financial Institution – Form P-3 FINANCIAL INSTITUTION Signature must be notarized CONTRACTOR/DEVELOPER/OWNER Signature must be notarized BY: BY: PRINTED NAME: PRINTED NAME: ITS: ITS: BUSINESS NAME: BUSINESS NAME: BUSINESS ADDRESS: BUSINESS ADDRESS: CITY/STATE/ZIP: CITY/STATE/ZIP: PHONE NUMBER: PHONE NUMBER: CITY OF PORT ORCHARD BY: PRINTED NAME: MARK DORSEY, P.E. ITS: CITY ENGINEER BUSINESS NAME: CITY OF PORT ORCHARD BUSINESS ADDRESS: 216 PROSPECT STREET CITY/STATE/ZIP: PORT ORCHARD, WA 98366 PHONE NUMBER: 360.876.4407 P:\01 Resources\Other Forms\Surety forms\Cash Set-aside\Word\ROW Cash Set Aside Performance SEC attorney approved 11-27-17.docx FORM P-1 NOTARY BLOCK (Use for Individual/Sole Proprietor Only) STATE OF WASHINGTON ) ) ss. COUNTY OF ) I certify that I know or have satisfactory evidence that _________________________________is the person who appeared before me, and said person acknowledged that (he/she) signed this instrument, and acknowledged it to be (his/her) free and voluntary act for the uses and purposes mentioned in the instrument. Dated: ______________________________ ____________________________________ ____________________________________ (print or type name) NOTARY PUBLIC in and for the State of Washington, residing at: _________________________________ My Commission expires: _______________ FORM P-2 NOTARY BLOCK (Use for Partnership, Corporation Only) STATE OF WASHINGTON ) ) ss. COUNTY OF ) I certify that I know or have satisfactory evidence that ______________________________is the person who appeared before me, and said person acknowledged as the ________________________________ of _________________________________that (he/she) signed this instrument, on oath stated that (he/she) was authorized to execute the instrument and acknowledged it to be (his/her) free and voluntary act for the uses and purposes mentioned in the instrument. Dated: ______________________________ ____________________________________ ____________________________________ (print or type name) NOTARY PUBLIC in and for the State of Washington, residing at: _________________________________ My Commission expires: _______________ P:\01 Resources\Other Forms\Surety forms\Cash Set-aside\Word\ROW Cash Set Aside Performance SEC attorney approved 11-27-17.docx FORM P-3 NOTARY BLOCK (Use for Financial Institution Only) STATE OF ) ) ss. COUNTY OF ) I certify that I know or have satisfactory evidence that _______________________________ is the person who appeared before me, and said person acknowledged as the _________________________ of _________________________________that (he/she) signed this instrument, on oath stated that (he/she) was authorized to execute the instrument and acknowledged it to be (his/her) free and voluntary act for the uses and purposes mentioned in the instrument. Dated: ______________________________ ____________________________________ ____________________________________ (print or type name) NOTARY PUBLIC in and for the State of Washington, residing at: _________________________________ My Commission expires: _______________ U:\ENGINEERING\FORMS\Bid Contracts & Legal docs\Approved by LIGHTHOUSE Atty\Bill of Sale\Form Master- Bill of Sale.doc BILL OF SALE THIS BILL OF SALE is made and executed this ________ day of________________, 20__, by and between _______________, a Washington Limited Liability Corporation, hereinafter called the “Grantor” and the City of Port Orchard, a Municipal Corporation, hereinafter called the “Grantee.” WITNESSETH: That the Grantor, for good and valuable consideration, the receipt of which is hereby acknowledged, hereby conveys, sets over, assigns, transfers and delivers and warrants to the City of Port Orchard ownership in the following described personal property situated in Kitsap County, State of Washington, and installed by the Grantor to date, TO WIT: The Grantor hereby warrants that it is the lawful and sole owner of all the personal property above conveyed, that such items are free from all liens and encumbrances, that the Grantor has the full power to convey and transfer the same, and that the Grantor will defend the same against the claims and demands of any and all persons lawfully making claims thereto. The Grantor further warrants that the execution of this Bill of Sale is an authorized act of said Grantor. Dated at_______________, Washington, this ______day of ________________, 20__ GRANTOR: (_________________) By: Its: Print Name: [Remainder of page intentionally left blank] U:\ENGINEERING\FORMS\Bid Contracts & Legal docs\Approved by LIGHTHOUSE Atty\Bill of Sale\Form Master- Bill of Sale.doc STATE OF WASHINGTON ) )ss COUNTY OF __________________ ) On this day of , 20 , before me personally appeared , to me known to be the managing member for , a limited liability corporation, that executed the within and foregoing instrument, and acknowledged the said instrument to be the free and voluntary act and deed of said corporation, for the uses and purposes therein mentioned, and on oath stated that he/she was authorized to execute said instrument. Given under my hand and official seal this day of , 20 . Notary Public in and for the State of Washington, residing in My commission expires Dated at Port Orchard, Washington, this day of , 20__ STATE OF WASHINGTON ) )ss COUNTY OF KITSAP ) On this day and year above personally appeared before me, Mark R. Dorsey, who executed the foregoing instrument, and acknowledged the said instrument to be the free and voluntary act and deed of the City of Port Orchard for the uses and purposes therein mentioned, and on oath states he is authorized to execute the said instrument. Given under my hand and official seal this day of , 20__. CITY OF PORT ORCHARD By: Mark R. Dorsey, PE, PW Director Notary Public in and for the State of Washington, residing in My commission expires U:\ENGINEERING\FORMS\Bid Contracts & Legal docs\Approved by LIGHTHOUSE Atty\Bill of Sale\Form Master- Bill of Sale.doc NOTE: THE FOLLOWING EXHIBITS A AND B ARE EXAMPLES ONLY EXHIBIT A LIST OF REQUIRED IMPROVEMENTS The following provides a general description of the improvements conveyed under this Bill of Sale related to the “Southwest Sidney Plaza Mixed Use Development” project as shown in the approved construction plans prepared by Barghausen Consulting Engineering Inc, with the City approval dated June 17, 2013. 1. Specific improvements conveyed under this Bill of Sale includes the following elements found within this approved construction drawings set as follows: a. Public water main extension, associated fire hydrants and appurtenances, within the plat and along Sedgwick Road as shown on Sheets C3.0 though C3.6 of the approved construction plans. b. Public sewer main extension, associated manholes and appurtenances, within the plat and on Sedgwick Road as shown on Sheets C4.0 though C4.5 of the approved construction plans. 2. The “Southwest Sidney Plaza Mixed Use Development – Offsite Water Main Extension” project as shown in the approved construction plans prepared by Barghausen Consulting Engineering Inc, City approval dated December 12, 2013. Specific improvements conveyed under this Bill of Sale includes the following elements within this approved construction drawings set as follows: a. Public water main extension, associated fire hydrants and appurtenances, within the plat and along the Sidney Road & Sedgwick Road frontages as shown on Sheets 1 -5 of the approved construction plans. 3. The “Southwest Sidney Plaza Mixed Use Development – Offsite Frontage Improvements” project as shown in the approved construction plans prepared by Barghausen Consulting Engineering Inc, City approval dated December 12, 2013. Specific improvements conveyed under this Bill of Sale includes the following elements within this approved construction drawings set as follows: a. Public frontage improvements, including curb, gutter, sidewalks, storm drainage and asphalt pavement along both he Sidney Road & Sedgwick Road frontages as shown on Sheets R1-R14 of the approved construction plans. The items, quantity and value of the improvements describe above and conveyed under this Bill of Sale are presented in Exhibit B. U:\ENGINEERING\FORMS\Bid Contracts & Legal docs\Approved by LIGHTHOUSE Atty\Bill of Sale\Form Master- Bill of Sale.doc U:\ENGINEERING\FORMS\Bid Contracts & Legal docs\Approved by LIGHTHOUSE Atty\Bill of Sale\Form Master- Bill of Sale.doc Page 1 of 10 Updated 3/18/2014 Return Address: City of Port Orchard 216 Prospect Street Port Orchard, WA 98366 AGREEMENT (for UTILITY EXTENSION) Grantor(s): (1) Grantee(s): (1) Legal Description (abbreviated): Additional legal on: Assessor’s Tax Parcel ID#: THIS AGREEMENT is entered into this day of , 20 , between the City of Port Orchard, Washington, hereinafter referred to as "the City" and , hereinafter referred to as "the Owner". WHEREAS, the Owner is the owner of certain real property located in Kitsap County which is legally described as set forth on Exhibit A attached hereto and incorporated herein by this reference as though set forth in full, and WHEREAS, the Owner's property is not currently within the city limits of the City, and WHEREAS, the Owner desires to connect to the City system, hereinafter referred to as "the utility", and the City is willing to allow connection only upon certain terms and conditions in accord with City Ordinance No. _____, as now enacted or hereinafter amended, now therefore, FOR AND IN CONSIDERATION of the mutual benefits and conditions hereinafter contained, the parties agree as follows: 1. Warranty of Title. The Owner warrants that they are the Owner of the property described on Exhibit A and are authorized to enter into this agreement. 2. Extension Authorized. The City hereby authorizes the Owner to extend service to Owner's property at , as described in address Page 2 of 10 Updated 3/18/2014 Exhibit A, from the existing utility line on . 3. Costs. Owner will pay all costs of designing, engineering and constructing the extension. All construction shall be done to City standards and according to plans approved by the City's Public Works Department and City Engineer. Any and all costs incurred by the City in reviewing plans and inspecting construction shall be paid for by the Owner. 4. Permits - Easements. Owner shall secure and obtain, at Owner's sole cost and expense, any necessary permits, easements and licenses to construct the extension, including, but not limited to, all necessary easements, excavation permits, street use permits or other permits required by Kitsap County. 5. Turn Over of Capital Facilities. If the extension of utility service to Owner's property involve the construction of water or sewer main lines, pump stations, wells and/or other City required capital facilities, the Owner agrees to turn over and dedicate such facilities to the City, at no cost, upon the completion of construction and approval and acceptance of the same by the City. As a prerequisite to such turn over and acceptance, the Owner will furnish to the City the following: A. As built plans or drawings in a form acceptable to the City Public Works Department and City Engineer; B. Any necessary easements, permits or licenses for the continued operation, maintenance, repair or reconstruction of such facilities by the City, in a form approved by the City Attorney; C. A bill of sale in a form approved by the City Attorney; and D. A bond or other suitable surety in a form approved by the City Attorney and in an amount approved by the City Engineer, ensuring that the facilities will remain free from defects in workmanship and materials for a period of two (2) years. 6. Connection - Charges. The Owner agrees to pay the following charges, in addition to any costs of construction, as a condition of connecting to the City utility system: A. A utility hook-up fee as established by ordinance in effect on the date hook-up is requested. B. A new account fee as established by ordinance in effect on the date of application for a new account. C. Any other applicable fees as established by ordinance. Page 3 of 10 Updated 3/18/2014 7. Service - Charges. In addition to the charges for connection, the Owner agrees to pay for utility service rendered according to the rates for services applicable to properties outside the city limits as such rates exist, or as they may be hereafter amended or modified. 8. Consequences of Annexation. Owner understands that annexation to the City of the property described on Exhibit “A” will result in the following consequences: A. Kitsap County ordinances, resolutions, rules and regulations will cease to apply to the property upon the effective date of annexation; B. City of Port Orchard ordinances, resolutions, rules and regulations will begin to apply to the property upon the effective date of annexation; C. Governmental services, such as police, fire and utility service, will be provided to the property by the City of Port Orchard upon the effective date of annexation; D. The property may be required to assume all or any portion of the existing City of Port Orchard indebtedness; and property tax rates and assessments applicable to the property may be different from those applicable prior to the effective date of annexation; E. Zoning and land use regulations applicable to the property after annexation may be different from those applicable to the property prior to annexation; and F. All or any portion of the property may be annexed and the property may be annexed in conjunction with or at the same time as other property in the vicinity. 9. Consent to Annexation. With full knowledge and understanding of these consequences of annexation and with full knowledge and understanding of the Owner's right to oppose annexation of the property to the City of Port Orchard, Owner agrees to sign a petition for annexation to the City of the property described on Exhibit A as provided in RCW 35.13, as it now exists or as it may hereafter be amended, at such time as the Owner is requested by the City to do so. The Owner also agrees and appoints the Mayor of the City as Owner's attorney in fact to execute an annexation petition on Owner's behalf in the event that Owner shall fail or refuse to do so and agrees that such signature shall constitute full authority from the Owner for annexation as if Owner had signed the petition himself. Owner further agrees not to litigate, challenge or in any manner contest annexation to the City. This Agreement shall be deemed to be continuing; and, if Owner's property is not annexed for whatever reason including a decision by the City not to annex, Owner agrees to sign any and all subsequent petitions for annexation. In the event that any property described on Exhibit A is subdivided into smaller lots, the purchaser of each subdivided lot shall be Page 4 of 10 Updated 3/18/2014 bound by the provisions of this paragraph. Notwithstanding any other provision of this Agreement, this consent to annexation and waiver of right to protest annexation shall only be valid for a period of ten (10) years from the date this Agreement is signed by the Owner. 10. Land Use. The Owner agrees that any development or redevelopment of the property described on Exhibit “A” shall meet the following conditions: A. The use of the property will be restricted to . B. The development or redevelopment of the property shall comply with all requirements of the City comprehensive land use plan, zoning code and building regulations for similar development or redevelopment in effect at the time of such development or redevelopment. The intent of this section is that future annexation of the property to the City of Port Orchard shall not result in a development which does not conform to City standards. 11. Specific Conditions: A. The design and construction of the extension shall conform to City Standards. B. The City will not be responsible for providing minimum water pressure at the meter. Should it be necessary to increase the pressure, it will be the developer-owner’s responsibility to install a booster pump. If a booster pump is installed, an approved backflow prevention device shall be installed at the owner’s expense. The device shall be tested at the time of installation and once each year thereafter, at the owner’s expense, by a backflow assembly tester certified by the State of Washington. C. Mains must extend across the entire frontage of the property. D. Staff/Council recommendations: 12. Boundary Review Board. This Agreement is subject to potential review and approval by the Boundary Review Board pursuant to RCW 36.93. 13. Liens. The Owner understands and agrees that delinquent payments under this agreement shall constitute a lien upon the above-described property, as provided by law. 14. Termination for Non Compliance. In the event Owner fails to comply with any term or condition of this agreement, the City shall have the right to terminate utility service to the Owner's property in addition to any other remedies available to it. Page 5 of 10 Updated 3/18/2014 15. Specific Enforcement. In addition to any other remedy provided by law or this agreement, the terms of this agreement may be specifically enforced by a court of competent jurisdiction. 16. Covenant. This agreement shall be recorded with the Kitsap County Recorder and shall constitute a covenant running with their land described on Exhibit A and shall be binding on the Owner, his heirs, successors and assigns. All costs of recording this Agreement with the Kitsap County Recorder shall be borne by the Owner. 17. Attorneys' Fees. In any suit or action seeking to enforce any provision of this Agreement, the prevailing party shall be entitled to reasonable attorneys' fees and costs in addition to any other remedy provided by law or this agreement. 18. Severability. If any provision of this Agreement or its application to any circumstances is held invalid, the remainder of the Agreement or the application to other circumstances shall not be affected. DATED as of the day and year first above written. IN WITNESS WHEREOF, the parties hereto have signed and sealed this Agreement on the day and year first above written. CITY OF PORT ORCHARD DEVELOPER By: Lary Coppola, Mayor ATTEST: Patricia J. Kirkpatrick, CMC City Clerk Page 6 of 10 Updated 3/18/2014 STATE OF WASHINGTON ) ) SS. COUNTY OF KITSAP ) I certify that I know or have satisfactory evidence that signed this instrument and acknowledged it to be his/her free and voluntary act for the purposes mentioned in this instrument. DATED this day of , 20 . Print Name Signature NOTARY PUBLIC in and for the State of Washington residing at My commission expires NOTARY SEAL WITH INK STAMP ONLY Page 7 of 10 Updated 3/18/2014 DO NOT WRITE BEYOND THE END OF LINES or WITHIN THE MARGINS ACKNOWLEDGMENT STATE OF WASHINGTON ) ) SS. COUNTY OF KITSAP ) I certify that I know or have satisfactory evidence that signed this instrument and acknowledged it to be his/her free and voluntary act for the purposes mentioned in this instrument. DATED this day of , 20 . Print Name Signature NOTARY PUBLIC in and for the State of Washington residing at My commission expires NOTARY SEAL WITH INK STAMP ONLY Page 8 of 10 Updated 3/18/2014 DO NOT WRITE BEYOND THE END OF LINES or WITHIN THE MARGINS ACKNOWLEDGMENT STATE OF WASHINGTON ) ) SS. COUNTY OF KITSAP ) I certify that I know or have satisfactory evidence that signed this instrument and acknowledged it to be his/her free and voluntary act for the purposes mentioned in this instrument. DATED this day of , 20 . Print Name Signature NOTARY PUBLIC in and for the State of Washington residing at My commission expires NOTARY SEAL WITH INK STAMP ONLY Page 9 of 10 Updated 3/18/2014 EXHIBIT "A" Legal Description Page 10 of 10 Updated 3/18/2014 MAP City of Port Orchard Appendix C – Traffic Impact Analysis www.cityofportorchard.us publicworks@cityofportorchard.us Updated 02/2019 Appendix C – Traffic Impact Analysis Appendix A Scope of Transportation Impact Analysis It is recommended that the applicant’s traffic engineer consult with the City DCD and PWD staff prior to preparing the study to establish the scope and basic assumptions of the study and any requested deviations from these Guidelines to avoid unnecessary delays or revisions. The appropriate level of traffic analysis is determined by the specifics of a project, the prevailing roadway conditions servicing the project, and the forecasted traffic volumes. The City will review each development application on a case-by-case basis and may make recommendations that differ from the guidelines. A preliminary scoping memorandum, including but not limited to, the following project-related information must be submitted to the City for review and comment:  Description of the proposed development and zoning  Type and size of development (number of residential units and/or square footage of building)  Project location (vicinity map and site plan)  Proposed access and relationship to adjacent properties/driveways and streets  Phasing and timing of development - If the proposed development/redevelopment is to be constructed in phases, describe each phase and the proposed implementation timing  Trips generation per the latest edition of the Institute of Transportation Engineers (ITE) Trip Generation manual and Trip Generation handbook, and assumptions used for trip generation  Project trip distribution percentages and assignment at project driveways and/or localized nonconcurrency intersections The City will review the scoping memo to determine whether or not further analyses are needed. If a TIA is required, the following items will be provided to the applicant:  Available traffic count data  Accident data  Existing Synchro files  Programmed/funded motorized and non-motorized improvements in the study area  Pipeline projects and area wide growth assumptions (background traffic calculation methods)  Need for special analyses/studies A TIA scoping meeting may need to be held after review of the preliminary information to clarify issues surrounding a project or some elements of the review process. The City reserves the right to establish the study area as may be deemed necessary. Correspondence with other affected jurisdictions impacted by the development shall be discussed at the scoping meeting. Appendix B Transportation Impact Analysis Format and Required Elements The TIA should document the purpose, procedures, data sources, assumptions, findings, conclusions and recommendations of the study. The report might be of interest to decision makers and other nontechnical people. Hence, technical terms and jargon need to be explained, clarity should not be sacrificed, and it should be concise and complete. Description of coordination efforts with other affected jurisdictions impacted by the development shall be included in the report. The report format presented below provides a uniform framework that will facilitate both the preparation and the review of the report. However, not all of the contents described below may be required for each development. Rather the City will identify the sections required for each development TIA at the scoping meeting based on the Thresholds for Probable Adverse Significant Impacts described on pages 2 through 4. Report Cover Include development name and location, applicant’s name, preparer’s name and organization, and report date. Title Page Include project name and address, application number, applicant’s name, address and telephone number, date of original report and revision date, preparer’s name, title, organization, address and telephone number, name, address, phone number and/or email address of licensed engineer, stamp and expiration date. Table of Contents, List of Figures, Tables and Appendices The report should contain a table of contents and a list of figures, tables and appendices. Executive Summary The Executive Summary of the report shall include the study purpose, a general description of the project scope, site location, development description, study area, concise description of major findings, recommendations and mitigation measures. Description of Proposed Development The TIA should provide a full description of the proposed development including but not limited to the following:  A vicinity map shall be provided illustrating the site location, study area, and the surrounding transportation network (major streets and key intersections). The limits of the study area will have been determined at the scoping meeting with the City.  Location of approved or proposed developments in the vicinity of the project should be included in the report. These can be obtained from the City. These developments should be included as base assumptions where applicable in the analysis of the transportation impacts.  Location and type of existing and proposed improvements, buildings, building appurtenances, fuel pumps, and drive through facilities.  Size of Development (total development area, total area of each building and locations, floor space including a summary of each type of land use including number of residential units, etc.).  Existing land use and zoning.  Proposed land use and zoning – Intended use of the site, including the range of uses allowed without additional land-use approvals. The land use with the greatest overall traffic impact shall be assumed in the study (worst case scenario), unless the applicant specifies the uses for the site.  Existing and proposed parking (number of spaces, dimensions, circulation).  A detailed site plan including location and orientation of existing and proposed access points and type of access (full access, right-in/right-out, turning movement restrictions, sight lines, etc.), driveway throat lengths, other access points adjacent to or opposite the site, project internal roadway system, adjacent streets, parking facilities, internal circulation patterns for vehicles, bicyclists and pedestrians, fire lanes, traffic control devices and tracking patterns of the design vehicles for the access, circulation, loading docks and garbage receptacles. Distances from existing streets, driveways, and/or median openings to development access should also be shown. The site plan shall be at an appropriate scale to allow proper review by the City staff and should be included in the appendix of the report if possible or submitted as an attachment to the traffic study. For situations where a site plan does not exist, a prototypical site roadway and access system should be assumed for purposes of the study. Subsequent update will be necessary when a site plan becomes available.  The TIA shall describe the proposed development schedule and staging/phasing, including the anticipated opening date, the anticipated completion date for each major phase of development and the anticipated full build out completion date.  Each TIA shall present an analysis of the traffic conditions without and with the proposed project at year of completion, including all pipeline development at project driveways and local non-concurrency intersections. The future year traffic volumes, including pipeline development, can be obtained from the City’s travel demand model, or by other means approved by the City.  The critical time periods for traffic is directly associated to the scope of the TIA and with the peaking characteristics of the background traffic and the proposed development traffic. In most cases, the weekday evening (PM) peak hour of the street will be the only analysis period required for the traffic study. For certain types of development (e.g., churches, schools, some retail uses, shopping centers, etc.) other peak hours may be added (e.g., a.m., midday or weekend, holidays, project peak hours, etc.) or eliminated from the analysis, if approved by the DSD or PWE Department.  Any other pertinent information Existing Conditions Study Area Roadway System A thorough review of available data and description of the existing transportation system within the study area, using a combination of maps and other documentation should identify relevant information, such as the following:  All applicable roads on which a driveway is proposed and/or an impact to a non-concurrency intersection has been identified. The road description should include the number of lanes, lane usage (i.e., identify through lanes, two-way left-turn lanes, merge lanes, shoulders/curbing, parking/type, etc.), pavement type, right-of-way width, shoulder and sidewalk widths, general topography, roadway classification and posted speed limits.  Traffic control devices including signalizations, signing and pavement markings that might affect or be affected by the project.  Distances from existing streets and driveways to development access points.  Alignment with existing streets and driveways to development access points.  If appropriate, on-street parking in the vicinity of the development site and those that affect the operation of key intersections being analyzed.  Heavy vehicle prohibitions and restrictions  Marked pedestrian crosswalks in the vicinity of the development site.  School route plan (if relevant to the proposed development).  Existing and planned bicycle and pedestrian facilities including bike lanes, sidewalks, and multiuse paths adjacent to the project site, utilized by the project, connected to by the project, or impacted by the project should be identified and described in detail.  Any transit facilities including the service provider(s), route numbers, frequency, and location/amenities of existing bus stops in the immediate vicinity of the project should be provided.  Minimum turning path of design vehicles, following the AASHTO guidelines of selecting the design vehicle and measuring, recording and reporting existing and proposed turning radii.  Other pertinent information Traffic Volumes Daily and peak hour traffic counts should be collected for use in the study at impacted intersections where the City does not already maintain an existing count. If counts are required, these counts shall typically be collected between 4-6 PM on a typical Tuesday, Wednesday, or Thursday for all roadways and intersections in the study area. However, the type of development or local conditions may require counts be also taken on weekends or other time periods. Establishment of times for turning movement and daily counts will be made during the scoping meeting. The counts should be conducted during weeks which have no holidays and if possible during the school year. In situations when traffic counts must be conducted while school is not in session, a seasonal adjustment shall be applied to daily and peak hour volumes collected for use in the study. The seasonal adjustment should be approved by the DSD or PWE staff. For projects which include improvements to schools or sites adjacent to schools, it will be necessary to include peak hour counts from the school take-in and dismissal times. No counts should be performed from the end of the school year through the week of Labor Day. In addition, traffic data should not be collected during the following:  December 15 to the week which includes New Year’s Day  School holidays or late opening/early closing  Occasions influenced by an accident, road or lane closure, inclement weather, or other events Typical traffic data should be collected in 15-minute increments. Intersection turning movement counts shall include peak hour factor calculations, heavy vehicle percentages, pedestrian and bicycle counts, and HOV lane counts. The exact locations, how, and when counts were taken should be included in the report. The existing counts should be presented in a diagram format in the report. Future Conditions Programmed Roadway Improvements Projects from the City’s Capital Improvement Program (roadways and intersections or any other transportation circulation improvements) may be used in the future year analysis. The traffic study should include a discussion of the scope and the status of the assumed improvements. The improvements of other jurisdictional agencies within the study area should also be identified. DCD and PWD staff will determine what approved City traffic improvements may be considered in the analysis. A map showing the committed and funded improvements should be included in the report. Projected Traffic Volumes For estimating the traffic impacts of a proposed development, it is recommended to use the traffic volumes from the City’s travel demand model for two cases: (a) without the proposed development, and (b) with the proposed development. The incremental impacts are attributed to the site-generated traffic. The report should include graphical presentations which illustrate peak hour and daily (including turning movements at the study intersections) forecast volumes for the future year with and without the proposed project traffic. Future/Background Traffic Volumes without Development Background traffic should reflect any existing facilities plus planned future traffic. Planned future traffic is included in the City’s travel demand model. Proposed Project Traffic The latest edition of the Institute of Transportation Engineers (ITE) Trip Generation Manual, Trip Generation Handbook, or other industry publications such as the ITE Journal should be used to estimate project-generated trips for the daily and study peak periods. Data limitations, data age, choice of peak hour or adjacent street traffic, choice of independent variable and choice of average rate versus statistical significant modification shall be presented and discussed. In cases where published trip generation rates are based on very limited data or do not adequately represent the proposed land use(s), a local trip generation study following procedures prescribed in the ITE Trip Generation manual may be required to provide sufficient justification for the proposed generation rate. Deviations from ITE rates must be justified, documented and approved by the City DCD or PW Department prior to the submittal of the report. Trip credits can be taken for land uses that will be discontinued once the development is complete, assuming those uses were active within one year of the traffic study submittal. Trip generation adjustments may be justified to account for internal and/or pass-by trips. Internal trip reductions can only be applied for mixed-use types of developments and pass-by reductions for retail/commercial type developments (e.g., fast food restaurants with drive-through windows, service stations). Pass-by trip reductions greater than 15% require approval by the City, and should be discussed in the traffic study. Captured/internal trip reduction greater than 5% requires consultation and acceptance by City, and should be discussed in the traffic study. The justification for internal or pass-by trip reductions will require analytical support based on verifiable actual similar developments to demonstrate how the figures were derived and will require approval by DCD or PWD staff prior to use. All trips, including pass-by trips, must be included in the analysis of the project’s driveways. Trip generation adjustments for transit and Transportation Demand Management (TDM) actions must also be justified with analytical support to show how the figures were derived. Optimistic assumptions regarding transit use and TDM actions will not be acceptable unless accompanied by specific implementation proposals that will become a condition of approval. Such implementation proposals must have a reasonable expectation of realization within a 2-year period after project initiation. A table must be provided in the study report identifying the categories and quantities of land uses, with the corresponding trips rates or equations and the resulting number of trips. This table also needs to identify all adjustments to the trip generation, specifically pass-by trips, existing trips, internal trips, TDM and transit trips. For large developments that will be constructed in phases, the table should identify each significant phase separately. Project Trip Distribution and Assignment The City’s travel demand model or other City approved methods should be used to estimate site trip distribution and assignment. Any adjustments to the model distribution shall be fully documented and subject to approval by the DCD or PWD staff. As needed, the City’s travel demand model may need to be disaggregated in the vicinity of the proposed project to provide sufficient detail to appropriately analyze study area facilities/driveways. All model assumptions and modifications should be documented. No modifications other than documented land use or roadway network assumptions should be made to the travel demand model without approval of the DCD or PWD. The distribution of site generated traffic at project driveways and/or local non-concurrency intersections should be presented (including distribution/assignment of pass-by trips) in the report in a graphic format showing, by direction, percentage and number of site generated trips. The presentations should include Average Daily Traffic (ADT) and peak hour directional volumes as well as turning movements. Future Traffic Volumes with Development Total peak hours and daily traffic volumes shall be graphically shown combining project and background traffic for the project horizon years. Traffic Analysis and Impact To determine the potential localized traffic impacts of a proposed development, the following scenarios shall be analyzed for the study time periods when appropriate:  Existing Traffic Conditions without project traffic  Future/Background Traffic Conditions without Development  Future Traffic Conditions with Development Conclusions regarding the adverse impacts caused by the project on the roadway system should be discussed in this section. Depending on the development type, size, location, etc., all or some of the following technical analyses may need to be included in the traffic study. Operational/Capacity Analysis Capacity analyses must be performed using the principles of the latest version of the Highway Capacity Manual for all identified intersections/access points determined through the scoping meeting. Synchro/SimTraffic version 8.0 software or other City approved software should be used for the capacity analysis. City may recommend the use of other traffic analysis software where applicable. The City’s traffic operations model will be provided with the available existing conditions Synchro files that contain the existing signalized intersections channelization and signal timings, etc. These files may need to be updated with the new traffic counts (e.g., volumes, peak hour factors, heavy vehicle %, pedestrian and bicycle volumes, etc.) and other applicable project related information (e.g., new roadways or intersections, adding unsignalized intersection or driveways, etc.). No changes to signal timing/phasing from those included in the City’s Synchro model shall be made without the approval of the DCD or PWD staff. The City will determine whether or not the existing timings should be used for the future condition analysis after review of the project information and horizon year(s). Geometric data such as the number of lanes, lane widths, adjacent parking lanes and grade may be available from the City (Synchro files). Where not available, the consultant will have to obtain the missing data. All assumptions and modifications used in the performance of analysis concerning lane configurations/use, pedestrian activity, saturation flows, lane utilization factors and other relevant parameters should be noted and justified in the text of the report. Modifications without justification can lead to delays in review as we wait for clarification from the Consultant. Appendix C contains the City of Issaquah Synchro Modeling Guidelines which provides a listing of the various assumptions, factors and methodologies to be used for Synchro analyses. The performance of intersections should be reported as overall intersection LOS, delay and V/C ratio (for signalized, roundabout, and all-way stop intersections); and individual intersection approach movements LOS, delay, V/C ratio for all intersection control types. The analysis results, deficiencies and impacts should be discussed in the report especially for the following conditions:  The overall V/C ratio of an intersection exceeds 0.85;  The V/C ratio of an individual thru movement or shared thru/turning movement exceeds 0.85;  The V/C ratio of an exclusive turning movement exceeds 1.0; or,  LOS and delay for the overall intersection or any individual movement exceeds the acceptable LOS threshold. Supplementary surveys or analyses may be needed to assess saturation flows and gap availability. In the case of congested intersections, particularly where the existing volume/capacity ratio is greater than 1.0, it is advisable to conduct further field observations of intersection operations, saturation flows, queues, and delays to confirm and/or rationalize the results of the performance analysis. Where the traffic volumes through an intersection do not appear to reflect actual demand, for example, where the intersection throughput is constrained by downstream congestion, performance analyses may indicate low (good) volumes/capacity ratios which mask actual problems. Field observations may be necessary in these situations to determine the necessary adjustments to performance calculations so that actual conditions are fairly represented. All software outputs should be clearly labeled indicating the time frame for analysis. The output sheets should show all of the capacity analysis results that are listed in the tables included in the body of the report. Software output must explicitly show all input and phase lengths used in analysis. All electronic data files for software must be provided on a CD as a supplement to the report. Please ensure that staff can interrelate data tables in your report, printouts in your appendices and all data files on the CD. Traffic Control Needs When needed, an analysis to determine whether traffic control warrants (traffic signals, stop signs, or yield signs) are met with the development traffic may be required. The warrant analysis should be based on the procedures in the latest edition of the Manual on Traffic Control Devices (MUTCD). The percentage of right- turns-on-red must be justified on the signal warrant analysis. In cases where a new signal is being proposed within a corridor of existing signals, a supplementary analysis of traffic signal “system” operations may be required to assess effects on traffic signal coordination. In this scenario, both concurrency and non-concurrency intersections may be included in the analysis. The acceptability of the signal locations must be demonstrated through a signal progression analysis. Signal warrant analyses may be conducted using projected traffic volumes to identify potential need for the installation of traffic signals. However, traffic signals will not be installed until actual traffic counts at the intersection meet warrant thresholds. Gap Study A gap study identifies the gaps in traffic to determine if the frequency and duration of the gaps is sufficient to permit the safe crossing and merging of side-street traffic, and/or pedestrians. Particular attention should be given to elderly pedestrians and children who have slower than average walking speeds. A gap analysis will need to be performed on a driveway where a signal is requested. Accident Analysis Five years of the most current accident data shall be obtained for intersections and roadways within the study area. Accidents involving pedestrian and bicyclists should also be included. This data shall be summarized within the report in tabular form (accident type, number and severity for each location) along with a brief written description at each location. A discussion of accident occurrence as it relates to sight distance or other roadway geometric deficiencies, signing, and illumination should be included. Average accident rates should be calculated and compared with statewide averages for similarly classified roadways and/or the citywide averages provided by the City of Issaquah. Intersection rates are calculated independently from mid-block segment accident rates. Intersection accident rates should be calculated as accidents per million entering vehicles, whereas mid-block accident rates should be calculated as accidents per million vehicle miles. Site Access and Circulation Access points should be evaluated in terms of capacity, safety and adequacy of queue storage. Access points should be free of all encumbrances and provide appropriate sight triangles. The quality of access as it relates to the internal site circulation will have a direct relationship on the quality of traffic flow in and around the site development, as well as a direct impact on public safety. Proposed access points should be evaluated with respect to possible mutual interference with other adjacent or opposed access points. Joint access and cross access by two or more properties may be desirable depending upon use. Site access and circulation analysis shall be conducted and recommendations shall be included in the traffic study to address safe and acceptable traffic operations. The identification of access points between the site and the external roadway system and subsequent recommendation concerning the design of those access points is directly related to both the directional distribution of site traffic and the internal circulation of the facility. Provisions for appropriate vehicular-exit queuing should be made at all access drives to a development. For small developments, parking areas and access points should be designed so that exiting drivers can align their vehicles perpendicular to the off-site roadway system. For large developments, queuing areas should be sufficient so that vehicles stored at exits do not block internal circulation. The traffic study should calculate anticipated queues and minimum required throat depth at the project access points. The analysis should also evaluate the proposed site plan for sight distance and other unsafe traffic conditions and provide recommendations to mitigate them. The need to restrict certain movements to avoid conflicts should be assessed. Direct access to arterial roads should be justified in the context of available alternative access opportunities. Adverse effects of site access on road and transit operations should be identified and appropriate remedial measures identified and evaluated. The requirements for left-turn and right-turn lanes at the driveway (exiting the site) and on the public roadway at the project driveway (entering the site) should be evaluated. Where appropriate, potential weaving problems should be assessed and evaluated, including the need for acceleration or deceleration lanes, and conflicts with pedestrian and bicycle movements. Internal circulation should provide access to all areas in a manner understood to drivers. Internal roadways should be marked and signed in accordance with recommendations in the MUTCD. Delivery vehicle/courier loading/unloading facilities and the tracking of design vehicle movements related to access points, circulation roads/aisles, loading docks, and garbage receptacles should be evaluated with respect to location, size and design. Convenient access should be provided to off-street loading facilities to minimize the possibility that pick-up/delivery operation will occur on the public street. Evaluate the potential for access and circulation movements associated with on-site parking or other activity (such as drive-through service windows) resulting in queues extending onto public streets, or vehicles backing onto public streets. Describe and evaluate site access provisions for pedestrians and cyclists with particular emphasis on convenient and safe access to transit services. Sight Distance Evaluation At each access point and at each intersection where a new road is proposed, the sight distance requirements (intersection, stopping, entering, corner sight distance, etc.) should be determined based on appropriate standards (City, WSDOT and AASHTO standards), and the availability of sight distance determined from actual field measurements of existing streets or based on subdivision plans for large scale developments. Line of sight triangles for determining sight distances and landscape and/or other restrictions shall be drawn on the site plan. If a deficiency exists, recommendations to improve the deficiency need to be incorporated into the report. Necessary line-of-sight-clearing to insure adequate sight distance should be clearly indicated. Neighborhood Impacts Neighborhood transportation impacts are primarily caused by site generated traffic using neighborhood streets as short cuts. This “cut-through” traffic can impact pedestrian safety and community cohesion. Most neighborhoods are sensitive to cut-through traffic and hence an analysis should be conducted (if applicable) to evaluate the neighborhood impacts of the proposed development. Evaluation of Transit, Bicycle and Pedestrian Facilities Impacts to non-motorized facilities (including park-and-ride) should be identified, particularly in cases where the development is located in an area with incomplete non-motorized facilities, and/or the existing facilities will be modified by the proposed development. Evaluate future pedestrian activity associated with the development and related implications for signal warrant calculation and signal timing requirements to provide pedestrian road-crossing opportunities. Of particular interest are pedestrian connections to transit services. Other Special Analyses and Studies Specific focused traffic analyses and studies may be requested by the City relevant to the proposed development to address issues such as; truck estimates and pavement design, parking impacts (including on- street and off-street and special events), safe school routes, spot speed studies, queue length studies, emergency routes, etc. Mitigation Identification and Recommendations This section outlines the process of identification of operational and safety transportation improvements and other measures required to ensure that acceptable and safe operation of the transportation system is maintained. Project impacts (i.e., capacity, operational, safety, etc.) are measured by comparing “Future without Project” to “Future with project” traffic conditions. For identified impacts, the traffic study must identify and discuss mitigation measures that will be implemented by the proposed development. Mitigation measures should be specific and feasible actions that will improve adverse transportation impacts to acceptable levels of service or safety levels. An effective mitigation measure shall adequately avoid, minimize, rectify, or compensate an impact. The capacity analysis results, summaries, and software output should be prepared as described in the Operational/Capacity Analysis section of these guidelines. Potential mitigation measures include:  Locate access point(s) to optimize visibility/sight distance and reduce potential conflicts. Dedicate visibility easement to assure adequate sight distance at intersections and driveways.  Addition of travel lanes (left, right, thru, acceleration and deceleration lanes). The report must identify the impacts associated with such a change (right-of-way need and feasibility). All mitigations should be reviewed in the field to make sure that they can be accommodated.  Increasing the length of turn lanes storage pockets/bays.  Traffic control modification.  Upgrade and/or modification of phasing at existing signals.  Signal timing modification. If signal timing modifications are proposed for an intersection within a coordinated signal system, the entire signal system must be analyzed to ensure that any proposed changes do not cause the entire system or part of the system to fail.  Provide channelized islands.  Restriction of project driveway(s) turning movements.  Installation of traffic signs  ITS improvements such as CCTV traffic cameras and fiber optic communication equipment  Transit facilities, such as bus turn-outs, park-and-ride lots, and/or bus stops.  Design on-site traffic circulation and parking facilities to allow free flow access and to avoid queuing onto public streets. Provide adequate off-street parking in accordance with City Code and ITE Demand statistics.  Bicycle and Pedestrian Facilities - Provide for access to, from, and through development for bicyclists and pedestrians. Recommend designing bicycle paths, lanes, and facilities; sidewalks, shared use routes, other walkways.  Reduce or change proposed land use  Provide transportation demand management (TDM) measures, where feasible. TDM measures include flexible work hours or adjusting shift schedules to avoid peak hours of the adjacent roadways, promoting ridesharing or vanpools, and promoting alternate modes of travel to include bicycles, pedestrians and public transportation. When TDM plans are proposed as mitigation measures, the applicant may be required to submit a report to PWE Transportation to document the success of the program two years after full occupancy of the development. Maps and graphics shall be included in the report depicting all mitigation measures dealing with roadway, parking and access points. These maps and graphics must be drawn to scale with existing and recommended roadway geometrics dimensioned (e.g., road width, lane width, 95th percentile queue length, etc.). The intent of such graphics is to assist in determining the feasibility of a proposed mitigation. Graphics must include adjacent structures/trees, parking areas, bus stops, pedestrian crosswalks, driveways, etc. All recommended improvements shall meet current City standards. It is important to structure recommendations for improvements within appropriate time perspectives. Recommendations should be sensitive to the following issues:  Timing of short- or long-range network improvements that are already planned and scheduled  Anticipated time schedule of adjacent developments  Size and timing of individual phases of the proposed developments  Logical sequencing of various improvements or segments  Availability and feasibility of additional right-of-way within the appropriate time frames  Local priorities for transportation improvements and funding  Cost-effectiveness of implementing improvements at a given stage of development  Necessary lead-time for additional design and construction. All recommended improvements including construction schedule and financing plan should be identified on a summary sheet in this section of the report. In cases where phased development of a project is proposed, a schedule identifying the improvements needed to mitigate traffic impacts at each phase will be required. Transportation system changes proposed in conjunction with the development or redevelopment proposal must be compatible with other elements of the transportation system and must be warranted, safe, and contribute to more effective and efficient movement of people and goods. Generally, the proponent of a development or redevelopment proposal is financially responsible for transportation improvements reasonably required to accommodate the proposal or to mitigate adverse impacts of the proposal. Normally such changes will be included as conditions of development approval. Appendix The following information when applicable should be included in the appendices of the report:  Site Plan drawn to scale  Raw traffic count data  Plots and other applicable information from the Transportation Model runs  Capacity and Queue calculations (detailed worksheets). Software output must explicitly show all input and phase lengths used in analysis.  Signal Progression/Arterial Analyses (all input and output)  Warrant worksheets for signals, all-way stops, right and left-turn lanes, etc.  Intersection and driveway sight distance (drawn to scale)  Accident Data  Additional tables or figures not included in the report  Maps (drawn to scale) and graphics not contained in the body of the report  Other relevant supportive information and/or analyses